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HomeMy WebLinkAboutWATERS' EDGE - PDP - PDP160006 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYWATERS’ EDGE TRAFFIC IMPACT ANALYSIS Prepared for: Waters’ Edge Investments, LLLP c/o Actual Communities, LLLP 5935 South Zang Street, Suite 230 Littleton, CO 80127 303/858-0250 Project Manager: Mr. Bill Swalling Prepared by: Felsburg Holt & Ullevig 6300 S. Syracuse Way, Suite 600 Centennial, CO 80111 303/721-1440 Project Manager: Richard R. Follmer, PE, PTOE Project Engineer: Gabrielle Renner, EI February 5, 2016 FHU Reference No. 115358-01 Waters’ Edge Traffic Impact Analysis TABLE OF CONTENTS Page I. INTRODUCTION -------------------------------------------------------------------------------------------- 1 I.1 Project Description -------------------------------------------------------------------------------- 1 II. SUMMARY OF EXISTING CONDITIONS ------------------------------------------------------------ 5 II.1 Study Area Boundary ----------------------------------------------------------------------------- 5 II.2 Existing Roadways -------------------------------------------------------------------------------- 5 II.3 Existing Traffic Volumes ------------------------------------------------------------------------- 7 II.4 Operational Analyses of Existing Conditions ----------------------------------------------- 9 III. PROJECTED BACKGROUND CONDITIONS ----------------------------------------------------- 12 III.1 Background Traffic Growth -------------------------------------------------------------------- 12 III.2 Background Traffic Operations --------------------------------------------------------------- 12 III.3 Improvements Needed for Background Traffic Conditions ---------------------------- 17 IV. PROJECTED BUILD-OUT CONDITIONS ----------------------------------------------------------- 19 IV.1 Waters’ Edge Development Characteristics ----------------------------------------------- 19 IV.2 Trip Generation Estimates --------------------------------------------------------------------- 19 IV.3 Site-Generated Traffic Volumes and Trip Distribution ---------------------------------- 21 IV.4 Total Traffic Volumes ---------------------------------------------------------------------------- 21 IV.5 Operational Analyses ---------------------------------------------------------------------------- 30 IV.6 Adequate Public Facilities ---------------------------------------------------------------------- 35 IV.7 Street Classifications ---------------------------------------------------------------------------- 35 IV.8 Auxiliary Lane Analyses ------------------------------------------------------------------------ 37 IV.9 Pedestrian & Bicycling Facilities -------------------------------------------------------------- 38 IV.10 Infrastructure for Phase 1 (Year 2021 - Short Range) & Phase 2 (Year 2040 - Long Range) Conditions ----------------------------------------------------------------------- 38 V. SUMMARY CONCLUSIONS --------------------------------------------------------------------------- 41 Waters’ Edge Traffic Impact Analysis LIST OF APPENDICES APPENDIX A ATTACHMENT A, BASE ASSUMPTIONS ATTACHMENT B, PEDESTRIAN ANALYSIS WORKSHEET APPENDIX B EXISTING TRAFFIC COUNT DATA APPENDIX C LEVEL OF SERVICE CRITERIA FOR STOP-CONTROLLED AND SIGNALIZED INTERSECTIONS APPENDIX D TRAFFIC ANALYSIS WORKSHEETS – EXISTING CONDITIONS APPENDIX E TRAFFIC ANALYSIS WORKSHEETS – PHASE 1 (YEAR 2021) BACKGROUND CONDITIONS APPENDIX F TRAFFIC ANALYSIS WORKSHEETS – PHASE 2 (YEAR 2040) BACKGROUND CONDITIONS APPENDIX G TRAFFIC ANALYSIS WORKSHEETS – PHASE 1 (YEAR 2021) BUILD-OUT CONDITIONS APPENDIX H TRAFFIC ANALYSIS WORKSHEETS – PHASE 2 (YEAR 2040) BUILD-OUT CONDITIONS Waters’ Edge Traffic Impact Analysis LIST OF FIGURES Page Figure 1. Vicinity Map ----------------------------------------------------------------------------------------- 2 Figure 2. Project Site Plan ----------------------------------------------------------------------------------- 3 Figure 3. Roadway Laneage -------------------------------------------------------------------------------- 6 Figure 4. Existing Traffic Volumes ------------------------------------------------------------------------- 8 Figure 5. Existing Levels of Service & Lane Geometry ---------------------------------------------- 11 Figure 6. Phase 1 (Year 2021) Background Traffic Volumes -------------------------------------- 13 Figure 7. Phase 2 (Year 2040) Background Traffic Volumes -------------------------------------- 14 Figure 8. Phase 1 (Year 2021) Background Traffic Operational Conditions ------------------- 15 Figure 9. Phase 2 (Year 2040) Background Traffic Operational Conditions ------------------- 16 Figure 10. Vehicle Trip Distribution ------------------------------------------------------------------------ 22 Figure 11. Phase 1 Site-Generated Traffic Volumes -------------------------------------------------- 23 Figure 12a. Phase 2 Site-Generated Traffic Volumes – Surrounding Intersections ------------- 24 Figure 12b. Phase 2 Site-Generated Traffic Volumes – Site Intersections ------------------------ 25 Figure 13. Phase 1 Total Traffic Volumes ---------------------------------------------------------------- 26 Figure 14a. Phase 2 Total Traffic Volumes – Surrounding Intersections -------------------------- 27 Figure 14b. Phase 2 Total Traffic Volumes – Site Intersections ------------------------------------- 28 Figure 15. Daily Traffic from Waters’ Edge on Adjacent Streets------------------------------------ 29 Figure 16. Phase 1 (Year 2021) Levels of Service & Lane Geometry ---------------------------- 31 Figure 17a. Phase 2 (Year 2040) Levels of Service & Lane Geometry – Surrounding Intersections --------------------------------------------------------------------------------------- 33 Figure 17b. Phase 2 (Year 2040) Levels of Service & Lane Geometry – Site Intersections --------------------------------------------------------------------------------------- 34 Figure 18. Waters’ Edge Street Classifications --------------------------------------------------------- 36 LIST OF TABLES Table 1. Improvement Requirements for Background Traffic Conditions ---------------------- 18 Table 2. Estimates of Waters’ Edge Trip Generation ----------------------------------------------- 20 Table 3. Improvement Requirements for Phase 1 (Year 2021) Conditions ------------------- 30 Table 4. Improvement Requirements for Phase 1 & Phase 2 Conditions --------------------- 32 Table 5. Auxiliary Lane Requirements ------------------------------------------------------------------ 38 Table 6. Recommended Improvements Summary for Waters’ Edge Development -------- 39 Waters’ Edge Traffic Impact Analysis Page 1 I. INTRODUCTION I.1 Project Description Waters’ Edge Investments, LLLP is proposing to construct a community of residential homes in northeast Fort Collins, Colorado on parcels of land adjacent to Turnberry Road. Specifically, the project is located on both the east and west sides of Turnberry Road and it abuts other existing residential communities and also State Land Board property. To the north and west are the Serramonte and Hearthfire communities, to the south are the Richards Lake and Brightwater developments, and to the northeast is the State Land Board property. The projects’ name is Waters’ Edge, and the subject land is currently vacant except for a City of Fort Collins park (Richards Lake Park) that is located in the southwest corner of the property. Certain public streets exist adjacent to and through Waters’ Edge. These streets are located primarily along the south parcel boundaries and through the western part of the property – Brightwater Drive and Richards Lake Road traverse the south side of Waters’ Edge, while Brightwater Drive and Morningstar Way exist within the property boundaries; Morningstar Way makes a connection to the Hearthfire community with ultimate connection to Douglas Road. Please see Figure 1 for a representation of the project site in relation to these streets. Waters’ Edge is proposed for a combination of residential, retail and office uses, as well as an assisted living facility. Waters’ Edge will be developed in two phases with land on the west side of Turnberry Road being developed first. Only residential dwelling units will be constructed to the west of Turnberry Road (Phase 1 – total of 384 single-family and multi-family dwelling units), while the east side of Turnberry Road (Phase 2) will include residential homes (408 single- family and multi-family), 30,000 square feet (sf) of retail space, 10,000 sf of office space, and with 52,272 sf for assisted living. Both Phases 1 and 2 will include community centers, while several parks and open spaces will be provided for community residents. Phase 1 is projected to be completed by Year 2021, while Phase 2 is planned to be completed by Year 2025. Several points of access are proposed for the project with primary routes eventually reaching Turnberry Road and Richards Lake Road. Parcel access in Phase 1 (west side of Turnberry Road) will intersect the existing Brightwater Drive and Morningstar Way, and also along the new extension of Morningstar Way to Turnberry Road. Waters’ Edge streets in Phase 2 (east side of Turnberry Road) will intersect Turnberry Road at three new locations, while other development streets will intersect Brightwater Drive, Bar Harbor Drive, and at one location along Richard Lake Road. Please see Figure 2 for a representation of the project site plan, street network, and the proposed accesses. Pedestrian access will be along detached sidewalks, following the City roadway typical section standards. An off-street trails system will also be provided that allows pedestrians opportunities for access to other areas of Waters’ Edge and to its parks and open spaces. Vicinity Map Figure 1 FELSBURG HOL T & ULLEVIG Waters Edge TIA 15-358 02/03/16 PROJECT SITE Douglas Rd. CR 13 Hearthfire Way H e a r t h f i r e D r . Morningstar Way Turnberry Rd. Brightwater Dr. Country Club Rd. (CR 52) Richards Lake Rd. Mountain Vista Dr. (CR 50) Vine Dr. Mulberry Rd. Lemay Ave. Gregory Rd. Timberline Rd. Jefferson St./Riverside Ave. College Ave. T e r r y L a k e R d . 1 25 25 287 14 Waters' Edge Site Plan Figure 2 FELSBURG HOL T & ULLEVIG Waters Edge TIA 15-358 02/03/16 Waters’ Edge Traffic Impact Analysis Page 4 Bicycle travel in Waters’ Edge will occur within the normal footprint of the Local street system when traveling along the residential streets. Travel along Brightwater Drive, Turnberry Road, Bar Harbor Drive, and Richards Lake Road will be in established bike lanes. Where needed along the Waters’ Edge property, the roadway cross-section will include extensions of the existing bike lane facilities on Turnberry Road and on Richards Lake Road. This analysis provides information on traffic impacts for the proposed development and it includes specific information on:  Existing functional and operational conditions  Projected increases in existing traffic volume levels for the Background condition timeframes for Phase 1, being Year 2021, and for the long-range planning horizon for Phase 2 (Year 2040)  Trip generation estimates for Phases 1 and 2 for Waters’ Edge  Evaluation of project impacts for Phases 1 and 2 (Phase 2 impacts include the combination of Phase 1 and 2 development)  Summary of analyses and recommendations Specific analyses are conducted for the Vine Drive/Lemay Avenue intersection related to the City of Fort Collins’ Transportation Impact Study (TIS) guidelines. Waters’ Edge Traffic Impact Analysis Page 5 II. SUMMARY OF EXISTING CONDITIONS II.1 Study Area Boundary The information contained in this report focuses on the transportation impacts and infrastructure requirements along the surrounding street network which extends from Douglas Road on the north, to Vine Drive on the south, and to State Highway 1 (Terry Lake Road) and Lemay Avenue on the west, and to Timberline Road on the east. II.2 Existing Roadways Existing roadways adjacent to Waters’ Edge provide access to the local communities, while also providing for more regional access to connecting streets that serve the larger northeast Fort Collins and Larimer County areas. Streets such as Hearthfire Drive and Brightwater Drive provide direct access to Douglas and Turnberry Roads, while Turnberry Road and Richards Lake Road make connections to Douglas Road, Country Club Road and Mountain Vista Drive, with eventual access to Lemay Avenue, Timberline Road and ultimately SH 1, SH 14 and I-25. The City of Fort Collins’ Master Street Plan was consulted to understand the current classification of the adjacent streets. This document finds the following street classifications:  Morningstar Way = 2-Lane Collector  Brightwater Drive = 2-Lane Collector  Turnberry Road = 2-Lane Arterial  Richards Lake Road = 2-Lane Arterial  Country Club Road = 2-Lane Collector  Douglas Road = 2-Lane Arterial  Lemay Avenue = 4-Lane Arterial (south of Country Club Road)  Mountain Vista Drive = 2-Lane and 4-Lane Arterial (dividing line is at Timberline Road)  Timberline Road = 4-Lane Arterial  Vine Drive = 4-Lane Arterial Of note, the Master Street Plan includes some realignments of existing surrounding streets, specifically, Mountain Vista Drive and Timberline Road will be realigned in the future to provide better continuity of Timberline Road towards I-25, while Vine Drive will be realigned to the north from its current location which is directly adjacent to some existing railroad tracks. All other nearby streets are classified as Local streets. Arterial streets are expected to carry higher traffic volume levels than collector streets and they typically have more roadway laneage with a higher level of pedestrian and bicyclist amenities. Collector streets provide the connectivity between higher function streets (arterials) and streets for more direct access to residential communities and local businesses. Figure 3 shows the projected ultimate roadway laneage for the arterial and collector street classifications while also showing the existing laneage (exclusive of left turn or right turn auxiliary lanes). Roadway Laneage Figure 3 FELSBURG HOL T & ULLEVIG Waters Edge TIA 15-358 02/03/16 PROJECT SITE Douglas Rd. CR 13 Hearthfire Way H e a r t h f i r e D r . Morningstar Way Turnberry Rd. Brightwater Dr. Country Club Rd. (CR 52) Richards Lake Rd. Mountain Vista Dr. (CR 50) Vine Dr. Lemay Ave. Gregory Rd. Timberline Rd. T e r r y L a k e R d . = Existing/Future Roadway Laneage LEGEND X/X 1 25 25 2/4 2/4 2/4 2/2 2/2 2/2 2/2 2/2 2/2 2/2 Waters’ Edge Traffic Impact Analysis Page 7 II.3 Existing Traffic Volumes Daily traffic volumes were provided by the City of Fort Collins on several adjoining streets; almost all of which were recorded in 2015 with only a few recorded in 2014. Daily traffic volumes on typical weekdays varied considerably. These levels ranged from less than 1,000 vehicles per day (vpd) along Brightwater Drive to over 16,000 vpd on Lemay Avenue. Intersection turning movements were recorded at 12 intersections surrounding the project site and these locations were coordinated with the City as part of the Base Assumptions assessment during the preparation of this report. Base Assumptions data, Attachment A, is included in Appendix A. The peak hour traffic volumes were recorded during the typical AM and PM hours of commuter travel times to identify the highest levels of adjacent traffic activity. Figure 4 is a graphical representation of the recorded peak hour and daily traffic volumes; the traffic count data can be found in Appendix B. Existing traffic volume patterns reflect movements that can be expected of primarily residential areas that are located relatively distant from the main retail and business areas of Fort Collins. Residents of the developments surrounding Waters’ Edge typically must travel towards the south, west and southwest to reach shopping, recreation, and work opportunities. There are a few patterns/movements that should be noted:  Patterns at the SH 1/Douglas Road intersection (No. 1 on Figure 4) reflect a to/from downtown Fort Collins with higher movements southbound during the AM peak hour and northbound during the PM peak hour.  Intersection No. 8 (Turnberry Road/Country Club Road) includes a high level of turning movements along the north leg of Turnberry road and the west leg of Country Club Road. This pattern reflects movements to/from downtown Fort Collins (southbound right turns/eastbound left turns) which is less convenient along Turnberry Road which does not have direct connectivity towards the south, i.e., it’s more circuitous along Turnberry Road, Mountain Vista Drive and Timberline Road.  Intersection No. 7 (Lemay Avenue/Country Club Road) also reflects this basic pattern but with somewhat different turning movements, i.e., westbound left turns during the AM peak hour and northbound right turns during the PM peak hour.  Turnberry and Timberline Road intersections along Mountain Vista Drive (Intersections 9 and 10) reflect patterns to/from the residential areas and business areas of Fort Collins being eastbound and southbound during the AM peak hour and northbound and westbound during the PM peak hour. Of note, traffic volumes at the Vine Drive/Lemay Avenue intersection reflect reserve capacity estimates of future traffic volumes based on data furnished by the City of Fort Collins. Existing Traffic Volumes Figure 4 FELSBURG HOL T & ULLEVIG Waters Edge TIA 15-358 02/01/16 WATERS' EDGE Douglas Rd. CR 13 Hearthfire Way H e a r t h f i r e D r . Morningstar Way Turnberry Rd. Brightwater Dr. Country Club Rd. (CR 52) Richards Lake Mountain Vista Dr. (CR 50) Vine Dr. Lemay Ave. Gregory Rd. Timberline Rd. = AM(PM) Peak Hour Traffic Volumes = Daily Traffic Volumes XXX(XXX) LEGEND XXXX 5(15) 53(52) 36(33) 178(79) 309(158) 24(11) 67(91) 67(44) 48(51) 16(65) 88(322) 14(61) 58(93) 2(4) 95(89) 5(35) 31(14) 9(4) 3(1) 22(65) 9(19) Waters’ Edge Traffic Impact Analysis Page 9 II.4 Operational Analyses of Existing Conditions Level of service (LOS) analyses were conducted for each of the 12 project intersections during the AM and PM peak hours of vehicle activity. These analyses were conducted using the Synchro analysis software tool which allows for calculation of control delay using the methodologies of the Highway Capacity Manual, Transportation Research Board, 2010. These analyses use the existing traffic volumes, intersection geometry (i.e., the number of through lanes and left or right turn lanes), and intersection traffic control to estimate levels of service. Level of service categorizes the ease of traffic flow through an intersection with operational designations from A through F. Level of service A represents relatively uncongested traffic flow with little or no vehicle delay, while LOS F represents greater delay and more congestion. Level of service delay characteristics for stop-controlled and signalized intersections is included in Appendix C. Nine of the 12 intersections are controlled by stop signs on the side streets, while the Country Club Road/Lemay Avenue, Turnberry Road/Mountain Vista Drive, and Vine Drive/Timberline Road intersections have stop signs on all intersection approaches. The Vine Drive/Lemay Avenue intersection is the only one controlled by a traffic signal. Traffic signal timing parameters were provided by the City of Fort Collins for the analyses of existing conditions. The Larimer County Urban Area Street Standards (LCUASS) provide LOS standards for motor vehicles in their Table 4-3 (recently revised). That table includes standards for both signalized and unsignalized (stop-controlled or roundabouts) intersections. These standards also provide clarification for the types of intersecting street classifications when analyzing intersections that are controlled by stop signs. As such, the following table summarizes the LOS standards for intersections included in the analyses for this report: Table 4-3 as reproduced from the Larimer County Urban Area Street Standards Fort Collins (GMA and City Limits) Motor Vehicle LOS Standards (Intersections) Overall Any Approach Leg Any Movement Signalized D1 E E2 Unsignalized Arterial/Arterial Collector/Collector E3 E E Unsignalized Arterial/Collector Arterial/Local F3 F F Unsignalized Collector/Local Local/Local C3 C C Roundabout E3, 4 E4 E4 1 In mixed use district including downtown and campus area as defined by structure plan, LOS E is acceptable 2 Applicable with at least 5% of total entering volume 3 Use weighted average to identify overall delay 4 Apply signalized delay value thresholds to determine LOS Waters’ Edge Traffic Impact Analysis Page 10 The results of these analyses found that only one location does not meet the criteria of LCUASS for existing conditions:  Intersection No. 11, Vine Drive/Lemay Road (in Mixed-Use District) – The westbound through/right movements operate at LOS F during the AM peak hour. The overall intersection operates at LOS E during the PM peak hour, while the eastbound and westbound through/right movements operate at LOS F in this time period. Level of service results for existing conditions is included on Figure 5; this figure also includes the existing intersection geometry and traffic control for the studied locations. Appendix D contains the traffic analysis worksheets for existing conditions. Existing Levels of Service and Lane Geometry Figure 5 FELSBURG HOL T & ULLEVIG Waters Edge TIA 15-358 02/03/16 WATERS' EDGE Douglas Rd. CR 13 Hearthfire Way H e a r t h f i r e D r . Turnberry Rd. Brightwater Dr. Country Club Rd. (CR 52) Richards Lake Mountain Vista Dr. (CR 50) Vine Dr. Lemay Ave. Gregory Rd. Timberline Rd. Morningstar Way = AM/PM Peak Hour Signalized Intersection Level of Service = AM/PM Peak Hour Unsignalized Intersection Level of Service = Stop Sign = Traffic Signal LEGEND X/X x/x b/c c/c a/a a/a c/d b/b a/a a/a a/a a/a a/a a/a a/b a/a b/a a/a a/a a/a Waters’ Edge Traffic Impact Analysis Page 12 III. PROJECTED BACKGROUND CONDITIONS When evaluating future conditions for a new project, it is necessary to understand how traffic along the existing roadway system is expected to change over time so that the impacts of the new project can be easily identified. As such, this section includes information that could be expected at completion of Phase 1 (Year 2021) and for the long-range planning horizon of Year 2040. As noted in the Base Assumptions, Attachment A, two roadway improvements are considered part of background conditions when understanding roadway laneage and operational conditions for the Year 2040 timeframe:  The Vine Drive/Lemay Avenue intersection has been relocated towards the north as part of the entire realignment of Vine Drive between College Avenue and Timberline Road and as part of the plans to construct a grade-separation on Lemay Avenue over the railroad tracks that parallel the existing Vine Drive alignment. Intersection laneage reflects that both of these streets are 4-Lane Arterials and the number of left or right turn lanes were found in a report prepared by City staff.  The Vine Drive/Timberline Road intersection will include a traffic signal by this timeframe. III.1 Background Traffic Growth Conversations with City staff indicate that a 1% compounded annual growth rate in existing traffic is appropriate for understanding background traffic growth for the Waters’ Edge project. Phase 1 (Year 2021) – Existing traffic volumes were grown by 6.15% to estimate traffic volumes at the subject intersections to accommodate growth in traffic from the time the vehicle movements were recorded to the project Phase 1 build-out year (6 years). The Phase 1 traffic volumes can be found on Figure 6. Phase 2 (Year 2040) – Continuing these estimates, traffic volumes were increased by 28.24% to accommodate the expected growth from Year 2015 to Year 2040, the long-range planning timeframe. The Phase 2 traffic volumes can be found on Figure 7. III.2 Background Traffic Operations Figures 8 and 9 represent the operational analysis results for Phase 1 (Year 2021) and Phase 2 (Year 2040) using the projected traffic volumes and the anticipated roadway laneage and traffic control. The only traffic control change for the Phase 1 scenario is that the traffic signal timing parameters at the Vine Drive/Lemay Avenue intersection were optimized. For Phase 2, the Vine Drive/Lemay Avenue intersection is considered to be in its relocated location with additional intersection laneage, while the Vine Drive/Timberline Road intersection includes traffic signalization with optimized signal timing (no additional laneage). Phase 1 (Year 2021) Background Traffic Volumes Figure 6 FELSBURG HOL T & ULLEVIG Waters Edge TIA 15-358 02/01/16 WATERS' EDGE Douglas Rd. CR 13 Hearthfire Way H e a r t h f i r e D r . Morningstar Way Turnberry Rd. Brightwater Dr. Country Club Rd. (CR 52) Richards Lake Mountain Vista Dr. (CR 50) Vine Dr. Lemay Ave. Gregory Rd. Timberline Rd. = AM(PM) Peak Hour Traffic Volumes = Daily Traffic Volumes XXX(XXX) LEGEND XXXX 5(15) 55(55) 40(35) 190(85) 330(170) 25(15) 70(95) 70(45) 50(55) 20(70) 95(340) 15(65) 60(100) 5(5) 100(95) 5(35) 35(15) 10(5) 5(5) 25(70) Phase 2 (Year 2040) Background Traffic Volumes Figure 7 FELSBURG HOL T & ULLEVIG Waters Edge TIA 15-358 02/01/16 WATERS' EDGE Douglas Rd. CR 13 Hearthfire Way H e a r t h f i r e D r . Morningstar Way Turnberry Rd. Brightwater Dr. Country Club Rd. (CR 52) Richards Lake Mountain Vista Dr. (CR 50) Vine Dr. Lemay Ave. Gregory Rd. Timberline Rd. = AM(PM) Peak Hour Traffic Volumes = Daily Traffic Volumes XXX(XXX) LEGEND XXXX 5(20) 70(65) 45(40) 230(100) 395(205) 30(15) 85(115) 85(55) 60(65) 20(85) 115(45) 20(80) 75(120) 5(5) 120(115) 5(45) 40(20) 15(5) 5(5) 30(85) Phase 1 (Year 2021) Background Traffic Operational Conditions Figure 8 FELSBURG HOL T & ULLEVIG Waters Edge TIA 15-358 02/03/16 WATERS' EDGE Douglas Rd. CR 13 Hearthfire Way H e a r t h f i r e D r . Turnberry Rd. Brightwater Dr. Country Club Rd. (CR 52) Richards Lake Mountain Vista Dr. (CR 50) Vine Dr. Lemay Ave. Gregory Rd. Timberline Rd. Morningstar Way = AM/PM Peak Hour Signalized Intersection Level of Service = AM/PM Peak Hour Unsignalized Intersection Level of Service = Stop Sign = Traffic Signal LEGEND X/X x/x b/c c/c a/a a/a c/d b/c a/a a/a a/a a/a a/a a/a a/a a/a b/b a/a b/b b/a Phase 2 (Year 2040) Background Traffic Operational Conditions Figure 9 FELSBURG HOL T & ULLEVIG Waters Edge TIA 15-358 02/03/16 WATERS' EDGE Douglas Rd. CR 13 Hearthfire Way H e a r t h f i r e D r . Turnberry Rd. Brightwater Dr. Country Club Rd. (CR 52) Richards Lake Mountain Vista Dr. (CR 50) Vine Dr. Lemay Ave. Gregory Rd. Timberline Rd. Morningstar Way = AM/PM Peak Hour Signalized Intersection Level of Service = AM/PM Peak Hour Unsignalized Intersection Level of Service = Stop Sign = Traffic Signal LEGEND X/X x/x c/c d/e a/a a/a c/f c/c a/a a/a a/b a/a a/a a/a a/b a/a b/b a/a b/b b/b Waters’ Edge Traffic Impact Analysis Page 17 Phase 1 (Year 2021) - The results of these analyses found that the critical vehicle movements at each of the 11 stop-controlled intersections can meet the LCUASS standards with the growth in traffic identified in Section III.1. Similarly to Existing Conditions, only one location will not meet these LOS standards:  Intersection No. 11, Vine Drive/Lemay Road – With the increases in traffic projected for the Year 2021 timeframe, overall intersection operations during the PM peak hour will degrade to LOS F even with some signal timing optimization (same cycle length and offset; only modifications to allotted green time). Specifically, the eastbound through/right movement and the northbound approach will operate at LOS F during the PM peak hour. Appendix E contains the traffic analysis worksheets for Phase 1 (Year 2021) Background conditions. Phase 2 (Year 2040) – Analyses for the Phase 2 timeframe found that the critical vehicle movements at most of the stop-sign controlled intersections can continue to meet the LCUASS standards during both the AM and PM peak hours except for a few specific locations and timeframes:  Intersection No. 1, SH 1 at Douglas Road – The eastbound left turn lane is projected to operate at LOS F during the PM peak hour.  Intersection No. 10, Timberline Road/Mountain Vista Drive – The northbound left/right movement is projected to operate at LOS F during the PM peak hour. Appendix F contains the traffic analysis worksheets for Phase 2 (Year 2040) Background conditions. III.3 Improvements Needed for Background Traffic Conditions To clearly define the improvements that will be necessary to accommodate the impacts of Waters’ Edge, it is first necessary to understand what improvements will be needed in the Years 2021 and 2040 with only increases in existing traffic (the Background traffic scenario). As noted in the previous section, only a few intersections or individual movements are identified as not meeting the LOS criteria contained in LCUASS. Table 1 includes those locations/ movements and an estimate of what is required to meet the LCUASS standards from a physical and/or operational standpoint. Waters’ Edge Traffic Impact Analysis Page 18 Table 1. Improvement Requirements for Background Traffic Conditions Intersection Street Classifications Level of Service Without Improvement Recommended Improvement Level of Service with Improvement Phase 1 (Year 2021) Base Assumption: Lemay Avenue grade-separation over railroad tracks and realignment of Vine Drive/Lemay Avenue intersection has not occurred. Intersection No. 11, Vine Drive/Lemay Avenue – PM Peak Hour Vine Drive – Arterial Lemay Avenue – Arterial LOS F Overall; EB Through/ Right & NB Approach – LOS F Add additional NB & SB laneage – 2nd through lane and exclusive left turn lanes in both directions LOS D Overall; LOS E or better for all movements Intersection No. 12, Vine Drive/Timberline Road – PM Peak Hour Vine Drive – Arterial Timberline Road - Arterial NB left/through/ Right – LOS F Install traffic signalization OR convert to single lane roundabout LOS B with traffic signal; LOS B with roundabout Phase 2 (Year 2040) Waters’ Edge Traffic Impact Analysis Page 19 IV. PROJECTED BUILD-OUT CONDITIONS IV.1 Waters’ Edge Development Characteristics Waters’ Edge is proposing to construct a total of 792 residential dwelling units (687 single-family homes; 105 townhomes/condos), 30,000 sf of retail space, 10,000 sf of office space, and a 52,272 sf assisted living facility in the northeast area of the City of Fort Collins. Waters’ Edge will be constructed in two phases – Phase 1 will be on the west side of Turnberry Road, while Phase 2 will be constructed on the east side of Turnberry Road. Each phase will include a community center and several park and open space amenities. Phase 1 will be constructed first and will include only residential dwelling units. The build-out of this phase is projected to be by the Year 2021. Phase 2 will include residential dwelling units and all of the other retail, office and assisted living land uses; it is expected to be completely constructed by the Year 2025. IV.2 Trip Generation Estimates Estimates of new vehicle-trips for Waters’ Edge were developed based on information contained in the Institute of Transportation Engineer’s (ITE) publication Trip Generation, 9th edition. The trip generation estimates for the project are contained in Table 2 on the following page. Pass-By Trips – This trip type reflects the opportunity for those motorists already using the adjacent street system to make a “side-trip” for stopping at the grocery store or other retail uses while on their way to/from another desitination. For example, a person traveling from their home may stop at a coffee shop on their way to work – they did not make a special trip from their home to the coffee shop; they stopped at the coffee shop as they “passed-by” that location. Since Waters’ Edge is planning 30,000 sf of retail space within the Phase 2 area, there is the potential that some pass-by trip will occur for those “side-trips” to a coffee shop or other uses that could exist. Based on conversations with City staff and upon evidence contained in the Institute of Transportation Engineers’ Trip Generation Handbook (August 2014), vehicle-trips for the retail land use could be reduced by 45% to account for pass-by trips. Keep in mind that these retail services can be used for pass-by trips for Phase 1 residents of Waters’ Edge, for residents of Richards Lake, Serramonte, or Hearthfire, or for other residents of Larimer County along Douglas Road, for example. Considering this information, the resultant effect of the pass-by trips is relatively small since the size of the retail portion of Waters’ Edge is also relatively small. As such, a total of 40 and 132 trips during the AM and PM peak hours, respectively, are reduced from the impact of new vehicle-trips along the surrounding roadway network. Internal Capture Trips – Another characteristic of projects with retail and office land uses intermixed with residential homes is that certain trips can be made via walking or bicycling, whether it is to another residential home or to one of the other land uses. For this project, some internal capture will occur related to the office land use. Waters’ Edge Traffic Impact Analysis Page 20 Table 2. Estimates of Waters’ Edge Trip Generation From Trip Generation by the Institute of Transportation Engineers Land Use Unit Size Daily AM Peak Hour PM Peak Hour In Out Total In Out Total Phase 1 – West Side of Turnberry Road Single-Family Dwelling Unit1 DU 336 3,203 61 184 245 197 116 313 Condominium/ Townhomes2 DU 48 340 5 24 29 22 11 33 Phase 1 New Trip Totals 3,543 66 208 274 219 127 346 Phase 2 – East Side of Turnberry Road Single-Family Dwelling Unit1 DU 351 3,334 64 191 255 205 120 325 Condominium/ Townhomes2 DU 57 394 6 27 33 25 13 38 Retail3 SF 20k 2,386 36 22 58 98 106 204 Supermarket4 SF 10k 1,022 21 13 34 48 47 95 Office5 SF 10k 110 14 2 16 3 12 15 Assisted Living6 Beds 65 178 8 4 12 9 10 19 Pass-By Trips (45% applied to retail trips) -1074 -13 -13 -26 -45 -45 -90 Pass-By Trips (45% applied to supermarket trips) -460 -7 -7 -14 -21 -21 -42 Internal Capture Trips (50% applied to office trips) -55 -7 -1 -8 -1 -7 -8 Phase 2 New Trip Totals 5,835 122 238 360 321 235 556 Phases 1 & 2 – Waters’ Edge Composite Trip Generation Single-Family Dwelling Unit1 DU 687 6,537 125 375 500 402 236 638 Condominium/ Townhomes2 DU 105 734 11 51 62 47 24 71 Retail3 SF 20k 2,386 36 22 58 98 106 204 Supermarket4 SF 10k 1,022 21 13 34 48 47 95 Office5 SF 10k 110 14 2 16 3 12 15 Assisted Living6 Beds 65 178 8 4 12 9 10 19 Pass-By Trips (45% applied to retail trips) -1074 -13 -13 -26 -45 -45 -90 Pass-By Trips (45% applied to supermarket trips) -460 -7 -7 -14 -21 -21 -42 Internal Capture Trips (50% applied to office trips) -55 -7 -1 -8 -1 -7 -8 TOTAL NEW TRIPS 9,378 188 446 634 540 362 902 1 ITE Land Use Code – 210 2 ITE Land Use Code – 230 3 ITE Land Use Code – 820 4 ITE Land Use Code – 850 5 ITE Land Use Code – 210 6 ITE Land Use Code - 254 Waters’ Edge Traffic Impact Analysis Page 21 For example, the office use could be a dentist, real estate, or insurance office where residents of Waters’ Edge may need to frequent. As such, some of these trips can occur via walking, biking or while traveling to another destination, possibly within Waters’ Edge. Fifty percent of the office vehicle-trips have been removed from the trip generation for this project as a result of this characteristic. Again, given the small amount of office proposed for Waters’ Edge (10,000 sf), the actual reduction of vehicle-trips is also small. A total of 55 trips over the course of a day, with eight trips during both the AM and PM peak hours, have been removed from the impact of new vehicle-trips for Waters’ Edge. Pass-by and internal capture vehicle-trips are reflected in Table 1. IV.3 Site-Generated Traffic Volumes and Trip Distribution Trip Distribution – As noted previously, there is a definitive pattern of traffic flow between the Waters’ Edge area and downtown Fort Collins. As such, it is projected that most of the traffic to/from Waters’ Edge will be to/from the south, primarily starting along Turnberry Road, then being distributed among other intersecting streets. As such, the pattern of vehicle distribution of Waters’ Edge trips is projected to follow a similar pattern. As can be seen on Figure 10, 85% of Waters’ Edge traffic is projected to travel to/from the south along Turnberry Road, with 75% being to/from the south of Richards Lake Road. Traffic volumes are then somewhat evenly distributed over the other routes to/from the south, east and west. Site-Generated Traffic Volumes – The traffic volume projections of Table 2 were distributed along the surrounding street network by following the distribution patterns of Figure 10. The resultant Phase 1 and Phase 2 vehicle-trip assignments for Waters’ Edge can be found on Figures 11 through 12b. For clarity purposes on the graphics, the site-generated traffic volumes for Phase 2 are shown on two separate figures – the trip assignments for the surrounding intersections that were evaluated in the Existing Conditions and Background Conditions sections (Figures 11 and 12a), and the Phase 2 site-generated traffic volumes at the Waters’ Edge access points (Figure 12b). Keep in mind that the Phase 2 traffic volumes include the Phase 1 land uses also, i.e., they represent the entire build-out of Waters’ Edge. IV.4 Total Traffic Volumes Projected traffic volumes at the completion of Phase 1 and 2 are the compilation of the growth in background traffic and the traffic volume estimates for Waters’ Edge. Figures 13 through 14b include the traffic volumes estimates when adding these values from Figures 11 through 12b with Figures 8 and 9. Again, the Phase 2 traffic volumes are shown on two separate figures. As additional information, while the daily traffic volumes of Figures 13 through 14b include the total amount of projected traffic along the adjacent street system, the specific level of projected additional daily traffic on nearby neighborhood streets is included on Figure 15. As you can see from this figure, traffic from Waters’ Edge that may proceed onto streets within adjacent subdivisions is expected to be less than 50 vpd. Vehicle Trip Distribution Figure 10 FELSBURG HOL T & ULLEVIG Waters Edge TIA 15-358 01/28/16 WATERS' EDGE 6% 10% 5% 5% 1% 10% 75% 10% 85% 20% 3% 20% 40% 15% 15% 12% 15% 5% 35% 20% 3% 3% 0% 5% Douglas Rd. CR 13 Hearthfire Way H e a r t h f i r e D r . Turnberry Rd. Brightwater Dr. Country Club Rd. (CR 52) Richards Lake Rd. Mountain Vista Dr. (CR 50) Vine Dr. Mulberry St. Lemay Ave. Gregory Rd. Timberline Rd. Willox Ln. Morningstar Way Jefferson St./Riverside Ave. College Ave. T e r r y L a Phase 1 (Year 2021) Site Generated Traffic Volumes Figure 11 FELSBURG HOL T & ULLEVIG Waters Edge TIA 15-358 02/03/16 WATERS' EDGE Douglas Rd. CR 13 Hearthfire Way H e a r t h f i r e D r . Morningstar Way Turnberry Rd. Brightwater Dr. Country Club Rd. (CR 52) Richards Lake Mountain Vista Dr. (CR 50) Vine Dr. Lemay Ave. Gregory Rd. Timberline Rd. = AM(PM) Peak Hour Traffic Volumes = Daily Traffic Volumes XXX(XXX) LEGEND XXXX 2(1) 12(8) 6(4) 1(2) 4(13) 2(6) 10(6) 4(11) 3(10) 10(7) 4(11) 4(11) 10(6) 10(6) 7(22) 158(96) 19(12) 49(64) 108(65) 69(43) Phase 2 (Year 2040) Site Generated Traffic Volumes - Surrounding Intersections Figure 12a FELSBURG HOL T & ULLEVIG Waters Edge TIA 15-358 02/03/16 WATERS' EDGE Douglas Rd. CR 13 Hearthfire Way H e a r t h f i r e D r . Morningstar Way Turnberry Rd. Brightwater Dr. Country Club Rd. (CR 52) Richards Lake Mountain Vista Dr. (CR 50) Vine Dr. Lemay Ave. Gregory Rd. Timberline Rd. = AM(PM) Peak Hour Traffic Volumes = Daily Traffic Volumes XXX(XXX) LEGEND XXXX 3(2) 17(12) 9(6) 7(5) 23(18) 9(30) 45(27) 1(4) 10(27) 5(14) 29(20) 11(31) 5(14) 13(11) 11(31) 11(31) 29(20) 30(21) 346(245) Phase 2 (Year 2040) Site Generated Traffic Volumes - Surrounding Intersections Figure 12a FELSBURG HOL T & ULLEVIG Waters Edge TIA 15-358 02/03/16 WATERS' EDGE Douglas Rd. CR 13 Hearthfire Way H e a r t h f i r e D r . Morningstar Way Turnberry Rd. Brightwater Dr. Country Club Rd. (CR 52) Richards Lake Mountain Vista Dr. (CR 50) Vine Dr. Lemay Ave. Gregory Rd. Timberline Rd. = AM(PM) Peak Hour Traffic Volumes = Daily Traffic Volumes XXX(XXX) LEGEND XXXX 3(2) 17(12) 9(6) 7(5) 23(18) 9(30) 45(27) 1(4) 10(27) 5(14) 29(20) 11(31) 5(14) 13(11) 11(31) 11(31) 29(20) 30(21) 346(245) Phase 1 (Year 2021) Total Traffic Volumes Figure 13 FELSBURG HOL T & ULLEVIG Waters Edge TIA 15-358 02/03/16 WATERS' EDGE Douglas Rd. CR 13 Hearthfire Way H e a r t h f i r e D r . Morningstar Way Turnberry Rd. Brightwater Dr. Country Club Rd. (CR 52) Richards Lake Mountain Vista Dr. (CR 50) Vine Dr. Lemay Ave. Gregory Rd. Timberline Rd. = AM(PM) Peak Hour Traffic Volumes = Daily Traffic Volumes XXX(XXX) LEGEND XXXX 10(15) 70(65) 45(40) 190(85) 330(170) 25(20) 70(95) 75(60) 50(55) 20(70) 95(340) 20(70) 70(105) 5(5) 105(105) 10(45) 45(25) 10(5) 5(5) 25(70) Phase 2 (Year 2040) Total Traffic Volumes - Surrounding Intersections Figure 14a FELSBURG HOL T & ULLEVIG Waters Edge TIA 15-358 02/03/16 WATERS' EDGE Douglas Rd. CR 13 Hearthfire Way H e a r t h f i r e D r . Morningstar Way Turnberry Rd. Brightwater Dr. Country Club Rd. (CR 52) Richards Lake Mountain Vista Dr. (CR 50) Vine Dr. Lemay Ave. Gregory Rd. Timberline Rd. = AM(PM) Peak Hour Traffic Volumes = Daily Traffic Volumes XXX(XXX) LEGEND XXXX 10(25) 90(80) 55(45) 230(100) 395(205) 30(20) 85(115) 95(85) 60(65) 20(85) 115(415) 25(95) 105(140) 5(5) 130(145) 10(60) 55(30) 15(5) 5(5) Phase 2 (Year 2040) Total Traffic Volumes - Site Intersections Figure 14b FELSBURG HOL T & ULLEVIG Waters Edge TIA 15-358 02/03/16 Turnberry Rd. Brightwater Dr. Richards Lake Rd. Serramonte Dr. Hearthfire Dr. Morningstar Way Bar Harbor Dr. Thoreau Dr. = AM(PM) Peak Hour Traffic Volumes = Daily Traffic Volumes XXX(XXX) LEGEND XXXX 90(130) 5(10) 105(110) 10(35) 10(5) 30(20) 20(15) 10(20) 115(100) 10(25) 145(245) 10(20) 20(15) 10(20) 110(65) 35(115) 70(155) 50(115) 5(15) 20(40) 5(10) 5(5) 15(10) 10(10) 5(5) 30(30) 5(5) 5(5) 5(15) 10(5) 10(5) 1(1) 30(20) 5(5) 115(140) 5(10) 5(5) 1(1) 5(5) Daily Traffic on Adjacent Streets from Waters’ Edge Figure 15 FELSBURG HOL T & ULLEVIG Waters Edge TIA 15-358 02/03/16 Turnberry Rd. Brightwater Dr. Richards Lake Rd. Parkside Dr. Flee t D r . L o ngboat W a y Sternwheeler Dr. Fairwater Dr. Bar Harbor Dr. Morningstar Way Bar Harbor Dr. Thoreau Dr. = Daily Traffic Volumes LEGEND XXXX <20 <20 <20 <35 <35 <50 <50 Waters’ Edge Traffic Impact Analysis Page 30 IV.5 Operational Analyses Phase 1 (Year 2021) – With increased traffic volumes from Waters’ Edge comes additional delay for motorists at a stop-controlled or signalized intersection. Capacity analyses of the Phase 1 traffic volume levels reveal that critical movements at the the stop-controlled intersection approaches see some reductions in LOS during either the AM or PM peak hour. Only one stop- controlled location sees a reduction in LOS to where it does not meet the LCUASS standards, however. That location is the Mountain Vista Drive/Timberline Road intersection where it is projected that the northbound left/right lane will operate at LOS F during the PM peak hour. Subsequent analyses finds that, to alleviate the LOS F, an all-way stop condition could be implemented. As noted in Section III.3, certain improvements are needed at the only signalized intersection, Vine Drive/Lemay Avenue, to satisfy the growth in traffic without the additional traffic of Waters’ Edge. Some additional delay will be experienced at this intersection which will continue to influence the LOS F operations. It is recognized that installing improvements at this intersection may be in conflict with the City’s plan to create a grade-separation on Lemay Avenue over the existing railroad tracks which results in the Vine Drive/Lemay Avenue intersection being relocated farther to the north. Additionally, available space and adjacency to the railroad tracks could make it difficult to install the necessary improvements. As such, it is likely best to postpone any improvements at this intersection for the time being. Table 3 summarizes the improvements for the Phase 1 scenario (exclusive of the Vine Drive/ Lemay Avenue intersection noted above. See Figure 16 for a representation of the LOS information at the project intersections. Appendix G includes the level of service analysis worksheets for Phase 1. Table 3. Improvement Requirements for Phase 1 (Year 2021) Conditions Intersection Street Classifications Level of Service Without Improvement Recommended Improvement Level of Service with Improvement Phase 1 (Year 2021) Base Assumption: Lemay Avenue grade-separation over railroad tracks and realignment of Vine Drive/Lemay Avenue intersection has not occurred. Intersection No. 10, Mountain Vista Drive/Timberline Road – PM Peak Hour Mountain Vista Drive - Arterial Timberline Road – Arterial; Northbound Left/Right – LOS F Install all-way stop control LOS C or better will result for the NB left and right turn movements Phase 1 (Year 2021) Levels of Service and Lane Geometry Figure 16 FELSBURG HOL T & ULLEVIG Waters Edge TIA 15-358 02/03/16 WATERS' EDGE Douglas Rd. CR 13 Hearthfire Way H e a r t h f i r e D r . Turnberry Rd. Brightwater Dr. Country Club Rd. (CR 52) Richards Lake Mountain Vista Dr. (CR 50) Vine Dr. Lemay Ave. Gregory Rd. Timberline Rd. Morningstar Way = AM/PM Peak Hour Signalized Intersection Level of Service = AM/PM Peak Hour Unsignalized Intersection Level of Service LEGEND X/X x/x = Change from 2021 Background = Stop Sign = Traffic Signal x c/c c/d a/a a/a c/d c/c a/a a/a a/a a/a a/a a/a a/b a/a b/c Waters’ Edge Traffic Impact Analysis Page 32 Phase 2 (Year 2040) – With Waters’ Edge traffic added to the projected Background traffic for the Phase 2 timeframe, additional improvements are needed to meet the LCUASS LOS standards. Most stop sign controlled intersections in the northern study area will continue to operate well; however, certain ones will require some additional improvements. With the Base Assumptions for geometric upgrades and traffic signalization at the Vine Drive/Lemay Avenue and Vine Drive/Timberline Road intersections, these two locations (the only current or programmed traffic signals) will operate above LCUASS standards. Refer to Figures 17a & 17b for representations of the LOS results for Phase 2; Appendix H includes the LOS worksheets. Table 4 includes the necessary improvements to meet the LCUASS standards. Table 4. Improvement Requirements for Phase 1 & Phase 2 Conditions Intersection Street Classifications Level of Service Without Improvement Recommended Improvement Level of Service with Improvement Phase 2 (Year 2040) Base Assumptions: - Vine Drive/Lemay Avenue intersection has been upgraded to Arterial/Arterial intersection characteristics (4 through lanes with separate left & right turn lanes) - Vine Drive/Timberline Road intersection includes a traffic signal Intersection No. 1, SH 1/ Douglas Road – PM Peak Hour SH 1 – Arterial Douglas Road - Arterial Eastbound & Westbound Left - LOS F Install traffic signalization OR convert to single lane roundabout LOS B if signalized (all movements LOS C or better); LOS B with roundabout Intersection No. 9, Turnberry Rd./ Mountain Vista Dr. – AM Peak Hour Turnberry Road – Arterial; Mountain Vista Drive - Arterial Southbound Approach – LOS F Phase 2 (Year 2040) Levels of Service and Lane Geometry - Surrounding Intersections Figure 17a FELSBURG HOL T & ULLEVIG Waters Edge TIA 15-358 02/03/16 WATERS' EDGE Douglas Rd. CR 13 Hearthfire Way H e a r t h f i r e D r . Turnberry Rd. Brightwater Dr. Country Club Rd. (CR 52) Richards Lake Mountain Vista Dr. (CR 50) Vine Dr. Lemay Ave. Gregory Rd. Timberline Rd. Morningstar Way = AM/PM Peak Hour Signalized Intersection Level of Service = AM/PM Peak Hour Unsignalized Intersection Level of Service = Change from 2040 Background = Stop Sign = Traffic Signal LEGEND X/X x/x x c/d d/f a/a a/a d/f c/d a/a a/a b/b a/a a/a a/a a/b a/a c/d Phase 2 (Year 2040) Levels of Service and Lane Geometry - Site Intersections Figure 17b FELSBURG HOL T & ULLEVIG Waters Edge TIA 15-358 02/03/16 Turnberry Rd. Brightwater Dr. Richards Lake Rd. Serramonte Dr. Hearthfire Dr. Morningstar Way Bar Harbor Dr. Thoreau Dr. = AM/PM Peak Hour Unsignalized Intersection Level of Service = Stop Sign LEGEND x/x a/a a/a a/a a/a b/c c/e a/a b/c b/b a/a a/a a/a a/a a/a a/b a/a a/b a/a a/b a/a a/b a/b a/a b/b a/a a/b a/a roundabout roundabout B C D E F G A Waters’ Edge Traffic Impact Analysis Page 35 IV.6 Adequate Public Facilities The City of Fort Collins recognizes that certain intersections adjacent to or near the core of Fort Collins is of specific concerned to its residents. Those intersections are ones that may have significant negative impacts related to a proposed project. For this project, only the Vine Drive/Lemay Avenue intersection was identified as needing to satisfy certain criteria that is included in the City’s TIS guidelines. The guidelines for a signalized intersection state that: 1. When the added project traffic causes an intersection to fail the minimum acceptable level of service standards; or 2. When the background traffic conditions (without project traffic) causes an intersection to fail the minimum acceptable level of service standards; and when the project traffic causes more than a 2 percent increase in the intersection delay. To evaluate this criteria, this intersection has a unique situation. Level of service for Existing Conditions is LOS E during the PM peak hour, while increases in Background traffic by Year 2021 will regrade the intersection to LOS F. However, as allowed in the Base Assumptions for this project, the Year 2040 timeframe includes the relocation of this intersection with improved roadway laneage (Arterial cross-sections for both Vine Drive and Lemay Avenue) and as a result, this intersection will operate at LOS C during Background and build-out conditions in 2040. To specifically address the two criteria noted above: 1. The added Waters’ Edge traffic does not cause the Vine Drive/Lemay Avenue intersection to fail (in Year 2021), Background traffic growth will cause it to fail. 2. Waters’ Edge will increase intersection delay by eight seconds (91.6 seconds to 99.6 seconds), an increase of 8.7% between the Background and build-out scenarios. Since the delay increase calculation is based only on one set of traffic volumes, future evaluations may find that the increase in intersection delay may be less. Consideration of any immediate improvements at this intersection should recognize the Lemay Avenue grade- separation project and the eventual relocation and improvements to this intersection. IV.7 Street Classifications Review of Table 7-1 of LCUASS finds Traffic Volume Capacity information for the varying street classifications in the City of Fort Collins. Using that information and the projected traffic volumes for Waters’ Edge, an assessment of vehicle trips along the internal street system was conducted to determine what the classifications of the new streets should be. Figure 18 provides a graphical representation of the proposed street classifications for those streets with projected traffic volumes greater than 1,000 vpd. As such, all other internal Waters’ Edge streets are considered Residential Local Streets. Other streets, such as existing Turnberry Road, have street classifications already established in the City’s Master Street Plan for which Waters’ Edge will be responsible for widening to meet that classification. Additionally, Brightwater Drive within Phase 1 should follow the Minor Collector section that already exists along the north edge of the Richards Lake area. Waters' Edge Street Classifications Figure 18 FELSBURG HOL T & ULLEVIG Waters Edge TIA 15-358 02/03/16 Parkside Dr. Bar Harbor Dr. Thoreau Dr. Bridgewater Dr. Hearthfire Dr. Serramonte Dr. Morningstar Way = 2-Lane Arterial = Minor Collector (with Parking) = Connector Local LEGEND Waters’ Edge Traffic Impact Analysis Page 37 IV.8 Auxiliary Lane Analyses An analysis was conducted to understand if any left turn or right turn auxiliary lanes are needed at any of the site access points that intersect the surrounding arterial streets (Turnberry Road and Richards Lake Road). As noted previously in this report, Turnberry Road and Richards Lake Road are classified as 2-Lane Arterial streets. As such, the cross-section of these streets include one travel lane and a bike lane in each direction. Additionally, the cross-section includes space for a center turn lane. Review of how these existing streets have been constructed indicate that they include the typical cross-section amenities. As such, any left turn lanes along these arterials can be developed within the existing space for the center lane via roadway pavement markings. Therefore, the left turn lane dimensions in Table 5 include only the vehicle storage space that is necessary. If right turn lanes are required, they follow the requirements of the Colorado Department of Transportation’s Access Code per direction in the City’s TIS guidelines. The Non-Rural Arterial (NR-B) category was used to established auxiliary lane dimensions – taper and vehicle storage for left and right turn deceleration lanes (or deceleration length for right turn lanes on Richards Lake Road); the Access Code states that acceleration lanes are typically not necessary on NR-B roadways. The posted speed limits dictate the criteria for determining when an auxiliary lane should be provided. The posted speed limit on Turnberry Road is 40mph, while Richards Lake Road is posted at 45mph. As such, the traffic volume criteria to install an auxiliary lane for a NR-B roadway is:  Left Turn Deceleration Lane = 25 vph on Turnberry Road; 10 vph on Richards Lake Road  Right Turn Deceleration Lane = 50 vph on Turnberry Road; 25 vph on Richards Lake Road Not all recommended turn lanes, specifically left turn lanes, are founded only on the traffic volume requirements. Since the cross-section of both Turnberry and Richards Lake Roads include a center turn lane, left turn lanes should be added as a safety measure via pavement markings even if the traffic volume level doesn’t meet the criteria noted above. Waters’ Edge Traffic Impact Analysis Page 38 Table 5. Auxiliary Lane Requirements Access Location Maximum AM or PM Peak Hour Traffic Volume (vph) Auxiliary Lane Dimensions Taper Length1 Vehicle Storage Deceleration Lane Length Turnberry Road – Posted Speed Limit = 40mph Intersection B - NB Left Turn - NB Right Turn - SB Left Turn 115 115 20 Taper length is not required for left turn lanes due to the center turn lane striping design already applied along other segments of Turnberry Road; follow similar approach Right turn lane taper = 144’ (12 @ 12:1) 125’ NA 50’ NA 370’ NA Intersection C - SB Left Turn - NB Left Turn 10 5 50’ 50’ NA NA Intersection D - SB Left Turn - NB Left Turn (to Serramonte Drive) 10 5 50’ 50’ NA NA Richards Lake Road – Posted Speed = 45mph Intersection F Waters’ Edge Traffic Impact Analysis Page 39 Table 6. Recommended Improvements Summary for Waters’ Edge Development Improvement Description and Location Responsible Party Applicant Committed Background Committed Master Planned Year 2021 (Short Range) Intersection No. 11 – Vine Dr./ Lemay Avenue; Add additional NB & SB laneage – 2nd through lane and exclusive left turn lanes in both directions Improvements at this intersection should be postponed given the future Lemay Avenue grade- separation over the existing railroad tracks and the realignment and improvements to the Lemay Avenue/Vine Drive intersection Turnberry Road – Brightwater Drive to extension of Morningstar Way (Intersection B); construct 2- Lane Arterial cross-section X Morningstar Way - Construct extension to connect from its existing terminus to Turnberry Road X Brightwater Drive – Morningstar Way to Parkside Drive; Construct Minor Collector (with Parking) cross- section to match existing Brightwater Drive section X Intersection No. 10 – Mountain Vista/Timberline Road; install all-way stop control X Construct internal Phase 1 Waters’ Edge streets to Residential Local section X Construct single lane roundabout at Morningstar Way/Brightwater Drive intersection X Install stop signs on side street approaches at Phase 1 intersections along Morningstar Way, Brightwater Drive, and at the Turnberry Waters’ Edge Traffic Impact Analysis Page 40 Improvement Description and Location Responsible Party Applicant Committed Background Committed Master Planned Year 2040 (Long Range) Base Assumptions: - Vine Drive/Lemay Avenue intersection has been upgraded to Arterial/Arterial intersection characteristics (4 through lanes with separate left & right turn lanes) - Vine Drive/Timberline Road intersection includes a traffic signal Intersection No. 1 – SH 1/ Douglas Road; install traffic signalization OR convert to single lane roundabout X1 Intersection No. 9 – Turnberry Road/Mountain Vista Drive; install traffic signalization OR convert to single lane roundabout X1 Intersection No. 10 – Mountain Vista Drive/Timberline Road; install traffic signalization OR convert to single lane roundabout X1 Turnberry Road – Extension of Morningstar Way (Intersection B) to north Waters’ Edge boundary; construct 2-Lane Arterial cross-section X Turnberry Road at Morningstar Way; construct NB right turn deceleration lane X Intersections C, D, F & G – create left turn lanes as noted in Table 5 X Construct Minor Collector (with Parking) and Connector Local street sections at locations noted on Figure 18 X Construct remainder of internal Phase 2 Waters’ Edge streets to Residential Local section X Install stop signs on side street approaches at Phase 2 intersections along Turnberry and Richards Lake Roads, and at internal intersections Waters’ Edge Traffic Impact Analysis Page 41 V. SUMMARY CONCLUSIONS Waters’ Edge Investments, LLLP is proposing to construct a community of residential homes in northeast Fort Collins, Colorado on parcels of land adjacent to Turnberry Road. Specifically, the project is located on both the east and west sides of Turnberry Road and it abuts other existing residential communities and also State Land Board property. To the north and west are the Serramonte and Hearthfire communities, to the south are the Richards Lake and Brightwater developments, and to the northeast is the State Land Board property. The projects’ name is Waters’ Edge, and the subject land is currently vacant except for a City of Fort Collins park (Richards Lake Park) that is located in the southwest corner of the property. Certain public streets exist adjacent to and through Waters’ Edge. These streets are located primarily along the south parcel boundaries and through the western part of the property. Waters’ Edge is proposed for a combination of residential, retail and office uses, as well as an assisted living facility. Waters’ Edge will be developed in two phases with land on the west side of Turnberry Road being developed first. Only residential dwelling units will be constructed to the west of Turnberry Road (Phase 1 – total of 384 single-family and multi-family dwelling units), while the east side of Turnberry Road (Phase 2) will include residential homes (408 single- family and multi-family), 30,000 square feet (sf) of retail space, 10,000 sf of office space, and with 52,272 sf for assisted living. Both Phases 1 and 2 will include community centers, while several parks and open spaces will be provided for community residents. Phase 1 is projected to be completed by Year 2021, while Phase 2 is planned to be completed by Year 2025. Several points of access are proposed for the project with primary routes eventually reaching Turnberry Road and Richards Lake Road. Parcel access in Phase 1 (west side of Turnberry Road) will intersect the existing Brightwater Drive and Morningstar Way, and also along the new extension of Morningstar Way to Turnberry Road. Waters’ Edge streets in Phase 2 (east side of Turnberry Road) will intersect Turnberry Road at three new locations, while other development streets will intersect Brightwater Drive, Bar Harbor Drive, and at one location along Richard Lake Road. Pedestrian access will be along detached sidewalks, following the City roadway typical section standards. An off-street trail system will also be provided that allows pedestrians opportunities for access to other areas of Waters’ Edge and to its parks and open spaces. Bicycle travel in Waters’ Edge will occur within the normal footprint of the Local street system when traveling along the residential streets. Travel along Brightwater Drive, Turnberry Road, Bar Harbor Drive, and Richards Lake Road will be in established bike lanes. Where needed along the Waters’ Edge property, the roadway cross-section will include extensions of the existing bike lane facilities on Turnberry Road and on Richards Lake Road. The planned number of residential homes and the other support services are projected to generate a total of about 9,375 new vehicle-trips on a daily basis, while trips during the AM and PM peak hours of commuter traffic are projected to be about 630 and 900 per hour, respectively. Waters’ Edge Traffic Impact Analysis Page 42 Even with this level of new traffic, most of the existing and proposed street cross-sections and intersection geometry will operate well enough to meet the Larimer County Urban Area Street Standards level of service criteria for Fort Collins. Waters’ Edge will be responsible for certain improvements to meet these standards and they are more thoroughly documented in the table below and on the next page. Waters’ Edge will be responsible for extending the 2-Lane Arterial cross-section of Turnberry Road from its existing terminus at Brightwater Drive to its northern project boundary and for the extension of Morningstar Way from its intersection with Brightwater Drive to Turnberry Road. Waters’ Edge will also be responsible for creation of its internal street network and making the proper access connections to the surrounding street system and for installing stop signs at numerous street intersections. Recommended Improvements Summary for Waters’ Edge Development Improvement Description and Location Responsible Party Applicant Committed Background Committed Master Planned Year 2021 (Short Range) Intersection No. 11 – Vine Dr./ Lemay Avenue; Add additional NB & SB laneage – 2nd through lane and exclusive left turn lanes in both directions Improvements at this intersection should be postponed given the future Lemay Avenue grade- separation over the existing railroad tracks and the realignment and improvements to the Lemay Avenue/Vine Drive intersection Turnberry Road – Brightwater Drive to extension of Morningstar Way (Intersection B); construct 2- Lane Arterial cross-section X Morningstar Way - Construct extension to connect from its existing terminus to Turnberry Road X Brightwater Drive – Morningstar Way to Parkside Drive; Construct Minor Collector (with Parking) cross- section to match existing Brightwater Drive X Intersection No. 10 – Mountain Vista/Timberline Road; install all-way stop control X Construct internal Phase 1 Waters’ Edge streets to Residential Local section Waters’ Edge Traffic Impact Analysis Page 43 Improvement Description and Location Responsible Party Applicant Committed Background Committed Master Planned Construct single lane roundabout at Morningstar Way/Brightwater Drive intersection X Install stop signs on side street approaches at Phase 1 intersections along Morningstar Way, Brightwater Drive, and at the Turnberry Road/Morningstar Way intersection X Year 2040 (Long Range) Base Assumptions: - Vine Drive/Lemay Avenue intersection has been upgraded to Arterial/Arterial intersection characteristics (4 through lanes with separate left & right turn lanes) - Vine Drive/Timberline Road intersection includes a traffic signal Intersection No. 1 – SH 1/ Douglas Road; install traffic signalization OR convert to single lane roundabout X1 Intersection No. 9 – Turnberry Road/Mountain Vista Drive; install traffic signalization OR convert to single lane roundabout X1 Intersection No. 10 – Mountain Vista Drive/Timberline Road; install traffic signalization OR convert to single lane roundabout X1 Turnberry Road – Extension of Morningstar Way (Intersection B) to north Waters’ Edge boundary; construct 2-Lane Arterial cross-section X Turnberry Road at Morningstar Way; construct NB right turn deceleration lane X Intersections C, D, F & G – create left turn lanes as noted in Table 5 X Construct Minor Collector (with Parking) and Connector Local Waters’ Edge Traffic Impact Analysis Page 44 Improvement Description and Location Responsible Party Applicant Committed Background Committed Master Planned Construct remainder of internal Phase 2 Waters’ Edge streets to Residential Local section X Install stop signs on side street approaches at Phase 2 intersections along Turnberry and Richards Lake Roads, and at internal intersections X 1 Includes improvements that are identified to be needed for the Background conditions, but may not be identified as committed, i.e., they represent improvements to meet the LCUASS LOS standards. Waters’ Edge Traffic Impact Analysis Appendix A APPENDIX A ATTACHMENT A, BASE ASSUMPTIONS ATTACHMENT B, PEDESTRIAN ANALYSIS WORKSHEET Trip Distribution FELSBURG HOL T & ULLEVIG Waters Edge TIA 15-358 01/07/16 6% 10% 5% 5% 1% 10% 75% 10% 85% 20% 3% 20% 40% 15% 15% 12% 15% 5% 35% 20% 3% 3% 0% 5% Douglas Rd. CR 13 Hearthfire Way H e a r t h f i r e D r . Morningstar Way Turnberry Rd. Brightwater Dr. Country Club Rd. (CR 52) Richards Lake Mountain Vista Dr. (CR 50) Vine Dr. Mulberry St. Lemay Ave. Gregory Rd. Timberline Rd. Willox Ln. PROJECT SITE T Mo % C G DD r . rr Br Estimates of Waters’ Edge Trip Generation From Trip Generation by the Institute of Transportation Engineers Land Use Unit Size Daily AM Peak Hour PM Peak Hour In Out Total In Out Total Phase 1 – West Side of Turnberry Road Single-Family Dwelling Unit1 DU 336 3,203 61 184 245 197 116 313 Condominium/ Townhomes2 DU 48 340 5 24 29 22 11 33 Phase 1 New Trip Totals 3,543 66 208 274 219 127 346 Phase 2 – East Side of Turnberry Road Single-Family Dwelling Unit1 DU 351 3,334 64 191 255 205 120 325 Condominium/ Townhomes2 DU 57 394 6 27 33 25 13 38 Retail3 SF 20k 2,386 36 22 58 98 106 204 Supermarket4 SF 10k 1,022 21 13 34 48 47 95 Office5 SF 10k 110 14 2 16 3 12 15 Assisted Living6 Beds 65 178 8 4 12 9 10 19 Pass-By Trips (45% applied to retail trips) -116 -13 -13 -26 -45 -45 -90 Pass-By Trips (45% applied to supermarket trips) -56 -7 -7 -14 -21 -21 -42 Internal Capture Trips (50% applied to office trips) -16 -7 -1 -8 -1 -7 -8 Phase 2 New Trip Totals 7,236 122 238 360 321 235 556 Phases 1 & 2 – Waters’ Edge Composite Trip Generation Single-Family Dwelling Unit1 DU 687 6,537 125 375 500 402 236 638 Condominium/ Townhomes2 DU 105 734 11 51 62 47 24 71 Retail3 SF 20k 2,386 36 22 58 98 106 204 Supermarket4 SF 10k 1,022 21 13 34 48 47 95 Office5 SF 10k 110 14 2 16 3 12 15 Assisted Living6 Beds 65 178 8 4 12 9 10 19 Pass-By Trips (45% applied to retail trips) -116 -13 -13 -26 -45 -45 -90 Pass-By Trips (45% applied to supermarket trips) -56 -7 -7 -14 -21 -21 -42 Internal Capture Trips (50% applied to office trips) -16 -7 -1 -8 -1 -7 -8 TOTAL NEW TRIPS 10,779 188 446 634 540 362 902 1 ITE Land Use Code – 210 2 ITE Land Use Code – 230 3 ITE Land Use Code – 820 4 ITE Land Use Code – 850 5 ITE Land Use Code – 210 6 ITE Land Use Code - 254 Waters’ Edge Traffic Impact Analysis Appendix B APPENDIX B EXISTING TRAFFIC COUNT DATA DOUGLAS RD DOUGLAS RD SH 1 SH 1 (303) 216-2439 www.alltrafficdata.net Location: 4 SH 1 & DOUGLAS RD AM Date and Start Time: Thursday, November 19, 2015 Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour: 07:00 AM - 08:00 AM Peak 15-Minutes: 07:15 AM - 07:30 AM 511 160 94 105 393 118 182 247 0.92 N S W E 0.85 0.78 0.78 0.93 (841) (317) (183) (186) (391) (304) (719) (285) 178 0 24 5 53 36 48 67 67 0 0 309 16 88 14 0 0 0 0 0 N S W E 0 0 0 0 0 0 0 0 Left Thru Right Total Interval Eastbound Start Time DOUGLAS RD DOUGLAS RD HEARTHFIRE WAY (303) 216-2439 www.alltrafficdata.net Location: 6 HEARTHFIRE WAY & DOUGLAS RD AM Date and Start Time: Tuesday, October 20, 2015 Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour: 07:00 AM - 08:00 AM Peak 15-Minutes: 07:15 AM - 07:30 AM 0 0 60 104 7 40 100 89 0.89 N S W E 0.00 0.68 0.71 0.83 () () (107) (190) (159) (190) (16) (68) 0 0 0 0 58 2 5 95 0 0 0 0 31 0 9 0 0 0 1 0 N S W E 0 0 0 1 0 0 0 0 Left Thru Right Total Interval Eastbound Start Time MORNINGSTAR WAY MORNINGSTAR WAY HEARTHFIRE DR HEARTHFIRE DR (303) 216-2439 www.alltrafficdata.net Location: 5 HEARTHFIRE DR & MORNINGSTAR WAY AM Date and Start Time: Tuesday, October 20, 2015 Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour: 07:15 AM - 08:15 AM Peak 15-Minutes: 07:30 AM - 07:45 AM 5 18 15 26 10 34 0 0 0.90 N S W E 0.63 0.63 0.85 0.00 (15) (28) (25) (46) () () (20) (54) 0 0 4 6 0 9 0 0 0 0 0 1 0 12 22 0 3 5 3 1 N S W E 5 0 0 3 3 0 0 1 Left Thru Right Total Interval Eastbound Start Time DOUGLAS RD DOUGLAS RD TURNBERRY RD TURNBERRY RD (303) 216-2439 www.alltrafficdata.net Location: 1 TURNBERRY RD & DOUGLAS RD AM Date and Start Time: Tuesday, October 20, 2015 Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour: 07:00 AM - 08:00 AM Peak 15-Minutes: 07:00 AM - 07:15 AM 8 11 34 84 51 40 121 57 0.96 N S W E 0.67 0.61 0.71 0.89 (13) (18) (74) (145) (103) (201) (95) (73) 7 0 0 3 22 9 41 74 6 0 0 1 28 2 10 0 0 0 0 0 N S W E 0 0 0 0 0 0 0 0 Left Thru Right Total Interval Eastbound Start Time BRIGHTWATER DR BRIGHTWATER DR TURNBERRY RD TURNBERRY RD (303) 216-2439 www.alltrafficdata.net Location: 2 TURNBERRY RD & BRIGHTWATER DR AM Date and Start Time: Tuesday, October 20, 2015 Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour: 07:00 AM - 08:00 AM Peak 15-Minutes: 07:15 AM - 07:30 AM 64 38 37 7 136 50 47 17 0.77 N S W E 0.76 0.77 0.66 0.65 (99) (59) (49) (12) (31) (67) (195) (82) 0 0 3 5 0 32 43 0 4 0 0 61 17 29 4 0 0 0 1 5 N S W E 0 0 0 1 0 0 0 5 Left Thru Right Total Interval Eastbound Start Time RICHARDS LAKE RD RICHARDS LAKE RD TURNBERRY RD TURNBERRY RD (303) 216-2439 www.alltrafficdata.net Location: 3 TURNBERRY RD & RICHARDS LAKE RD AM Date and Start Time: Tuesday, October 20, 2015 Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour: 07:15 AM - 08:15 AM Peak 15-Minutes: 07:30 AM - 07:45 AM 191 74 47 21 256 91 30 8 0.85 N S W E 0.82 0.84 0.81 0.63 (346) (125) (90) (34) (16) (52) (467) (154) 0 0 1 5 0 42 24 5 1 0 0 190 8 68 15 0 2 4 1 1 N S W E 4 0 0 1 2 0 0 1 Left Thru Right Total Interval Eastbound Start Time COUNTRY CLUB RD COUNTRY CLUB RD LEMAY AVE GREGORY RD (303) 216-2439 www.alltrafficdata.net Location: 3 LEMAY AVE & COUNTRY CLUB RD AM Date and Start Time: Thursday, November 19, 2015 Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour: 07:30 AM - 08:30 AM Peak 15-Minutes: 07:45 AM - 08:00 AM 147 72 370 208 444 160 201 154 0.90 N S W E 0.92 0.84 0.93 0.93 (299) (126) (696) (406) (293) (400) (876) (306) 2 0 18 9 120 241 76 124 1 0 0 127 32 62 66 0 0 0 0 0 N S W E 0 0 0 0 0 0 0 0 Left Thru Right Total Interval Eastbound Start Time COUNTRY CLUB RD COUNTRY CLUB RD TURNBERRY RD TURNBERRY RD (303) 216-2439 www.alltrafficdata.net Location: 4 TURNBERRY RD & COUNTRY CLUB RD AM Date and Start Time: Tuesday, October 20, 2015 Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour: 07:15 AM - 08:15 AM Peak 15-Minutes: 07:30 AM - 07:45 AM 428 110 46 20 365 160 211 350 0.87 N S W E 0.82 0.77 0.85 0.89 (773) (199) (110) (34) (678) (396) (663) (295) 228 0 0 0 23 23 142 12 57 0 0 200 99 53 8 0 0 2 0 0 N S W E 2 0 0 0 0 0 0 0 Left Thru Right Total Interval Eastbound Start Time MOUNTAIN VISTA DR MOUNTAIN VISTA DR DRIVEWAY TURNBERRY RD (303) 216-2439 www.alltrafficdata.net Location: 2 DRIVEWAY & MOUNTAIN VISTA DR AM Date and Start Time: Thursday, November 19, 2015 Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour: 07:00 AM - 08:00 AM Peak 15-Minutes: 07:30 AM - 07:45 AM 409 107 108 433 0 0 35 12 0.94 N S W E 0.85 0.61 0.00 0.63 (683) (263) (263) (724) (22) (63) () () 4 0 405 100 8 0 0 28 7 0 0 0 0 0 0 0 0 0 0 0 N S W E 0 0 0 0 0 0 0 0 Left Thru Right Total Interval Eastbound Start Time MOUNTAIN VISTA DR MOUNTAIN VISTA DR TIMBERLINE DR DRIVEWAY (303) 216-2439 www.alltrafficdata.net Location: 1 TIMBERLINE DR & MOUNTAIN VISTA DR AM Date and Start Time: Thursday, November 19, 2015 Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour: 07:00 AM - 08:00 AM Peak 15-Minutes: 07:15 AM - 07:30 AM 0 0 193 318 321 109 451 114 0.96 N S W E 0.00 0.88 0.78 0.95 () () (395) (518) (281) (762) (587) (229) 0 0 0 0 66 127 194 257 0 0 0 0 48 0 61 0 0 0 0 0 N S W E 0 0 0 0 0 0 0 0 Left Thru Right Total Interval Eastbound Start Time VINE DR VINE DR LEMAY AVE LEMAY AVE (303) 216-2439 www.alltrafficdata.net Location: 8 LEMAY AVE & VINE DR AM Date and Start Time: Tuesday, October 20, 2015 Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour: 07:15 AM - 08:15 AM Peak 15-Minutes: 07:45 AM - 08:00 AM 831 471 352 226 798 421 195 304 0.90 N S W E 0.87 0.88 0.87 0.77 (1,503) (894) (677) (415) (559) (377) (1,474) (785) 69 0 75 115 186 51 60 117 18 0 0 687 49 338 34 0 0 0 0 1 N S W E 0 0 0 0 0 0 0 1 Left Thru Right Total Interval Eastbound Start Time VINE DR VINE DR TIMBERLINE RD TIMBERLINE RD (303) 216-2439 www.alltrafficdata.net Location: 7 TIMBERLINE RD & VINE DR AM Date and Start Time: Tuesday, October 20, 2015 Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour: 07:00 AM - 08:00 AM Peak 15-Minutes: 07:30 AM - 07:45 AM 342 130 341 115 562 203 259 338 0.94 N S W E 0.91 0.87 0.91 0.76 (616) (260) (620) (249) (635) (463) (976) (421) 57 0 4 6 189 146 135 86 38 0 0 281 92 86 25 0 0 0 0 6 N S W E 0 0 0 0 0 0 0 6 Left Thru Right Total Interval Eastbound Start Time DOUGLAS RD DOUGLAS RD SH 1 SH 1 (303) 216-2439 www.alltrafficdata.net Location: 4 SH 1 & DOUGLAS RD PM Date and Start Time: Thursday, November 19, 2015 Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour: 04:45 PM - 05:45 PM Peak 15-Minutes: 05:00 PM - 05:15 PM 248 428 100 116 242 448 186 196 0.96 N S W E 0.93 0.83 0.89 0.88 (464) (833) (181) (222) (374) (340) (432) (876) 79 0 11 15 52 33 51 44 91 0 0 158 65 322 61 0 0 0 0 0 N S W E 0 0 0 0 0 0 0 0 Left Thru Right Total Interval Eastbound Start Time DOUGLAS RD DOUGLAS RD HEARTHFIRE WAY (303) 216-2439 www.alltrafficdata.net Location: 6 HEARTHFIRE WAY & DOUGLAS RD PM Date and Start Time: Tuesday, October 20, 2015 Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour: 04:15 PM - 05:15 PM Peak 15-Minutes: 04:15 PM - 04:30 PM 0 0 101 96 37 20 122 110 0.84 N S W E 0.00 0.87 0.71 0.82 () () (196) (189) (216) (247) (73) (35) 0 0 0 0 94 7 30 92 0 0 0 0 16 0 4 0 0 0 0 1 N S W E 0 0 0 0 0 0 0 1 Left Thru Right Total Interval Eastbound Start Time MORNINGSTAR WAY MORNINGSTAR WAY HEARTHFIRE DR HEARTHFIRE DR (303) 216-2439 www.alltrafficdata.net Location: 5 HEARTHFIRE DR & MORNINGSTAR WAY PM Date and Start Time: Tuesday, October 20, 2015 Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour: 05:00 PM - 06:00 PM Peak 15-Minutes: 05:45 PM - 06:00 PM 20 10 23 16 32 15 0 0 0.91 N S W E 0.83 0.82 0.94 0.00 (37) (24) (43) (31) () () (56) (31) 0 0 6 5 0 18 0 0 0 0 0 14 0 5 10 0 0 2 0 0 N S W E 2 0 0 0 0 0 0 0 Left Thru Right Total Interval Eastbound Start Time DOUGLAS RD DOUGLAS RD TURNBERRY RD TURNBERRY RD (303) 216-2439 www.alltrafficdata.net Location: 1 TURNBERRY RD & DOUGLAS RD PM Date and Start Time: Tuesday, October 20, 2015 Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour: 04:15 PM - 05:15 PM Peak 15-Minutes: 04:15 PM - 04:30 PM 3 6 87 77 60 64 97 108 0.87 N S W E 0.38 0.91 0.84 0.69 (6) (12) (161) (148) (202) (176) (101) (120) 0 0 1 1 67 19 39 57 1 0 0 2 41 4 19 0 0 0 0 0 N S W E 0 0 0 0 0 0 0 0 Left Thru Right Total Interval Eastbound Start Time BRIGHTWATER DR BRIGHTWATER DR TURNBERRY RD TURNBERRY RD (303) 216-2439 www.alltrafficdata.net Location: 2 TURNBERRY RD & BRIGHTWATER DR PM Date and Start Time: Tuesday, October 20, 2015 Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour: 04:45 PM - 05:45 PM Peak 15-Minutes: 05:30 PM - 05:45 PM 62 71 18 24 81 114 20 38 0.86 N S W E 0.91 0.64 0.86 0.83 (103) (133) (27) (39) (74) (37) (140) (219) 1 0 5 6 2 10 15 0 5 0 0 56 35 60 19 0 0 5 1 1 N S W E 5 0 0 1 0 0 0 1 Left Thru Right Total Interval Eastbound Start Time RICHARDS LAKE RD RICHARDS LAKE RD TURNBERRY RD TURNBERRY RD (303) 216-2439 www.alltrafficdata.net Location: 3 TURNBERRY RD & RICHARDS LAKE RD PM Date and Start Time: Tuesday, October 20, 2015 Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour: 05:00 PM - 06:00 PM Peak 15-Minutes: 05:00 PM - 05:15 PM 105 164 43 50 137 215 9 21 0.92 N S W E 0.85 0.83 0.93 0.75 (193) (316) (76) (99) (45) (20) (257) (428) 1 0 7 10 2 31 9 0 0 0 0 97 18 154 43 0 0 6 0 1 N S W E 6 0 0 0 0 0 0 1 Left Thru Right Total Interval Eastbound Start Time COUNTRY CLUB RD COUNTRY CLUB RD LEMAY AVE GREGORY RD (303) 216-2439 www.alltrafficdata.net Location: 3 LEMAY AVE & COUNTRY CLUB RD PM Date and Start Time: Thursday, November 19, 2015 Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour: 04:45 PM - 05:45 PM Peak 15-Minutes: 05:00 PM - 05:15 PM 78 146 284 477 243 439 284 219 0.92 N S W E 0.75 0.87 0.94 0.78 (143) (280) (538) (840) (406) (494) (477) (828) 0 0 17 23 132 129 53 223 8 0 0 61 87 115 237 0 0 0 2 2 N S W E 0 0 2 0 0 0 2 0 Left Thru Right Total Interval Eastbound Start Time COUNTRY CLUB RD COUNTRY CLUB RD TURNBERRY RD TURNBERRY RD (303) 216-2439 www.alltrafficdata.net Location: 4 TURNBERRY RD & COUNTRY CLUB RD PM Date and Start Time: Tuesday, October 20, 2015 Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour: 04:45 PM - 05:45 PM Peak 15-Minutes: 05:30 PM - 05:45 PM 221 370 22 72 238 373 376 312 0.94 N S W E 0.89 0.61 0.88 0.85 (401) (705) (51) (126) (551) (707) (437) (660) 134 0 2 4 13 5 148 45 183 0 0 85 165 183 25 0 0 0 0 0 N S W E 0 0 0 0 0 0 0 0 Left Thru Right Total Interval Eastbound Start Time MOUNTAIN VISTA DR MOUNTAIN VISTA DR DRIVEWAY TURNBERRY RD (303) 216-2439 www.alltrafficdata.net Location: 2 DRIVEWAY & MOUNTAIN VISTA DR PM Date and Start Time: Thursday, November 19, 2015 Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour: 04:45 PM - 05:45 PM Peak 15-Minutes: 05:15 PM - 05:30 PM 205 342 361 203 0 0 26 47 0.91 N S W E 0.85 0.91 0.00 0.65 (376) (652) (689) (378) (84) (49) () () 19 0 186 332 28 0 0 16 10 1 0 0 0 0 0 0 0 0 0 0 N S W E 0 0 0 0 0 0 0 0 Left Thru Right Total Interval Eastbound Start Time MOUNTAIN VISTA DR MOUNTAIN VISTA DR TIMBERLINE DR DRIVEWAY (303) 216-2439 www.alltrafficdata.net Location: 1 TIMBERLINE DR & MOUNTAIN VISTA DR PM Date and Start Time: Thursday, November 19, 2015 Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour: 04:45 PM - 05:45 PM Peak 15-Minutes: 04:45 PM - 05:00 PM 0 0 346 269 212 310 218 393 0.93 N S W E 0.00 0.89 0.95 0.88 () () (639) (464) (729) (407) (407) (554) 0 0 0 0 230 116 96 122 0 0 0 0 163 0 147 0 0 0 0 0 N S W E 0 0 0 0 0 0 0 0 Left Thru Right Total Interval Eastbound Start Time VINE DR VINE DR LEMAY AVE LEMAY AVE (303) 216-2439 www.alltrafficdata.net Location: 8 LEMAY AVE & VINE DR PM Date and Start Time: Tuesday, October 20, 2015 Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour: 05:00 PM - 06:00 PM Peak 15-Minutes: 05:30 PM - 05:45 PM 650 972 283 397 614 954 307 211 0.95 N S W E 0.96 0.92 0.92 0.76 (1,263) (1,842) (572) (723) (441) (595) (1,229) (1,805) 43 0 99 122 128 33 73 205 29 0 0 508 40 821 93 0 0 0 0 1 N S W E 0 0 0 0 0 0 1 0 Left Thru Right Total Interval Eastbound Start Time VINE DR VINE DR TIMBERLINE RD TIMBERLINE RD (303) 216-2439 www.alltrafficdata.net Location: 7 TIMBERLINE RD & VINE DR PM Date and Start Time: Tuesday, October 20, 2015 Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour: 04:45 PM - 05:45 PM Peak 15-Minutes: 05:30 PM - 05:45 PM 177 298 234 292 291 407 372 309 0.95 N S W E 0.90 0.85 0.93 0.89 (378) (583) (449) (548) (580) (696) (615) (803) 44 0 8 11 152 71 95 210 67 0 0 125 113 220 74 0 0 1 1 0 N S W E 1 0 0 1 0 0 0 0 Left Thru Right Total Interval Eastbound Start Time Page 1 Street: Douglas Location: btwn Terry Lake and Turnberry Traffic Direction: EB and WB Site Code: DOU02-EW-14B Date Start: 19-May-14 Date End: 20-May-14 Date Printed: 04-Jun-14 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Average Daily Traffic Study Start 19-May-14 Tue Wed Thu Fri Sat Sun Week Average Time EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB 12:00 AM * * 1 2 * * * * * * * * * * 1 2 01:00 * * 2 1 * * * * * * * * * * 2 1 02:00 * * 0 3 * * * * * * * * * * 0 3 03:00 * * 3 1 * * * * * * * * * * 3 1 04:00 * * 8 2 * * * * * * * * * * 8 2 05:00 * * 36 10 * * * * * * * * * * 36 10 06:00 * * 83 15 * * * * * * * * * * 83 15 07:00 * * 114 45 * * * * * * * * * * 114 45 08:00 * * 68 41 * * * * * * * * * * 68 41 09:00 * * 64 29 * * * * * * * * * * 64 29 10:00 54 38 51 31 * * * * * * * * * * 52 34 11:00 40 32 43 44 * * * * * * * * * * 42 38 12:00 PM 42 43 50 43 * * * * * * * * * * 46 43 01:00 51 36 44 20 * * * * * * * * * * 48 28 02:00 62 42 * * * * * * * * * * * * 62 42 03:00 60 67 * * * * * * * * * * * * 60 67 04:00 68 88 * * * * * * * * * * * * 68 88 05:00 79 84 * * * * * * * * * * * * 79 84 06:00 54 69 * * * * * * * * * * * * 54 69 07:00 28 47 * * * * * * * * * * * * 28 47 08:00 21 41 * * * * * * * * * * * * 21 41 09:00 17 15 * * * * * * * * * * * * 17 15 10:00 4 17 * * * * * * * * * * * * 4 17 11:00 1 7 * * * * * * * * * * * * 1 7 Lane 581 626 567 287 0 0 0 0 0 0 0 0 0 0 961 769 Day 1207 854 0 0 0 0 0 1730 AM Peak 10:00 10:00 07:00 07:00 - - - - - - - - - - 07:00 07:00 Vol. 54 38 114 45 - - - - - - - - - - 114 45 PM Peak 17:00 16:00 12:00 12:00 - - - - - - - - - - 17:00 16:00 Vol. 79 88 50 43 - - - - - - - - - - 79 88 Comb. Total 1207 854 0 0 0 0 0 1730 ADT ADT 1,742 AADT 1,742 Page 1 Street: Douglas Location: btwn Turnberry and Giddings Traffic Direction: EB and WB Site Code: DOU03-EW-14B Date Start: 19-May-14 Date End: 20-May-14 Date Printed: 04-Jun-14 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Average Daily Traffic Study Start 19-May-14 Tue Wed Thu Fri Sat Sun Week Average Time EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB 12:00 AM * * 0 1 * * * * * * * * * * 0 1 01:00 * * 0 1 * * * * * * * * * * 0 1 02:00 * * 0 2 * * * * * * * * * * 0 2 03:00 * * 2 0 * * * * * * * * * * 2 0 04:00 * * 7 0 * * * * * * * * * * 7 0 05:00 * * 35 5 * * * * * * * * * * 35 5 06:00 * * 70 11 * * * * * * * * * * 70 11 07:00 * * 91 27 * * * * * * * * * * 91 27 08:00 * * 46 30 * * * * * * * * * * 46 30 09:00 37 24 42 17 * * * * * * * * * * 40 20 10:00 37 22 36 18 * * * * * * * * * * 36 20 11:00 29 22 24 26 * * * * * * * * * * 26 24 12:00 PM 34 30 28 20 * * * * * * * * * * 31 25 01:00 34 21 * * * * * * * * * * * * 34 21 02:00 42 28 * * * * * * * * * * * * 42 28 03:00 42 52 * * * * * * * * * * * * 42 52 04:00 51 63 * * * * * * * * * * * * 51 63 05:00 65 68 * * * * * * * * * * * * 65 68 06:00 39 43 * * * * * * * * * * * * 39 43 07:00 21 37 * * * * * * * * * * * * 21 37 08:00 17 24 * * * * * * * * * * * * 17 24 09:00 8 11 * * * * * * * * * * * * 8 11 10:00 5 12 * * * * * * * * * * * * 5 12 11:00 0 6 * * * * * * * * * * * * 0 6 Lane 461 463 381 158 0 0 0 0 0 0 0 0 0 0 708 531 Day 924 539 0 0 0 0 0 1239 AM Peak 09:00 09:00 07:00 08:00 - - - - - - - - - - 07:00 08:00 Vol. 37 24 91 30 - - - - - - - - - - 91 30 PM Peak 17:00 17:00 12:00 12:00 - - - - - - - - - - 17:00 17:00 Vol. 65 68 28 20 - - - - - - - - - - 65 68 Comb. Total 924 539 0 0 0 0 0 1239 ADT ADT 1,239 AADT 1,239 Page 1 Street: Turnberry Location: btwn Dougles and Richards Lake Traffic Direction: NB and SB Site Code: TUR01-NS-15B Date Start: 13-Jul-15 Date End: 15-Jul-15 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Average Daily Traffic Study Start 13-Jul-15 14-Jul-15 15-Jul-15 16-Jul-15 17-Jul-15 18-Jul-15 19-Jul-15 Week Average Time NB SB NB SB NB SB NB SB NB SB NB SB NB SB NB SB 12:00 AM * * 3 3 3 1 * * * * * * * * 3 2 01:00 * * 4 0 3 2 * * * * * * * * 4 1 02:00 * * 3 1 1 0 * * * * * * * * 2 0 03:00 * * 1 0 1 0 * * * * * * * * 1 0 04:00 * * 1 6 3 4 * * * * * * * * 2 5 05:00 * * 5 10 7 9 * * * * * * * * 6 10 06:00 * * 13 23 13 22 * * * * * * * * 13 22 07:00 * * 26 57 33 65 * * * * * * * * 30 61 08:00 * * 36 49 19 34 * * * * * * * * 28 42 09:00 * * 40 48 * * * * * * * * * * 40 48 10:00 * * 46 36 * * * * * * * * * * 46 36 11:00 39 36 46 40 * * * * * * * * * * 42 38 12:00 PM 50 41 51 42 * * * * * * * * * * 50 42 01:00 42 40 49 37 * * * * * * * * * * 46 38 02:00 58 34 43 39 * * * * * * * * * * 50 36 03:00 48 46 49 32 * * * * * * * * * * 48 39 04:00 67 40 49 40 * * * * * * * * * * 58 40 05:00 76 45 63 51 * * * * * * * * * * 70 48 06:00 50 36 45 32 * * * * * * * * * * 48 34 07:00 34 22 49 24 * * * * * * * * * * 42 23 08:00 20 21 25 21 * * * * * * * * * * 22 21 09:00 16 12 28 18 * * * * * * * * * * 22 15 10:00 9 3 25 9 * * * * * * * * * * 17 6 11:00 5 6 7 6 * * * * * * * * * * 6 6 Total 514 382 707 624 83 137 0 0 0 0 0 0 0 0 696 613 Day 896 1331 220 0 0 0 0 1309 AM Peak 11:00 11:00 10:00 07:00 07:00 07:00 - - - - - - - - 10:00 07:00 Vol. 39 36 46 57 33 65 - - - - - - - - 46 61 PM Peak 17:00 15:00 17:00 17:00 - - - - - - - - - - 17:00 17:00 Vol. 76 46 63 51 - - - - - - - - - - 70 48 Comb. Total 896 1331 220 0 0 0 0 1309 ADT ADT 1,315 AADT 1,315 Page 1 Street: Brightwater Location: btwn Morning Star and Turnberry Traffic Direction: EB and WB Site Code: BRW01-WE-15B Date Start: 13-Jul-15 Date End: 15-Jul-15 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Average Daily Traffic Study Start 13-Jul-15 14-Jul-15 15-Jul-15 16-Jul-15 17-Jul-15 18-Jul-15 19-Jul-15 Week Average Time WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB 12:00 AM * * 1 0 2 2 * * * * * * * * 2 1 01:00 * * 1 2 1 0 * * * * * * * * 1 1 02:00 * * 0 1 0 0 * * * * * * * * 0 0 03:00 * * 1 1 0 0 * * * * * * * * 0 0 04:00 * * 0 2 0 2 * * * * * * * * 0 2 05:00 * * 1 14 1 13 * * * * * * * * 1 14 06:00 * * 3 15 2 24 * * * * * * * * 2 20 07:00 * * 9 31 15 32 * * * * * * * * 12 32 08:00 * * 12 48 6 22 * * * * * * * * 9 35 09:00 * * 18 28 * * * * * * * * * * 18 28 10:00 * * 18 18 * * * * * * * * * * 18 18 11:00 14 21 17 26 * * * * * * * * * * 16 24 12:00 PM 16 19 27 23 * * * * * * * * * * 22 21 01:00 24 22 16 24 * * * * * * * * * * 20 23 02:00 22 17 19 25 * * * * * * * * * * 20 21 03:00 29 21 29 27 * * * * * * * * * * 29 24 04:00 25 20 27 29 * * * * * * * * * * 26 24 05:00 40 19 48 23 * * * * * * * * * * 44 21 06:00 29 17 12 11 * * * * * * * * * * 20 14 07:00 13 13 17 7 * * * * * * * * * * 15 10 08:00 13 8 16 4 * * * * * * * * * * 14 6 09:00 18 7 9 4 * * * * * * * * * * 14 6 10:00 6 1 9 2 * * * * * * * * * * 8 2 11:00 5 4 2 2 * * * * * * * * * * 4 3 Total 254 189 312 367 27 95 0 0 0 0 0 0 0 0 315 350 Day 443 679 122 0 0 0 0 665 AM Peak 11:00 11:00 09:00 08:00 07:00 07:00 - - - - - - - - 09:00 08:00 Vol. 14 21 18 48 15 32 - - - - - - - - 18 35 PM Peak 17:00 13:00 17:00 16:00 - - - - - - - - - - 17:00 15:00 Vol. 40 22 48 29 - - - - - - - - - - 44 24 Comb. Total 443 679 122 0 0 0 0 665 ADT ADT 671 AADT 671 Page 1 Street: Brightwater Location: btwn Turnberry and Bar Harbor Traffic Direction: EB and WB Site Code: BRW02-WE-15B Date Start: 13-Jul-15 Date End: 15-Jul-15 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Average Daily Traffic Study Start 13-Jul-15 14-Jul-15 15-Jul-15 16-Jul-15 17-Jul-15 18-Jul-15 19-Jul-15 Week Average Time WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB 12:00 AM * * 0 2 2 0 * * * * * * * * 1 1 01:00 * * 0 1 0 0 * * * * * * * * 0 0 02:00 * * 0 0 1 0 * * * * * * * * 0 0 03:00 * * 0 0 0 0 * * * * * * * * 0 0 04:00 * * 0 0 0 0 * * * * * * * * 0 0 05:00 * * 1 1 1 2 * * * * * * * * 1 2 06:00 * * 8 1 7 0 * * * * * * * * 8 0 07:00 * * 9 1 9 2 * * * * * * * * 9 2 08:00 * * 6 2 6 6 * * * * * * * * 6 4 09:00 * * 8 5 * * * * * * * * * * 8 5 10:00 * * 3 2 * * * * * * * * * * 3 2 11:00 3 4 4 4 * * * * * * * * * * 4 4 12:00 PM 7 8 4 6 * * * * * * * * * * 6 7 01:00 4 3 2 5 * * * * * * * * * * 3 4 02:00 1 5 2 5 * * * * * * * * * * 2 5 03:00 6 9 3 3 * * * * * * * * * * 4 6 04:00 6 8 4 7 * * * * * * * * * * 5 8 05:00 7 9 8 8 * * * * * * * * * * 8 8 06:00 6 8 2 9 * * * * * * * * * * 4 8 07:00 3 5 5 3 * * * * * * * * * * 4 4 08:00 4 5 0 5 * * * * * * * * * * 2 5 09:00 2 4 6 6 * * * * * * * * * * 4 5 10:00 2 1 0 1 * * * * * * * * * * 1 1 11:00 0 1 0 0 * * * * * * * * * * 0 0 Total 51 70 75 77 26 10 0 0 0 0 0 0 0 0 83 81 Day 121 152 36 0 0 0 0 164 AM Peak 11:00 11:00 07:00 09:00 07:00 08:00 - - - - - - - - 07:00 09:00 Vol. 3 4 9 5 9 6 - - - - - - - - 9 5 PM Peak 12:00 15:00 17:00 18:00 - - - - - - - - - - 17:00 16:00 Vol. 7 9 8 9 - - - - - - - - - - 8 8 Comb. Total 121 152 36 0 0 0 0 164 ADT ADT 167 AADT 167 Page 1 Street: Richards Lake Location: btwn Turnberry and Giddings Traffic Direction: EB and WB Site Code: RIC01-EW-15B Date Start: 13-Jul-15 Date End: 15-Jul-15 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Average Daily Traffic Study Start 13-Jul-15 14-Jul-15 15-Jul-15 16-Jul-15 17-Jul-15 18-Jul-15 19-Jul-15 Week Average Time EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB 12:00 AM * * 0 1 1 0 * * * * * * * * 0 0 01:00 * * 1 0 1 0 * * * * * * * * 1 0 02:00 * * 2 0 1 0 * * * * * * * * 2 0 03:00 * * 2 2 0 1 * * * * * * * * 1 2 04:00 * * 2 0 2 0 * * * * * * * * 2 0 05:00 * * 7 6 3 7 * * * * * * * * 5 6 06:00 * * 8 21 14 16 * * * * * * * * 11 18 07:00 * * 10 49 12 52 * * * * * * * * 11 50 08:00 * * 17 38 * * * * * * * * * * 17 38 09:00 * * 19 22 * * * * * * * * * * 19 22 10:00 20 18 21 17 * * * * * * * * * * 20 18 11:00 19 16 21 28 * * * * * * * * * * 20 22 12:00 PM 25 32 32 30 * * * * * * * * * * 28 31 01:00 13 20 31 22 * * * * * * * * * * 22 21 02:00 24 21 23 25 * * * * * * * * * * 24 23 03:00 23 23 24 26 * * * * * * * * * * 24 24 04:00 31 22 40 23 * * * * * * * * * * 36 22 05:00 62 39 49 37 * * * * * * * * * * 56 38 06:00 34 23 30 38 * * * * * * * * * * 32 30 07:00 24 15 28 26 * * * * * * * * * * 26 20 08:00 20 18 25 17 * * * * * * * * * * 22 18 09:00 16 11 23 20 * * * * * * * * * * 20 16 10:00 6 2 11 7 * * * * * * * * * * 8 4 11:00 2 6 4 5 * * * * * * * * * * 3 6 Total 319 266 430 460 34 76 0 0 0 0 0 0 0 0 410 429 Day 585 890 110 0 0 0 0 839 AM Peak 10:00 10:00 10:00 07:00 06:00 07:00 - - - - - - - - 10:00 07:00 Vol. 20 18 21 49 14 52 - - - - - - - - 20 50 PM Peak 17:00 17:00 17:00 18:00 - - - - - - - - - - 17:00 17:00 Vol. 62 39 49 38 - - - - - - - - - - 56 38 Comb. Total 585 890 110 0 0 0 0 839 ADT ADT 844 AADT 844 Page 1 Street: Turnberry Location: btwn Richards Lake and Country Club Traffic Direction: NB and SB Site Code: TUR02-NS-15B Date Start: 06-May-15 Date End: 07-May-15 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Average Daily Traffic Study Start 06-May-15 07-May-15 08-May-15 09-May-15 10-May-15 11-May-15 12-May-15 Week Average Time NB SB NB SB NB SB NB SB NB SB NB SB NB SB NB SB 12:00 AM * * 9 3 * * * * * * * * * * 9 3 01:00 * * 5 2 * * * * * * * * * * 5 2 02:00 * * 5 2 * * * * * * * * * * 5 2 03:00 * * 7 9 * * * * * * * * * * 7 9 04:00 * * 6 22 * * * * * * * * * * 6 22 05:00 * * 4 82 * * * * * * * * * * 4 82 06:00 * * 36 223 * * * * * * * * * * 36 223 07:00 * * 75 447 * * * * * * * * * * 75 447 08:00 * * 137 338 * * * * * * * * * * 137 338 09:00 * * 123 200 * * * * * * * * * * 123 200 10:00 * * 124 183 * * * * * * * * * * 124 183 11:00 125 145 165 177 * * * * * * * * * * 145 161 12:00 PM 164 142 186 179 * * * * * * * * * * 175 160 01:00 151 155 182 137 * * * * * * * * * * 166 146 02:00 190 159 160 186 * * * * * * * * * * 175 172 03:00 255 195 * * * * * * * * * * * * 255 195 04:00 310 170 * * * * * * * * * * * * 310 170 05:00 375 177 * * * * * * * * * * * * 375 177 06:00 347 163 * * * * * * * * * * * * 347 163 07:00 202 85 * * * * * * * * * * * * 202 85 08:00 162 51 * * * * * * * * * * * * 162 51 09:00 107 38 * * * * * * * * * * * * 107 38 10:00 59 21 * * * * * * * * * * * * 59 21 11:00 35 10 * * * * * * * * * * * * 35 10 Total 2482 1511 1224 2190 0 0 0 0 0 0 0 0 0 0 3044 3060 Day 3993 3414 0 0 0 0 0 6104 AM Peak 11:00 11:00 11:00 07:00 - - - - - - - - - - 11:00 07:00 Vol. 125 145 165 447 - - - - - - - - - - 145 447 PM Peak 17:00 15:00 12:00 14:00 - - - - - - - - - - 17:00 15:00 Vol. 375 195 186 186 - - - - - - - - - - 375 195 Comb. Total 3993 3414 0 0 0 0 0 6104 ADT ADT 6,061 AADT 6,061 Page 1 Street: Turnberry Location: btwn Country Club and Mountain Vista Traffic Direction: NB and SB Site Code: TUR03-NS-15B Date Start: 06-May-15 Date End: 07-May-15 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Average Daily Traffic Study Start 06-May-15 07-May-15 08-May-15 09-May-15 10-May-15 11-May-15 12-May-15 Week Average Time NB SB NB SB NB SB NB SB NB SB NB SB NB SB NB SB 12:00 AM * * 11 2 * * * * * * * * * * 11 2 01:00 * * 8 7 * * * * * * * * * * 8 7 02:00 * * 6 7 * * * * * * * * * * 6 7 03:00 * * 6 19 * * * * * * * * * * 6 19 04:00 * * 4 31 * * * * * * * * * * 4 31 05:00 * * 18 119 * * * * * * * * * * 18 119 06:00 * * 57 264 * * * * * * * * * * 57 264 07:00 * * 117 413 * * * * * * * * * * 117 413 08:00 * * 147 282 * * * * * * * * * * 147 282 09:00 * * 138 192 * * * * * * * * * * 138 192 10:00 * * 132 192 * * * * * * * * * * 132 192 11:00 133 145 152 187 * * * * * * * * * * 142 166 12:00 PM 160 157 171 202 * * * * * * * * * * 166 180 01:00 155 160 177 145 * * * * * * * * * * 166 152 02:00 202 185 130 178 * * * * * * * * * * 166 182 03:00 257 234 * * * * * * * * * * * * 257 234 04:00 320 225 * * * * * * * * * * * * 320 225 05:00 385 212 * * * * * * * * * * * * 385 212 06:00 312 154 * * * * * * * * * * * * 312 154 07:00 181 76 * * * * * * * * * * * * 181 76 08:00 124 72 * * * * * * * * * * * * 124 72 09:00 76 53 * * * * * * * * * * * * 76 53 10:00 45 28 * * * * * * * * * * * * 45 28 11:00 35 14 * * * * * * * * * * * * 35 14 Total 2385 1715 1274 2240 0 0 0 0 0 0 0 0 0 0 3019 3276 Day 4100 3514 0 0 0 0 0 6295 AM Peak 11:00 11:00 11:00 07:00 - - - - - - - - - - 08:00 07:00 Vol. 133 145 152 413 - - - - - - - - - - 147 413 PM Peak 17:00 15:00 13:00 12:00 - - - - - - - - - - 17:00 15:00 Vol. 385 234 177 202 - - - - - - - - - - 385 234 Comb. Total 4100 3514 0 0 0 0 0 6295 ADT ADT 6,278 AADT 6,278 Page 1 Street: Country Club Road Location: btwn Warren and Turnberry Traffic Direction: EB and WB Site Code: CCR03-EW-15B Date Start: 06-May-15 Date End: 07-May-15 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Average Daily Traffic Study Start 06-May-15 07-May-15 08-May-15 09-May-15 10-May-15 11-May-15 12-May-15 Week Average Time EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB 12:00 AM * * 8 8 * * * * * * * * * * 8 8 01:00 * * 8 4 * * * * * * * * * * 8 4 02:00 * * 4 2 * * * * * * * * * * 4 2 03:00 * * 10 4 * * * * * * * * * * 10 4 04:00 * * 16 8 * * * * * * * * * * 16 8 05:00 * * 63 51 * * * * * * * * * * 63 51 06:00 * * 123 135 * * * * * * * * * * 123 135 07:00 * * 182 302 * * * * * * * * * * 182 302 08:00 * * 201 288 * * * * * * * * * * 201 288 09:00 * * 149 198 * * * * * * * * * * 149 198 10:00 136 156 159 165 * * * * * * * * * * 148 160 11:00 168 167 196 168 * * * * * * * * * * 182 168 12:00 PM 198 163 228 189 * * * * * * * * * * 213 176 01:00 185 168 196 172 * * * * * * * * * * 190 170 02:00 200 183 159 122 * * * * * * * * * * 180 152 03:00 302 225 * * * * * * * * * * * * 302 225 04:00 330 255 * * * * * * * * * * * * 330 255 05:00 342 261 * * * * * * * * * * * * 342 261 06:00 285 233 * * * * * * * * * * * * 285 233 07:00 175 132 * * * * * * * * * * * * 175 132 08:00 162 73 * * * * * * * * * * * * 162 73 09:00 109 51 * * * * * * * * * * * * 109 51 10:00 59 26 * * * * * * * * * * * * 59 26 11:00 30 23 * * * * * * * * * * * * 30 23 Total 2681 2116 1702 1816 0 0 0 0 0 0 0 0 0 0 3471 3105 Day 4797 3518 0 0 0 0 0 6576 AM Peak 11:00 11:00 08:00 07:00 - - - - - - - - - - 08:00 07:00 Vol. 168 167 201 302 - - - - - - - - - - 201 302 PM Peak 17:00 17:00 12:00 12:00 - - - - - - - - - - 17:00 17:00 Vol. 342 261 228 189 - - - - - - - - - - 342 261 Comb. Total 4797 3518 0 0 0 0 0 6576 ADT ADT 6,576 AADT 6,576 Page 1 Street: Lemay Location: btwn Conifer and Vine Traffic Direction: NB and SB Site Code: LEM03-NS-15B Date Start: 04-May-15 Date End: 05-May-15 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Average Daily Traffic Study Start 04-May-15 05-May-15 06-May-15 07-May-15 08-May-15 09-May-15 10-May-15 Week Average Time NB SB NB SB NB SB NB SB NB SB NB SB NB SB NB SB 12:00 AM * * 23 13 * * * * * * * * * * 23 13 01:00 * * 16 10 * * * * * * * * * * 16 10 02:00 * * 11 7 * * * * * * * * * * 11 7 03:00 * * 14 17 * * * * * * * * * * 14 17 04:00 * * 16 38 * * * * * * * * * * 16 38 05:00 * * 50 140 * * * * * * * * * * 50 140 06:00 * * 143 380 * * * * * * * * * * 143 380 07:00 * * 325 855 * * * * * * * * * * 325 855 08:00 * * 459 733 * * * * * * * * * * 459 733 09:00 * * 412 584 * * * * * * * * * * 412 584 10:00 428 597 425 536 * * * * * * * * * * 426 566 11:00 493 550 539 534 * * * * * * * * * * 516 542 12:00 PM 610 586 587 582 * * * * * * * * * * 598 584 01:00 581 574 390 416 * * * * * * * * * * 486 495 02:00 618 571 * * * * * * * * * * * * 618 571 03:00 724 597 * * * * * * * * * * * * 724 597 04:00 761 622 * * * * * * * * * * * * 761 622 05:00 789 552 * * * * * * * * * * * * 789 552 06:00 645 404 * * * * * * * * * * * * 645 404 07:00 434 245 * * * * * * * * * * * * 434 245 08:00 309 150 * * * * * * * * * * * * 309 150 09:00 157 89 * * * * * * * * * * * * 157 89 10:00 106 49 * * * * * * * * * * * * 106 49 11:00 41 32 * * * * * * * * * * * * 41 32 Total 6696 5618 3410 4845 0 0 0 0 0 0 0 0 0 0 8079 8275 Day 12314 8255 0 0 0 0 0 16354 AM Peak 11:00 10:00 11:00 07:00 - - - - - - - - - - 11:00 07:00 Vol. 493 597 539 855 - - - - - - - - - - 516 855 PM Peak 17:00 16:00 12:00 12:00 - - - - - - - - - - 17:00 16:00 Vol. 789 622 587 582 - - - - - - - - - - 789 622 Comb. Total 12314 8255 0 0 0 0 0 16354 ADT ADT 16,482 AADT 16,482 Page 1 Street: Timberline Location: btwn Mountain Vista and Vine Traffic Direction: NB and SB Site Code: TIM01-SN-15B Date Start: 27-May-15 Date End: 28-May-15 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Average Daily Traffic Study Start 27-May-15 28-May-15 29-May-15 30-May-15 31-May-15 01-Jun-15 02-Jun-15 Week Average Time SB NB SB NB SB NB SB NB SB NB SB NB SB NB SB NB 12:00 AM * * 5 12 * * * * * * * * * * 5 12 01:00 * * 3 6 * * * * * * * * * * 3 6 02:00 * * 4 6 * * * * * * * * * * 4 6 03:00 * * 5 3 * * * * * * * * * * 5 3 04:00 * * 19 6 * * * * * * * * * * 19 6 05:00 * * 47 33 * * * * * * * * * * 47 33 06:00 * * 199 84 * * * * * * * * * * 199 84 07:00 * * 305 94 * * * * * * * * * * 305 94 08:00 * * 244 129 * * * * * * * * * * 244 129 09:00 * * 214 147 * * * * * * * * * * 214 147 10:00 197 136 199 129 * * * * * * * * * * 198 132 11:00 185 156 194 169 * * * * * * * * * * 190 162 12:00 PM 193 169 183 170 * * * * * * * * * * 188 170 01:00 175 176 166 161 * * * * * * * * * * 170 168 02:00 168 194 * * * * * * * * * * * * 168 194 03:00 228 227 * * * * * * * * * * * * 228 227 04:00 236 279 * * * * * * * * * * * * 236 279 05:00 199 322 * * * * * * * * * * * * 199 322 06:00 182 205 * * * * * * * * * * * * 182 205 07:00 104 183 * * * * * * * * * * * * 104 183 08:00 106 110 * * * * * * * * * * * * 106 110 09:00 31 81 * * * * * * * * * * * * 31 81 10:00 29 45 * * * * * * * * * * * * 29 45 11:00 15 23 * * * * * * * * * * * * 15 23 Total 2048 2306 1787 1149 0 0 0 0 0 0 0 0 0 0 3089 2821 Day 4354 2936 0 0 0 0 0 5910 AM Peak 10:00 11:00 07:00 11:00 - - - - - - - - - - 07:00 11:00 Vol. 197 156 305 169 - - - - - - - - - - 305 162 PM Peak 16:00 17:00 12:00 12:00 - - - - - - - - - - 16:00 17:00 Vol. 236 322 183 170 - - - - - - - - - - 236 322 Comb. Total 4354 2936 0 0 0 0 0 5910 ADT ADT 5,868 AADT 5,868 Page 1 Street: Vine Location: btwn Lemay and Timberline Traffic Direction: EB and WB Site Code: VIN08-WE-15B Date Start: 04-May-15 Date End: 05-May-15 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Average Daily Traffic Study Start 04-May-15 05-May-15 06-May-15 07-May-15 08-May-15 09-May-15 10-May-15 Week Average Time WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB 12:00 AM * * 13 23 * * * * * * * * * * 13 23 01:00 * * 9 15 * * * * * * * * * * 9 15 02:00 * * 9 15 * * * * * * * * * * 9 15 03:00 * * 17 17 * * * * * * * * * * 17 17 04:00 * * 17 31 * * * * * * * * * * 17 31 05:00 * * 77 71 * * * * * * * * * * 77 71 06:00 * * 153 193 * * * * * * * * * * 153 193 07:00 * * 353 196 * * * * * * * * * * 353 196 08:00 * * 337 179 * * * * * * * * * * 337 179 09:00 204 150 182 203 * * * * * * * * * * 193 176 10:00 180 202 184 181 * * * * * * * * * * 182 192 11:00 204 221 222 193 * * * * * * * * * * 213 207 12:00 PM 221 231 231 245 * * * * * * * * * * 226 238 01:00 210 249 126 123 * * * * * * * * * * 168 186 02:00 238 247 * * * * * * * * * * * * 238 247 03:00 274 311 * * * * * * * * * * * * 274 311 04:00 290 382 * * * * * * * * * * * * 290 382 05:00 267 387 * * * * * * * * * * * * 267 387 06:00 186 241 * * * * * * * * * * * * 186 241 07:00 120 160 * * * * * * * * * * * * 120 160 08:00 101 136 * * * * * * * * * * * * 101 136 09:00 70 79 * * * * * * * * * * * * 70 79 10:00 37 61 * * * * * * * * * * * * 37 61 11:00 29 29 * * * * * * * * * * * * 29 29 Total 2631 3086 1930 1685 0 0 0 0 0 0 0 0 0 0 3579 3772 Day 5717 3615 0 0 0 0 0 7351 AM Peak 09:00 11:00 07:00 09:00 - - - - - - - - - - 07:00 11:00 Vol. 204 221 353 203 - - - - - - - - - - 353 207 PM Peak 16:00 17:00 12:00 12:00 - - - - - - - - - - 16:00 17:00 Vol. 290 387 231 245 - - - - - - - - - - 290 387 Comb. Total 5717 3615 0 0 0 0 0 7351 ADT ADT 7,410 AADT 7,410 Waters’ Edge Traffic Impact Analysis Appendix C APPENDIX C LEVEL OF SERVICE CRITERIA FOR STOP- CONTROLLED AND SIGNALIZED INTERSECTIONS TABLE C1 LEVEL OF SERVICE CRITERIA FOR TWO-WAY STOP CONTROLLED (TWSC) INTERSECTIONS Level of Service Control Delay Range (sec/veh) A 0.0 - 10.0 B >10.0 - 15.0 C >15.0 - 25.0 D >25.0 - 35.0 E >35.0 - 50.0 F > 50.0 Adapted from: Highway Capacity Manual, Transportation Research Board, 2010. TABLE C2 LEVEL OF SERVICE CRITERIA FOR SIGNALIZED INTERSECTIONS Level of Service Control Delay Range (sec/veh) Qualitative Description A < 10.0 Good progression, short cycles, very few vehicle- stops. B >10.0 - 20.0 Good progression, and/or short cycle lengths, more vehicle-stops. C >20.0 - 35.0 Fair progression and/or longer cycle lengths, some individual cycle failures, many vehicle-stops D >35.0 - 55.0 Noticeable congestion and cycle failures, unfavorable progression, high v/c ratios, several stops. E >55.0 - 80.0 Limit of acceptable delay, poor progression, long cycles, high v/c ratios, frequent cycle failures. F > 80.0 Delay is unacceptable to most drivers; volume exceeds capacity, breakdown of traffic flow. Adapted from: Highway Capacity Manual, Transportation Research Board, 2010. Waters’ Edge Traffic Impact Analysis Appendix D APPENDIX D TRAFFIC ANALYSIS WORKSHEETS – EXISTING CONDITIONS HCM 2010 TWSC Intersection #1 Water Edge TIS 1: SH 1 & Douglas Road (CR 54) Existing 2015 AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 67 67 48 36 53 5 16 88 14 24 309 178 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 - - Yield Storage Length 100 - - 115 - - 350 - - 315 - 335 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 73 73 52 39 58 5 17 96 15 26 336 193 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 558 534 336 589 526 103 336 0 0 111 0 0 Stage 1 388 388 - 138 138 - - - - - - - Stage 2 170 146 - 451 388 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 440 452 706 420 457 952 1223 - - 1479 - - Stage 1 636 609 - 865 782 - - - - - - - Stage 2 832 776 - 588 609 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 385 438 706 331 443 952 1223 - - 1479 - - Mov Cap-2 Maneuver 385 438 - 331 443 - - - - - - - Stage 1 627 598 - 853 771 - - - - - - - Stage 2 755 765 - 470 598 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 15 15.3 1.1 0.4 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1223 - - 385 520 331 464 1479 - - HCM Lane V/C Ratio 0.014 - - 0.189 0.24 0.118 0.136 0.018 - - HCM Control Delay (s) 8 - - 16.5 14.1 17.3 14 7.5 - - HCM Lane LOS A - - C B C B A - - HCM 95th %tile Q(veh) 0 - - 0.7 0.9 0.4 0.5 0.1 - - HCM 2010 TWSC Intersection #1 Water Edge TIS 1: SH 1 & Douglas Road (CR 54) Existing 2015 PM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 6.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 91 44 51 33 52 15 65 322 61 11 158 79 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 - - Yield Storage Length 100 - - 115 - - 350 - - 315 - 335 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 99 48 55 36 57 16 71 350 66 12 172 86 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 757 754 172 771 720 383 172 0 0 416 0 0 Stage 1 196 196 - 524 524 - - - - - - - Stage 2 561 558 - 247 196 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 324 338 872 317 354 664 1405 - - 1143 - - Stage 1 806 739 - 537 530 - - - - - - - Stage 2 512 512 - 757 739 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 263 318 872 251 333 664 1405 - - 1143 - - Mov Cap-2 Maneuver 263 318 - 251 333 - - - - - - - Stage 1 765 731 - 510 503 - - - - - - - Stage 2 421 486 - 656 731 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 20.5 18.5 1.1 0.4 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1405 - - 263 483 251 375 1143 - - HCM Lane V/C Ratio 0.05 - - 0.376 0.214 0.143 0.194 0.01 - - HCM Control Delay (s) 7.7 - - 26.7 14.5 21.7 16.9 8.2 - - HCM Lane LOS A - - D B C C A - - HCM 95th %tile Q(veh) 0.2 - - 1.7 0.8 0.5 0.7 0 - - HCM 2010 TWSC Intersection #2 Water Edge TIS 2: Hearthfire Drive & Douglas Road (CR 54) Existing 2015 AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 2 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 95 5 2 58 31 9 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 165 255 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 103 5 2 63 34 10 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 103 0 170 103 Stage 1 - - - - 103 - Stage 2 - - - - 67 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1489 - 820 952 Stage 1 - - - - 921 - Stage 2 - - - - 956 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1489 - 819 952 Mov Cap-2 Maneuver - - - - 819 - Stage 1 - - - - 921 - Stage 2 - - - - 955 - Approach EB WB NB HCM Control Delay, s 0 0.2 9.5 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 846 - - 1489 - HCM Lane V/C Ratio 0.051 - - 0.001 - HCM Control Delay (s) 9.5 - - 7.4 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0.2 - - 0 - HCM 2010 TWSC Intersection #2 Water Edge TIS 2: Hearthfire Drive & Douglas Road (CR 54) Existing 2015 PM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 89 35 4 93 14 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 165 255 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 97 38 4 101 15 4 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 97 0 207 97 Stage 1 - - - - 97 - Stage 2 - - - - 110 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1496 - 781 959 Stage 1 - - - - 927 - Stage 2 - - - - 915 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1496 - 779 959 Mov Cap-2 Maneuver - - - - 779 - Stage 1 - - - - 927 - Stage 2 - - - - 913 - Approach EB WB NB HCM Control Delay, s 0 0.3 9.5 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 813 - - 1496 - HCM Lane V/C Ratio 0.024 - - 0.003 - HCM Control Delay (s) 9.5 - - 7.4 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0.1 - - 0 - HCM 2010 TWSC Intersection #3 Water Edge TIS 3: Hearthfire Drive & Morningstar Way Existing 2015 AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 3 Movement NWL NWR NET NER SWL SWT Vol, veh/h 9 6 11 21 4 1 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 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 10 7 12 23 4 1 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 33 23 0 0 35 0 Stage 1 23 - - - - - Stage 2 10 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 980 1054 - - 1576 - Stage 1 1000 - - - - - Stage 2 1013 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 977 1054 - - 1576 - Mov Cap-2 Maneuver 977 - - - - - Stage 1 1000 - - - - - Stage 2 1010 - - - - - Approach NW NE SW HCM Control Delay, s 8.6 0 5.8 HCM LOS A Minor Lane/Major Mvmt NET NERNWLn1 SWL SWT Capacity (veh/h) - - 1006 1576 - HCM Lane V/C Ratio - - 0.016 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 Intersection #3 Water Edge TIS 3: Hearthfire Drive & Morningstar Way Existing 2015 PM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 4.1 Movement NWL NWR NET NER SWL SWT Vol, veh/h 14 6 6 8 7 13 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 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 15 7 7 9 8 14 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 40 11 0 0 15 0 Stage 1 11 - - - - - Stage 2 29 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 972 1070 - - 1603 - Stage 1 1012 - - - - - Stage 2 994 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 967 1070 - - 1603 - Mov Cap-2 Maneuver 967 - - - - - Stage 1 1012 - - - - - Stage 2 989 - - - - - Approach NW NE SW HCM Control Delay, s 8.7 0 2.5 HCM LOS A Minor Lane/Major Mvmt NET NERNWLn1 SWL SWT Capacity (veh/h) - - 996 1603 - HCM Lane V/C Ratio - - 0.022 0.005 - HCM Control Delay (s) - - 8.7 7.3 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.1 0 - HCM 2010 TWSC Intersection #4 Water Edge TIS 4: Turnberry Road & Douglas Road (CR 54) Existing 2015 AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 6 74 41 9 22 3 28 2 10 0 1 7 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 7 80 45 10 24 3 30 2 11 0 1 8 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 27 0 0 125 0 0 165 163 103 167 183 26 Stage 1 - - - - - - 116 116 - 45 45 - Stage 2 - - - - - - 49 47 - 122 138 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1587 - - 1462 - - 800 729 952 797 711 1050 Stage 1 - - - - - - 889 800 - 969 857 - Stage 2 - - - - - - 964 856 - 882 782 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1587 - - 1462 - - 786 720 952 779 702 1050 Mov Cap-2 Maneuver - - - - - - 786 720 - 779 702 - Stage 1 - - - - - - 885 796 - 964 851 - Stage 2 - - - - - - 949 850 - 865 778 - Approach EB WB NB SB HCM Control Delay, s 0.4 2 9.6 8.7 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 818 1587 - - 1462 - - 989 HCM Lane V/C Ratio 0.053 0.004 - - 0.007 - - 0.009 HCM Control Delay (s) 9.6 7.3 0 - 7.5 0 - 8.7 HCM Lane LOS A A A - A A - A HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0 HCM 2010 TWSC Intersection #4 Water Edge TIS 4: Turnberry Road & Douglas Road (CR 54) Existing 2015 PM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 0 52 40 19 65 1 35 4 23 1 3 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 57 43 21 71 1 38 4 25 1 3 1 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 72 0 0 100 0 0 193 191 78 206 213 71 Stage 1 - - - - - - 78 78 - 113 113 - Stage 2 - - - - - - 115 113 - 93 100 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1528 - - 1493 - - 767 704 983 752 684 991 Stage 1 - - - - - - 931 830 - 892 802 - Stage 2 - - - - - - 890 802 - 914 812 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1528 - - 1493 - - 755 693 983 721 674 991 Mov Cap-2 Maneuver - - - - - - 755 693 - 721 674 - Stage 1 - - - - - - 931 830 - 892 790 - Stage 2 - - - - - - 872 790 - 886 812 - Approach EB WB NB SB HCM Control Delay, s 0 1.7 9.8 10 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 821 1528 - - 1493 - - 730 HCM Lane V/C Ratio 0.082 - - - 0.014 - - 0.007 HCM Control Delay (s) 9.8 0 - - 7.4 0 - 10 HCM Lane LOS A A - - A A - B HCM 95th %tile Q(veh) 0.3 0 - - 0 - - 0 HCM 2010 TWSC Intersection #5 Water Edge TIS 5: Turnberry Road & Brightwater Drive Existing 2015 AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 4 0 43 32 0 5 17 29 4 3 61 0 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 - - 135 - - - 200 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 0 47 35 0 5 18 32 4 3 66 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 146 146 66 144 144 34 66 0 0 36 0 0 Stage 1 73 73 - 71 71 - - - - - - - Stage 2 73 73 - 73 73 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 823 745 998 825 747 1039 1536 - - 1575 - - Stage 1 937 834 - 939 836 - - - - - - - Stage 2 937 834 - 937 834 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 810 735 998 778 737 1039 1536 - - 1575 - - Mov Cap-2 Maneuver 810 735 - 778 737 - - - - - - - Stage 1 926 832 - 928 826 - - - - - - - Stage 2 921 824 - 891 832 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.9 9.7 2.5 0.3 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1536 - - 810 998 805 1575 - - HCM Lane V/C Ratio 0.012 - - 0.005 0.047 0.05 0.002 - - HCM Control Delay (s) 7.4 - - 9.5 8.8 9.7 7.3 0 - HCM Lane LOS A - - AAAAA- HCM 95th %tile Q(veh) 0 - - 0 0.1 0.2 0 - - HCM 2010 TWSC Intersection #5 Water Edge TIS 5: Turnberry Road & Brightwater Drive Existing 2015 PM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 3.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 0 15 10 2 6 35 60 19 5 56 1 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 - - 135 - - - 200 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 0 16 11 2 7 38 65 21 5 61 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 228 234 61 224 225 76 62 0 0 86 0 0 Stage 1 72 72 - 152 152 - - - - - - - Stage 2 156 162 - 72 73 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 727 666 1004 732 674 985 1541 - - 1510 - - Stage 1 938 835 - 850 772 - - - - - - - Stage 2 846 764 - 938 834 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 705 648 1004 705 655 985 1541 - - 1510 - - Mov Cap-2 Maneuver 705 648 - 705 655 - - - - - - - Stage 1 915 832 - 829 753 - - - - - - - Stage 2 817 745 - 920 831 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9 9.8 2.3 0.6 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1541 - - 705 1004 772 1510 - - HCM Lane V/C Ratio 0.025 - - 0.008 0.016 0.025 0.004 - - HCM Control Delay (s) 7.4 - - 10.1 8.6 9.8 7.4 0 - HCM Lane LOS A - - BAAAA- HCM 95th %tile Q(veh) 0.1 - - 0 0.1 0.1 0 - - HCM 2010 TWSC Intersection #6 Water Edge TIS 6: Turnberry Road & Richards Lake Road (CR 52) Existing 2015 AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 2 4 23 46 0 5 7 61 12 1 194 0 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 - - 50 0 - - 330 - 240 90 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 4 25 50 0 5 8 66 13 1 211 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 297 295 211 297 295 66 211 0 0 66 0 0 Stage 1 213 213 - 82 82 - - - - - - - Stage 2 84 82 - 215 213 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 655 616 829 655 616 998 1360 - - 1536 - - Stage 1 789 726 - 926 827 - - - - - - - Stage 2 924 827 - 787 726 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 648 612 829 629 612 998 1360 - - 1536 - - Mov Cap-2 Maneuver 648 612 - 629 612 - - - - - - - Stage 1 784 726 - 921 822 - - - - - - - Stage 2 914 822 - 758 726 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.8 10.9 0.7 0 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1360 - - 624 829 629 998 1536 - - HCM Lane V/C Ratio 0.006 - - 0.01 0.03 0.079 0.005 0.001 - - HCM Control Delay (s) 7.7 - - 10.8 9.5 11.2 8.6 7.3 - - HCM Lane LOS A - - BABAA-- HCM 95th %tile Q(veh) 0 - - 0 0.1 0.3 0 0 - - HCM 2010 TWSC Intersection #6 Water Edge TIS 6: Turnberry Road & Richards Lake Road (CR 52) Existing 2015 PM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 0 0 7 32 2 10 15 147 43 7 103 0 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 - - 50 0 - - 330 - 240 90 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 8 35 2 11 16 160 47 8 112 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 326 319 112 319 319 160 112 0 0 160 0 0 Stage 1 127 127 - 192 192 - - - - - - - Stage 2 199 192 - 127 127 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 627 598 941 634 598 885 1478 - - 1419 - - Stage 1 877 791 - 810 742 - - - - - - - Stage 2 803 742 - 877 791 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 610 588 941 621 588 885 1478 - - 1419 - - Mov Cap-2 Maneuver 610 588 - 621 588 - - - - - - - Stage 1 868 787 - 801 734 - - - - - - - Stage 2 782 734 - 865 787 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.9 10.7 0.5 0.5 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1478 - - - 941 621 816 1419 - - HCM Lane V/C Ratio 0.011 - - - 0.008 0.056 0.016 0.005 - - HCM Control Delay (s) 7.5 - - 0 8.9 11.1 9.5 7.6 - - HCM Lane LOS A - - AABAA-- HCM 95th %tile Q(veh) 0 - - - 0 0.2 0 0 - - HCM 2010 AWSC Intersection #7 Water Edge TIS 7: Lemay Avenue & Country Club Road Existing 2015 AM Synchro 8 Report 2/3/2016 Page 1 Intersection Intersection Delay, s/veh 12.8 Intersection LOS B Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Vol, veh/h 0 2 111 83 0 251 121 4 0 21 44 52 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 Heavy Vehicles, % 222222222222 Mvmt Flow 0 2 121 90 0 273 132 4 0 23 48 57 Number of Lanes 001000100010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 1 HCM Control Delay 10.4 15.6 10.1 HCM LOS B C B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 18% 1% 67% 12% Vol Thru, % 38% 57% 32% 83% Vol Right, % 44% 42% 1% 5% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 117 196 376 149 LT Vol 21 2 251 18 Through Vol 44 111 121 124 RT Vol 52 83 4 7 Lane Flow Rate 127 213 409 162 Geometry Grp 1111 Degree of Util (X) 0.199 0.305 0.593 0.261 Departure Headway (Hd) 5.647 5.146 5.225 5.795 Convergence, Y/N Yes Yes Yes Yes Cap 633 697 691 619 Service Time 3.7 3.187 3.259 3.844 HCM Lane V/C Ratio 0.201 0.306 0.592 0.262 HCM Control Delay 10.1 10.4 15.6 10.9 HCM Lane LOS B B C B HCM 95th-tile Q 0.7 1.3 3.9 1 HCM 2010 AWSC Intersection #7 Water Edge TIS 7: Lemay Avenue & Country Club Road Existing 2015 AM Synchro 8 Report 2/3/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Vol, veh/h 0 18 124 7 Peak Hour Factor 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2222 Mvmt Flow 0 20 135 8 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 10.9 HCM LOS B Lane HCM 2010 AWSC Intersection #7 Water Edge TIS 7: Lemay Avenue & Country Club Road Existing 2015 PM Synchro 8 Report 2/3/2016 Page 1 Intersection Intersection Delay, s/veh 19.8 Intersection LOS C Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Vol, veh/h 0 8 223 53 0 129 132 23 0 87 115 237 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 Heavy Vehicles, % 222222222222 Mvmt Flow 0 9 242 58 0 140 143 25 0 95 125 258 Number of Lanes 001000100010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 1 HCM Control Delay 16.4 17 25.4 HCM LOS C C D Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 20% 3% 45% 22% Vol Thru, % 26% 79% 46% 78% Vol Right, % 54% 19% 8% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 439 284 284 78 LT Vol 87 8 129 17 Through Vol 115 223 132 61 RT Vol 237 53 23 0 Lane Flow Rate 477 309 309 85 Geometry Grp 1111 Degree of Util (X) 0.767 0.537 0.548 0.166 Departure Headway (Hd) 5.787 6.258 6.395 7.047 Convergence, Y/N Yes Yes Yes Yes Cap 625 574 562 507 Service Time 3.832 4.313 4.45 5.121 HCM Lane V/C Ratio 0.763 0.538 0.55 0.168 HCM Control Delay 25.4 16.4 17 11.5 HCM Lane LOS D C C B HCM 95th-tile Q 7.1 3.2 3.3 0.6 HCM 2010 AWSC Intersection #7 Water Edge TIS 7: Lemay Avenue & Country Club Road Existing 2015 PM Synchro 8 Report 2/3/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Vol, veh/h 0 17 61 0 Peak Hour Factor 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2222 Mvmt Flow 0 18 66 0 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 11.5 HCM LOS B Lane HCM 2010 TWSC Intersection #8 Water Edge TIS 8: Turnberry Road & Country Club Road Existing 2015 AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 4.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 51 7 147 20 31 0 41 44 8 0 207 247 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 - - 50 - - - 175 - - 300 - 235 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 55 8 160 22 34 0 45 48 9 0 225 268 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 383 371 225 370 366 52 225 0 0 57 0 0 Stage 1 225 225 - 141 141 - - - - - - - Stage 2 158 146 - 229 225 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 575 559 814 587 562 1016 1344 - - 1547 - - Stage 1 778 718 - 862 780 - - - - - - - Stage 2 844 776 - 774 718 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 534 540 814 455 543 1016 1344 - - 1547 - - Mov Cap-2 Maneuver 534 540 - 455 543 - - - - - - - Stage 1 752 718 - 833 754 - - - - - - - Stage 2 779 750 - 615 718 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.1 13 3.4 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1344 - - 535 814 505 1547 - - HCM Lane V/C Ratio 0.033 - - 0.118 0.196 0.11 - - - HCM Control Delay (s) 7.8 - - 12.6 10.5 13 0 - - HCM Lane LOS A - - BBBA-- HCM 95th %tile Q(veh) 0.1 - - 0.4 0.7 0.4 0 - - HCM 2010 TWSC Intersection #8 Water Edge TIS 8: Turnberry Road & Country Club Road Existing 2015 PM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 13.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 183 45 148 5 13 4 165 183 25 2 85 134 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 - - 50 - - - 175 - - 300 - 235 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 199 49 161 5 14 4 179 199 27 2 92 146 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 677 682 92 692 668 213 92 0 0 226 0 0 Stage 1 97 97 - 571 571 - - - - - - - Stage 2 580 585 - 121 97 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 367 372 965 358 379 827 1503 - - 1342 - - Stage 1 910 815 - 506 505 - - - - - - - Stage 2 500 498 - 883 815 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 321 327 965 240 333 827 1503 - - 1342 - - Mov Cap-2 Maneuver 321 327 - 240 333 - - - - - - - Stage 1 802 814 - 446 445 - - - - - - - Stage 2 424 439 - 691 814 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 31.2 16.4 3.4 0.1 HCM LOS D C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1503 - - 322 965 340 1342 - - HCM Lane V/C Ratio 0.119 - - 0.77 0.167 0.07 0.002 - - HCM Control Delay (s) 7.7 - - 45.3 9.5 16.4 7.7 - - HCM Lane LOS A - - E A C A - - HCM 95th %tile Q(veh) 0.4 - - 6.1 0.6 0.2 0 - - HCM 2010 AWSC Intersection #9 Water Edge TIS 9: Adriel Drive/Mountain Vista Drive (CR 50) & Turnberry Road Existing 2015 AM Synchro 8 Report 2/3/2016 Page 1 Intersection Intersection Delay, s/veh 11.6 Intersection LOS B Movement EBU EBL EBT WBU WBT WBR SBU SBL SBR Vol, veh/h 0 7 28 0 8 100 0 405 4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2222 2 Mvmt Flow 0 8 30 0 9 109 0 440 4 Number of Lanes 0 0 1 0 1001 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.5 8.3 12.7 HCM LOS A A B Lane EBLn1 WBLn1 SBLn1 Vol Left, % 20% 0% 99% Vol Thru, % 80% 7% 0% Vol Right, % 0% 93% 1% Sign Control Stop Stop Stop Traffic Vol by Lane 35 108 409 LT Vol 7 0 405 Through Vol 28 8 0 RT Vol 0 100 4 Lane Flow Rate 38 117 445 Geometry Grp 1 1 1 Degree of Util (X) 0.055 0.147 0.543 Departure Headway (Hd) 5.192 4.498 4.516 Convergence, Y/N Yes Yes Yes Cap 693 802 805 Service Time 3.202 2.502 2.516 HCM Lane V/C Ratio 0.055 0.146 0.553 HCM Control Delay 8.5 8.3 12.7 HCM Lane LOS A A B HCM 95th-tile Q 0.2 0.5 3.3 HCM 2010 AWSC Intersection #9 Water Edge TIS 9: Adriel Drive/Mountain Vista Drive (CR 50) & Turnberry Road Existing 2015 PM Synchro 8 Report 2/3/2016 Page 1 Intersection Intersection Delay, s/veh 10 Intersection LOS A Movement EBU EBL EBT WBU WBT WBR SBU SBL SBR Vol, veh/h 0 10 16 0 28 332 0 186 19 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2222 2 Mvmt Flow 0 11 17 0 30 361 0 202 21 Number of Lanes 0 0 1 0 1001 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.2 10.1 10.1 HCM LOS A B B Lane EBLn1 WBLn1 SBLn1 Vol Left, % 38% 0% 91% Vol Thru, % 62% 8% 0% Vol Right, % 0% 92% 9% Sign Control Stop Stop Stop Traffic Vol by Lane 26 360 205 LT Vol 10 0 186 Through Vol 16 28 0 RT Vol 0 332 19 Lane Flow Rate 28 391 223 Geometry Grp 1 1 1 Degree of Util (X) 0.039 0.434 0.305 Departure Headway (Hd) 4.991 3.997 4.928 Convergence, Y/N Yes Yes Yes Cap 716 904 726 Service Time 3.031 2.016 2.973 HCM Lane V/C Ratio 0.039 0.433 0.307 HCM Control Delay 8.2 10.1 10.1 HCM Lane LOS A B B HCM 95th-tile Q 0.1 2.2 1.3 HCM 2010 TWSC Intersection #10 Water Edge TIS 10: Timberline Drive & Mountain Vista Drive (CR 50) Existing 2015 AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 3.7 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 257 194 127 66 48 61 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 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 279 211 138 72 52 66 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 490 0 733 385 Stage 1 - - - - 385 - Stage 2 - - - - 348 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1073 - 388 663 Stage 1 - - - - 688 - Stage 2 - - - - 715 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1073 - 336 663 Mov Cap-2 Maneuver - - - - 336 - Stage 1 - - - - 688 - Stage 2 - - - - 619 - Approach EB WB NB HCM Control Delay, s 0 5.8 15.4 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 464 - - 1073 - HCM Lane V/C Ratio 0.255 - - 0.129 - HCM Control Delay (s) 15.4 - - 8.8 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 1 - - 0.4 - HCM 2010 TWSC Intersection #10 Water Edge TIS 10: Timberline Drive & Mountain Vista Drive (CR 50) Existing 2015 PM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 12 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 122 96 116 346 163 147 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 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 133 104 126 376 177 160 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 237 0 813 185 Stage 1 - - - - 185 - Stage 2 - - - - 628 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1330 - 348 857 Stage 1 - - - - 847 - Stage 2 - - - - 532 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1330 - 306 857 Mov Cap-2 Maneuver - - - - 306 - Stage 1 - - - - 847 - Stage 2 - - - - 468 - Approach EB WB NB HCM Control Delay, s 0 2 35.3 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 440 - - 1330 - HCM Lane V/C Ratio 0.766 - - 0.095 - HCM Control Delay (s) 35.3 - - 8 0 HCM Lane LOS E - - A A HCM 95th %tile Q(veh) 6.5 - - 0.3 - HCM 2010 Signalized Intersection Summary Intersection #11 Water Edge TIS 11: Lemay Avenue & Vine Drive Existing 2015 AM Synchro 8 Report 2/3/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 9 147 84 127 246 119 39 298 56 58 556 25 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1829 1824 1863 1827 1824 1824 1863 1824 1824 1937 1824 Adj Flow Rate, veh/h 10 171 98 148 286 138 45 347 65 67 647 29 Adj No. of Lanes 110110010010 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 255255222222 Cap, veh/h 99 197 113 209 263 127 112 839 152 115 1039 45 Arrive On Green 0.02 0.18 0.17 0.06 0.23 0.22 0.63 0.64 0.63 0.63 0.64 0.63 Sat Flow, veh/h 1774 1092 626 1774 1165 562 118 1306 236 123 1617 71 Grp Volume(v), veh/h 10 0 269 148 0 424 457 0 0 743 0 0 Grp Sat Flow(s),veh/h/ln 1774 0 1718 1774 0 1727 1660 0 0 1811 0 0 Q Serve(g_s), s 0.5 0.0 16.7 7.0 0.0 24.8 0.0 0.0 0.0 10.2 0.0 0.0 Cycle Q Clear(g_c), s 0.5 0.0 16.7 7.0 0.0 24.8 13.3 0.0 0.0 26.3 0.0 0.0 Prop In Lane 1.00 0.36 1.00 0.33 0.10 0.14 0.09 0.04 Lane Grp Cap(c), veh/h 99 0 310 209 0 389 1087 0 0 1183 0 0 V/C Ratio(X) 0.10 0.00 0.87 0.71 0.00 1.09 0.42 0.00 0.00 0.63 0.00 0.00 Avail Cap(c_a), veh/h 178 0 320 209 0 389 1087 0 0 1183 0 0 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 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 37.3 0.0 44.0 35.3 0.0 42.8 9.5 0.0 0.0 11.6 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.0 21.1 10.4 0.0 71.8 1.2 0.0 0.0 2.5 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 0.3 0.0 9.7 1.6 0.0 19.5 7.1 0.0 0.0 14.5 0.0 0.0 LnGrp Delay(d),s/veh 37.7 0.0 65.1 45.7 0.0 114.6 10.7 0.0 0.0 14.2 0.0 0.0 LnGrp LOS D E D F B B Approach Vol, veh/h 279 572 457 743 Approach Delay, s/veh 64.1 96.8 10.7 14.2 Approach LOS E F B B Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 74.7 11.0 24.3 74.7 6.1 29.3 Change Period (Y+Rc), s * 5 5.0 5.5 5.0 5.0 5.5 Max Green Setting (Gmax), s * 70 6.0 19.5 69.0 6.0 19.5 Max Q Clear Time (g_c+I1), s 28.3 9.0 18.7 15.3 2.5 26.8 Green Ext Time (p_c), s 5.7 0.0 0.1 5.8 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 43.2 HCM 2010 LOS D Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Intersection #11 Water Edge TIS 11: Lemay Avenue & Vine Drive Existing 2015 PM Synchro 8 Report 2/3/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 16 276 104 101 205 135 64 696 207 109 458 40 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1824 1824 1863 1830 1824 1824 1863 1824 1824 1937 1824 Adj Flow Rate, veh/h 19 321 121 117 238 157 74 809 241 127 533 47 Adj No. of Lanes 110110010010 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 255255222222 Cap, veh/h 103 216 81 163 211 139 95 919 268 158 651 55 Arrive On Green 0.02 0.17 0.16 0.06 0.21 0.20 0.80 0.81 0.80 0.80 0.81 0.80 Sat Flow, veh/h 1774 1263 476 1774 1031 680 78 1137 332 151 805 68 Grp Volume(v), veh/h 19 0 442 117 0 395 1124 0 0 707 0 0 Grp Sat Flow(s),veh/h/ln 1774 0 1740 1774 0 1710 1547 0 0 1024 0 0 Q Serve(g_s), s 1.0 0.0 20.5 6.4 0.0 24.6 0.0 0.0 0.0 6.9 0.0 0.0 Cycle Q Clear(g_c), s 1.0 0.0 20.5 6.4 0.0 24.6 62.4 0.0 0.0 74.1 0.0 0.0 Prop In Lane 1.00 0.27 1.00 0.40 0.07 0.21 0.18 0.07 Lane Grp Cap(c), veh/h 103 0 297 163 0 351 1270 0 0 855 0 0 V/C Ratio(X) 0.19 0.00 1.49 0.72 0.00 1.13 0.89 0.00 0.00 0.83 0.00 0.00 Avail Cap(c_a), veh/h 163 0 297 163 0 351 1270 0 0 855 0 0 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 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 41.1 0.0 49.9 38.6 0.0 47.9 7.2 0.0 0.0 6.9 0.0 0.0 Incr Delay (d2), s/veh 0.9 0.0 236.4 13.9 0.0 86.5 9.3 0.0 0.0 9.0 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 0.5 0.0 29.3 3.7 0.0 20.0 30.4 0.0 0.0 21.6 0.0 0.0 LnGrp Delay(d),s/veh 41.9 0.0 286.3 52.5 0.0 134.4 16.5 0.0 0.0 15.9 0.0 0.0 LnGrp LOS D F D F B B Approach Vol, veh/h 461 512 1124 707 Approach Delay, s/veh 276.2 115.7 16.5 15.9 Approach LOS F F B B Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 101.5 11.0 25.0 101.5 6.9 29.1 Change Period (Y+Rc), s * 5 5.0 5.5 5.0 5.0 5.5 Max Green Setting (Gmax), s * 80 6.0 19.5 79.0 6.0 19.5 Max Q Clear Time (g_c+I1), s 76.1 8.4 22.5 64.4 3.0 26.6 Green Ext Time (p_c), s 3.3 0.0 0.0 13.7 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 77.2 HCM 2010 LOS E Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 AWSC Intersection #12 Water Edge TIS 12: Vine Drive & Timberline Drive Existing 2015 AM Synchro 8 Report 2/3/2016 Page 1 Intersection Intersection Delay, s/veh 21.1 Intersection LOS C Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Vol, veh/h 0 38 86 135 0 146 189 6 0 92 86 25 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 Heavy Vehicles, % 222222222222 Mvmt Flow 0 41 93 147 0 159 205 7 0 100 93 27 Number of Lanes 001000100010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 1 HCM Control Delay 17.1 24.6 16 HCM LOS C C C Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 45% 15% 43% 1% Vol Thru, % 42% 33% 55% 82% Vol Right, % 12% 52% 2% 17% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 203 259 341 342 LT Vol 92 38 146 4 Through Vol 86 86 189 281 RT Vol 25 135 6 57 Lane Flow Rate 221 282 371 372 Geometry Grp 1111 Degree of Util (X) 0.444 0.527 0.703 0.692 Departure Headway (Hd) 7.243 6.742 6.831 6.706 Convergence, Y/N Yes Yes Yes Yes Cap 496 535 530 539 Service Time 5.3 4.799 4.882 4.755 HCM Lane V/C Ratio 0.446 0.527 0.7 0.69 HCM Control Delay 16 17.1 24.6 23.6 HCM Lane LOS CCCC HCM 95th-tile Q 2.2 3 5.5 5.3 HCM 2010 AWSC Intersection #12 Water Edge TIS 12: Vine Drive & Timberline Drive Existing 2015 AM Synchro 8 Report 2/3/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Vol, veh/h 0 4 281 57 Peak Hour Factor 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2222 Mvmt Flow 0 4 305 62 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 23.6 HCM LOS C Lane HCM 2010 AWSC Intersection #12 Water Edge TIS 12: Vine Drive & Timberline Drive Existing 2015 PM Synchro 8 Report 2/3/2016 Page 1 Intersection Intersection Delay, s/veh 26.9 Intersection LOS D Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Vol, veh/h 0 67 210 95 0 71 152 11 0 113 220 74 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 Heavy Vehicles, % 222222222222 Mvmt Flow 0 73 228 103 0 77 165 12 0 123 239 80 Number of Lanes 001000100010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 1 HCM Control Delay 28.8 18.2 35.2 HCM LOS D C E Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 28% 18% 30% 5% Vol Thru, % 54% 56% 65% 71% Vol Right, % 18% 26% 5% 25% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 407 372 234 177 LT Vol 113 67 71 8 Through Vol 220 210 152 125 RT Vol 74 95 11 44 Lane Flow Rate 442 404 254 192 Geometry Grp 1111 Degree of Util (X) 0.832 0.765 0.521 0.397 Departure Headway (Hd) 6.772 6.813 7.368 7.435 Convergence, Y/N Yes Yes Yes Yes Cap 535 530 488 483 Service Time 4.83 4.873 5.439 5.513 HCM Lane V/C Ratio 0.826 0.762 0.52 0.398 HCM Control Delay 35.2 28.8 18.2 15.4 HCM Lane LOS E D C C HCM 95th-tile Q 8.4 6.8 3 1.9 HCM 2010 AWSC Intersection #12 Water Edge TIS 12: Vine Drive & Timberline Drive Existing 2015 PM Synchro 8 Report 2/3/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Vol, veh/h 0 8 125 44 Peak Hour Factor 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2222 Mvmt Flow 0 9 136 48 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 15.4 HCM LOS C Lane Waters’ Edge Traffic Impact Analysis Appendix E APPENDIX E TRAFFIC ANALYSIS WORKSHEETS – PHASE 1 (YEAR 2021) BACKGROUND CONDITIONS HCM 2010 TWSC Intersection #1 Water Edge TIS 1: SH 1 & Douglas Road (CR 54) 2021 No Action AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 5.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 70 70 50 40 55 5 20 95 15 25 330 190 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 - - Yield Storage Length 100 - - 115 - - 350 - - 315 - 335 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 76 76 54 43 60 5 22 103 16 27 359 207 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 601 576 359 633 568 111 359 0 0 120 0 0 Stage 1 413 413 - 155 155 - - - - - - - Stage 2 188 163 - 478 413 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 412 428 685 392 432 942 1200 - - 1468 - - Stage 1 616 594 - 847 769 - - - - - - - Stage 2 814 763 - 568 594 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 355 412 685 301 416 942 1200 - - 1468 - - Mov Cap-2 Maneuver 355 412 - 301 416 - - - - - - - Stage 1 605 583 - 831 755 - - - - - - - Stage 2 732 749 - 446 583 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 16 16.4 1.2 0.3 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1200 - - 355 494 301 436 1468 - - HCM Lane V/C Ratio 0.018 - - 0.214 0.264 0.144 0.15 0.019 - - HCM Control Delay (s) 8.1 - - 17.9 14.9 19 14.7 7.5 - - HCM Lane LOS A - - C B C B A - - HCM 95th %tile Q(veh) 0.1 - - 0.8 1.1 0.5 0.5 0.1 - - HCM 2010 TWSC Intersection #1 Water Edge TIS 1: SH 1 & Douglas Road (CR 54) 2021 No Action PM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 95 45 55 35 55 15 70 340 65 15 170 85 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 - - Yield Storage Length 100 - - 115 - - 350 - - 315 - 335 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 103 49 60 38 60 16 76 370 71 16 185 92 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 812 809 185 829 774 405 185 0 0 440 0 0 Stage 1 217 217 - 557 557 - - - - - - - Stage 2 595 592 - 272 217 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 298 314 857 290 329 646 1390 - - 1120 - - Stage 1 785 723 - 515 512 - - - - - - - Stage 2 491 494 - 734 723 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 235 293 857 223 307 646 1390 - - 1120 - - Mov Cap-2 Maneuver 235 293 - 223 307 - - - - - - - Stage 1 742 713 - 487 484 - - - - - - - Stage 2 397 467 - 627 713 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 23.3 20.3 1.1 0.5 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1390 - - 235 459 223 346 1120 - - HCM Lane V/C Ratio 0.055 - - 0.439 0.237 0.171 0.22 0.015 - - HCM Control Delay (s) 7.7 - - 31.8 15.3 24.4 18.3 8.3 - - HCM Lane LOS A - - DCCCA-- HCM 95th %tile Q(veh) 0.2 - - 2.1 0.9 0.6 0.8 0 - - HCM 2010 TWSC Intersection #2 Water Edge TIS 2: Hearthfire Drive & Douglas Road (CR 54) 2021 No Action AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 2.2 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 100 5 5 60 35 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 165 255 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 109 5 5 65 38 11 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 109 0 185 109 Stage 1 - - - - 109 - Stage 2 - - - - 76 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1481 - 804 945 Stage 1 - - - - 916 - Stage 2 - - - - 947 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1481 - 801 945 Mov Cap-2 Maneuver - - - - 801 - Stage 1 - - - - 916 - Stage 2 - - - - 944 - Approach EB WB NB HCM Control Delay, s 0 0.6 9.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 829 - - 1481 - HCM Lane V/C Ratio 0.059 - - 0.004 - HCM Control Delay (s) 9.6 - - 7.4 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0.2 - - 0 - HCM 2010 TWSC Intersection #2 Water Edge TIS 2: Hearthfire Drive & Douglas Road (CR 54) 2021 No Action PM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 95 35 5 100 15 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 165 255 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 103 38 5 109 16 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 103 0 223 103 Stage 1 - - - - 103 - Stage 2 - - - - 120 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1489 - 765 952 Stage 1 - - - - 921 - Stage 2 - - - - 905 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1489 - 762 952 Mov Cap-2 Maneuver - - - - 762 - Stage 1 - - - - 921 - Stage 2 - - - - 902 - Approach EB WB NB HCM Control Delay, s 0 0.4 9.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 802 - - 1489 - HCM Lane V/C Ratio 0.027 - - 0.004 - HCM Control Delay (s) 9.6 - - 7.4 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0.1 - - 0 - HCM 2010 TWSC Intersection #3 Water Edge TIS 3: Hearthfire Drive & Morningstar Way 2021 No Action AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 3 Movement NWL NWR NET NER SWL SWT Vol, veh/h 10 10 15 25 5 5 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 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 11 11 16 27 5 5 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 46 30 0 0 43 0 Stage 1 30 - - - - - Stage 2 16 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 964 1044 - - 1566 - Stage 1 993 - - - - - Stage 2 1007 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 961 1044 - - 1566 - Mov Cap-2 Maneuver 961 - - - - - Stage 1 993 - - - - - Stage 2 1004 - - - - - Approach NW NE SW HCM Control Delay, s 8.7 0 3.7 HCM LOS A Minor Lane/Major Mvmt NET NERNWLn1 SWL SWT Capacity (veh/h) - - 1001 1566 - HCM Lane V/C Ratio - - 0.022 0.003 - HCM Control Delay (s) - - 8.7 7.3 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.1 0 - HCM 2010 TWSC Intersection #3 Water Edge TIS 3: Hearthfire Drive & Morningstar Way 2021 No Action PM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 4.1 Movement NWL NWR NET NER SWL SWT Vol, veh/h 15 10 10 10 10 15 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 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 16 11 11 11 11 16 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 54 16 0 0 22 0 Stage 1 16 - - - - - Stage 2 38 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 954 1063 - - 1593 - Stage 1 1007 - - - - - Stage 2 984 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 947 1063 - - 1593 - Mov Cap-2 Maneuver 947 - - - - - Stage 1 1007 - - - - - Stage 2 977 - - - - - Approach NW NE SW HCM Control Delay, s 8.7 0 2.9 HCM LOS A Minor Lane/Major Mvmt NET NERNWLn1 SWL SWT Capacity (veh/h) - - 990 1593 - HCM Lane V/C Ratio - - 0.027 0.007 - HCM Control Delay (s) - - 8.7 7.3 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.1 0 - HCM 2010 TWSC Intersection #4 Water Edge TIS 4: Turnberry Road & Douglas Road (CR 54) 2021 No Action AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 10 80 45 10 25 5 30 5 10 5 5 10 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 87 49 11 27 5 33 5 11 5 5 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 33 0 0 136 0 0 193 187 111 193 210 30 Stage 1 - - - - - - 133 133 - 52 52 - Stage 2 - - - - - - 60 54 - 141 158 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1579 - - 1448 - - 767 708 942 767 687 1044 Stage 1 - - - - - - 870 786 - 961 852 - Stage 2 - - - - - - 951 850 - 862 767 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1579 - - 1448 - - 745 697 942 744 676 1044 Mov Cap-2 Maneuver - - - - - - 745 697 - 744 676 - Stage 1 - - - - - - 863 780 - 953 845 - Stage 2 - - - - - - 928 843 - 839 761 - Approach EB WB NB SB HCM Control Delay, s 0.5 1.9 10 9.4 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 775 1579 - - 1448 - - 844 HCM Lane V/C Ratio 0.063 0.007 - - 0.008 - - 0.026 HCM Control Delay (s) 10 7.3 0 - 7.5 0 - 9.4 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0.1 HCM 2010 TWSC Intersection #4 Water Edge TIS 4: Turnberry Road & Douglas Road (CR 54) 2021 No Action PM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 55 40 20 70 5 35 5 25 5 5 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 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 60 43 22 76 5 38 5 27 5 5 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 82 0 0 103 0 0 220 217 82 231 236 79 Stage 1 - - - - - - 92 92 - 122 122 - Stage 2 - - - - - - 128 125 - 109 114 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1515 - - 1489 - - 736 681 978 724 665 981 Stage 1 - - - - - - 915 819 - 882 795 - Stage 2 - - - - - - 876 792 - 896 801 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1515 - - 1489 - - 717 668 978 689 652 981 Mov Cap-2 Maneuver - - - - - - 717 668 - 689 652 - Stage 1 - - - - - - 911 816 - 878 783 - Stage 2 - - - - - - 852 780 - 862 798 - Approach EB WB NB SB HCM Control Delay, s 0.4 1.6 10 9.9 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 794 1515 - - 1489 - - 749 HCM Lane V/C Ratio 0.089 0.004 - - 0.015 - - 0.022 HCM Control Delay (s) 10 7.4 0 - 7.5 0 - 9.9 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.3 0 - - 0 - - 0.1 HCM 2010 TWSC Intersection #5 Water Edge TIS 5: Turnberry Road & Brightwater Drive 2021 No Action AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 4.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 5 45 35 5 5 20 30 5 5 65 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 - - 135 - - - 200 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 5 49 38 5 5 22 33 5 5 71 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 168 166 73 166 166 35 76 0 0 38 0 0 Stage 1 84 84 - 79 79 - - - - - - - Stage 2 84 82 - 87 87 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 796 727 989 798 727 1038 1523 - - 1572 - - Stage 1 924 825 - 930 829 - - - - - - - Stage 2 924 827 - 921 823 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 777 714 989 744 714 1038 1523 - - 1572 - - Mov Cap-2 Maneuver 777 714 - 744 714 - - - - - - - Stage 1 911 823 - 917 817 - - - - - - - Stage 2 900 815 - 867 821 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9 10 2.7 0.5 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1523 - - 744 989 764 1572 - - HCM Lane V/C Ratio 0.014 - - 0.015 0.049 0.064 0.003 - - HCM Control Delay (s) 7.4 - - 9.9 8.8 10 7.3 0 - HCM Lane LOS A - - AABAA- HCM 95th %tile Q(veh) 0 - - 0 0.2 0.2 0 - - HCM 2010 TWSC Intersection #5 Water Edge TIS 5: Turnberry Road & Brightwater Drive 2021 No Action PM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 5 15 10 5 10 35 65 20 5 60 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 - - 135 - - - 200 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 5 16 11 5 11 38 71 22 5 65 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 245 247 68 240 240 82 71 0 0 92 0 0 Stage 1 79 79 - 158 158 - - - - - - - Stage 2 166 168 - 82 82 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 709 655 995 714 661 978 1529 - - 1503 - - Stage 1 930 829 - 844 767 - - - - - - - Stage 2 836 759 - 926 827 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 682 637 995 683 643 978 1529 - - 1503 - - Mov Cap-2 Maneuver 682 637 - 683 643 - - - - - - - Stage 1 907 827 - 823 748 - - - - - - - Stage 2 800 740 - 902 825 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.5 9.9 2.2 0.5 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1529 - - 659 995 766 1503 - - HCM Lane V/C Ratio 0.025 - - 0.016 0.016 0.035 0.004 - - HCM Control Delay (s) 7.4 - - 10.6 8.7 9.9 7.4 0 - HCM Lane LOS A - - BAAAA- HCM 95th %tile Q(veh) 0.1 - - 0.1 0.1 0.1 0 - - HCM 2010 TWSC Intersection #6 Water Edge TIS 6: Turnberry Road & Richards Lake Road (CR 52) 2021 No Action AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 2.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 5 25 50 5 5 10 65 15 5 205 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 - - 50 0 - - 330 - 240 90 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 5 27 54 5 5 11 71 16 5 223 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 334 328 226 331 331 71 228 0 0 71 0 0 Stage 1 236 236 - 92 92 - - - - - - - Stage 2 98 92 - 239 239 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 620 591 813 622 588 991 1340 - - 1529 - - Stage 1 767 710 - 915 819 - - - - - - - Stage 2 908 819 - 764 708 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 607 584 813 592 581 991 1340 - - 1529 - - Mov Cap-2 Maneuver 607 584 - 592 581 - - - - - - - Stage 1 761 708 - 907 812 - - - - - - - Stage 2 890 812 - 730 706 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.1 11.4 0.9 0.2 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1340 - - 595 813 592 733 1529 - - HCM Lane V/C Ratio 0.008 - - 0.018 0.033 0.092 0.015 0.004 - - HCM Control Delay (s) 7.7 - - 11.2 9.6 11.7 10 7.4 - - HCM Lane LOS A - - BABBA-- HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0.3 0 0 - - HCM 2010 TWSC Intersection #6 Water Edge TIS 6: Turnberry Road & Richards Lake Road (CR 52) 2021 No Action PM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 5 10 35 5 10 15 155 45 10 110 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 - - 50 0 - - 330 - 240 90 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 5 11 38 5 11 16 168 49 11 120 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 353 345 122 348 348 168 125 0 0 168 0 0 Stage 1 144 144 - 201 201 - - - - - - - Stage 2 209 201 - 147 147 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 602 578 929 607 576 876 1462 - - 1410 - - Stage 1 859 778 - 801 735 - - - - - - - Stage 2 793 735 - 856 775 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 582 567 929 587 565 876 1462 - - 1410 - - Mov Cap-2 Maneuver 582 567 - 587 565 - - - - - - - Stage 1 850 772 - 792 727 - - - - - - - Stage 2 769 727 - 833 769 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.2 11.1 0.5 0.6 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1462 - - 574 929 587 740 1410 - - HCM Lane V/C Ratio 0.011 - - 0.019 0.012 0.065 0.022 0.008 - - HCM Control Delay (s) 7.5 - - 11.4 8.9 11.6 10 7.6 - - HCM Lane LOS A - - BABBA-- HCM 95th %tile Q(veh) 0 - - 0.1 0 0.2 0.1 0 - - HCM 2010 AWSC Intersection #7 Water Edge TIS 7: Lemay Avenue & Country Club Road 2021 No Action AM Synchro 8 Report 2/3/2016 Page 1 Intersection Intersection Delay, s/veh 14 Intersection LOS B Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Vol, veh/h 0 5 120 90 0 265 130 5 0 20 45 55 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 Heavy Vehicles, % 222222222222 Mvmt Flow 0 5 130 98 0 288 141 5 0 22 49 60 Number of Lanes 001000100010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 1 HCM Control Delay 11.1 17.6 10.5 HCM LOS B C B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 17% 2% 66% 12% Vol Thru, % 38% 56% 33% 81% Vol Right, % 46% 42% 1% 6% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 120 215 400 160 LT Vol 20 5 265 20 Through Vol 45 120 130 130 RT Vol 55 90 5 10 Lane Flow Rate 130 234 435 174 Geometry Grp 1111 Degree of Util (X) 0.211 0.343 0.644 0.288 Departure Headway (Hd) 5.829 5.28 5.333 5.954 Convergence, Y/N Yes Yes Yes Yes Cap 613 678 674 602 Service Time 3.895 3.334 3.377 4.015 HCM Lane V/C Ratio 0.212 0.345 0.645 0.289 HCM Control Delay 10.5 11.1 17.6 11.4 HCM Lane LOS B B C B HCM 95th-tile Q 0.8 1.5 4.7 1.2 HCM 2010 AWSC Intersection #7 Water Edge TIS 7: Lemay Avenue & Country Club Road 2021 No Action AM Synchro 8 Report 2/3/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Vol, veh/h 0 20 130 10 Peak Hour Factor 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2222 Mvmt Flow 0 22 141 11 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 11.4 HCM LOS B Lane HCM 2010 AWSC Intersection #7 Water Edge TIS 7: Lemay Avenue & Country Club Road 2021 No Action PM Synchro 8 Report 2/3/2016 Page 1 Intersection Intersection Delay, s/veh 24 Intersection LOS C Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Vol, veh/h 0 10 235 55 0 135 140 25 0 90 120 250 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 Heavy Vehicles, % 222222222222 Mvmt Flow 0 11 255 60 0 147 152 27 0 98 130 272 Number of Lanes 001000100010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 1 HCM Control Delay 18.8 19.5 32.5 HCM LOS C C D Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 20% 3% 45% 22% Vol Thru, % 26% 78% 47% 72% Vol Right, % 54% 18% 8% 6% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 460 300 300 90 LT Vol 90 10 135 20 Through Vol 120 235 140 65 RT Vol 250 55 25 5 Lane Flow Rate 500 326 326 98 Geometry Grp 1111 Degree of Util (X) 0.835 0.592 0.604 0.203 Departure Headway (Hd) 6.014 6.535 6.667 7.461 Convergence, Y/N Yes Yes Yes Yes Cap 600 548 538 484 Service Time 4.083 4.621 4.751 5.461 HCM Lane V/C Ratio 0.833 0.595 0.606 0.202 HCM Control Delay 32.5 18.8 19.5 12.4 HCM Lane LOS D C C B HCM 95th-tile Q 8.8 3.8 4 0.8 HCM 2010 AWSC Intersection #7 Water Edge TIS 7: Lemay Avenue & Country Club Road 2021 No Action PM Synchro 8 Report 2/3/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Vol, veh/h 0 20 65 5 Peak Hour Factor 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2222 Mvmt Flow 0 22 71 5 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 12.4 HCM LOS B Lane HCM 2010 TWSC Intersection #8 Water Edge TIS 8: Turnberry Road & Country Club Road 2021 No Action AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 4.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 55 10 155 20 35 5 45 45 10 5 220 260 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 - - 50 - - - 175 - - 300 - 235 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 60 11 168 22 38 5 49 49 11 5 239 283 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 424 408 239 407 402 54 239 0 0 60 0 0 Stage 1 250 250 - 152 152 - - - - - - - Stage 2 174 158 - 255 250 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 540 533 800 555 537 1013 1328 - - 1544 - - Stage 1 754 700 - 850 772 - - - - - - - Stage 2 828 767 - 749 700 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 492 512 800 418 516 1013 1328 - - 1544 - - Mov Cap-2 Maneuver 492 512 - 418 516 - - - - - - - Stage 1 726 698 - 819 744 - - - - - - - Stage 2 753 739 - 580 698 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.5 13.3 3.5 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1328 - - 495 800 497 1544 - - HCM Lane V/C Ratio 0.037 - - 0.143 0.211 0.131 0.004 - - HCM Control Delay (s) 7.8 - - 13.5 10.7 13.3 7.3 - - HCM Lane LOS A - - BBBA-- HCM 95th %tile Q(veh) 0.1 - - 0.5 0.8 0.4 0 - - HCM 2010 TWSC Intersection #8 Water Edge TIS 8: Turnberry Road & Country Club Road 2021 No Action PM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 20.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 195 50 50 5 15 5 175 195 25 5 90 140 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 - - 50 - - - 175 - - 300 - 235 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 212 54 54 5 16 5 190 212 27 5 98 152 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 726 729 98 742 715 226 98 0 0 239 0 0 Stage 1 109 109 - 606 606 - - - - - - - Stage 2 617 620 - 136 109 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 340 350 958 332 356 813 1495 - - 1328 - - Stage 1 896 805 - 484 487 - - - - - - - Stage 2 477 480 - 867 805 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 292 304 958 244 310 813 1495 - - 1328 - - Mov Cap-2 Maneuver 292 304 - 244 310 - - - - - - - Stage 1 782 802 - 422 425 - - - - - - - Stage 2 398 419 - 760 802 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 59.5 16.8 3.4 0.2 HCM LOS F C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1495 - - 294 958 333 1328 - - HCM Lane V/C Ratio 0.127 - - 0.906 0.057 0.082 0.004 - - HCM Control Delay (s) 7.8 - - 69.8 9 16.8 7.7 - - HCM Lane LOS A - - F A C A - - HCM 95th %tile Q(veh) 0.4 - - 8.4 0.2 0.3 0 - - HCM 2010 AWSC Intersection #9 Water Edge TIS 9: Adriel Drive/Mountain Vista Drive (CR 50) & Turnberry Road 2021 No Action AM Synchro 8 Report 2/3/2016 Page 1 Intersection Intersection Delay, s/veh 12.6 Intersection LOS B Movement EBU EBL EBT WBU WBT WBR SBU SBL SBR Vol, veh/h 0 10 30 0 10 105 0 430 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2222 2 Mvmt Flow 0 11 33 0 11 114 0 467 5 Number of Lanes 0 0 1 0 1001 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.7 8.5 14 HCM LOS A A B Lane EBLn1 WBLn1 SBLn1 Vol Left, % 25% 0% 99% Vol Thru, % 75% 9% 0% Vol Right, % 0% 91% 1% Sign Control Stop Stop Stop Traffic Vol by Lane 40 115 435 LT Vol 10 0 430 Through Vol 30 10 0 RT Vol 0 105 5 Lane Flow Rate 43 125 473 Geometry Grp 1 1 1 Degree of Util (X) 0.064 0.159 0.594 Departure Headway (Hd) 5.289 4.588 4.524 Convergence, Y/N Yes Yes Yes Cap 676 781 799 Service Time 3.329 2.621 2.554 HCM Lane V/C Ratio 0.064 0.16 0.592 HCM Control Delay 8.7 8.5 14 HCM Lane LOS A A B HCM 95th-tile Q 0.2 0.6 4 HCM 2010 AWSC Intersection #9 Water Edge TIS 9: Adriel Drive/Mountain Vista Drive (CR 50) & Turnberry Road 2021 No Action PM Synchro 8 Report 2/3/2016 Page 1 Intersection Intersection Delay, s/veh 10.4 Intersection LOS B Movement EBU EBL EBT WBU WBT WBR SBU SBL SBR Vol, veh/h 0 10 20 0 30 350 0 195 20 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2222 2 Mvmt Flow 0 11 22 0 33 380 0 212 22 Number of Lanes 0 0 1 0 1001 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.3 10.5 10.4 HCM LOS A B B Lane EBLn1 WBLn1 SBLn1 Vol Left, % 33% 0% 91% Vol Thru, % 67% 8% 0% Vol Right, % 0% 92% 9% Sign Control Stop Stop Stop Traffic Vol by Lane 30 380 215 LT Vol 10 0 195 Through Vol 20 30 0 RT Vol 0 350 20 Lane Flow Rate 33 413 234 Geometry Grp 1 1 1 Degree of Util (X) 0.046 0.463 0.324 Departure Headway (Hd) 5.042 4.037 4.987 Convergence, Y/N Yes Yes Yes Cap 708 892 717 Service Time 3.09 2.062 3.04 HCM Lane V/C Ratio 0.047 0.463 0.326 HCM Control Delay 8.3 10.5 10.4 HCM Lane LOS A B B HCM 95th-tile Q 0.1 2.5 1.4 HCM 2010 TWSC Intersection #10 Water Edge TIS 10: Timberline Drive & Mountain Vista Drive (CR 50) 2021 No Action AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 3.9 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 275 205 135 70 50 65 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 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 299 223 147 76 54 71 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 522 0 780 410 Stage 1 - - - - 410 - Stage 2 - - - - 370 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1044 - 364 642 Stage 1 - - - - 670 - Stage 2 - - - - 699 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1044 - 310 642 Mov Cap-2 Maneuver - - - - 310 - Stage 1 - - - - 670 - Stage 2 - - - - 596 - Approach EB WB NB HCM Control Delay, s 0 5.9 16.5 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 438 - - 1044 - HCM Lane V/C Ratio 0.285 - - 0.141 - HCM Control Delay (s) 16.5 - - 9 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 1.2 - - 0.5 - HCM 2010 TWSC Intersection #10 Water Edge TIS 10: Timberline Drive & Mountain Vista Drive (CR 50) 2021 No Action PM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 14.7 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 130 10 125 365 175 155 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 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 141 11 136 397 190 168 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 152 0 815 147 Stage 1 - - - - 147 - Stage 2 - - - - 668 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1429 - 347 900 Stage 1 - - - - 880 - Stage 2 - - - - 510 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1429 - 305 900 Mov Cap-2 Maneuver - - - - 305 - Stage 1 - - - - 880 - Stage 2 - - - - 448 - Approach EB WB NB HCM Control Delay, s 0 2 39.8 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 442 - - 1429 - HCM Lane V/C Ratio 0.812 - - 0.095 - HCM Control Delay (s) 39.8 - - 7.8 0 HCM Lane LOS E - - A A HCM 95th %tile Q(veh) 7.5 - - 0.3 - HCM 2010 Signalized Intersection Summary Intersection #11 Water Edge TIS 11: Lemay Avenue & Vine Drive 2021 No Action AM Synchro 8 Report 2/3/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 10 155 90 135 260 125 40 315 60 60 590 25 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1829 1824 1863 1826 1824 1824 1863 1824 1824 1937 1824 Adj Flow Rate, veh/h 12 180 105 157 302 145 47 366 70 70 686 29 Adj No. of Lanes 110110010010 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 255255222222 Cap, veh/h 132 240 140 283 331 159 98 743 136 108 946 39 Arrive On Green 0.02 0.22 0.21 0.08 0.28 0.27 0.57 0.58 0.57 0.57 0.58 0.57 Sat Flow, veh/h 1774 1085 633 1774 1167 560 107 1274 234 124 1622 67 Grp Volume(v), veh/h 12 0 285 157 0 447 483 0 0 785 0 0 Grp Sat Flow(s),veh/h/ln 1774 0 1717 1774 0 1728 1615 0 0 1814 0 0 Q Serve(g_s), s 0.6 0.0 17.1 7.2 0.0 27.5 0.0 0.0 0.0 17.6 0.0 0.0 Cycle Q Clear(g_c), s 0.6 0.0 17.1 7.2 0.0 27.5 16.8 0.0 0.0 34.3 0.0 0.0 Prop In Lane 1.00 0.37 1.00 0.32 0.10 0.14 0.09 0.04 Lane Grp Cap(c), veh/h 132 0 381 283 0 489 963 0 0 1076 0 0 V/C Ratio(X) 0.09 0.00 0.75 0.55 0.00 0.91 0.50 0.00 0.00 0.73 0.00 0.00 Avail Cap(c_a), veh/h 209 0 476 283 0 510 963 0 0 1076 0 0 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 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 33.8 0.0 40.1 29.7 0.0 38.3 13.1 0.0 0.0 16.5 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.0 5.0 2.4 0.0 20.5 1.9 0.0 0.0 4.3 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 0.3 0.0 8.6 3.7 0.0 16.0 9.0 0.0 0.0 19.1 0.0 0.0 LnGrp Delay(d),s/veh 34.1 0.0 45.1 32.1 0.0 58.8 15.0 0.0 0.0 20.9 0.0 0.0 LnGrp LOS C D C E B C Approach Vol, veh/h 297 604 483 785 Approach Delay, s/veh 44.7 51.8 15.0 20.9 Approach LOS D D B C Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 68.1 13.0 28.9 68.1 6.2 35.7 Change Period (Y+Rc), s * 5 5.0 5.5 5.0 5.0 5.5 Max Green Setting (Gmax), s * 58 8.0 29.5 57.0 6.0 31.5 Max Q Clear Time (g_c+I1), s 36.3 9.2 19.1 18.8 2.6 29.5 Green Ext Time (p_c), s 5.7 0.0 2.0 6.3 0.0 0.6 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 Intersection #11 Water Edge TIS 11: Lemay Avenue & Vine Drive 2021 No Action PM Synchro 8 Report 2/3/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 20 295 110 105 220 145 70 740 220 115 485 40 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1824 1824 1863 1830 1824 1824 1863 1824 1824 1937 1824 Adj Flow Rate, veh/h 23 343 128 122 256 169 81 860 256 134 564 47 Adj No. of Lanes 110110010010 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 255255222222 Cap, veh/h 112 280 104 163 261 172 92 832 243 118 467 37 Arrive On Green 0.03 0.22 0.21 0.06 0.25 0.24 0.75 0.76 0.75 0.75 0.76 0.75 Sat Flow, veh/h 1774 1267 473 1774 1030 680 80 1097 320 109 616 49 Grp Volume(v), veh/h 23 0 471 122 0 425 1197 0 0 745 0 0 Grp Sat Flow(s),veh/h/ln 1774 0 1740 1774 0 1710 1497 0 0 774 0 0 Q Serve(g_s), s 1.2 0.0 26.5 6.3 0.0 29.6 0.5 0.0 0.0 0.5 0.0 0.0 Cycle Q Clear(g_c), s 1.2 0.0 26.5 6.3 0.0 29.6 90.0 0.0 0.0 90.0 0.0 0.0 Prop In Lane 1.00 0.27 1.00 0.40 0.07 0.21 0.18 0.06 Lane Grp Cap(c), veh/h 112 0 384 163 0 433 1155 0 0 616 0 0 V/C Ratio(X) 0.21 0.00 1.23 0.75 0.00 0.98 1.04 0.00 0.00 1.21 0.00 0.00 Avail Cap(c_a), veh/h 169 0 384 163 0 433 1155 0 0 616 0 0 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 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 37.3 0.0 46.9 35.4 0.0 44.8 14.2 0.0 0.0 11.8 0.0 0.0 Incr Delay (d2), s/veh 0.9 0.0 122.6 17.0 0.0 38.9 36.4 0.0 0.0 108.8 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 0.6 0.0 25.8 3.8 0.0 18.7 11.7 0.0 0.0 39.2 0.0 0.0 LnGrp Delay(d),s/veh 38.2 0.0 169.5 52.4 0.0 83.7 50.7 0.0 0.0 120.6 0.0 0.0 LnGrp LOS D F D F F F Approach Vol, veh/h 494 547 1197 745 Approach Delay, s/veh 163.4 76.7 50.7 120.6 Approach LOS F E D F Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 95.5 11.0 31.0 95.5 7.1 34.9 Change Period (Y+Rc), s * 5 5.0 5.5 5.0 5.0 5.5 Max Green Setting (Gmax), s * 74 6.0 25.5 73.0 6.0 25.5 Max Q Clear Time (g_c+I1), s 92.0 8.3 28.5 92.0 3.2 31.6 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 91.6 HCM 2010 LOS F Notes User approved pedestrian interval to be less than phase max green. HCM 2010 AWSC Intersection #12 Water Edge TIS 12: Vine Drive & Timberline Drive 2021 No Action AM Synchro 8 Report 2/3/2016 Page 1 Intersection Intersection Delay, s/veh 14 Intersection LOS B Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Vol, veh/h 0 40 90 145 0 155 200 10 0 100 90 25 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 Heavy Vehicles, % 222222222222 Mvmt Flow 0 43 98 158 0 168 217 11 0 109 98 27 Number of Lanes 001000100010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 1 HCM Control Delay 12.6 16.7 12.9 HCM LOS B C B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 47% 15% 42% 5% Vol Thru, % 42% 33% 55% 32% Vol Right, % 12% 53% 3% 63% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 215 275 365 95 LT Vol 100 40 155 5 Through Vol 90 90 200 30 RT Vol 25 145 10 60 Lane Flow Rate 234 299 397 103 Geometry Grp 1111 Degree of Util (X) 0.391 0.442 0.606 0.17 Departure Headway (Hd) 6.018 5.32 5.5 5.942 Convergence, Y/N Yes Yes Yes Yes Cap 594 673 655 598 Service Time 4.091 3.388 3.562 4.032 HCM Lane V/C Ratio 0.394 0.444 0.606 0.172 HCM Control Delay 12.9 12.6 16.7 10.3 HCM Lane LOS B B C B HCM 95th-tile Q 1.9 2.3 4.1 0.6 HCM 2010 AWSC Intersection #12 Water Edge TIS 12: Vine Drive & Timberline Drive 2021 No Action AM Synchro 8 Report 2/3/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Vol, veh/h 0 5 30 60 Peak Hour Factor 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2222 Mvmt Flow 0 5 33 65 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 10.3 HCM LOS B Lane HCM 2010 AWSC Intersection #12 Water Edge TIS 12: Vine Drive & Timberline Drive 2021 No Action PM Synchro 8 Report 2/3/2016 Page 1 Intersection Intersection Delay, s/veh 40 Intersection LOS E Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Vol, veh/h 0 70 225 100 0 75 160 15 0 120 235 80 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 Heavy Vehicles, % 222222222222 Mvmt Flow 0 76 245 109 0 82 174 16 0 130 255 87 Number of Lanes 001000100010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 1 HCM Control Delay 44.1 22.8 55.5 HCM LOS E C F Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 28% 18% 30% 5% Vol Thru, % 54% 57% 64% 71% Vol Right, % 18% 25% 6% 24% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 435 395 250 190 LT Vol 120 70 75 10 Through Vol 235 225 160 135 RT Vol 80 100 15 45 Lane Flow Rate 473 429 272 207 Geometry Grp 1111 Degree of Util (X) 0.946 0.881 0.607 0.469 Departure Headway (Hd) 7.361 7.385 8.035 8.174 Convergence, Y/N Yes Yes Yes Yes Cap 496 494 448 440 Service Time 5.361 5.42 6.079 6.232 HCM Lane V/C Ratio 0.954 0.868 0.607 0.47 HCM Control Delay 55.5 44.1 22.8 18.3 HCM Lane LOS F E C C HCM 95th-tile Q 11.6 9.6 3.9 2.4 HCM 2010 AWSC Intersection #12 Water Edge TIS 12: Vine Drive & Timberline Drive 2021 No Action PM Synchro 8 Report 2/3/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Vol, veh/h 0 10 135 45 Peak Hour Factor 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2222 Mvmt Flow 0 11 147 49 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 18.3 HCM LOS C Lane Waters’ Edge Traffic Impact Analysis Appendix F APPENDIX F TRAFFIC ANALYSIS WORKSHEETS – PHASE 2 (YEAR 2040) BACKGROUND CONDITIONS HCM 2010 TWSC Intersection #1 Water Edge TIS 1: SH 1 & Douglas Road (CR 54) 2040 No Action AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 6.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 85 85 60 45 70 5 20 115 20 30 395 230 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 - - Yield Storage Length 100 - - 115 - - 350 - - 315 - 335 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 92 92 65 49 76 5 22 125 22 33 429 250 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 715 685 429 752 674 136 429 0 0 147 0 0 Stage 1 495 495 - 179 179 - - - - - - - Stage 2 220 190 - 573 495 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 346 371 626 327 376 913 1130 - - 1435 - - Stage 1 556 546 - 823 751 - - - - - - - Stage 2 782 743 - 505 546 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 279 355 626 227 360 913 1130 - - 1435 - - Mov Cap-2 Maneuver 279 355 - 227 360 - - - - - - - Stage 1 545 533 - 807 736 - - - - - - - Stage 2 683 729 - 365 533 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 20.3 20.2 1.1 0.3 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1130 - - 279 432 227 375 1435 - - HCM Lane V/C Ratio 0.019 - - 0.331 0.365 0.215 0.217 0.023 - - HCM Control Delay (s) 8.2 - - 24.2 18 25.2 17.2 7.6 - - HCM Lane LOS A - - CCDCA-- HCM 95th %tile Q(veh) 0.1 - - 1.4 1.6 0.8 0.8 0.1 - - HCM 2010 TWSC Intersection #1 Water Edge TIS 1: SH 1 & Douglas Road (CR 54) 2040 No Action PM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 12.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 115 55 65 40 65 20 85 415 80 15 205 100 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 - - Yield Storage Length 100 - - 115 - - 350 - - 315 - 335 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 125 60 71 43 71 22 92 451 87 16 223 109 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 981 978 223 1000 934 495 223 0 0 538 0 0 Stage 1 255 255 - 679 679 - - - - - - - Stage 2 726 723 - 321 255 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 229 250 817 222 266 575 1346 - - 1030 - - Stage 1 749 696 - 441 451 - - - - - - - Stage 2 416 431 - 691 696 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 161 229 817 152 244 575 1346 - - 1030 - - Mov Cap-2 Maneuver 161 229 - 152 244 - - - - - - - Stage 1 698 685 - 411 420 - - - - - - - Stage 2 310 402 - 567 685 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 48.6 28.4 1.2 0.4 HCM LOS E D Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1346 - - 161 375 152 282 1030 - - HCM Lane V/C Ratio 0.069 - - 0.776 0.348 0.286 0.328 0.016 - - HCM Control Delay (s) 7.9 - - 78.8 19.6 37.9 23.9 8.6 - - HCM Lane LOS A - - F C E C A - - HCM 95th %tile Q(veh) 0.2 - - 5 1.5 1.1 1.4 0 - - HCM 2010 TWSC Intersection #2 Water Edge TIS 2: Hearthfire Drive & Douglas Road (CR 54) 2040 No Action AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 2.2 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 120 5 5 75 40 15 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 165 255 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 130 5 5 82 43 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 130 0 222 130 Stage 1 - - - - 130 - Stage 2 - - - - 92 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1455 - 766 920 Stage 1 - - - - 896 - Stage 2 - - - - 932 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1455 - 763 920 Mov Cap-2 Maneuver - - - - 763 - Stage 1 - - - - 896 - Stage 2 - - - - 929 - Approach EB WB NB HCM Control Delay, s 0 0.5 9.9 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 800 - - 1455 - HCM Lane V/C Ratio 0.075 - - 0.004 - HCM Control Delay (s) 9.9 - - 7.5 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0.2 - - 0 - HCM 2010 TWSC Intersection #2 Water Edge TIS 2: Hearthfire Drive & Douglas Road (CR 54) 2040 No Action PM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 115 45 5 120 20 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 165 255 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 125 49 5 130 22 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 125 0 266 125 Stage 1 - - - - 125 - Stage 2 - - - - 141 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1462 - 723 926 Stage 1 - - - - 901 - Stage 2 - - - - 886 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1462 - 721 926 Mov Cap-2 Maneuver - - - - 721 - Stage 1 - - - - 901 - Stage 2 - - - - 883 - Approach EB WB NB HCM Control Delay, s 0 0.3 10 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 754 - - 1462 - HCM Lane V/C Ratio 0.036 - - 0.004 - HCM Control Delay (s) 10 - - 7.5 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.1 - - 0 - HCM 2010 TWSC Intersection #3 Water Edge TIS 3: Hearthfire Drive & Morningstar Way 2040 No Action AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 3.4 Movement NWL NWR NET NER SWL SWT Vol, veh/h 15 10 15 25 5 5 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 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 16 11 16 27 5 5 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 46 30 0 0 43 0 Stage 1 30 - - - - - Stage 2 16 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 964 1044 - - 1566 - Stage 1 993 - - - - - Stage 2 1007 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 961 1044 - - 1566 - Mov Cap-2 Maneuver 961 - - - - - Stage 1 993 - - - - - Stage 2 1004 - - - - - Approach NW NE SW HCM Control Delay, s 8.7 0 3.7 HCM LOS A Minor Lane/Major Mvmt NET NERNWLn1 SWL SWT Capacity (veh/h) - - 993 1566 - HCM Lane V/C Ratio - - 0.027 0.003 - HCM Control Delay (s) - - 8.7 7.3 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.1 0 - HCM 2010 TWSC Intersection #3 Water Edge TIS 3: Hearthfire Drive & Morningstar Way 2040 No Action PM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 4.5 Movement NWL NWR NET NER SWL SWT Vol, veh/h 20 10 10 10 10 15 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 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 22 11 11 11 11 16 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 54 16 0 0 22 0 Stage 1 16 - - - - - Stage 2 38 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 954 1063 - - 1593 - Stage 1 1007 - - - - - Stage 2 984 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 947 1063 - - 1593 - Mov Cap-2 Maneuver 947 - - - - - Stage 1 1007 - - - - - Stage 2 977 - - - - - Approach NW NE SW HCM Control Delay, s 8.8 0 2.9 HCM LOS A Minor Lane/Major Mvmt NET NERNWLn1 SWL SWT Capacity (veh/h) - - 983 1593 - HCM Lane V/C Ratio - - 0.033 0.007 - HCM Control Delay (s) - - 8.8 7.3 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.1 0 - HCM 2010 TWSC Intersection #4 Water Edge TIS 4: Turnberry Road & Douglas Road (CR 54) 2040 No Action AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 10 95 55 15 30 5 35 5 15 5 5 10 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 103 60 16 33 5 38 5 16 5 5 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 38 0 0 163 0 0 231 226 133 234 253 35 Stage 1 - - - - - - 155 155 - 68 68 - Stage 2 - - - - - - 76 71 - 166 185 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1572 - - 1416 - - 724 673 916 721 650 1038 Stage 1 - - - - - - 847 769 - 942 838 - Stage 2 - - - - - - 933 836 - 836 747 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1572 - - 1416 - - 701 660 916 693 637 1038 Mov Cap-2 Maneuver - - - - - - 701 660 - 693 637 - Stage 1 - - - - - - 840 763 - 934 828 - Stage 2 - - - - - - 906 826 - 809 741 - Approach EB WB NB SB HCM Control Delay, s 0.5 2.3 10.3 9.6 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 744 1572 - - 1416 - - 810 HCM Lane V/C Ratio 0.08 0.007 - - 0.012 - - 0.027 HCM Control Delay (s) 10.3 7.3 0 - 7.6 0 - 9.6 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.3 0 - - 0 - - 0.1 HCM 2010 TWSC Intersection #4 Water Edge TIS 4: Turnberry Road & Douglas Road (CR 54) 2040 No Action PM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 3.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 65 50 25 85 5 45 5 30 5 5 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 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 71 54 27 92 5 49 5 33 5 5 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 98 0 0 125 0 0 264 261 98 277 285 95 Stage 1 - - - - - - 109 109 - 149 149 - Stage 2 - - - - - - 155 152 - 128 136 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1495 - - 1462 - - 689 644 958 675 624 962 Stage 1 - - - - - - 896 805 - 854 774 - Stage 2 - - - - - - 847 772 - 876 784 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1495 - - 1462 - - 668 629 958 636 609 962 Mov Cap-2 Maneuver - - - - - - 668 629 - 636 609 - Stage 1 - - - - - - 892 802 - 851 759 - Stage 2 - - - - - - 819 757 - 837 781 - Approach EB WB NB SB HCM Control Delay, s 0.3 1.6 10.4 10.2 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 750 1495 - - 1462 - - 705 HCM Lane V/C Ratio 0.116 0.004 - - 0.019 - - 0.023 HCM Control Delay (s) 10.4 7.4 0 - 7.5 0 - 10.2 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.4 0 - - 0.1 - - 0.1 HCM 2010 TWSC Intersection #5 Water Edge TIS 5: Turnberry Road & Brightwater Drive 2040 No Action AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 4.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 5 55 40 5 5 20 35 5 5 80 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 - - 135 - - - 200 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 5 60 43 5 5 22 38 5 5 87 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 191 188 90 187 187 41 92 0 0 43 0 0 Stage 1 101 101 - 84 84 - - - - - - - Stage 2 90 87 - 103 103 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 769 707 968 774 708 1030 1503 - - 1566 - - Stage 1 905 811 - 924 825 - - - - - - - Stage 2 917 823 - 903 810 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 750 695 968 712 696 1030 1503 - - 1566 - - Mov Cap-2 Maneuver 750 695 - 712 696 - - - - - - - Stage 1 892 809 - 910 813 - - - - - - - Stage 2 893 811 - 839 808 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.2 10.3 2.5 0.4 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1503 - - 721 968 733 1566 - - HCM Lane V/C Ratio 0.014 - - 0.015 0.062 0.074 0.003 - - HCM Control Delay (s) 7.4 - - 10.1 9 10.3 7.3 0 - HCM Lane LOS A - - BABAA- HCM 95th %tile Q(veh) 0 - - 0 0.2 0.2 0 - - HCM 2010 TWSC Intersection #5 Water Edge TIS 5: Turnberry Road & Brightwater Drive 2040 No Action PM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 3.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 5 20 15 5 10 45 75 25 5 70 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 - - 135 - - - 200 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 5 22 16 5 11 49 82 27 5 76 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 291 297 79 285 285 95 82 0 0 109 0 0 Stage 1 90 90 - 193 193 - - - - - - - Stage 2 201 207 - 92 92 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 661 615 981 667 624 962 1515 - - 1481 - - Stage 1 917 820 - 809 741 - - - - - - - Stage 2 801 731 - 915 819 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 631 593 981 630 601 962 1515 - - 1481 - - Mov Cap-2 Maneuver 631 593 - 630 601 - - - - - - - Stage 1 887 817 - 783 717 - - - - - - - Stage 2 761 707 - 885 816 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.5 10.4 2.3 0.5 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1515 - - 611 981 705 1481 - - HCM Lane V/C Ratio 0.032 - - 0.018 0.022 0.046 0.004 - - HCM Control Delay (s) 7.5 - - 11 8.8 10.4 7.4 0 - HCM Lane LOS A - - BABAA- HCM 95th %tile Q(veh) 0.1 - - 0.1 0.1 0.1 0 - - HCM 2010 TWSC Intersection #6 Water Edge TIS 6: Turnberry Road & Richards Lake Road (CR 52) 2040 No Action AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 10 5 30 60 5 5 10 80 15 5 250 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 - - 50 0 - - 330 - 240 90 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 5 33 65 5 5 11 87 16 5 272 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 399 394 274 397 397 87 277 0 0 87 0 0 Stage 1 285 285 - 109 109 - - - - - - - Stage 2 114 109 - 288 288 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 561 542 765 563 540 971 1286 - - 1509 - - Stage 1 722 676 - 896 805 - - - - - - - Stage 2 891 805 - 720 674 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 549 536 765 530 534 971 1286 - - 1509 - - Mov Cap-2 Maneuver 549 536 - 530 534 - - - - - - - Stage 1 716 674 - 888 798 - - - - - - - Stage 2 872 798 - 681 672 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.5 12.4 0.7 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1286 - - 545 765 530 689 1509 - - HCM Lane V/C Ratio 0.008 - - 0.03 0.043 0.123 0.016 0.004 - - HCM Control Delay (s) 7.8 - - 11.8 9.9 12.7 10.3 7.4 - - HCM Lane LOS A - - BABBA-- HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0.4 0 0 - - HCM 2010 TWSC Intersection #6 Water Edge TIS 6: Turnberry Road & Richards Lake Road (CR 52) 2040 No Action PM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 5 10 40 5 15 20 190 55 10 130 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 - - 50 0 - - 330 - 240 90 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 5 11 43 5 16 22 207 60 11 141 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 427 416 144 418 418 207 147 0 0 207 0 0 Stage 1 166 166 - 250 250 - - - - - - - Stage 2 261 250 - 168 168 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 538 527 903 545 526 833 1435 - - 1364 - - Stage 1 836 761 - 754 700 - - - - - - - Stage 2 744 700 - 834 759 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 514 515 903 525 514 833 1435 - - 1364 - - Mov Cap-2 Maneuver 514 515 - 525 514 - - - - - - - Stage 1 823 755 - 742 689 - - - - - - - Stage 2 713 689 - 811 753 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.6 11.7 0.6 0.5 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1435 - - 514 903 525 721 1364 - - HCM Lane V/C Ratio 0.015 - - 0.021 0.012 0.083 0.03 0.008 - - HCM Control Delay (s) 7.5 - - 12.2 9 12.5 10.1 7.7 - - HCM Lane LOS A - - BABBA-- HCM 95th %tile Q(veh) 0 - - 0.1 0 0.3 0.1 0 - - HCM 2010 AWSC Intersection #7 Water Edge TIS 7: Lemay Avenue & Country Club Road 2040 No Action AM Synchro 8 Report 2/3/2016 Page 1 Intersection Intersection Delay, s/veh 21.6 Intersection LOS C Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Vol, veh/h 0 10 140 105 0 320 155 5 0 25 55 65 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 Heavy Vehicles, % 222222222222 Mvmt Flow 0 11 152 114 0 348 168 5 0 27 60 71 Number of Lanes 001000100010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 1 HCM Control Delay 13.9 31.6 12.4 HCM LOS B D B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 17% 4% 67% 13% Vol Thru, % 38% 55% 32% 82% Vol Right, % 45% 41% 1% 5% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 145 255 480 195 LT Vol 25 10 320 25 Through Vol 55 140 155 160 RT Vol 65 105 5 10 Lane Flow Rate 158 277 522 212 Geometry Grp 1111 Degree of Util (X) 0.29 0.458 0.834 0.393 Departure Headway (Hd) 6.626 5.954 5.892 6.683 Convergence, Y/N Yes Yes Yes Yes Cap 544 607 621 540 Service Time 4.655 3.984 3.892 4.709 HCM Lane V/C Ratio 0.29 0.456 0.841 0.393 HCM Control Delay 12.4 13.9 31.6 14 HCM Lane LOS B B D B HCM 95th-tile Q 1.2 2.4 8.9 1.9 HCM 2010 AWSC Intersection #7 Water Edge TIS 7: Lemay Avenue & Country Club Road 2040 No Action AM Synchro 8 Report 2/3/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Vol, veh/h 0 25 160 10 Peak Hour Factor 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2222 Mvmt Flow 0 27 174 11 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 14 HCM LOS B Lane HCM 2010 AWSC Intersection #7 Water Edge TIS 7: Lemay Avenue & Country Club Road 2040 No Action PM Synchro 8 Report 2/3/2016 Page 1 Intersection Intersection Delay, s/veh 46 Intersection LOS E Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Vol, veh/h 0 10 285 70 0 165 170 30 0 110 145 305 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 Heavy Vehicles, % 222222222222 Mvmt Flow 0 11 310 76 0 179 185 33 0 120 158 332 Number of Lanes 001000100010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 1 HCM Control Delay 34.1 36.2 65.9 HCM LOS D E F Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 20% 3% 45% 19% Vol Thru, % 26% 78% 47% 76% Vol Right, % 54% 19% 8% 5% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 560 365 365 105 LT Vol 110 10 165 20 Through Vol 145 285 170 80 RT Vol 305 70 30 5 Lane Flow Rate 609 397 397 114 Geometry Grp 1111 Degree of Util (X) 1 0.804 0.819 0.273 Departure Headway (Hd) 6.885 7.3 7.429 8.609 Convergence, Y/N Yes Yes Yes Yes Cap 523 496 488 417 Service Time 4.958 5.347 5.473 6.688 HCM Lane V/C Ratio 1.164 0.8 0.814 0.273 HCM Control Delay 65.9 34.1 36.2 14.9 HCM Lane LOS F D E B HCM 95th-tile Q 13.9 7.6 7.9 1.1 HCM 2010 AWSC Intersection #7 Water Edge TIS 7: Lemay Avenue & Country Club Road 2040 No Action PM Synchro 8 Report 2/3/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Vol, veh/h 0 20 80 5 Peak Hour Factor 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2222 Mvmt Flow 0 22 87 5 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 14.9 HCM LOS B Lane HCM 2010 TWSC Intersection #8 Water Edge TIS 8: Turnberry Road & Country Club Road 2040 No Action AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 4.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 65 10 190 25 40 5 55 55 10 5 265 315 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 - - 50 - - - 175 - - 300 - 235 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 71 11 207 27 43 5 60 60 11 5 288 342 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 508 489 288 489 484 65 288 0 0 71 0 0 Stage 1 299 299 - 185 185 - - - - - - - Stage 2 209 190 - 304 299 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 475 480 751 489 483 999 1274 - - 1529 - - Stage 1 710 666 - 817 747 - - - - - - - Stage 2 793 743 - 705 666 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 422 456 751 335 459 999 1274 - - 1529 - - Mov Cap-2 Maneuver 422 456 - 335 459 - - - - - - - Stage 1 677 664 - 779 712 - - - - - - - Stage 2 706 708 - 501 664 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.7 15.5 3.7 0.1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1274 - - 426 751 420 1529 - - HCM Lane V/C Ratio 0.047 - - 0.191 0.275 0.181 0.004 - - HCM Control Delay (s) 8 - - 15.4 11.6 15.5 7.4 - - HCM Lane LOS A - - C B C A - - HCM 95th %tile Q(veh) 0.1 - - 0.7 1.1 0.7 0 - - HCM 2010 TWSC Intersection #8 Water Edge TIS 8: Turnberry Road & Country Club Road 2040 No Action PM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 65.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 235 60 60 5 15 5 210 235 30 5 110 170 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 - - 50 - - - 175 - - 300 - 235 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 255 65 65 5 16 5 228 255 33 5 120 185 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 869 875 120 891 858 272 120 0 0 288 0 0 Stage 1 130 130 - 728 728 - - - - - - - Stage 2 739 745 - 163 130 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 272 288 931 263 294 767 1468 - - 1274 - - Stage 1 874 789 - 415 429 - - - - - - - Stage 2 409 421 - 839 789 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 226 242 931 171 247 767 1468 - - 1274 - - Mov Cap-2 Maneuver ~ 226 242 - 171 247 - - - - - - - Stage 1 738 786 - 351 362 - - - - - - - Stage 2 328 356 - 713 786 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 205.1 20.5 3.5 0.1 HCM LOS F C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1468 - - 229 931 259 1274 - - HCM Lane V/C Ratio 0.155 - - 1.4 0.07 0.105 0.004 - - HCM Control Delay (s) 7.9 - - 245 9.2 20.5 7.8 - - HCM Lane LOS A - - F A C A - - HCM 95th %tile Q(veh) 0.6 - - 18.1 0.2 0.3 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 AWSC Intersection #9 Water Edge TIS 9: Adriel Drive/Mountain Vista Drive (CR 50) & Turnberry Road 2040 No Action AM Synchro 8 Report 2/3/2016 Page 1 Intersection Intersection Delay, s/veh 16.7 Intersection LOS C Movement EBU EBL EBT WBU WBT WBR SBU SBL SBR Vol, veh/h 0 10 35 0 10 130 0 520 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2222 2 Mvmt Flow 0 11 38 0 11 141 0 565 5 Number of Lanes 0 0 1 0 1001 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 9.1 9.2 19.3 HCM LOS A A C Lane EBLn1 WBLn1 SBLn1 Vol Left, % 22% 0% 99% Vol Thru, % 78% 7% 0% Vol Right, % 0% 93% 1% Sign Control Stop Stop Stop Traffic Vol by Lane 45 140 525 LT Vol 10 0 520 Through Vol 35 10 0 RT Vol 0 130 5 Lane Flow Rate 49 152 571 Geometry Grp 1 1 1 Degree of Util (X) 0.076 0.205 0.732 Departure Headway (Hd) 5.59 4.847 4.62 Convergence, Y/N Yes Yes Yes Cap 637 737 782 Service Time 3.658 2.9 2.666 HCM Lane V/C Ratio 0.077 0.206 0.73 HCM Control Delay 9.1 9.2 19.3 HCM Lane LOS A A C HCM 95th-tile Q 0.2 0.8 6.5 HCM 2010 AWSC Intersection #9 Water Edge TIS 9: Adriel Drive/Mountain Vista Drive (CR 50) & Turnberry Road 2040 No Action PM Synchro 8 Report 2/3/2016 Page 1 Intersection Intersection Delay, s/veh 12.5 Intersection LOS B Movement EBU EBL EBT WBU WBT WBR SBU SBL SBR Vol, veh/h 0 15 20 0 35 425 0 240 25 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2222 2 Mvmt Flow 0 16 22 0 38 462 0 261 27 Number of Lanes 0 0 1 0 1001 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.8 13.1 12 HCM LOS A B B Lane EBLn1 WBLn1 SBLn1 Vol Left, % 43% 0% 91% Vol Thru, % 57% 8% 0% Vol Right, % 0% 92% 9% Sign Control Stop Stop Stop Traffic Vol by Lane 35 460 265 LT Vol 15 0 240 Through Vol 20 35 0 RT Vol 0 425 25 Lane Flow Rate 38 500 288 Geometry Grp 1 1 1 Degree of Util (X) 0.057 0.585 0.416 Departure Headway (Hd) 5.354 4.214 5.205 Convergence, Y/N Yes Yes Yes Cap 663 855 686 Service Time 3.433 2.253 3.291 HCM Lane V/C Ratio 0.057 0.585 0.42 HCM Control Delay 8.8 13.1 12 HCM Lane LOS A B B HCM 95th-tile Q 0.2 3.9 2.1 HCM 2010 TWSC Intersection #10 Water Edge TIS 10: Timberline Drive & Mountain Vista Drive (CR 50) 2040 No Action AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 4.9 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 330 250 165 85 60 80 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 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 359 272 179 92 65 87 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 630 0 946 495 Stage 1 - - - - 495 - Stage 2 - - - - 451 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 952 - 290 575 Stage 1 - - - - 613 - Stage 2 - - - - 642 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 952 - 233 575 Mov Cap-2 Maneuver - - - - 233 - Stage 1 - - - - 613 - Stage 2 - - - - 515 - Approach EB WB NB HCM Control Delay, s 0 6.4 22.7 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 353 - - 952 - HCM Lane V/C Ratio 0.431 - - 0.188 - HCM Control Delay (s) 22.7 - - 9.7 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 2.1 - - 0.7 - HCM 2010 TWSC Intersection #10 Water Edge TIS 10: Timberline Drive & Mountain Vista Drive (CR 50) 2040 No Action PM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 67.1 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 155 125 150 445 210 190 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 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 168 136 163 484 228 207 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 304 0 1046 236 Stage 1 - - - - 236 - Stage 2 - - - - 810 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1257 - 253 803 Stage 1 - - - - 803 - Stage 2 - - - - 438 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1257 - ~ 208 803 Mov Cap-2 Maneuver - - - - ~ 208 - Stage 1 - - - - 803 - Stage 2 - - - - 360 - Approach EB WB NB HCM Control Delay, s 0 2.1 210.8 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 321 - - 1257 - HCM Lane V/C Ratio 1.354 - - 0.13 - HCM Control Delay (s) 210.8 - - 8.3 0 HCM Lane LOS F - - A A HCM 95th %tile Q(veh) 21.7 - - 0.4 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 Signalized Intersection Summary Intersection #11 Water Edge TIS 11: Lemay Avenue & Vine Drive 2040 No Action AM Synchro 8 Report 2/3/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 15 190 110 165 315 155 50 380 70 75 715 30 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1810 1788 1863 1810 1788 1788 1863 1788 1788 1937 1788 Adj Flow Rate, veh/h 17 221 128 192 366 180 58 442 81 87 831 35 Adj No. of Lanes 121121121121 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 252252222222 Cap, veh/h 247 481 196 376 803 338 365 1822 766 516 1923 777 Arrive On Green 0.03 0.14 0.13 0.12 0.23 0.22 0.03 0.51 0.50 0.04 0.52 0.51 Sat Flow, veh/h 1774 3438 1520 1774 3438 1520 1703 3539 1520 1703 3681 1520 Grp Volume(v), veh/h 17 221 128 192 366 180 58 442 81 87 831 35 Grp Sat Flow(s),veh/h/ln 1774 1719 1520 1774 1719 1520 1703 1770 1520 1703 1840 1520 Q Serve(g_s), s 0.7 5.3 7.2 7.8 8.2 9.4 1.5 6.2 2.5 2.2 12.5 1.0 Cycle Q Clear(g_c), s 0.7 5.3 7.2 7.8 8.2 9.4 1.5 6.2 2.5 2.2 12.5 1.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 247 481 196 376 803 338 365 1822 766 516 1923 777 V/C Ratio(X) 0.07 0.46 0.65 0.51 0.46 0.53 0.16 0.24 0.11 0.17 0.43 0.05 Avail Cap(c_a), veh/h 338 745 312 400 936 397 421 1822 766 559 1923 777 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 31.6 35.6 37.3 26.3 29.6 30.9 10.8 12.1 11.7 10.0 13.3 11.0 Incr Delay (d2), s/veh 0.1 0.7 3.7 1.1 0.4 1.3 0.2 0.3 0.3 0.2 0.7 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 2.6 3.2 3.9 4.0 4.1 0.7 3.1 1.1 1.0 6.5 0.5 LnGrp Delay(d),s/veh 31.7 36.3 40.9 27.4 30.0 32.1 11.0 12.4 12.0 10.2 14.0 11.1 LnGrp LOS CDDCCCBBBBBB Approach Vol, veh/h 366 738 581 953 Approach Delay, s/veh 37.7 29.8 12.2 13.5 Approach LOS D C B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.1 51.0 14.8 17.1 7.7 50.3 6.4 25.5 Change Period (Y+Rc), s 4.0 * 5 5.0 5.5 4.0 5.0 5.0 5.5 Max Green Setting (Gmax), s 6.0 * 36 11.0 18.5 6.0 35.0 6.0 23.5 Max Q Clear Time (g_c+I1), s 3.5 14.5 9.8 9.2 4.2 8.2 2.7 11.4 Green Ext Time (p_c), s 0.0 5.9 0.1 2.4 0.0 6.2 0.0 2.7 Intersection Summary HCM 2010 Ctrl Delay 21.2 HCM 2010 LOS C Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Intersection #11 Water Edge TIS 11: Lemay Avenue & Vine Drive 2040 No Action PM Synchro 8 Report 2/3/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 20 355 135 130 265 175 80 895 265 140 585 50 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1810 1788 1863 1810 1788 1788 1863 1788 1788 1937 1788 Adj Flow Rate, veh/h 23 413 157 151 308 203 93 1041 308 163 680 58 Adj No. of Lanes 121121121121 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 252252222222 Cap, veh/h 269 584 242 285 785 330 426 1725 724 302 1887 762 Arrive On Green 0.03 0.17 0.16 0.09 0.23 0.22 0.05 0.49 0.48 0.07 0.51 0.50 Sat Flow, veh/h 1774 3438 1520 1774 3438 1520 1703 3539 1520 1703 3681 1520 Grp Volume(v), veh/h 23 413 157 151 308 203 93 1041 308 163 680 58 Grp Sat Flow(s),veh/h/ln 1774 1719 1520 1774 1719 1520 1703 1770 1520 1703 1840 1520 Q Serve(g_s), s 0.9 10.2 8.7 6.0 6.8 10.9 2.5 19.2 12.0 4.3 9.9 1.8 Cycle Q Clear(g_c), s 0.9 10.2 8.7 6.0 6.8 10.9 2.5 19.2 12.0 4.3 9.9 1.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 269 584 242 285 785 330 426 1725 724 302 1887 762 V/C Ratio(X) 0.09 0.71 0.65 0.53 0.39 0.61 0.22 0.60 0.43 0.54 0.36 0.08 Avail Cap(c_a), veh/h 353 688 287 285 785 330 463 1725 724 390 1887 762 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 29.2 35.2 35.5 26.4 29.4 31.8 11.3 16.8 15.5 13.7 13.1 11.6 Incr Delay (d2), s/veh 0.1 5.9 10.5 1.8 1.2 7.0 0.3 1.6 1.8 1.5 0.5 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 5.3 4.4 3.0 3.4 5.2 1.2 9.8 5.3 2.1 5.1 0.8 LnGrp Delay(d),s/veh 29.3 41.1 46.0 28.3 30.6 38.8 11.5 18.3 17.3 15.2 13.7 11.8 LnGrp LOS CDDCCDBBBBBB Approach Vol, veh/h 593 662 1442 901 Approach Delay, s/veh 41.9 32.6 17.7 13.8 Approach LOS D C B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.1 50.1 12.0 19.8 10.3 47.9 6.7 25.1 Change Period (Y+Rc), s 4.0 * 5 5.0 5.5 4.0 5.0 5.0 5.5 Max Green Setting (Gmax), s 6.0 * 41 7.0 17.0 11.0 35.5 6.0 18.0 Max Q Clear Time (g_c+I1), s 4.5 11.9 8.0 12.2 6.3 21.2 2.9 12.9 Green Ext Time (p_c), s 0.0 24.7 0.0 2.1 0.2 13.0 0.0 3.7 Intersection Summary HCM 2010 Ctrl Delay 23.5 HCM 2010 LOS C Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Intersection #12 Water Edge TIS 12: Vine Drive & Timberline Drive 2040 No Action AM Synchro 8 Report 2/3/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 50 110 175 185 240 10 120 110 30 5 35 75 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 54 120 190 201 261 11 130 120 33 5 38 82 Adj No. of Lanes 010010010010 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, % 222222222222 Cap, veh/h 117 257 358 279 319 13 378 337 87 53 265 527 Arrive On Green 0.43 0.43 0.43 0.43 0.43 0.43 0.48 0.48 0.48 0.48 0.48 0.48 Sat Flow, veh/h 166 603 840 520 749 30 659 695 179 23 548 1088 Grp Volume(v), veh/h 364 0 0 473 0 0 283 0 0 125 0 0 Grp Sat Flow(s),veh/h/ln 1608 0 0 1299 0 0 1533 0 0 1659 0 0 Q Serve(g_s), s 0.0 0.0 0.0 16.3 0.0 0.0 6.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 14.3 0.0 0.0 30.6 0.0 0.0 9.8 0.0 0.0 3.8 0.0 0.0 Prop In Lane 0.15 0.52 0.42 0.02 0.46 0.12 0.04 0.66 Lane Grp Cap(c), veh/h 732 0 0 611 0 0 802 0 0 846 0 0 V/C Ratio(X) 0.50 0.00 0.00 0.77 0.00 0.00 0.35 0.00 0.00 0.15 0.00 0.00 Avail Cap(c_a), veh/h 951 0 0 808 0 0 802 0 0 846 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 18.8 0.0 0.0 24.2 0.0 0.0 14.3 0.0 0.0 12.9 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 0.0 3.4 0.0 0.0 1.2 0.0 0.0 0.4 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 6.7 0.0 0.0 11.2 0.0 0.0 4.6 0.0 0.0 1.8 0.0 0.0 LnGrp Delay(d),s/veh 19.4 0.0 0.0 27.6 0.0 0.0 15.5 0.0 0.0 13.3 0.0 0.0 LnGrp LOS B C B B Approach Vol, veh/h 364 473 283 125 Approach Delay, s/veh 19.4 27.6 15.5 13.3 Approach LOS B C B B Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 47.6 42.4 47.6 42.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 31.0 51.0 31.0 51.0 Max Q Clear Time (g_c+I1), s 11.8 16.3 5.8 32.6 Green Ext Time (p_c), s 2.5 7.0 2.7 5.8 Intersection Summary HCM 2010 Ctrl Delay 21.0 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Intersection #11 Water Edge TIS 11: Lemay Avenue & Vine Drive 2040 No Action PM Synchro 8 Report 2/3/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 20 355 135 130 265 175 80 895 265 140 585 50 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1810 1788 1863 1810 1788 1788 1863 1788 1788 1937 1788 Adj Flow Rate, veh/h 23 413 157 151 308 203 93 1041 308 163 680 58 Adj No. of Lanes 121121121121 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 252252222222 Cap, veh/h 269 584 242 285 785 330 426 1725 724 302 1887 762 Arrive On Green 0.03 0.17 0.16 0.09 0.23 0.22 0.05 0.49 0.48 0.07 0.51 0.50 Sat Flow, veh/h 1774 3438 1520 1774 3438 1520 1703 3539 1520 1703 3681 1520 Grp Volume(v), veh/h 23 413 157 151 308 203 93 1041 308 163 680 58 Grp Sat Flow(s),veh/h/ln 1774 1719 1520 1774 1719 1520 1703 1770 1520 1703 1840 1520 Q Serve(g_s), s 0.9 10.2 8.7 6.0 6.8 10.9 2.5 19.2 12.0 4.3 9.9 1.8 Cycle Q Clear(g_c), s 0.9 10.2 8.7 6.0 6.8 10.9 2.5 19.2 12.0 4.3 9.9 1.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 269 584 242 285 785 330 426 1725 724 302 1887 762 V/C Ratio(X) 0.09 0.71 0.65 0.53 0.39 0.61 0.22 0.60 0.43 0.54 0.36 0.08 Avail Cap(c_a), veh/h 353 688 287 285 785 330 463 1725 724 390 1887 762 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 29.2 35.2 35.5 26.4 29.4 31.8 11.3 16.8 15.5 13.7 13.1 11.6 Incr Delay (d2), s/veh 0.1 5.9 10.5 1.8 1.2 7.0 0.3 1.6 1.8 1.5 0.5 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 5.3 4.4 3.0 3.4 5.2 1.2 9.8 5.3 2.1 5.1 0.8 LnGrp Delay(d),s/veh 29.3 41.1 46.0 28.3 30.6 38.8 11.5 18.3 17.3 15.2 13.7 11.8 LnGrp LOS CDDCCDBBBBBB Approach Vol, veh/h 593 662 1442 901 Approach Delay, s/veh 41.9 32.6 17.7 13.8 Approach LOS D C B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.1 50.1 12.0 19.8 10.3 47.9 6.7 25.1 Change Period (Y+Rc), s 4.0 * 5 5.0 5.5 4.0 5.0 5.0 5.5 Max Green Setting (Gmax), s 6.0 * 41 7.0 17.0 11.0 35.5 6.0 18.0 Max Q Clear Time (g_c+I1), s 4.5 11.9 8.0 12.2 6.3 21.2 2.9 12.9 Green Ext Time (p_c), s 0.0 24.7 0.0 2.1 0.2 13.0 0.0 3.7 Intersection Summary HCM 2010 Ctrl Delay 23.5 HCM 2010 LOS C Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Intersection #12 Water Edge TIS 12: Vine Drive & Timberline Drive 2040 No Action AM Synchro 8 Report 2/3/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 50 110 175 185 240 10 120 110 30 5 35 75 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 54 120 190 201 261 11 130 120 33 5 38 82 Adj No. of Lanes 010010010010 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, % 222222222222 Cap, veh/h 117 257 358 279 319 13 378 337 87 53 265 527 Arrive On Green 0.43 0.43 0.43 0.43 0.43 0.43 0.48 0.48 0.48 0.48 0.48 0.48 Sat Flow, veh/h 166 603 840 520 749 30 659 695 179 23 548 1088 Grp Volume(v), veh/h 364 0 0 473 0 0 283 0 0 125 0 0 Grp Sat Flow(s),veh/h/ln 1608 0 0 1299 0 0 1533 0 0 1659 0 0 Q Serve(g_s), s 0.0 0.0 0.0 16.3 0.0 0.0 6.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 14.3 0.0 0.0 30.6 0.0 0.0 9.8 0.0 0.0 3.8 0.0 0.0 Prop In Lane 0.15 0.52 0.42 0.02 0.46 0.12 0.04 0.66 Lane Grp Cap(c), veh/h 732 0 0 611 0 0 802 0 0 846 0 0 V/C Ratio(X) 0.50 0.00 0.00 0.77 0.00 0.00 0.35 0.00 0.00 0.15 0.00 0.00 Avail Cap(c_a), veh/h 951 0 0 808 0 0 802 0 0 846 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 18.8 0.0 0.0 24.2 0.0 0.0 14.3 0.0 0.0 12.9 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 0.0 3.4 0.0 0.0 1.2 0.0 0.0 0.4 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 6.7 0.0 0.0 11.2 0.0 0.0 4.6 0.0 0.0 1.8 0.0 0.0 LnGrp Delay(d),s/veh 19.4 0.0 0.0 27.6 0.0 0.0 15.5 0.0 0.0 13.3 0.0 0.0 LnGrp LOS B C B B Approach Vol, veh/h 364 473 283 125 Approach Delay, s/veh 19.4 27.6 15.5 13.3 Approach LOS B C B B Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 47.6 42.4 47.6 42.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 31.0 51.0 31.0 51.0 Max Q Clear Time (g_c+I1), s 11.8 16.3 5.8 32.6 Green Ext Time (p_c), s 2.5 7.0 2.7 5.8 Intersection Summary HCM 2010 Ctrl Delay 21.0 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Intersection #12 Water Edge TIS 12: Vine Drive & Timberline Drive 2040 No Action PM Synchro 8 Report 2/3/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 85 270 120 90 195 15 145 280 95 10 160 55 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 92 293 130 98 212 16 158 304 103 11 174 60 Adj No. of Lanes 010010010010 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, % 222222222222 Cap, veh/h 130 352 147 155 313 21 264 481 155 59 696 231 Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.54 0.54 0.54 0.54 0.54 0.54 Sat Flow, veh/h 222 941 393 275 837 57 397 894 288 32 1296 431 Grp Volume(v), veh/h 515 0 0 326 0 0 565 0 0 245 0 0 Grp Sat Flow(s),veh/h/ln 1556 0 0 1169 0 0 1579 0 0 1758 0 0 Q Serve(g_s), s 6.0 0.0 0.0 0.0 0.0 0.0 15.6 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 28.2 0.0 0.0 22.2 0.0 0.0 22.2 0.0 0.0 6.6 0.0 0.0 Prop In Lane 0.18 0.25 0.30 0.05 0.28 0.18 0.04 0.24 Lane Grp Cap(c), veh/h 629 0 0 489 0 0 900 0 0 987 0 0 V/C Ratio(X) 0.82 0.00 0.00 0.67 0.00 0.00 0.63 0.00 0.00 0.25 0.00 0.00 Avail Cap(c_a), veh/h 707 0 0 559 0 0 900 0 0 987 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 26.2 0.0 0.0 23.4 0.0 0.0 14.5 0.0 0.0 11.2 0.0 0.0 Incr Delay (d2), s/veh 6.9 0.0 0.0 2.5 0.0 0.0 3.3 0.0 0.0 0.6 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 13.2 0.0 0.0 7.4 0.0 0.0 10.7 0.0 0.0 3.4 0.0 0.0 LnGrp Delay(d),s/veh 33.1 0.0 0.0 25.9 0.0 0.0 17.8 0.0 0.0 11.8 0.0 0.0 LnGrp LOS C C B B Approach Vol, veh/h 515 326 565 245 Approach Delay, s/veh 33.1 25.9 17.8 11.8 Approach LOS C C B B Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 52.4 37.6 52.4 37.6 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 44.0 38.0 44.0 38.0 Max Q Clear Time (g_c+I1), s 24.2 30.2 8.6 24.2 Green Ext Time (p_c), s 5.6 3.5 6.6 5.0 Intersection Summary HCM 2010 Ctrl Delay 23.3 HCM 2010 LOS C Waters’ Edge Traffic Impact Analysis Appendix G APPENDIX G TRAFFIC ANALYSIS WORKSHEETS – PHASE 1 (YEAR 2021) BUILD-OUT CONDITIONS HCM 2010 TWSC Intersection #1 Water Edge TIS 1: SH 1 & Douglas Road (CR 54) 2021 Phase 1 AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 5.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 70 75 50 45 70 10 20 95 20 25 330 190 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 - - Yield Storage Length 100 - - 115 - - 350 - - 315 - 335 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 76 82 54 49 76 11 22 103 22 27 359 207 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 614 581 359 639 571 114 359 0 0 125 0 0 Stage 1 413 413 - 158 158 - - - - - - - Stage 2 201 168 - 481 413 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 404 425 685 389 431 939 1200 - - 1462 - - Stage 1 616 594 - 844 767 - - - - - - - Stage 2 801 759 - 566 594 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 334 410 685 295 415 939 1200 - - 1462 - - Mov Cap-2 Maneuver 334 410 - 295 415 - - - - - - - Stage 1 605 583 - 829 753 - - - - - - - Stage 2 699 745 - 440 583 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 16.5 16.7 1.2 0.3 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1200 - - 334 488 295 446 1462 - - HCM Lane V/C Ratio 0.018 - - 0.228 0.278 0.166 0.195 0.019 - - HCM Control Delay (s) 8.1 - - 18.9 15.2 19.6 15 7.5 - - HCM Lane LOS A - - CCCCA-- HCM 95th %tile Q(veh) 0.1 - - 0.9 1.1 0.6 0.7 0.1 - - HCM 2010 TWSC Intersection #1 Water Edge TIS 1: SH 1 & Douglas Road (CR 54) 2021 Phase 1 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 7.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 90 60 55 40 65 15 70 340 70 20 170 85 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 - - Yield Storage Length 100 - - 115 - - 350 - - 315 - 335 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 98 65 60 43 71 16 76 370 76 22 185 92 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 831 826 185 851 788 408 185 0 0 446 0 0 Stage 1 228 228 - 560 560 - - - - - - - Stage 2 603 598 - 291 228 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 289 307 857 280 323 643 1390 - - 1114 - - Stage 1 775 715 - 513 511 - - - - - - - Stage 2 486 491 - 717 715 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 218 284 857 203 299 643 1390 - - 1114 - - Mov Cap-2 Maneuver 218 284 - 203 299 - - - - - - - Stage 1 733 701 - 485 483 - - - - - - - Stage 2 382 464 - 593 701 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 24.7 22.2 1.1 0.6 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1390 - - 218 418 203 332 1114 - - HCM Lane V/C Ratio 0.055 - - 0.449 0.299 0.214 0.262 0.02 - - HCM Control Delay (s) 7.7 - - 34.3 17.2 27.5 19.6 8.3 - - HCM Lane LOS A - - DCDCA-- HCM 95th %tile Q(veh) 0.2 - - 2.1 1.2 0.8 1 0.1 - - HCM 2010 TWSC Intersection #2 Water Edge TIS 2: Hearthfire Drive & Douglas Road (CR 54) 2021 Phase 1 AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 2.4 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 105 10 5 70 45 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 165 255 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 114 11 5 76 49 11 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 114 0 201 114 Stage 1 - - - - 114 - Stage 2 - - - - 87 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1475 - 788 939 Stage 1 - - - - 911 - Stage 2 - - - - 936 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1475 - 785 939 Mov Cap-2 Maneuver - - - - 785 - Stage 1 - - - - 911 - Stage 2 - - - - 933 - Approach EB WB NB HCM Control Delay, s 0 0.5 9.8 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 809 - - 1475 - HCM Lane V/C Ratio 0.074 - - 0.004 - HCM Control Delay (s) 9.8 - - 7.5 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0.2 - - 0 - HCM 2010 TWSC Intersection #2 Water Edge TIS 2: Hearthfire Drive & Douglas Road (CR 54) 2021 Phase 1 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 105 45 5 105 25 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 165 255 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 114 49 5 114 27 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 114 0 239 114 Stage 1 - - - - 114 - Stage 2 - - - - 125 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1475 - 749 939 Stage 1 - - - - 911 - Stage 2 - - - - 901 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1475 - 746 939 Mov Cap-2 Maneuver - - - - 746 - Stage 1 - - - - 911 - Stage 2 - - - - 898 - Approach EB WB NB HCM Control Delay, s 0 0.3 9.9 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 772 - - 1475 - HCM Lane V/C Ratio 0.042 - - 0.004 - HCM Control Delay (s) 9.9 - - 7.5 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0.1 - - 0 - HCM 2010 TWSC Intersection #3 Water Edge TIS 3: Hearthfire Drive & Morningstar Way 2021 Phase 1 AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 3.9 Movement NWL NWR NET NER SWL SWT Vol, veh/h 10 20 15 25 10 5 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 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 11 22 16 27 11 5 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 57 30 0 0 43 0 Stage 1 30 - - - - - Stage 2 27 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 950 1044 - - 1566 - Stage 1 993 - - - - - Stage 2 996 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 943 1044 - - 1566 - Mov Cap-2 Maneuver 943 - - - - - Stage 1 993 - - - - - Stage 2 989 - - - - - Approach NW NE SW HCM Control Delay, s 8.7 0 4.9 HCM LOS A Minor Lane/Major Mvmt NET NERNWLn1 SWL SWT Capacity (veh/h) - - 1008 1566 - HCM Lane V/C Ratio - - 0.032 0.007 - HCM Control Delay (s) - - 8.7 7.3 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.1 0 - HCM 2010 TWSC Intersection #3 Water Edge TIS 3: Hearthfire Drive & Morningstar Way 2021 Phase 1 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 5.1 Movement NWL NWR NET NER SWL SWT Vol, veh/h 15 20 10 10 20 15 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 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 16 22 11 11 22 16 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 76 16 0 0 22 0 Stage 1 16 - - - - - Stage 2 60 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 927 1063 - - 1593 - Stage 1 1007 - - - - - Stage 2 963 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 914 1063 - - 1593 - Mov Cap-2 Maneuver 914 - - - - - Stage 1 1007 - - - - - Stage 2 950 - - - - - Approach NW NE SW HCM Control Delay, s 8.8 0 4.2 HCM LOS A Minor Lane/Major Mvmt NET NERNWLn1 SWL SWT Capacity (veh/h) - - 994 1593 - HCM Lane V/C Ratio - - 0.038 0.014 - HCM Control Delay (s) - - 8.8 7.3 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.1 0 - HCM 2010 TWSC Intersection #4 Water Edge TIS 4: Turnberry Road & Douglas Road (CR 54) 2021 Phase 1 AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 3.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 10 80 50 15 25 5 40 5 20 5 5 10 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 87 54 16 27 5 43 5 22 5 5 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 33 0 0 141 0 0 207 201 114 212 226 30 Stage 1 - - - - - - 136 136 - 63 63 - Stage 2 - - - - - - 71 65 - 149 163 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1579 - - 1442 - - 751 695 939 745 673 1044 Stage 1 - - - - - - 867 784 - 948 842 - Stage 2 - - - - - - 939 841 - 854 763 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1579 - - 1442 - - 728 682 939 713 660 1044 Mov Cap-2 Maneuver - - - - - - 728 682 - 713 660 - Stage 1 - - - - - - 860 778 - 940 833 - Stage 2 - - - - - - 913 832 - 822 757 - Approach EB WB NB SB HCM Control Delay, s 0.5 2.5 10.1 9.5 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 778 1579 - - 1442 - - 828 HCM Lane V/C Ratio 0.091 0.007 - - 0.011 - - 0.026 HCM Control Delay (s) 10.1 7.3 0 - 7.5 0 - 9.5 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.3 0 - - 0 - - 0.1 HCM 2010 TWSC Intersection #4 Water Edge TIS 4: Turnberry Road & Douglas Road (CR 54) 2021 Phase 1 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 3.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 55 50 30 70 5 40 5 30 5 5 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 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 60 54 33 76 5 43 5 33 5 5 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 82 0 0 114 0 0 247 245 87 261 269 79 Stage 1 - - - - - - 98 98 - 144 144 - Stage 2 - - - - - - 149 147 - 117 125 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1515 - - 1475 - - 707 657 971 692 637 981 Stage 1 - - - - - - 908 814 - 859 778 - Stage 2 - - - - - - 854 775 - 888 792 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1515 - - 1475 - - 684 639 971 651 620 981 Mov Cap-2 Maneuver - - - - - - 684 639 - 651 620 - Stage 1 - - - - - - 904 811 - 856 760 - Stage 2 - - - - - - 824 757 - 849 789 - Approach EB WB NB SB HCM Control Delay, s 0.3 2.1 10.2 10.1 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 772 1515 - - 1475 - - 720 HCM Lane V/C Ratio 0.106 0.004 - - 0.022 - - 0.023 HCM Control Delay (s) 10.2 7.4 0 - 7.5 0 - 10.1 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.4 0 - - 0.1 - - 0.1 HCM 2010 TWSC Intersection #5 Water Edge TIS 5: Turnberry Road & Brightwater Drive 2021 Phase 1 AM Synchro 8 Report 2/3/2016 Page 1 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 5 115 35 5 5 45 65 5 5 175 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 - - 135 - - - 200 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 5 125 38 5 5 49 71 5 5 190 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 381 378 193 378 378 73 196 0 0 76 0 0 Stage 1 204 204 - 171 171 - - - - - - - Stage 2 177 174 - 207 207 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 577 554 849 580 554 989 1377 - - 1523 - - Stage 1 798 733 - 831 757 - - - - - - - Stage 2 825 755 - 795 731 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 553 533 849 476 533 989 1377 - - 1523 - - Mov Cap-2 Maneuver 553 533 - 476 533 - - - - - - - Stage 1 770 731 - 801 730 - - - - - - - Stage 2 785 728 - 671 729 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.1 12.8 3 0.2 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1377 - - 543 849 512 1523 - - HCM Lane V/C Ratio 0.036 - - 0.02 0.147 0.096 0.004 - - HCM Control Delay (s) 7.7 - - 11.8 10 12.8 7.4 - - HCM Lane LOS A - - BBBA-- HCM 95th %tile Q(veh) 0.1 - - 0.1 0.5 0.3 0 - - HCM 2010 TWSC Intersection #5 Water Edge TIS 5: Turnberry Road & Brightwater Drive 2021 Phase 1 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 3.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 5 60 10 5 10 110 180 20 5 125 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 - - 135 - - - 200 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 5 65 11 5 11 120 196 22 5 136 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 603 606 139 598 598 207 141 0 0 217 0 0 Stage 1 149 149 - 446 446 - - - - - - - Stage 2 454 457 - 152 152 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 411 411 909 414 416 833 1442 - - 1353 - - Stage 1 854 774 - 591 574 - - - - - - - Stage 2 586 568 - 850 772 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 375 375 909 355 380 833 1442 - - 1353 - - Mov Cap-2 Maneuver 375 375 - 355 380 - - - - - - - Stage 1 783 771 - 542 526 - - - - - - - Stage 2 525 521 - 781 769 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.1 13.1 2.7 0.3 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1442 - - 375 909 469 1353 - - HCM Lane V/C Ratio 0.083 - - 0.029 0.072 0.058 0.004 - - HCM Control Delay (s) 7.7 - - 14.9 9.3 13.1 7.7 - - HCM Lane LOS A - - BABA-- HCM 95th %tile Q(veh) 0.3 - - 0.1 0.2 0.2 0 - - HCM 2010 TWSC Intersection #6 Water Edge TIS 6: Turnberry Road & Richards Lake Road (CR 52) 2021 Phase 1 AM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 5 25 50 5 15 10 115 15 25 365 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 - - 50 0 - - 330 - 240 90 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 5 27 54 5 16 11 125 16 27 397 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 612 601 399 604 604 125 402 0 0 125 0 0 Stage 1 454 454 - 147 147 - - - - - - - Stage 2 158 147 - 457 457 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 405 414 651 410 412 926 1157 - - 1462 - - Stage 1 586 569 - 856 775 - - - - - - - Stage 2 844 775 - 583 568 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 385 402 651 381 401 926 1157 - - 1462 - - Mov Cap-2 Maneuver 385 402 - 381 401 - - - - - - - Stage 1 580 558 - 848 768 - - - - - - - Stage 2 815 768 - 543 558 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.8 14.4 0.6 0.5 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1157 - - 393 651 381 698 1462 - - HCM Lane V/C Ratio 0.009 - - 0.028 0.042 0.143 0.031 0.019 - - HCM Control Delay (s) 8.1 - - 14.4 10.8 16 10.3 7.5 - - HCM Lane LOS A - - B B C B A - - HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0.5 0.1 0.1 - - HCM 2010 TWSC Intersection #6 Water Edge TIS 6: Turnberry Road & Richards Lake Road (CR 52) 2021 Phase 1 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 5 10 35 5 35 15 320 45 25 205 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 - - 50 0 - - 330 - 240 90 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 5 11 38 5 38 16 348 49 27 223 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 682 660 226 663 663 348 228 0 0 348 0 0 Stage 1 280 280 - 380 380 - - - - - - - Stage 2 402 380 - 283 283 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 364 383 813 375 382 695 1340 - - 1211 - - Stage 1 727 679 - 642 614 - - - - - - - Stage 2 625 614 - 724 677 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 331 370 813 356 369 695 1340 - - 1211 - - Mov Cap-2 Maneuver 331 370 - 356 369 - - - - - - - Stage 1 718 664 - 634 607 - - - - - - - Stage 2 579 607 - 693 662 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.6 13.6 0.3 0.9 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1340 - - 349 813 356 626 1211 - - HCM Lane V/C Ratio 0.012 - - 0.031 0.013 0.107 0.069 0.022 - - HCM Control Delay (s) 7.7 - - 15.6 9.5 16.3 11.2 8 - - HCM Lane LOS A - - C A C B A - - HCM 95th %tile Q(veh) 0 - - 0.1 0 0.4 0.2 0.1 - - HCM 2010 AWSC Intersection #7 Water Edge TIS 7: Lemay Avenue & Country Club Road 2021 Phase 1 AM Synchro 8 Report 2/4/2016 Page 1 Intersection Intersection Delay, s/veh 16.8 Intersection LOS C Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Vol, veh/h 0 5 135 90 0 290 155 5 0 20 45 70 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 Heavy Vehicles, % 222222222222 Mvmt Flow 0 5 147 98 0 315 168 5 0 22 49 76 Number of Lanes 001000100010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 1 HCM Control Delay 12 22.6 11.1 HCM LOS B C B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 15% 2% 64% 12% Vol Thru, % 33% 59% 34% 81% Vol Right, % 52% 39% 1% 6% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 135 230 450 160 LT Vol 20 5 290 20 Through Vol 45 135 155 130 RT Vol 70 90 5 10 Lane Flow Rate 147 250 489 174 Geometry Grp 1111 Degree of Util (X) 0.246 0.381 0.741 0.301 Departure Headway (Hd) 6.042 5.493 5.456 6.233 Convergence, Y/N Yes Yes Yes Yes Cap 590 650 660 572 Service Time 4.13 3.568 3.515 4.318 HCM Lane V/C Ratio 0.249 0.385 0.741 0.304 HCM Control Delay 11.1 12 22.6 12 HCM Lane LOS B B C B HCM 95th-tile Q 1 1.8 6.6 1.3 HCM 2010 AWSC Intersection #7 Water Edge TIS 7: Lemay Avenue & Country Club Road 2021 Phase 1 AM Synchro 8 Report 2/4/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Vol, veh/h 0 20 130 10 Peak Hour Factor 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2222 Mvmt Flow 0 22 141 11 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 12 HCM LOS B Lane HCM 2010 AWSC Intersection #7 Water Edge TIS 7: Lemay Avenue & Country Club Road 2021 Phase 1 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Intersection Delay, s/veh 42.8 Intersection LOS E Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Vol, veh/h 0 10 280 55 0 160 165 25 0 90 120 295 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 Heavy Vehicles, % 222222222222 Mvmt Flow 0 11 304 60 0 174 179 27 0 98 130 321 Number of Lanes 001000100010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 1 HCM Control Delay 29.5 31.8 64.6 HCM LOS D D F Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 18% 3% 46% 22% Vol Thru, % 24% 81% 47% 72% Vol Right, % 58% 16% 7% 6% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 505 345 350 90 LT Vol 90 10 160 20 Through Vol 120 280 165 65 RT Vol 295 55 25 5 Lane Flow Rate 549 375 380 98 Geometry Grp 1111 Degree of Util (X) 1 0.759 0.782 0.232 Departure Headway (Hd) 6.638 7.289 7.397 8.538 Convergence, Y/N Yes Yes Yes Yes Cap 543 506 498 426 Service Time 4.703 5.213 5.316 6.481 HCM Lane V/C Ratio 1.011 0.741 0.763 0.23 HCM Control Delay 64.6 29.5 31.8 14 HCM Lane LOS F D D B HCM 95th-tile Q 14.2 6.6 7.1 0.9 HCM 2010 AWSC Intersection #7 Water Edge TIS 7: Lemay Avenue & Country Club Road 2021 Phase 1 PM Synchro 8 Report 2/4/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Vol, veh/h 0 20 65 5 Peak Hour Factor 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2222 Mvmt Flow 0 22 71 5 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 14 HCM LOS B Lane HCM 2010 TWSC Intersection #8 Water Edge TIS 8: Turnberry Road & Country Club Road 2021 Phase 1 AM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 4.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 80 10 155 20 35 5 45 70 10 5 295 345 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 - - 50 - - - 175 - - 300 - 235 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 87 11 168 22 38 5 49 76 11 5 321 375 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 533 517 321 516 511 82 321 0 0 87 0 0 Stage 1 332 332 - 179 179 - - - - - - - Stage 2 201 185 - 337 332 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 458 462 720 470 466 978 1239 - - 1509 - - Stage 1 681 644 - 823 751 - - - - - - - Stage 2 801 747 - 677 644 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 412 442 720 342 446 978 1239 - - 1509 - - Mov Cap-2 Maneuver 412 442 - 342 446 - - - - - - - Stage 1 654 642 - 790 721 - - - - - - - Stage 2 725 717 - 508 642 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.3 15.1 2.9 0.1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1239 - - 415 720 422 1509 - - HCM Lane V/C Ratio 0.039 - - 0.236 0.234 0.155 0.004 - - HCM Control Delay (s) 8 - - 16.3 11.5 15.1 7.4 - - HCM Lane LOS A - - C B C A - - HCM 95th %tile Q(veh) 0.1 - - 0.9 0.9 0.5 0 - - HCM 2010 TWSC Intersection #8 Water Edge TIS 8: Turnberry Road & Country Club Road 2021 Phase 1 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 85.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 285 50 50 5 15 5 175 275 25 5 135 190 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 - - 50 - - - 175 - - 300 - 235 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 310 54 54 5 16 5 190 299 27 5 147 207 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 862 865 147 878 851 313 147 0 0 326 0 0 Stage 1 158 158 - 693 693 - - - - - - - Stage 2 704 707 - 185 158 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver ~ 275 292 900 268 297 727 1435 - - 1234 - - Stage 1 844 767 - 434 445 - - - - - - - Stage 2 428 438 - 817 767 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 233 252 900 189 257 727 1435 - - 1234 - - Mov Cap-2 Maneuver ~ 233 252 - 189 257 - - - - - - - Stage 1 732 764 - 377 386 - - - - - - - Stage 2 353 380 - 710 764 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 264.1 19.6 2.9 0.1 HCM LOS F C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1435 - - 236 900 273 1234 - - HCM Lane V/C Ratio 0.133 - - 1.543 0.06 0.1 0.004 - - HCM Control Delay (s) 7.9 - -$ 302.1 9.3 19.6 7.9 - - HCM Lane LOS A - - F A C A - - HCM 95th %tile Q(veh) 0.5 - - 22.2 0.2 0.3 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 AWSC Intersection #9 Water Edge TIS 9: Adriel Drive/Mountain Vista Drive (CR 50) & Turnberry Road 2021 Phase 1 AM Synchro 8 Report 2/4/2016 Page 1 Intersection Intersection Delay, s/veh 15.7 Intersection LOS C Movement EBU EBL EBT WBU WBT WBR SBU SBL SBR Vol, veh/h 0 10 30 0 10 130 0 505 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2222 2 Mvmt Flow 0 11 33 0 11 141 0 549 5 Number of Lanes 0 0 1 0 1001 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 9 9.1 18.1 HCM LOS A A C Lane EBLn1 WBLn1 SBLn1 Vol Left, % 25% 0% 99% Vol Thru, % 75% 7% 0% Vol Right, % 0% 93% 1% Sign Control Stop Stop Stop Traffic Vol by Lane 40 140 510 LT Vol 10 0 505 Through Vol 30 10 0 RT Vol 0 130 5 Lane Flow Rate 43 152 554 Geometry Grp 1 1 1 Degree of Util (X) 0.067 0.203 0.709 Departure Headway (Hd) 5.549 4.794 4.602 Convergence, Y/N Yes Yes Yes Cap 642 746 782 Service Time 3.614 2.844 2.645 HCM Lane V/C Ratio 0.067 0.204 0.708 HCM Control Delay 9 9.1 18.1 HCM Lane LOS A A C HCM 95th-tile Q 0.2 0.8 6 HCM 2010 AWSC Intersection #9 Water Edge TIS 9: Adriel Drive/Mountain Vista Drive (CR 50) & Turnberry Road 2021 Phase 1 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Intersection Delay, s/veh 12.4 Intersection LOS B Movement EBU EBL EBT WBU WBT WBR SBU SBL SBR Vol, veh/h 0 10 20 0 30 430 0 240 20 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2222 2 Mvmt Flow 0 11 22 0 33 467 0 261 22 Number of Lanes 0 0 1 0 1001 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.7 12.9 11.9 HCM LOS A B B Lane EBLn1 WBLn1 SBLn1 Vol Left, % 33% 0% 92% Vol Thru, % 67% 7% 0% Vol Right, % 0% 93% 8% Sign Control Stop Stop Stop Traffic Vol by Lane 30 460 260 LT Vol 10 0 240 Through Vol 20 30 0 RT Vol 0 430 20 Lane Flow Rate 33 500 283 Geometry Grp 1 1 1 Degree of Util (X) 0.048 0.582 0.408 Departure Headway (Hd) 5.316 4.187 5.202 Convergence, Y/N Yes Yes Yes Cap 668 860 684 Service Time 3.393 2.222 3.286 HCM Lane V/C Ratio 0.049 0.581 0.414 HCM Control Delay 8.7 12.9 11.9 HCM Lane LOS A B B HCM 95th-tile Q 0.2 3.8 2 HCM 2010 TWSC Intersection #10 Water Edge TIS 10: Timberline Drive & Mountain Vista Drive (CR 50) 2021 Phase 1 AM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 4.1 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 320 240 135 85 60 65 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 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 348 261 147 92 65 71 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 609 0 864 478 Stage 1 - - - - 478 - Stage 2 - - - - 386 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 970 - 325 587 Stage 1 - - - - 624 - Stage 2 - - - - 687 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 970 - 273 587 Mov Cap-2 Maneuver - - - - 273 - Stage 1 - - - - 624 - Stage 2 - - - - 577 - Approach EB WB NB HCM Control Delay, s 0 5.8 19.8 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 378 - - 970 - HCM Lane V/C Ratio 0.359 - - 0.151 - HCM Control Delay (s) 19.8 - - 9.4 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 1.6 - - 0.5 - HCM 2010 TWSC Intersection #10 Water Edge TIS 10: Timberline Drive & Mountain Vista Drive (CR 50) 2021 Phase 1 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 39.3 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 155 120 125 410 210 155 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 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 168 130 136 446 228 168 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 299 0 951 234 Stage 1 - - - - 234 - Stage 2 - - - - 717 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1262 - 288 805 Stage 1 - - - - 805 - Stage 2 - - - - 484 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1262 - 247 805 Mov Cap-2 Maneuver - - - - 247 - Stage 1 - - - - 805 - Stage 2 - - - - 415 - Approach EB WB NB HCM Control Delay, s 0 1.9 123.8 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 350 - - 1262 - HCM Lane V/C Ratio 1.134 - - 0.108 - HCM Control Delay (s) 123.8 - - 8.2 0 HCM Lane LOS F - - A A HCM 95th %tile Q(veh) 15.5 - - 0.4 - HCM 2010 Signalized Intersection Summary Intersection #11 Water Edge TIS 11: Lemay Avenue & Vine Drive 2021 Phase 1 AM Synchro 8 Report 2/4/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 15 155 90 140 260 125 40 325 60 60 605 30 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1829 1824 1863 1826 1824 1824 1863 1824 1824 1937 1824 Adj Flow Rate, veh/h 17 180 105 163 302 145 47 378 70 70 703 35 Adj No. of Lanes 110110010010 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 255255222222 Cap, veh/h 139 244 142 288 331 159 95 739 131 106 936 46 Arrive On Green 0.02 0.23 0.22 0.08 0.28 0.27 0.57 0.58 0.57 0.57 0.58 0.57 Sat Flow, veh/h 1774 1085 633 1774 1167 560 102 1275 227 121 1615 79 Grp Volume(v), veh/h 17 0 285 163 0 447 495 0 0 808 0 0 Grp Sat Flow(s),veh/h/ln 1774 0 1717 1774 0 1728 1604 0 0 1815 0 0 Q Serve(g_s), s 0.8 0.0 17.0 7.5 0.0 27.5 0.0 0.0 0.0 19.1 0.0 0.0 Cycle Q Clear(g_c), s 0.8 0.0 17.0 7.5 0.0 27.5 17.5 0.0 0.0 36.6 0.0 0.0 Prop In Lane 1.00 0.37 1.00 0.32 0.09 0.14 0.09 0.04 Lane Grp Cap(c), veh/h 139 0 387 288 0 489 951 0 0 1070 0 0 V/C Ratio(X) 0.12 0.00 0.74 0.57 0.00 0.91 0.52 0.00 0.00 0.75 0.00 0.00 Avail Cap(c_a), veh/h 209 0 476 288 0 510 951 0 0 1070 0 0 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 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 33.4 0.0 39.8 29.5 0.0 38.3 13.5 0.0 0.0 17.2 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.0 4.6 2.6 0.0 20.5 2.0 0.0 0.0 5.0 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 8.6 3.9 0.0 16.0 9.4 0.0 0.0 20.2 0.0 0.0 LnGrp Delay(d),s/veh 33.8 0.0 44.4 32.1 0.0 58.8 15.5 0.0 0.0 22.1 0.0 0.0 LnGrp LOS C D C E B C Approach Vol, veh/h 302 610 495 808 Approach Delay, s/veh 43.8 51.7 15.5 22.1 Approach LOS D D B C Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 67.7 13.0 29.3 67.7 6.6 35.7 Change Period (Y+Rc), s * 5 5.0 5.5 5.0 5.0 5.5 Max Green Setting (Gmax), s * 58 8.0 29.5 57.0 6.0 31.5 Max Q Clear Time (g_c+I1), s 38.6 9.5 19.0 19.5 2.8 29.5 Green Ext Time (p_c), s 5.7 0.0 2.0 6.6 0.0 0.6 Intersection Summary HCM 2010 Ctrl Delay 31.7 HCM 2010 LOS C Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Intersection #11 Water Edge TIS 11: Lemay Avenue & Vine Drive 2021 Phase 1 PM Synchro 8 Report 2/4/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 25 295 110 110 220 145 70 770 225 115 500 45 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1824 1824 1863 1830 1824 1824 1863 1824 1824 1937 1824 Adj Flow Rate, veh/h 29 343 128 128 256 169 81 895 262 134 581 52 Adj No. of Lanes 110110010010 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 255255222222 Cap, veh/h 114 280 104 163 258 170 90 837 240 116 469 40 Arrive On Green 0.03 0.22 0.21 0.06 0.25 0.24 0.75 0.76 0.75 0.75 0.76 0.75 Sat Flow, veh/h 1774 1267 473 1774 1030 680 77 1103 317 106 618 53 Grp Volume(v), veh/h 29 0 471 128 0 425 1238 0 0 767 0 0 Grp Sat Flow(s),veh/h/ln 1774 0 1740 1774 0 1710 1497 0 0 777 0 0 Q Serve(g_s), s 1.5 0.0 26.5 6.6 0.0 29.8 0.5 0.0 0.0 0.5 0.0 0.0 Cycle Q Clear(g_c), s 1.5 0.0 26.5 6.6 0.0 29.8 90.0 0.0 0.0 90.0 0.0 0.0 Prop In Lane 1.00 0.27 1.00 0.40 0.07 0.21 0.17 0.07 Lane Grp Cap(c), veh/h 114 0 384 163 0 428 1155 0 0 618 0 0 V/C Ratio(X) 0.26 0.00 1.23 0.78 0.00 0.99 1.07 0.00 0.00 1.24 0.00 0.00 Avail Cap(c_a), veh/h 166 0 384 163 0 428 1155 0 0 618 0 0 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 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 37.2 0.0 46.9 35.7 0.0 45.1 14.2 0.0 0.0 11.8 0.0 0.0 Incr Delay (d2), s/veh 1.2 0.0 122.6 21.5 0.0 41.6 48.0 0.0 0.0 121.7 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 0.8 0.0 25.8 4.2 0.0 19.0 15.4 0.0 0.0 41.5 0.0 0.0 LnGrp Delay(d),s/veh 38.4 0.0 169.5 57.2 0.0 86.7 62.2 0.0 0.0 133.5 0.0 0.0 LnGrp LOS D F E F F F Approach Vol, veh/h 500 553 1238 767 Approach Delay, s/veh 161.9 79.9 62.2 133.5 Approach LOS F E E F Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 95.5 11.0 31.0 95.5 7.5 34.5 Change Period (Y+Rc), s * 5 5.0 5.5 5.0 5.0 5.5 Max Green Setting (Gmax), s * 74 6.0 25.5 73.0 6.0 25.5 Max Q Clear Time (g_c+I1), s 92.0 8.6 28.5 92.0 3.5 31.8 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 99.6 HCM 2010 LOS F Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 AWSC Intersection #12 Water Edge TIS 12: Vine Drive & Timberline Drive 2021 Phase 1 AM Synchro 8 Report 2/4/2016 Page 1 Intersection Intersection Delay, s/veh 14.9 Intersection LOS B Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Vol, veh/h 0 45 90 145 0 155 200 10 0 100 100 25 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 Heavy Vehicles, % 222222222222 Mvmt Flow 0 49 98 158 0 168 217 11 0 109 109 27 Number of Lanes 001000100010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 1 HCM Control Delay 13.5 18 13.7 HCM LOS B C B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 44% 16% 42% 4% Vol Thru, % 44% 32% 55% 44% Vol Right, % 11% 52% 3% 52% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 225 280 365 125 LT Vol 100 45 155 5 Through Vol 100 90 200 55 RT Vol 25 145 10 65 Lane Flow Rate 245 304 397 136 Geometry Grp 1111 Degree of Util (X) 0.419 0.467 0.628 0.235 Departure Headway (Hd) 6.275 5.626 5.694 6.234 Convergence, Y/N Yes Yes Yes Yes Cap 577 645 627 580 Service Time 4.275 3.626 3.784 4.234 HCM Lane V/C Ratio 0.425 0.471 0.633 0.234 HCM Control Delay 13.7 13.5 18 11.1 HCM Lane LOS B B C B HCM 95th-tile Q 2.1 2.5 4.4 0.9 HCM 2010 AWSC Intersection #12 Water Edge TIS 12: Vine Drive & Timberline Drive 2021 Phase 1 AM Synchro 8 Report 2/4/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Vol, veh/h 0 5 55 65 Peak Hour Factor 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2222 Mvmt Flow 0 5 60 71 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 11.1 HCM LOS B Lane HCM 2010 AWSC Intersection #12 Water Edge TIS 12: Vine Drive & Timberline Drive 2021 Phase 1 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Intersection Delay, s/veh 46.7 Intersection LOS E Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Vol, veh/h 0 80 225 100 0 75 160 15 0 120 260 80 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 Heavy Vehicles, % 222222222222 Mvmt Flow 0 87 245 109 0 82 174 16 0 130 283 87 Number of Lanes 001000100010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 1 HCM Control Delay 49.6 23.5 68.9 HCM LOS E C F Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 26% 20% 30% 5% Vol Thru, % 57% 56% 64% 71% Vol Right, % 17% 25% 6% 24% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 460 405 250 210 LT Vol 120 80 75 10 Through Vol 260 225 160 150 RT Vol 80 100 15 50 Lane Flow Rate 500 440 272 228 Geometry Grp 1111 Degree of Util (X) 1 0.911 0.614 0.526 Departure Headway (Hd) 7.535 7.452 8.255 8.289 Convergence, Y/N Yes Yes Yes Yes Cap 485 484 440 438 Service Time 5.554 5.545 6.255 6.289 HCM Lane V/C Ratio 1.031 0.909 0.618 0.521 HCM Control Delay 68.9 49.6 23.5 20.1 HCM Lane LOS F E C C HCM 95th-tile Q 13.4 10.4 4 3 HCM 2010 AWSC Intersection #12 Water Edge TIS 12: Vine Drive & Timberline Drive 2021 Phase 1 PM Synchro 8 Report 2/4/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Vol, veh/h 0 10 150 50 Peak Hour Factor 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2222 Mvmt Flow 0 11 163 54 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 20.1 HCM LOS C Lane HCM 2010 Roundabout Intersection A Water Edge TIS 34: Brightwater Drive & Morningstar Drive Collector & Morningstar Way 2021 Phase 1 AM Synchro 8 Report 2/4/2016 Page 1 Intersection Intersection Delay, s/veh 3.6 Intersection LOS A Approach WB NB SB SE Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 26 21 32 37 Demand Flow Rate, veh/h 26 21 32 38 Vehicles Circulating, veh/h 15 44 26 32 Vehicles Exiting, veh/h 50 26 15 26 Follow-Up Headway, s 3.186 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 3.4 3.5 3.5 3.7 Approach LOS AAAA Lane Left Left Left Left Designated Moves LR LTR LTR LR Assumed Moves LR LTR LTR LR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 5.193 Entry Flow, veh/h 26 21 32 38 Cap Entry Lane, veh/h 1113 1081 1101 1094 Entry HV Adj Factor 1.000 0.995 0.990 0.971 Flow Entry, veh/h 26 21 32 37 Cap Entry, veh/h 1113 1076 1090 1063 V/C Ratio 0.023 0.019 0.029 0.035 Control Delay, s/veh 3.4 3.5 3.5 3.7 LOSAAAA 95th %tile Queue, veh 0000 HCM 2010 Roundabout Intersection A Water Edge TIS 34: Brightwater Drive & Morningstar Drive Collector & Morningstar Way 2021 Phase 1 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Intersection Delay, s/veh 3.7 Intersection LOS A Approach WB NB SB SE Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 60 26 27 32 Demand Flow Rate, veh/h 61 26 27 32 Vehicles Circulating, veh/h 26 38 50 33 Vehicles Exiting, veh/h 38 27 37 44 Follow-Up Headway, s 3.186 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 3.8 3.6 3.6 3.5 Approach LOS AAAA Lane Left Left Left Left Designated Moves LR LTR LTR LR Assumed Moves LR LTR LTR LR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 5.193 Entry Flow, veh/h 61 26 27 32 Cap Entry Lane, veh/h 1101 1088 1075 1093 Entry HV Adj Factor 0.984 0.988 0.992 0.997 Flow Entry, veh/h 60 26 27 32 Cap Entry, veh/h 1083 1075 1066 1090 V/C Ratio 0.055 0.024 0.025 0.029 Control Delay, s/veh 3.8 3.6 3.6 3.5 LOSAAAA 95th %tile Queue, veh 0000 HCM 2010 TWSC Intersection B Water Edge TIS 14: Turnberry Road & Morningstar Drive Collector 2021 Phase 1 AM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 5.1 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 20 110 35 40 75 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 22 120 38 43 82 11 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 207 87 92 0 - 0 Stage 1 87 - - - - - Stage 2 120 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 781 971 1503 - - - Stage 1 936 - - - - - Stage 2 905 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 761 971 1503 - - - Mov Cap-2 Maneuver 761 - - - - - Stage 1 936 - - - - - Stage 2 882 - - - - - Approach EB NB SB HCM Control Delay, s 9.3 3.5 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1503 - 761 971 - - HCM Lane V/C Ratio 0.025 - 0.029 0.123 - - HCM Control Delay (s) 7.5 - 9.9 9.2 - - HCM Lane LOS A - A A - - HCM 95th %tile Q(veh) 0.1 - 0.1 0.4 - - HCM 2010 TWSC Intersection B Water Edge TIS 14: Turnberry Road & Morningstar Drive Collector 2021 Phase 1 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 4.2 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 15 65 105 90 70 25 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 16 71 114 98 76 27 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 416 90 103 0 - 0 Stage 1 90 - - - - - Stage 2 326 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 593 968 1489 - - - Stage 1 934 - - - - - Stage 2 731 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 548 968 1489 - - - Mov Cap-2 Maneuver 548 - - - - - Stage 1 934 - - - - - Stage 2 675 - - - - - Approach EB NB SB HCM Control Delay, s 9.5 4.1 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1489 - 548 968 - - HCM Lane V/C Ratio 0.077 - 0.03 0.073 - - HCM Control Delay (s) 7.6 - 11.8 9 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0.2 - 0.1 0.2 - - Waters’ Edge Traffic Impact Analysis Appendix H APPENDIX H TRAFFIC ANALYSIS WORKSHEETS – PHASE 2 (YEAR 2040) BUILD-OUT CONDITIONS HCM 2010 TWSC Intersection #1 Water Edge TIS 1: SH 1 & Douglas Road (CR 54) 2040 Phase 1&2 AM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 7.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 85 95 60 55 90 10 20 115 25 30 395 230 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 - - Yield Storage Length 100 - - 115 - - 350 - - 315 - 335 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 92 103 65 60 98 11 22 125 27 33 429 250 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 731 691 429 761 677 139 429 0 0 152 0 0 Stage 1 495 495 - 182 182 - - - - - - - Stage 2 236 196 - 579 495 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 337 368 626 322 375 909 1130 - - 1429 - - Stage 1 556 546 - 820 749 - - - - - - - Stage 2 767 739 - 501 546 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 255 353 626 216 359 909 1130 - - 1429 - - Mov Cap-2 Maneuver 255 353 - 216 359 - - - - - - - Stage 1 545 533 - 804 734 - - - - - - - Stage 2 644 725 - 353 533 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 21.7 21.6 1 0.3 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1130 - - 255 425 216 382 1429 - - HCM Lane V/C Ratio 0.019 - - 0.362 0.396 0.277 0.285 0.023 - - HCM Control Delay (s) 8.2 - - 26.9 18.9 27.9 18.1 7.6 - - HCM Lane LOS A - - DCDCA-- HCM 95th %tile Q(veh) 0.1 - - 1.6 1.9 1.1 1.2 0.1 - - HCM 2010 TWSC Intersection #1 Water Edge TIS 1: SH 1 & Douglas Road (CR 54) 2040 Phase 1&2 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 17.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 115 85 65 45 80 25 85 415 95 20 205 100 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 - - Yield Storage Length 100 - - 115 - - 350 - - 315 - 335 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 125 92 71 49 87 27 92 451 103 22 223 109 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1011 1005 223 1036 954 503 223 0 0 554 0 0 Stage 1 266 266 - 688 688 - - - - - - - Stage 2 745 739 - 348 266 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 218 241 817 210 259 569 1346 - - 1016 - - Stage 1 739 689 - 436 447 - - - - - - - Stage 2 406 424 - 668 689 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 139 220 817 121 236 569 1346 - - 1016 - - Mov Cap-2 Maneuver 139 220 - 121 236 - - - - - - - Stage 1 688 674 - 406 416 - - - - - - - Stage 2 285 395 - 515 674 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 64.4 35.1 1.1 0.5 HCM LOS F E Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1346 - - 139 322 121 274 1016 - - HCM Lane V/C Ratio 0.069 - - 0.899 0.506 0.404 0.417 0.021 - - HCM Control Delay (s) 7.9 - - 113.1 27.1 53.6 27.2 8.6 - - HCM Lane LOS A - - F D F D A - - HCM 95th %tile Q(veh) 0.2 - - 6 2.7 1.7 2 0.1 - - HCM 2010 TWSC Intersection #2 Water Edge TIS 2: Hearthfire Drive & Douglas Road (CR 54) 2040 Phase 1&2 AM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 2.4 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 130 10 5 105 55 15 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 165 255 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 141 11 5 114 60 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 141 0 266 141 Stage 1 - - - - 141 - Stage 2 - - - - 125 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1442 - 723 907 Stage 1 - - - - 886 - Stage 2 - - - - 901 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1442 - 720 907 Mov Cap-2 Maneuver - - - - 720 - Stage 1 - - - - 886 - Stage 2 - - - - 898 - Approach EB WB NB HCM Control Delay, s 0 0.3 10.3 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 753 - - 1442 - HCM Lane V/C Ratio 0.101 - - 0.004 - HCM Control Delay (s) 10.3 - - 7.5 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.3 - - 0 - HCM 2010 TWSC Intersection #2 Water Edge TIS 2: Hearthfire Drive & Douglas Road (CR 54) 2040 Phase 1&2 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 145 60 5 140 30 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 165 255 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 158 65 5 152 33 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 158 0 321 158 Stage 1 - - - - 158 - Stage 2 - - - - 163 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1422 - 673 887 Stage 1 - - - - 871 - Stage 2 - - - - 866 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1422 - 671 887 Mov Cap-2 Maneuver - - - - 671 - Stage 1 - - - - 871 - Stage 2 - - - - 863 - Approach EB WB NB HCM Control Delay, s 0 0.3 10.5 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 695 - - 1422 - HCM Lane V/C Ratio 0.055 - - 0.004 - HCM Control Delay (s) 10.5 - - 7.5 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.2 - - 0 - HCM 2010 TWSC Intersection #3 Water Edge TIS 3: Hearthfire Drive & Morningstar Way 2040 Phase 1&2 AM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 4.5 Movement NWL NWR NET NER SWL SWT Vol, veh/h 20 25 15 30 10 5 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 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 22 27 16 33 11 5 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 60 33 0 0 49 0 Stage 1 33 - - - - - Stage 2 27 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 947 1041 - - 1558 - Stage 1 989 - - - - - Stage 2 996 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 940 1041 - - 1558 - Mov Cap-2 Maneuver 940 - - - - - Stage 1 989 - - - - - Stage 2 989 - - - - - Approach NW NE SW HCM Control Delay, s 8.8 0 4.9 HCM LOS A Minor Lane/Major Mvmt NET NERNWLn1 SWL SWT Capacity (veh/h) - - 994 1558 - HCM Lane V/C Ratio - - 0.049 0.007 - HCM Control Delay (s) - - 8.8 7.3 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.2 0 - HCM 2010 TWSC Intersection #3 Water Edge TIS 3: Hearthfire Drive & Morningstar Way 2040 Phase 1&2 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 5.3 Movement NWL NWR NET NER SWL SWT Vol, veh/h 25 20 10 15 25 15 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 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 27 22 11 16 27 16 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 90 19 0 0 27 0 Stage 1 19 - - - - - Stage 2 71 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 910 1059 - - 1587 - Stage 1 1004 - - - - - Stage 2 952 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 895 1059 - - 1587 - Mov Cap-2 Maneuver 895 - - - - - Stage 1 1004 - - - - - Stage 2 936 - - - - - Approach NW NE SW HCM Control Delay, s 8.9 0 4.6 HCM LOS A Minor Lane/Major Mvmt NET NERNWLn1 SWL SWT Capacity (veh/h) - - 961 1587 - HCM Lane V/C Ratio - - 0.051 0.017 - HCM Control Delay (s) - - 8.9 7.3 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.2 0.1 - HCM 2010 TWSC Intersection #4 Water Edge TIS 4: Turnberry Road & Douglas Road (CR 54) 2040 Phase 1&2 AM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 10 95 65 25 30 5 65 5 45 5 5 10 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 103 71 27 33 5 71 5 49 5 5 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 38 0 0 174 0 0 258 252 139 278 286 35 Stage 1 - - - - - - 160 160 - 90 90 - Stage 2 - - - - - - 98 92 - 188 196 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1572 - - 1403 - - 695 651 909 674 623 1038 Stage 1 - - - - - - 842 766 - 917 820 - Stage 2 - - - - - - 908 819 - 814 739 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1572 - - 1403 - - 669 633 909 620 606 1038 Mov Cap-2 Maneuver - - - - - - 669 633 - 620 606 - Stage 1 - - - - - - 835 760 - 910 804 - Stage 2 - - - - - - 875 803 - 759 733 - Approach EB WB NB SB HCM Control Delay, s 0.4 3.2 10.8 9.8 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 744 1572 - - 1403 - - 771 HCM Lane V/C Ratio 0.168 0.007 - - 0.019 - - 0.028 HCM Control Delay (s) 10.8 7.3 0 - 7.6 0 - 9.8 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.6 0 - - 0.1 - - 0.1 HCM 2010 TWSC Intersection #4 Water Edge TIS 4: Turnberry Road & Douglas Road (CR 54) 2040 Phase 1&2 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 4.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 65 80 55 85 5 65 5 45 5 5 10 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 71 87 60 92 5 71 5 49 5 5 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 98 0 0 158 0 0 348 342 114 367 383 95 Stage 1 - - - - - - 125 125 - 215 215 - Stage 2 - - - - - - 223 217 - 152 168 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1495 - - 1422 - - 607 580 939 589 550 962 Stage 1 - - - - - - 879 792 - 787 725 - Stage 2 - - - - - - 780 723 - 850 759 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1495 - - 1422 - - 573 552 939 533 523 962 Mov Cap-2 Maneuver - - - - - - 573 552 - 533 523 - Stage 1 - - - - - - 875 789 - 784 692 - Stage 2 - - - - - - 731 690 - 797 756 - Approach EB WB NB SB HCM Control Delay, s 0.2 2.9 11.5 10.5 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 675 1495 - - 1422 - - 682 HCM Lane V/C Ratio 0.185 0.004 - - 0.042 - - 0.032 HCM Control Delay (s) 11.5 7.4 0 - 7.6 0 - 10.5 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.7 0 - - 0.1 - - 0.1 HCM 2010 TWSC Intersection #5 Water Edge TIS 5: Turnberry Road & Brightwater Drive 2040 Phase 1&2 AM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 4.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 5 125 65 5 15 45 135 15 10 355 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 - - 135 - - - 200 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 5 136 71 5 16 49 147 16 11 386 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 674 671 389 666 666 155 391 0 0 163 0 0 Stage 1 410 410 - 253 253 - - - - - - - Stage 2 264 261 - 413 413 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 368 378 659 373 380 891 1168 - - 1416 - - Stage 1 619 595 - 751 698 - - - - - - - Stage 2 741 692 - 616 594 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 344 359 659 282 361 891 1168 - - 1416 - - Mov Cap-2 Maneuver 344 359 - 282 361 - - - - - - - Stage 1 593 590 - 719 669 - - - - - - - Stage 2 691 663 - 481 589 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.2 20.4 1.9 0.2 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1168 - - 351 659 325 1416 - - HCM Lane V/C Ratio 0.042 - - 0.031 0.206 0.284 0.008 - - HCM Control Delay (s) 8.2 - - 15.6 11.9 20.4 7.6 - - HCM Lane LOS A - - C B C A - - HCM 95th %tile Q(veh) 0.1 - - 0.1 0.8 1.1 0 - - HCM 2010 TWSC Intersection #5 Water Edge TIS 5: Turnberry Road & Brightwater Drive 2040 Phase 1&2 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 4.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 5 65 45 5 15 120 365 50 15 270 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 - - 135 - - - 200 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 5 71 49 5 16 130 397 54 16 293 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1025 1041 296 1017 1017 424 299 0 0 451 0 0 Stage 1 329 329 - 685 685 - - - - - - - Stage 2 696 712 - 332 332 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 213 230 743 216 238 630 1262 - - 1109 - - Stage 1 684 646 - 438 448 - - - - - - - Stage 2 432 436 - 681 644 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 185 203 743 175 210 630 1262 - - 1109 - - Mov Cap-2 Maneuver 185 203 - 175 210 - - - - - - - Stage 1 614 637 - 393 402 - - - - - - - Stage 2 372 391 - 602 635 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.3 30.1 1.8 0.4 HCM LOS B D Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1262 - - 194 743 213 1109 - - HCM Lane V/C Ratio 0.103 - - 0.056 0.095 0.332 0.015 - - HCM Control Delay (s) 8.2 - - 24.7 10.4 30.1 8.3 - - HCM Lane LOS A - - C B D A - - HCM 95th %tile Q(veh) 0.3 - - 0.2 0.3 1.4 0 - - HCM 2010 TWSC Intersection #6 Water Edge TIS 6: Turnberry Road & Richards Lake Road (CR 52) 2040 Phase 1&2 AM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 5.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 10 5 30 105 5 15 10 205 30 30 600 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 - - 50 100 - - 330 - 240 90 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 5 33 114 5 16 11 223 33 33 652 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 975 965 655 968 968 223 658 0 0 223 0 0 Stage 1 720 720 - 245 245 - - - - - - - Stage 2 255 245 - 723 723 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 231 255 466 233 254 817 930 - - 1346 - - Stage 1 419 432 - 759 703 - - - - - - - Stage 2 749 703 - 417 431 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 216 246 466 207 245 817 930 - - 1346 - - Mov Cap-2 Maneuver 216 246 - 207 245 - - - - - - - Stage 1 414 421 - 750 695 - - - - - - - Stage 2 720 695 - 373 420 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 16.3 37.2 0.4 0.4 HCM LOS C E Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 930 - - 225 466 207 516 1346 - - HCM Lane V/C Ratio 0.012 - - 0.072 0.07 0.551 0.042 0.024 - - HCM Control Delay (s) 8.9 - - 22.2 13.3 41.9 12.3 7.7 - - HCM Lane LOS A - - C BEBA-- HCM 95th %tile Q(veh) 0 - - 0.2 0.2 2.9 0.1 0.1 - - HCM 2010 TWSC Intersection #6 Water Edge TIS 6: Turnberry Road & Richards Lake Road (CR 52) 2040 Phase 1&2 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 3.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 5 10 70 5 45 20 550 105 25 375 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 - - 50 100 - - 330 - 240 90 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 5 11 76 5 49 22 598 114 27 408 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1133 1106 410 1108 1108 598 413 0 0 598 0 0 Stage 1 465 465 - 641 641 - - - - - - - Stage 2 668 641 - 467 467 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 180 210 642 187 210 502 1146 - - 979 - - Stage 1 578 563 - 463 469 - - - - - - - Stage 2 448 469 - 576 562 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 153 200 642 174 200 502 1146 - - 979 - - Mov Cap-2 Maneuver 153 200 - 174 200 - - - - - - - Stage 1 567 547 - 454 460 - - - - - - - Stage 2 392 460 - 545 547 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 19 29.9 0.2 0.5 HCM LOS C D Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1146 - - 173 642 174 436 979 - - HCM Lane V/C Ratio 0.019 - - 0.063 0.017 0.437 0.125 0.028 - - HCM Control Delay (s) 8.2 - - 27.2 10.7 40.9 14.4 8.8 - - HCM Lane LOS A - - D BEBA-- HCM 95th %tile Q(veh) 0.1 - - 0.2 0.1 2 0.4 0.1 - - HCM 2010 AWSC Intersection #7 Water Edge TIS 7: Lemay Avenue & Country Club Road 2040 Phase 1&2 AM Synchro 8 Report 2/4/2016 Page 1 Intersection Intersection Delay, s/veh 39.6 Intersection LOS E Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Vol, veh/h 0 10 180 105 0 425 260 5 0 25 55 105 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 Heavy Vehicles, % 222222222222 Mvmt Flow 0 11 196 114 0 462 283 5 0 27 60 114 Number of Lanes 001000100010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 1 HCM Control Delay 17.6 62.5 14.5 HCM LOS C F B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 14% 3% 62% 13% Vol Thru, % 30% 61% 38% 82% Vol Right, % 57% 36% 1% 5% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 185 295 690 195 LT Vol 25 10 425 25 Through Vol 55 180 260 160 RT Vol 105 105 5 10 Lane Flow Rate 201 321 750 212 Geometry Grp 1111 Degree of Util (X) 0.389 0.568 1 0.424 Departure Headway (Hd) 6.969 6.378 6.201 7.209 Convergence, Y/N Yes Yes Yes Yes Cap 515 564 585 498 Service Time 5.046 4.451 4.3 5.284 HCM Lane V/C Ratio 0.39 0.569 1.282 0.426 HCM Control Delay 14.5 17.6 62.5 15.5 HCM Lane LOS B C F C HCM 95th-tile Q 1.8 3.5 14.6 2.1 HCM 2010 AWSC Intersection #7 Water Edge TIS 7: Lemay Avenue & Country Club Road 2040 Phase 1&2 AM Synchro 8 Report 2/4/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Vol, veh/h 0 25 160 10 Peak Hour Factor 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2222 Mvmt Flow 0 27 174 11 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 15.5 HCM LOS C Lane HCM 2010 AWSC Intersection #7 Water Edge TIS 7: Lemay Avenue & Country Club Road 2040 Phase 1&2 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Intersection Delay, s/veh 66.4 Intersection LOS F Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Vol, veh/h 0 10 395 70 0 240 245 30 0 110 145 415 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 Heavy Vehicles, % 222222222222 Mvmt Flow 0 11 429 76 0 261 266 33 0 120 158 451 Number of Lanes 001000100010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 1 HCM Control Delay 69.8 70.5 68.5 HCM LOS F F F Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 16% 2% 47% 19% Vol Thru, % 22% 83% 48% 76% Vol Right, % 62% 15% 6% 5% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 670 475 515 105 LT Vol 110 10 240 20 Through Vol 145 395 245 80 RT Vol 415 70 30 5 Lane Flow Rate 728 516 560 114 Geometry Grp 1111 Degree of Util (X) 1 1 1 0.306 Departure Headway (Hd) 7.441 7.696 7.838 9.641 Convergence, Y/N Yes Yes Yes Yes Cap 495 475 465 375 Service Time 5.488 5.743 5.885 7.641 HCM Lane V/C Ratio 1.471 1.086 1.204 0.304 HCM Control Delay 68.5 69.8 70.5 16.8 HCM Lane LOS F F F C HCM 95th-tile Q 13.4 13.2 13.1 1.3 HCM 2010 AWSC Intersection #7 Water Edge TIS 7: Lemay Avenue & Country Club Road 2040 Phase 1&2 PM Synchro 8 Report 2/4/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Vol, veh/h 0 20 80 5 Peak Hour Factor 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2222 Mvmt Flow 0 22 87 5 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 16.8 HCM LOS C Lane HCM 2010 TWSC Intersection #8 Water Edge TIS 8: Turnberry Road & Country Club Road 2040 Phase 1&2 AM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 6.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 140 10 190 25 40 5 55 120 10 5 450 525 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 - - 50 - - - 175 - - 300 - 235 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 152 11 207 27 43 5 60 130 11 5 489 571 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 780 761 489 760 755 136 489 0 0 141 0 0 Stage 1 500 500 - 255 255 - - - - - - - Stage 2 280 261 - 505 500 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 313 335 579 323 338 913 1074 - - 1442 - - Stage 1 553 543 - 749 696 - - - - - - - Stage 2 727 692 - 549 543 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 266 315 579 193 318 913 1074 - - 1442 - - Mov Cap-2 Maneuver 266 315 - 193 318 - - - - - - - Stage 1 522 541 - 707 657 - - - - - - - Stage 2 637 653 - 345 541 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 24.5 23.7 2.5 0 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1074 - - 269 579 268 1442 - - HCM Lane V/C Ratio 0.056 - - 0.606 0.357 0.284 0.004 - - HCM Control Delay (s) 8.5 - - 37 14.6 23.7 7.5 - - HCM Lane LOS A - - E B C A - - HCM 95th %tile Q(veh) 0.2 - - 3.6 1.6 1.1 0 - - HCM 2010 TWSC Intersection #8 Water Edge TIS 8: Turnberry Road & Country Club Road 2040 Phase 1&2 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 454.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 450 60 60 5 15 5 210 425 30 5 240 315 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 - - 50 - - - 175 - - 300 - 235 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 489 65 65 5 16 5 228 462 33 5 261 342 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1218 1223 261 1239 1207 478 261 0 0 495 0 0 Stage 1 272 272 - 935 935 - - - - - - - Stage 2 946 951 - 304 272 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver ~ 157 179 778 152 183 587 1303 - - 1069 - - Stage 1 734 685 - 318 344 - - - - - - - Stage 2 ~ 314 338 - 705 685 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 123 147 778 79 150 587 1303 - - 1069 - - Mov Cap-2 Maneuver ~ 123 147 - 79 150 - - - - - - - Stage 1 606 682 - 262 284 - - - - - - - Stage 2 ~ 242 279 - 581 682 - - - - - - - Approach EB WB NB SB HCM Control Delay, s $ 1446.8 35.2 2.6 0.1 HCM LOS F E Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1303 - - 125 778 146 1069 - - HCM Lane V/C Ratio 0.175 - - 4.435 0.084 0.186 0.005 - - HCM Control Delay (s) 8.3 - $ - 1615.8 10.1 35.2 8.4 - - HCM Lane LOS A - - F B E A - - HCM 95th %tile Q(veh) 0.6 - - 57.3 0.3 0.7 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 AWSC Intersection #9 Water Edge TIS 9: Adriel Drive/Mountain Vista Drive (CR 50) & Turnberry Road 2040 Phase 1&2 AM Synchro 8 Report 2/4/2016 Page 1 Intersection Intersection Delay, s/veh 43.5 Intersection LOS E Movement EBU EBL EBT WBU WBT WBR SBU SBL SBR Vol, veh/h 0 10 35 0 10 195 0 705 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2222 2 Mvmt Flow 0 11 38 0 11 212 0 766 5 Number of Lanes 0 0 1 0 1001 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 9.9 11 55 HCM LOS A B F Lane EBLn1 WBLn1 SBLn1 Vol Left, % 22% 0% 99% Vol Thru, % 78% 5% 0% Vol Right, % 0% 95% 1% Sign Control Stop Stop Stop Traffic Vol by Lane 45 205 710 LT Vol 10 0 705 Through Vol 35 10 0 RT Vol 0 195 5 Lane Flow Rate 49 223 772 Geometry Grp 1 1 1 Degree of Util (X) 0.085 0.334 1 Departure Headway (Hd) 6.291 5.389 4.835 Convergence, Y/N Yes Yes Yes Cap 575 675 741 Service Time 4.271 3.355 2.929 HCM Lane V/C Ratio 0.085 0.33 1.042 HCM Control Delay 9.9 11 55 HCM Lane LOS A B F HCM 95th-tile Q 0.3 1.5 16.5 HCM 2010 AWSC Intersection #9 Water Edge TIS 9: Adriel Drive/Mountain Vista Drive (CR 50) & Turnberry Road 2040 Phase 1&2 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Intersection Delay, s/veh 31.3 Intersection LOS D Movement EBU EBL EBT WBU WBT WBR SBU SBL SBR Vol, veh/h 0 15 20 0 35 615 0 370 25 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2222 2 Mvmt Flow 0 16 22 0 38 668 0 402 27 Number of Lanes 0 0 1 0 1001 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 9.9 37.9 22.4 HCM LOS A E C Lane EBLn1 WBLn1 SBLn1 Vol Left, % 43% 0% 94% Vol Thru, % 57% 5% 0% Vol Right, % 0% 95% 6% Sign Control Stop Stop Stop Traffic Vol by Lane 35 650 395 LT Vol 15 0 370 Through Vol 20 35 0 RT Vol 0 615 25 Lane Flow Rate 38 707 429 Geometry Grp 1 1 1 Degree of Util (X) 0.068 0.919 0.712 Departure Headway (Hd) 6.41 4.84 5.967 Convergence, Y/N Yes Yes Yes Cap 557 756 610 Service Time 4.471 2.84 3.971 HCM Lane V/C Ratio 0.068 0.935 0.703 HCM Control Delay 9.9 37.9 22.4 HCM Lane LOS A E C HCM 95th-tile Q 0.2 12.7 5.8 HCM 2010 TWSC Intersection #10 Water Edge TIS 10: Timberline Drive & Mountain Vista Drive (CR 50) 2040 Phase 1&2 AM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 9.4 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 435 330 165 125 90 80 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 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 473 359 179 136 98 87 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 832 0 1147 652 Stage 1 - - - - 652 - Stage 2 - - - - 495 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 801 - 220 468 Stage 1 - - - - 518 - Stage 2 - - - - 613 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 801 - 167 468 Mov Cap-2 Maneuver - - - - 167 - Stage 1 - - - - 518 - Stage 2 - - - - 465 - Approach EB WB NB HCM Control Delay, s 0 6.1 57.6 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 239 - - 801 - HCM Lane V/C Ratio 0.773 - - 0.224 - HCM Control Delay (s) 57.6 - - 10.8 0 HCM Lane LOS F - - B A HCM 95th %tile Q(veh) 5.6 - - 0.9 - HCM 2010 TWSC Intersection #10 Water Edge TIS 10: Timberline Drive & Mountain Vista Drive (CR 50) 2040 Phase 1&2 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 216.8 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 230 180 150 555 290 190 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 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 250 196 163 603 315 207 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 446 0 1277 348 Stage 1 - - - - 348 - Stage 2 - - - - 929 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1114 - ~ 184 695 Stage 1 - - - - 715 - Stage 2 - - - - 385 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1114 - ~ 144 695 Mov Cap-2 Maneuver - - - - ~ 144 - Stage 1 - - - - 715 - Stage 2 - - - - ~ 300 - Approach EB WB NB HCM Control Delay, s 0 1.9 $ 717.7 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 210 - - 1114 - HCM Lane V/C Ratio 2.484 - - 0.146 - HCM Control Delay (s) $ 717.7 - - 8.8 0 HCM Lane LOS F - - A A HCM 95th %tile Q(veh) 43.5 - - 0.5 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 Signalized Intersection Summary Intersection #11 Water Edge TIS 11: Lemay Avenue & Vine Drive 2040 Phase 1&2 AM Synchro 8 Report 2/4/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 20 190 110 180 320 155 50 405 75 75 780 45 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1810 1788 1863 1810 1788 1788 1863 1788 1788 1937 1788 Adj Flow Rate, veh/h 23 221 128 209 372 180 58 471 87 87 907 52 Adj No. of Lanes 121121121121 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 252252222222 Cap, veh/h 335 809 341 476 1108 473 247 1376 574 392 1480 594 Arrive On Green 0.03 0.24 0.22 0.12 0.32 0.31 0.03 0.39 0.38 0.05 0.40 0.39 Sat Flow, veh/h 1774 3438 1520 1774 3438 1520 1703 3539 1520 1703 3681 1520 Grp Volume(v), veh/h 23 221 128 209 372 180 58 471 87 87 907 52 Grp Sat Flow(s),veh/h/ln 1774 1719 1520 1774 1719 1520 1703 1770 1520 1703 1840 1520 Q Serve(g_s), s 0.9 4.7 6.4 7.5 7.4 8.3 1.9 8.4 3.4 2.8 17.6 1.9 Cycle Q Clear(g_c), s 0.9 4.7 6.4 7.5 7.4 8.3 1.9 8.4 3.4 2.8 17.6 1.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 335 809 341 476 1108 473 247 1376 574 392 1480 594 V/C Ratio(X) 0.07 0.27 0.38 0.44 0.34 0.38 0.23 0.34 0.15 0.22 0.61 0.09 Avail Cap(c_a), veh/h 419 809 341 505 1108 473 303 1376 574 425 1480 594 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 24.6 28.1 29.6 20.2 23.2 24.2 17.8 19.4 18.5 16.1 21.3 17.3 Incr Delay (d2), s/veh 0.1 0.8 3.1 0.6 0.8 2.3 0.5 0.7 0.6 0.3 1.9 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 2.3 3.0 3.7 3.6 3.8 0.9 4.3 1.5 1.3 9.3 0.9 LnGrp Delay(d),s/veh 24.6 28.9 32.7 20.9 24.0 26.6 18.3 20.1 19.0 16.4 23.2 17.6 LnGrp LOS CCCCCCBCBBCB Approach Vol, veh/h 372 761 616 1046 Approach Delay, s/veh 30.0 23.8 19.7 22.4 Approach LOS C C B C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.1 41.2 14.6 26.2 9.3 40.0 6.7 34.0 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 6.0 34.0 11.0 17.0 6.0 34.0 6.0 22.0 Max Q Clear Time (g_c+I1), s 3.9 19.6 9.5 8.4 4.8 10.4 2.9 10.3 Green Ext Time (p_c), s 0.0 5.7 0.1 2.3 0.0 6.8 0.0 2.7 Intersection Summary HCM 2010 Ctrl Delay 23.2 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Intersection #11 Water Edge TIS 11: Lemay Avenue & Vine Drive 2040 Phase 1&2 PM Synchro 8 Report 2/4/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 35 360 135 140 270 175 80 965 280 140 630 60 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1810 1788 1863 1810 1788 1788 1863 1788 1788 1937 1788 Adj Flow Rate, veh/h 41 419 157 163 314 203 93 1122 326 163 733 70 Adj No. of Lanes 121121121121 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 252252222222 Cap, veh/h 346 808 340 362 1010 430 325 1376 574 227 1493 599 Arrive On Green 0.04 0.23 0.22 0.10 0.29 0.28 0.05 0.39 0.38 0.07 0.41 0.39 Sat Flow, veh/h 1774 3438 1520 1774 3438 1520 1703 3539 1520 1703 3681 1520 Grp Volume(v), veh/h 41 419 157 163 314 203 93 1122 326 163 733 70 Grp Sat Flow(s),veh/h/ln 1774 1719 1520 1774 1719 1520 1703 1770 1520 1703 1840 1520 Q Serve(g_s), s 1.5 9.6 8.0 5.9 6.4 10.0 3.0 25.5 15.3 5.3 13.3 2.6 Cycle Q Clear(g_c), s 1.5 9.6 8.0 5.9 6.4 10.0 3.0 25.5 15.3 5.3 13.3 2.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 346 808 340 362 1010 430 325 1376 574 227 1493 599 V/C Ratio(X) 0.12 0.52 0.46 0.45 0.31 0.47 0.29 0.82 0.57 0.72 0.49 0.12 Avail Cap(c_a), veh/h 414 808 340 424 1010 430 353 1376 574 227 1493 599 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 24.2 30.0 30.2 21.5 24.7 26.7 16.5 24.6 22.2 20.9 19.9 17.3 Incr Delay (d2), s/veh 0.2 2.4 4.5 0.9 0.8 3.7 0.5 5.4 4.0 10.5 1.2 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 0.8 4.8 3.8 2.9 3.1 4.6 1.4 13.5 7.1 3.1 7.0 1.2 LnGrp Delay(d),s/veh 24.4 32.4 34.7 22.4 25.5 30.4 17.0 30.0 26.2 31.4 21.0 17.7 LnGrp LOS CCCCCCBCCCCB Approach Vol, veh/h 617 680 1541 966 Approach Delay, s/veh 32.4 26.2 28.4 22.5 Approach LOS CCCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.5 41.5 12.9 26.1 11.0 40.0 7.6 31.4 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 6.0 34.0 11.0 17.0 6.0 34.0 6.0 22.0 Max Q Clear Time (g_c+I1), s 5.0 15.3 7.9 11.6 7.3 27.5 3.5 12.0 Green Ext Time (p_c), s 0.0 9.9 0.1 2.1 0.0 4.7 0.0 3.1 Intersection Summary HCM 2010 Ctrl Delay 27.2 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Intersection #12 Water Edge TIS 12: Vine Drive & Timberline Drive 2040 Phase 1&2 AM Synchro 8 Report 2/4/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 55 110 175 185 240 10 120 135 30 5 100 90 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 60 120 190 201 261 11 130 147 33 5 109 98 Adj No. of Lanes 010010010010 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, % 222222222222 Cap, veh/h 148 296 419 336 408 16 259 279 57 45 324 282 Arrive On Green 0.51 0.51 0.51 0.51 0.51 0.51 0.36 0.36 0.36 0.36 0.36 0.36 Sat Flow, veh/h 198 579 820 546 799 32 569 784 161 11 912 794 Grp Volume(v), veh/h 370 0 0 473 0 0 310 0 0 212 0 0 Grp Sat Flow(s),veh/h/ln 1596 0 0 1377 0 0 1514 0 0 1717 0 0 Q Serve(g_s), s 0.0 0.0 0.0 11.4 0.0 0.0 6.1 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 12.4 0.0 0.0 23.8 0.0 0.0 14.3 0.0 0.0 8.1 0.0 0.0 Prop In Lane 0.16 0.51 0.42 0.02 0.42 0.11 0.02 0.46 Lane Grp Cap(c), veh/h 862 0 0 761 0 0 595 0 0 651 0 0 V/C Ratio(X) 0.43 0.00 0.00 0.62 0.00 0.00 0.52 0.00 0.00 0.33 0.00 0.00 Avail Cap(c_a), veh/h 862 0 0 761 0 0 595 0 0 651 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 13.7 0.0 0.0 16.6 0.0 0.0 23.1 0.0 0.0 21.3 0.0 0.0 Incr Delay (d2), s/veh 1.6 0.0 0.0 3.8 0.0 0.0 3.2 0.0 0.0 1.3 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 6.1 0.0 0.0 9.6 0.0 0.0 6.7 0.0 0.0 4.1 0.0 0.0 LnGrp Delay(d),s/veh 15.3 0.0 0.0 20.4 0.0 0.0 26.3 0.0 0.0 22.6 0.0 0.0 LnGrp LOS B C C C Approach Vol, veh/h 370 473 310 212 Approach Delay, s/veh 15.3 20.4 26.3 22.6 Approach LOS B C C C Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 38.0 52.0 38.0 52.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 32.0 46.0 32.0 46.0 Max Q Clear Time (g_c+I1), s 10.1 14.4 16.3 25.8 Green Ext Time (p_c), s 3.4 7.0 3.0 6.1 Intersection Summary HCM 2010 Ctrl Delay 20.7 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Intersection #12 Water Edge TIS 12: Vine Drive & Timberline Drive 2040 Phase 1&2 PM Synchro 8 Report 2/4/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 100 270 120 90 195 15 145 345 95 10 205 65 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 109 293 130 98 212 16 158 375 103 11 223 71 Adj No. of Lanes 010010010010 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, % 222222222222 Cap, veh/h 157 374 156 175 356 25 210 437 115 52 612 189 Arrive On Green 0.41 0.41 0.41 0.41 0.41 0.41 0.46 0.46 0.46 0.46 0.46 0.46 Sat Flow, veh/h 266 910 380 299 867 60 352 958 253 23 1344 415 Grp Volume(v), veh/h 532 0 0 326 0 0 636 0 0 305 0 0 Grp Sat Flow(s),veh/h/ln 1556 0 0 1226 0 0 1563 0 0 1782 0 0 Q Serve(g_s), s 8.4 0.0 0.0 0.0 0.0 0.0 23.4 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 27.9 0.0 0.0 19.4 0.0 0.0 33.4 0.0 0.0 10.1 0.0 0.0 Prop In Lane 0.20 0.24 0.30 0.05 0.25 0.16 0.04 0.23 Lane Grp Cap(c), veh/h 688 0 0 556 0 0 762 0 0 853 0 0 V/C Ratio(X) 0.77 0.00 0.00 0.59 0.00 0.00 0.83 0.00 0.00 0.36 0.00 0.00 Avail Cap(c_a), veh/h 688 0 0 556 0 0 762 0 0 853 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 23.6 0.0 0.0 20.4 0.0 0.0 22.2 0.0 0.0 16.1 0.0 0.0 Incr Delay (d2), s/veh 8.3 0.0 0.0 4.5 0.0 0.0 10.4 0.0 0.0 1.2 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 13.4 0.0 0.0 7.1 0.0 0.0 16.5 0.0 0.0 5.2 0.0 0.0 LnGrp Delay(d),s/veh 31.9 0.0 0.0 24.8 0.0 0.0 32.7 0.0 0.0 17.2 0.0 0.0 LnGrp LOS C C C B Approach Vol, veh/h 532 326 636 305 Approach Delay, s/veh 31.9 24.8 32.7 17.2 Approach LOS C C C B Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 47.0 43.0 47.0 43.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 41.0 37.0 41.0 37.0 Max Q Clear Time (g_c+I1), s 12.1 29.9 35.4 21.4 Green Ext Time (p_c), s 7.8 3.3 3.0 5.4 Intersection Summary HCM 2010 Ctrl Delay 28.4 HCM 2010 LOS C HCM 2010 Roundabout Intersection A Water Edge TIS 34: Brightwater Drive & Morningstar Drive Collector & Morningstar Way 2040 Phase 1&2 AM Synchro 8 Report 2/4/2016 Page 1 Intersection Intersection Delay, s/veh 3.6 Intersection LOS A Approach WB NB SB SE Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 32 21 32 43 Demand Flow Rate, veh/h 32 21 32 44 Vehicles Circulating, veh/h 15 50 32 32 Vehicles Exiting, veh/h 56 26 15 32 Follow-Up Headway, s 3.186 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 3.5 3.5 3.6 3.7 Approach LOS AAAA Lane Left Left Left Left Designated Moves LR LTR LTR LR Assumed Moves LR LTR LTR LR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 5.193 Entry Flow, veh/h 32 21 32 44 Cap Entry Lane, veh/h 1113 1075 1094 1094 Entry HV Adj Factor 1.000 0.995 0.990 0.975 Flow Entry, veh/h 32 21 32 43 Cap Entry, veh/h 1113 1070 1084 1067 V/C Ratio 0.029 0.020 0.029 0.040 Control Delay, s/veh 3.5 3.5 3.6 3.7 LOSAAAA 95th %tile Queue, veh 0000 HCM 2010 Roundabout Intersection A Water Edge TIS 34: Brightwater Drive & Morningstar Drive Collector & Morningstar Way 2040 Phase 1&2 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Intersection Delay, s/veh 3.7 Intersection LOS A Approach WB NB SB SE Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 70 26 27 43 Demand Flow Rate, veh/h 71 26 27 44 Vehicles Circulating, veh/h 26 50 60 33 Vehicles Exiting, veh/h 50 27 37 54 Follow-Up Headway, s 3.186 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 3.9 3.6 3.6 3.7 Approach LOS AAAA Lane Left Left Left Left Designated Moves LR LTR LTR LR Assumed Moves LR LTR LTR LR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 5.193 Entry Flow, veh/h 71 26 27 44 Cap Entry Lane, veh/h 1101 1075 1064 1093 Entry HV Adj Factor 0.986 0.988 0.992 0.975 Flow Entry, veh/h 70 26 27 43 Cap Entry, veh/h 1085 1062 1056 1066 V/C Ratio 0.064 0.024 0.025 0.040 Control Delay, s/veh 3.9 3.6 3.6 3.7 LOSAAAA 95th %tile Queue, veh 0000 HCM 2010 TWSC Intersection B Water Edge TIS 14: Turnberry Road & Morningstar Drive Collector 2040 Phase 1&2 AM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 6.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 20 10 110 115 20 20 35 70 50 10 145 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 100 - - 100 - - 100 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 22 11 120 125 22 22 38 76 54 11 158 11 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 386 392 163 429 369 103 168 0 0 130 0 0 Stage 1 185 185 - 179 179 - - - - - - - Stage 2 201 207 - 250 190 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 573 544 882 536 560 952 1410 - - 1455 - - Stage 1 817 747 - 823 751 - - - - - - - Stage 2 801 731 - 754 743 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 529 525 882 444 541 952 1410 - - 1455 - - Mov Cap-2 Maneuver 529 525 - 444 541 - - - - - - - Stage 1 795 741 - 801 731 - - - - - - - Stage 2 739 711 - 637 737 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.4 14.8 1.7 0.5 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1410 - - 529 835 444 690 1455 - - HCM Lane V/C Ratio 0.027 - - 0.041 0.156 0.282 0.063 0.007 - - HCM Control Delay (s) 7.6 - - 12.1 10.1 16.3 10.6 7.5 - - HCM Lane LOS A - - B B C B A - - HCM 95th %tile Q(veh) 0.1 - - 0.1 0.6 1.1 0.2 0 - - HCM 2010 TWSC Intersection B Water Edge TIS 14: Turnberry Road & Morningstar Drive Collector 2040 Phase 1&2 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 7.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 15 20 65 100 20 15 115 155 115 20 245 25 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 100 - - 100 - - 100 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 16 22 71 109 22 16 125 168 125 22 266 27 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 823 866 280 851 818 231 293 0 0 293 0 0 Stage 1 323 323 - 481 481 - - - - - - - Stage 2 500 543 - 370 337 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 292 291 759 280 311 808 1269 - - 1269 - - Stage 1 689 650 - 566 554 - - - - - - - Stage 2 553 520 - 650 641 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 246 258 759 217 276 808 1269 - - 1269 - - Mov Cap-2 Maneuver 246 258 - 217 276 - - - - - - - Stage 1 621 639 - 510 499 - - - - - - - Stage 2 467 469 - 560 630 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 14.5 31.5 2.4 0.5 HCM LOS B D Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1269 - - 246 521 217 384 1269 - - HCM Lane V/C Ratio 0.099 - - 0.066 0.177 0.501 0.099 0.017 - - HCM Control Delay (s) 8.1 - - 20.7 13.4 37.2 15.4 7.9 - - HCM Lane LOS A - - C B E C A - - HCM 95th %tile Q(veh) 0.3 - - 0.2 0.6 2.5 0.3 0.1 - - HCM 2010 TWSC Intersection C Water Edge TIS 79: Turnberry Road 2040 Phase 1&2 AM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 1.7 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 30 10 105 10 5 90 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 100 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 33 11 114 11 5 98 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 229 120 0 0 125 0 Stage 1 120 - - - - - Stage 2 109 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 759 931 - - 1462 - Stage 1 905 - - - - - Stage 2 916 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 756 931 - - 1462 - Mov Cap-2 Maneuver 760 - - - - - Stage 1 905 - - - - - Stage 2 913 - - - - - Approach WB NB SB HCM Control Delay, s 9.8 0 0.4 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 797 1462 - HCM Lane V/C Ratio - - 0.055 0.004 - HCM Control Delay (s) - - 9.8 7.5 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - 0.2 0 - HCM 2010 TWSC Intersection C Water Edge TIS 79: Turnberry Road 2040 Phase 1&2 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 1 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 20 5 110 35 10 130 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 100 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 22 5 120 38 11 141 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 302 139 0 0 158 0 Stage 1 139 - - - - - Stage 2 163 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 690 909 - - 1422 - Stage 1 888 - - - - - Stage 2 866 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 685 909 - - 1422 - Mov Cap-2 Maneuver 711 - - - - - Stage 1 888 - - - - - Stage 2 859 - - - - - Approach WB NB SB HCM Control Delay, s 10 0 0.5 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 743 1422 - HCM Lane V/C Ratio - - 0.037 0.008 - HCM Control Delay (s) - - 10 7.6 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.1 0 - HCM 2010 TWSC Intersection D Water Edge TIS 31: Turnberry Road & Serramonte Drive 2040 Phase 1&2 AM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 1 5 30 1 10 5 105 10 5 115 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 - - - - - - 100 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 1 5 33 1 11 5 114 11 5 125 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 275 275 128 272 271 120 130 0 0 125 0 0 Stage 1 139 139 - 130 130 - - - - - - - Stage 2 136 136 - 142 141 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 677 632 922 680 636 931 1455 - - 1462 - - Stage 1 864 782 - 874 789 - - - - - - - Stage 2 867 784 - 861 780 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 665 628 922 672 632 931 1455 - - 1462 - - Mov Cap-2 Maneuver 665 628 - 672 632 - - - - - - - Stage 1 861 779 - 871 786 - - - - - - - Stage 2 853 781 - 852 777 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.8 10.3 0.3 0.3 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1455 - - 757 720 1462 - - HCM Lane V/C Ratio 0.004 - - 0.016 0.062 0.004 - - HCM Control Delay (s) 7.5 - - 9.8 10.3 7.5 - - HCM Lane LOS A - - A B A - - HCM 95th %tile Q(veh) 0 - - 0 0.2 0 - - HCM 2010 TWSC Intersection D Water Edge TIS 31: Turnberry Road & Serramonte Drive 2040 Phase 1&2 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 1.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 1 5 20 1 5 5 140 35 10 140 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 - - - - - - 100 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 1 5 22 1 5 5 152 38 11 152 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 362 378 155 362 361 171 158 0 0 190 0 0 Stage 1 177 177 - 182 182 - - - - - - - Stage 2 185 201 - 180 179 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 594 554 891 594 566 873 1422 - - 1384 - - Stage 1 825 753 - 820 749 - - - - - - - Stage 2 817 735 - 822 751 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 584 548 891 584 560 873 1422 - - 1384 - - Mov Cap-2 Maneuver 584 548 - 584 560 - - - - - - - Stage 1 822 747 - 817 746 - - - - - - - Stage 2 808 732 - 809 745 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.3 11.1 0.2 0.5 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1422 - - 688 623 1384 - - HCM Lane V/C Ratio 0.004 - - 0.017 0.045 0.008 - - HCM Control Delay (s) 7.5 - - 10.3 11.1 7.6 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - - HCM 2010 Roundabout Intersection E Water Edge TIS 40: Bar Harbor Drive 2040 Phase 1&2 AM Synchro 8 Report 2/4/2016 Page 1 Intersection Intersection Delay, s/veh 3.5 Intersection LOS A Approach EB NB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 22 27 32 Demand Flow Rate, veh/h 22 27 32 Vehicles Circulating, veh/h 16 11 16 Vehicles Exiting, veh/h 32 27 22 Follow-Up Headway, s 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.4 3.4 3.5 Approach LOS A A A Lane Left Left Left Designated Moves LR LT TR Assumed Moves LR LT TR RT Channelized Lane Util 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 Entry Flow, veh/h 22 27 32 Cap Entry Lane, veh/h 1112 1118 1112 Entry HV Adj Factor 1.000 0.992 0.990 Flow Entry, veh/h 22 27 32 Cap Entry, veh/h 1112 1109 1101 V/C Ratio 0.020 0.024 0.029 Control Delay, s/veh 3.4 3.4 3.5 LOS A A A 95th %tile Queue, veh 0 0 0 HCM 2010 Roundabout Intersection E Water Edge TIS 40: Bar Harbor Drive 2040 Phase 1&2 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Intersection Delay, s/veh 3.5 Intersection LOS A Approach EB NB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 32 27 32 Demand Flow Rate, veh/h 32 27 32 Vehicles Circulating, veh/h 16 16 16 Vehicles Exiting, veh/h 32 32 27 Follow-Up Headway, s 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.5 3.5 3.5 Approach LOS A A A Lane Left Left Left Designated Moves LR LT TR Assumed Moves LR LT TR RT Channelized Lane Util 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 Entry Flow, veh/h 32 27 32 Cap Entry Lane, veh/h 1112 1112 1112 Entry HV Adj Factor 1.000 0.992 0.990 Flow Entry, veh/h 32 27 32 Cap Entry, veh/h 1112 1103 1101 V/C Ratio 0.029 0.024 0.029 Control Delay, s/veh 3.5 3.5 3.5 LOS A A A 95th %tile Queue, veh 0 0 0 HCM 2010 TWSC Intersection F Water Edge TIS 56: Bar Harbor Drive & Richards Lake Road (CR 52) 2040 Phase 1&2 AM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 10 50 5 5 95 5 5 5 5 15 5 25 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 54 5 5 103 5 5 5 5 16 5 27 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 109 0 0 60 0 0 212 199 57 201 199 106 Stage 1 - - - - - - 79 79 - 117 117 - Stage 2 - - - - - - 133 120 - 84 82 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1481 - - 1544 - - 745 697 1009 757 697 948 Stage 1 - - - - - - 930 829 - 888 799 - Stage 2 - - - - - - 870 796 - 924 827 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1481 - - 1544 - - 713 690 1009 742 690 948 Mov Cap-2 Maneuver - - - - - - 713 690 - 742 690 - Stage 1 - - - - - - 923 823 - 881 796 - Stage 2 - - - - - - 837 793 - 906 821 - Approach EB WB NB SB HCM Control Delay, s 1.1 0.3 9.7 9.6 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 781 1481 - - 1544 - - 836 HCM Lane V/C Ratio 0.021 0.007 - - 0.004 - - 0.059 HCM Control Delay (s) 9.7 7.4 - - 7.3 - - 9.6 HCM Lane LOS A A - - A - - A HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.2 HCM 2010 TWSC Intersection F Water Edge TIS 56: Bar Harbor Drive & Richards Lake Road (CR 52) 2040 Phase 1&2 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 15 115 5 5 100 15 5 5 5 10 5 15 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 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 16 125 5 5 109 16 5 5 5 11 5 16 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 125 0 0 130 0 0 299 296 128 294 291 117 Stage 1 - - - - - - 160 160 - 128 128 - Stage 2 - - - - - - 139 136 - 166 163 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1462 - - 1455 - - 653 616 922 658 619 935 Stage 1 - - - - - - 842 766 - 876 790 - Stage 2 - - - - - - 864 784 - 836 763 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1462 - - 1455 - - 630 607 922 643 610 935 Mov Cap-2 Maneuver - - - - - - 630 607 - 643 610 - Stage 1 - - - - - - 833 758 - 866 787 - Stage 2 - - - - - - 840 781 - 816 755 - Approach EB WB NB SB HCM Control Delay, s 0.8 0.3 10.3 10 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 695 1462 - - 1455 - - 754 HCM Lane V/C Ratio 0.023 0.011 - - 0.004 - - 0.043 HCM Control Delay (s) 10.3 7.5 - - 7.5 - - 10 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1 HCM 2010 TWSC Intersection G Water Edge TIS 67: Thoreau Drive & Richards Lake Road (CR 52) 2040 Phase 1&2 AM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 3.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 10 55 5 5 75 5 5 5 10 10 5 25 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 0 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 60 5 5 82 5 5 5 11 11 5 27 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 87 0 0 65 0 0 195 182 63 187 182 84 Stage 1 - - - - - - 84 84 - 95 95 - Stage 2 - - - - - - 111 98 - 92 87 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1509 - - 1537 - - 764 712 1002 774 712 975 Stage 1 - - - - - - 924 825 - 912 816 - Stage 2 - - - - - - 894 814 - 915 823 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1509 - - 1537 - - 732 705 1002 755 705 975 Mov Cap-2 Maneuver - - - - - - 732 705 - 755 705 - Stage 1 - - - - - - 917 819 - 905 813 - Stage 2 - - - - - - 860 811 - 893 817 - Approach EB WB NB SB HCM Control Delay, s 1.1 0.4 9.4 9.4 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 837 1509 - - 1537 - - 870 HCM Lane V/C Ratio 0.026 0.007 - - 0.004 - - 0.05 HCM Control Delay (s) 9.4 7.4 - - 7.4 - - 9.4 HCM Lane LOS A A - - A - - A HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.2 HCM 2010 TWSC Intersection G Water Edge TIS 67: Thoreau Drive & Richards Lake Road (CR 52) 2040 Phase 1&2 PM Synchro 8 Report 2/4/2016 Page 1 Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 15 110 5 10 100 10 5 5 5 10 5 15 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 100 - - 0 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 16 120 5 11 109 11 5 5 5 11 5 16 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 120 0 0 125 0 0 302 296 122 296 294 114 Stage 1 - - - - - - 155 155 - 136 136 - Stage 2 - - - - - - 147 141 - 160 158 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1468 - - 1462 - - 650 616 929 656 617 939 Stage 1 - - - - - - 847 769 - 867 784 - Stage 2 - - - - - - 856 780 - 842 767 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1468 - - 1462 - - 625 605 929 639 606 939 Mov Cap-2 Maneuver - - - - - - 625 605 - 639 606 - Stage 1 - - - - - - 838 761 - 858 778 - Stage 2 - - - - - - 829 774 - 822 759 - Approach EB WB NB SB HCM Control Delay, s 0.9 0.6 10.3 10 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 693 1468 - - 1462 - - 752 HCM Lane V/C Ratio 0.024 0.011 - - 0.007 - - 0.043 HCM Control Delay (s) 10.3 7.5 - - 7.5 - - 10 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1 Rolling Hour West East South North Pedestrain Crossings U-Turn Westbound Northbound Southbound U-RightTurn Left Thru U-RightTurn Left Thru U-RightTurn Left Thru 4:00:00 PM 0 14 37 23 0 12 26 3 0 33 54 18 0 2 37 6 265 1,150 0 0 0 0 4:15:00 PM 0 17 36 22 0 27 38 2 0 32 60 17 0 0 45 10 306 1,179 0 0 0 0 4:30:00 PM 0 10 53 18 0 29 32 2 0 22 54 10 0 4 43 12 289 1,166 4 0 0 0 4:45:00 PM 0 15 46 19 0 19 47 3 0 30 53 15 0 1 31 11 290 1,190 0 0 0 0 5:00:00 PM 0 18 55 22 0 18 30 2 0 29 62 18 0 2 24 14 294 1,176 0 0 0 0 5:15:00 PM 0 16 50 26 0 19 32 2 0 38 50 15 0 2 31 12 293 0 0 1 0 5:30:00 PM 0 18 59 28 0 15 43 4 0 16 55 26 0 3 39 7 313 0 0 0 0 5:45:00 PM 0 12 59 23 0 16 26 2 0 23 55 18 0 2 29 11 276 0 0 0 0 Count Total 012039501552740223443016279 18120137 83 2,326 4 0 1 0 Peak Hour 0 67 210 95 0 71 152 11 0 113 220 74 0 8 125 44 1,190 6 0 0 0 Rolling Hour West East South North Pedestrain Crossings U-Turn Westbound Northbound Southbound U-RightTurn Left Thru U-RightTurn Left Thru U-RightTurn Left Thru 4:00:00 PM 0 11 37 28 0 14 23 27 0 18 171 21 0 21 116 9 496 2,041 0 0 0 0 4:15:00 PM 0 7 31 27 0 3 38 27 0 11 196 26 0 13 120 7 506 2,086 0 0 0 0 4:30:00 PM 0 13 60 14 0 13 39 35 0 17 181 10 0 24 127 7 540 2,141 0 0 0 0 4:45:00 PM 0138 8 41 11 0 4 29 37 0 22 157 21 0 21 10 499 2,180 0 0 0 0 5:00:00 PM 0121 5 48 22 0 8 34 35 0 6 198 25 0 23 16 541 2,194 0 0 0 0 5:15:00 PM 0134 11 46 13 0 6 26 37 0 9 218 31 0 23 7 561 0 0 0 0 5:30:00 PM 0136 7 68 26 0 11 43 23 0 11 205 15 0 22 12 579 0 0 0 0 5:45:00 PM 0117 6 43 12 0 8 25 27 0 14 200 22 0 31 8 513 1 0 0 0 Count Total 0683740672570108 153248171 1,0178526 1,009 76 4,235 1 0 0 0 Peak Hour 0 29 205 73 0 33 128 122 0 40 821 93 0 99 508 43 2,194 1 0 0 0 Rolling Hour West East South North Pedestrain Crossings U-Turn Westbound Northbound Southbound U-RightTurn Left Thru U-RightTurn Left Thru U-RightTurn Left Thru 4:00:00 PM 0 0 21 27 0 26 46 0 0 45 0 28 0 0 0 0 193 788 0 0 0 0 4:15:00 PM 0 0 24 22 0 24 49 0 0 35 0 31 0 0 0 0 185 809 0 0 0 0 4:30:00 PM 0 0 29 29 0 29 46 0 0 19 0 23 0 0 0 0 175 839 0 0 0 0 4:45:00 PM 0 0 33 23874 0 36 61 0 0 51 0 31 0 0 0 0 235 0 0 0 0 5:00:00 PM 0 0 39 16812 0 31 53 0 0 31 0 44 0 0 0 0 214 0 0 0 0 5:15:00 PM 0 0 22 23 0 29 64 0 0 43 0 34 0 0 0 0 215 0 0 0 0 5:30:00 PM 0 0 28 34 0 20 52 0 0 38 0 38 0 0 0 0 210 0 0 0 0 5:45:00 PM 0 0 17 20 0 18 55 0 0 41 0 22 0 0 0 0 173 0 0 0 0 Count Total 0021302134260303 1940251 0 0 0 0 0 1,600 0 0 0 0 Peak Hour 0 0 122 96874 0 116 230 0 0 163 0 147 0 0 0 0 0 0 0 1 Rolling Hour West East South North Pedestrain Crossings U-Turn Westbound Northbound Southbound U-RightTurn Left Thru U-RightTurn Left Thru U-RightTurn Left Thru 4:00:00 PM 0 1 7 0 0 0 6 79 0 0 0 0 0 39 0 3 135 542 0 0 0 0 4:15:00 PM 0 2 1 0 0 0 3 73 0 0 0 0 0 39 0 8 126 544 0 0 0 0 4:30:00 PM 0 0 5 0 0 0 6 65 0 0 0 0 0 53 0 3 132 581 0 0 0 0 4:45:00 PM 0 3 7 0592 0 0 6 83 0 0 0 0 0 47 0 3 149 0 0 0 0 5:00:00 PM 0 4 2 0572 1 0 6 81 0 0 0 0 0 36 0 7 137 0 0 0 0 5:15:00 PM 0 2 2 0 0 0 11 88 0 0 0 0 0 54 0 6 163 0 0 0 0 5:30:00 PM 0 1 5 0 0 0 5 80 0 0 0 0 0 49 0 3 143 0 0 0 0 5:45:00 PM 0 0 7 0 0 0 6 90 0 0 0 0 0 24 0 2 129 0 0 0 0 Count Total 0133610490000341 0639 0 0 35 1,114 0 0 0 0 Peak Hour 0 10 16 0592 1 0 28 332 0 0 0 0 0 186 0 19 0 0 0 0 Rolling Hour West East South North Pedestrain Crossings U-Turn Westbound Northbound Southbound U-RightTurn Left Thru U-RightTurn Left Thru U-RightTurn Left Thru 4:00:00 PM 0 55 2 28 0 0 1 0 0 26 30 11 0 0 16 22 191 846 0 1 0 0 4:15:00 PM 0 47 8 24 0 5 6 0 0 33 33 4 0 0 20 22 202 895 0 0 0 0 4:30:00 PM 0 39 6 25 0 5 7 0 0 30 37 6 0 0 28 32 215 943 0 0 0 0 4:45:00 PM 0 41 9 36992 0 2 6 1 0 37 43 9 0 0 18 36 238 0 0 0 0 5:00:00 PM 0 40 8 33973 0 0 4 0 0 43 43 7 0 0 27 35 240 0 0 0 0 5:15:00 PM 0 49 13 48 0 1 0 2 0 41 41 3 0 1 18 33 250 0 0 0 0 5:30:00 PM 0 53 15 31 0 2 3 1 0 44 56 6 0 1 22 30 264 0 0 0 0 5:45:00 PM 0 57 12 28 0 2 2 1 0 36 36 5 0 0 18 22 219 0 1 0 1 Count Total 03817301729029031902167 253551232 1,819 0 2 0 1 Peak Hour 0 183 45 148992 0 5 13 4 0 165 183 25 0 2 85 134 0 3 0 0 Rolling Hour West East South North Pedestrain Crossings U-Turn Westbound Northbound Southbound U-RightTurn Left Thru U-RightTurn Left Thru U-RightTurn Left Thru 4:00:00 PM 0 5 34 8 0 33 29 3 0 18 18 38 0 4 12 0 202 989 0 0 0 0 4:15:00 PM 0 0 35 19 0 35 32 4 0 12 29 61 0 2 15 1 245 1,082 0 0 0 0 4:30:00 PM 0 0 40 14 0 35 24 3 0 21 34 59 0 3 15 1 249 1,083 0 3 0 2 4:45:00 PM 0 2 69 20 0 27 31 6 0 26 32 59 0 9 12 0 293 1,085 2 0 2 0 5:00:00 PM 0 2 60 15 0 36 39 7 0 20 23 67 0 2 24 0 295 1,014 0 0 0 0 5:15:00 PM 0 1 53 8 0 25 31 6 0 22 30 52 0 4 14 0 246 0 0 0 0 5:30:00 PM 0 3 41 10 0 41 31 4 0 19 30 59 0 2 11 0 251 0 0 0 0 5:45:00 PM 0 5 37 13 0 25 25 6 0 24 27 48 0 2 10 0 222 0 0 0 0 Count Total 01836902572420162223028113 10739443 2 2,003 2 3 2 2 Peak Hour 0 8 223 53 0 129 132 23 0 87 115 237 0 17 61 0 ##### 0 0 0 0 Rolling Hour West East South North Pedestrain Crossings U-Turn Westbound Northbound Southbound U-RightTurn Left Thru U-RightTurn Left Thru U-RightTurn Left Thru 4:00:00 PM 0 1 0 1 0 7 0 1 0 5 49 13 0 0 15 0 92 345 0 2 1 0 4:15:00 PM 0 0 0 3 0 4 1 1 0 6 35 15 0 1 22 1 89 354 0 0 0 0 4:30:00 PM 0 0 0 5 0 6 1 0 0 6 32 8 0 1 28 0 87 354 1 0 0 0 4:45:00 PM 0 0 0 1366 0 10 1 1 0 3 32 9 0 2 18 0 77 0 2 0 0 5:00:00 PM 0 0 0 2372 0 10 0 3 0 5 40 10 0 1 30 0 101 0 3 0 0 5:15:00 PM 0 0 0 2 0 5 0 3 0 2 36 10 0 2 29 0 89 0 3 0 0 5:30:00 PM 0 0 0 2 0 7 1 3 0 5 39 14 0 2 26 0 99 0 0 0 0 5:45:00 PM 0 0 0 3 0 9 1 1 0 6 39 9 0 2 12 1 83 1 0 0 0 Count Total 0100585038302011180717 19 13 88 2 2 10 1 0 Peak Hour 0 0 0 9372 0 31 2 10 0 18 154 43 0 7 97 1 1 4 1 2 Rolling Hour West East South North Pedestrain Crossings U-Turn Westbound Northbound Southbound U-RightTurn Left Thru U-RightTurn Left Thru U-RightTurn Left Thru 4:00:00 PM 0 0 0 2 0 1 0 1 0 9 20 4 0 0 6 0 43 184 0 0 0 0 4:15:00 PM 0 0 0 5 0 1 0 1 0 11 13 0 0 3 13 2 49 189 0 0 0 0 4:30:00 PM 0 0 0 6 0 3 0 0 0 6 15 5 0 0 9 1 45 197 3 0 1 0 4:45:00 PM 0 3 0 1214 0 4 0 1 0 6 16 3 0 1 12 0 47 1 0 1 0 5:00:00 PM 0 0 0 5202 0 2 0 0 0 6 14 4 0 3 14 0 48 0 1 0 0 5:15:00 PM 0 1 0 5 0 2 0 2 0 14 15 3 0 0 15 0 57 0 4 0 0 5:30:00 PM 0 1 0 4 0 2 2 3 0 9 15 9 0 1 15 1 62 0 0 0 0 5:45:00 PM 0 0 0 4 0 2 0 0 0 7 12 3 0 0 7 0 35 2 0 0 0 Count Total 05001720681200891386 32 8 31 4 6 5 2 0 Peak Hour 0 5 0 15214 0 10 2 6 0 35 60 19 0 5 56 1 5 0 1 0 Rolling Hour West East South North Pedestrain Crossings U-Turn Westbound Northbound Southbound U-RightTurn Left Thru U-RightTurn Left Thru U-RightTurn Left Thru 4:00:00 PM 0 0 16 3 0 1 11 1 0 6 2 8 0 0 0 0 48 237 0 0 0 0 4:15:00 PM 0 0 21 14 0 3 21 0 0 8 2 3 0 0 0 0 72 251 0 0 0 0 4:30:00 PM 0 1 11 4 0 5 19 0 0 13 1 2 0 0 1 0 57 236 0 0 0 0 4:45:00 PM 0 0 15 8244 0 6 15 0 0 9 1 6 0 0 0 0 60 0 0 0 0 5:00:00 PM 0 0 10 13226 0 5 12 1 0 11 0 8 0 1 1 0 62 0 0 0 0 5:15:00 PM 0 0 14 11 0 2 14 0 0 8 2 5 0 0 1 0 57 0 0 0 0 5:30:00 PM 0 0 13 8 0 6 24 0 0 7 1 4 0 0 1 1 65 0 0 0 0 5:45:00 PM 0 0 6 8 0 0 15 0 0 8 0 5 0 0 0 0 42 0 0 0 0 Count Total 011060281310709014463 69 2 41 1 0 0 0 0 Peak Hour 0 1 57 39251 0 19 67 1 0 41 4 19 0 1 2 0 0 0 0 0 Rolling Hour West East South North Pedestrain Crossings U-Turn Westbound Northbound Southbound U-RightTurn Left Thru U-RightTurn Left Thru U-RightTurn Left Thru 4:00:00 PM 0 0 0 0 0 2 0 2 0 0 2 1 0 1 3 0 11 53 0 0 0 0 4:15:00 PM 0 0 0 0 0 7 0 3 0 0 1 4 0 0 1 0 16 57 0 0 0 8 4:30:00 PM 0 0 0 0 0 3 0 0 0 0 1 4 0 3 3 0 14 56 0 0 0 0 4:45:00 PM 0 0 0 0 0 1 0 2 0 0 3 0 0 2 4 0 12 54 0 0 0 0 5:00:00 PM 0 0 0 0 0 6 0 1 0 0 1 3 0 1 3 0 15 58 0 0 0 0 5:15:00 PM 0 0 0 0 0 4 0 2 0 0 1 3 0 2 3 0 15 0 0 0 0 5:30:00 PM 0 0 0 0 0 3 0 1 0 0 1 2 0 2 3 0 12 0 0 0 0 5:45:00 PM 0 0 0 0 0 5 0 1 0 0 2 2 0 1 5 0 16 0 2 0 0 Count Total 0000310001201225111 0 12 19 0 0 2 0 8 Peak Hour 0 0 0 0 0 18 0 5 0 0 5 10 0 6 14 0 58 0 1 1 2 Rolling Hour West East South North Pedestrain Crossings U-Turn Westbound Northbound Southbound U-RightTurn Left Thru U-RightTurn Left Thru U-RightTurn Left Thru 4:00:00 PM 0 0 25 6 0 0 18 0 0 3 0 0 0 0 0 0 52 242 0 0 0 0 4:15:00 PM 0 0 31 6 0 2 27 0 0 5 0 1 0 0 0 0 72 243 0 0 0 0 4:30:00 PM 0 0 18 5 0 3 25 0 0 2 0 1 0 0 0 0 54 230 0 0 0 0 4:45:00 PM 0 0 23 11239 0 2 21 0 0 6 0 1 0 0 0 0 64 1 0 0 0 5:00:00 PM 0 0 20 8236 0 0 21 0 0 3 0 1 0 0 0 0 53 0 0 0 0 5:15:00 PM 0 0 24 7 0 1 22 0 0 4 0 1 0 0 0 0 59 0 0 0 0 5:30:00 PM 0 0 22 9 0 1 29 0 0 1 0 1 0 0 0 0 63 0 0 0 0 5:45:00 PM 0 0 20 12 0 0 24 0 0 5 0 0 0 0 0 0 61 0 0 0 0 Count Total 00183091870290000478 64 0 6 0 1 0 0 0 Peak Hour 0 0 92 30243 0 7 94 0 0 16 0 4 0 0 0 0 0 0 1 0 Rolling Hour West East South North Pedestrain Crossings U-Turn Westbound Northbound Southbound U-RightTurn Left Thru U-RightTurn Left Thru U-RightTurn Left Thru 4:00:00 PM 0 21 18 2 0 3 10 7 0 18 85 14 0 2 33 21 234 900 0 0 0 0 4:15:00 PM 0 19 12 6 0 8 10 1 0 11 71 13 0 2 36 14 203 922 0 0 0 0 4:30:00 PM 0 18 16 12 0 5 10 2 0 16 75 11 0 1 36 14 216 971 0 0 0 0 4:45:00 PM 0 20 16 12982 0 13 12 5 0 19 75 20 0 5 36 14 247 0 0 0 0 5:00:00 PM 0 28 3 15961 0 4 15 2 0 22 85 19 0 2 39 22 256 0 0 0 0 5:15:00 PM 0 25 14 14 0 9 8 4 0 10 90 11 0 1 50 16 252 0 0 0 0 5:30:00 PM 0 18 11 10 0 7 17 4 0 14 72 11 0 3 33 27 227 0 0 0 0 5:45:00 PM 0 13 5 12 0 5 18 2 0 11 91 12 0 0 32 25 226 0 0 0 0 Count Total 0162950541000121644016295 8327111153 1,861 0 0 0 0 Peak Hour 0 91 44 51982 0 33 52 15 0 65 322 61 0 11 158 79 0 0 0 0 Rolling Hour West East South North Pedestrain Crossings U-Turn Westbound Northbound Southbound U-RightTurn Left Thru U-RightTurn Left Thru U-RightTurn Left Thru 7:00:00 AM 0 12 17 25 0 40 43 0 0 21 16 6 0 0 80 14 274 1,145 0 0 0 0 7:15:00 AM 0 7 18 35 0 33 38 3 0 19 26 6 0 1 75 15 276 1,105 6 0 0 0 7:30:00 AM 0 12 33 40 0 43 42 1 0 28 22 6 0 2 65 12 306 1,070 0 0 0 0 7:45:00 AM 0 7 18 35 0 30 66 2 0 24 22 7 0 1 61 16 289 1,017 0 0 0 0 8:00:00 AM 0 8 18 21975 0 24 38 2 0 23 28 7 0 1 55 9 234 0 0 0 0 8:15:00 AM 0 4 24 19 0 27 38 0 0 23 26 7 0 2 55 16 241 0 0 0 0 8:30:00 AM 0 6 28 24 0 34 38 2 0 18 22 9 0 2 54 16 253 0 0 0 0 8:45:00 AM 0 6 25 21 0 28 46 2 0 22 24 9 0 2 52 10 247 0 0 0 0 Count Total 06218102593490178186011497 2201257108 2,120 6 0 0 0 Peak Hour 0 38 86 135 0 146 189 6 0 92 86 25 0 4 281 57 1,145 6 0 0 0 Rolling Hour West East South North Pedestrain Crossings U-Turn Westbound Northbound Southbound U-RightTurn Left Thru U-RightTurn Left Thru U-RightTurn Left Thru 7:00:00 AM 0 1 19 12 0 12 41 25 0 15 36 7 0 16 145 4 333 1,726 0 0 0 0 7:15:00 AM 0 2 28 14 0 17 42 23 0 9 60 7 0 20 160 20 402 1,799 1 0 0 0 7:30:00 AM 0 5 40 18 0 8 45 31 0 8 100 13 0 23 192 11 494 1,787 0 0 0 0 7:45:00 AM 0194 4 25 20 0 15 55 30 0 14 90 6 0 23 21 497 1,673 0 0 0 0 8:00:00 AM 0141 7 24 8 0 11 44 31 0 18 88 8 0 9 17 406 1,616 0 0 0 0 8:15:00 AM 0154 7 24 14 0 14 38 24 0 19 65 3 0 16 12 390 0 0 0 0 8:30:00 AM 0119 6 29 20 0 10 40 32 0 12 76 7 0 19 10 380 0 0 0 0 8:45:00 AM 0149 5 31 14 0 13 38 38 0 13 108 3 0 15 13 440 0 0 0 0 Count Total 037220010034301086230141 12023454108 1,254 3,342 1 0 0 0 Peak Hour 0 18 117 60 0 51 186 115 0 49 338 34 0 75 687 69 1,799 1 0 0 0 Rolling Hour West East South North Pedestrain Crossings U-Turn Westbound Northbound Southbound U-RightTurn Left Thru U-RightTurn Left Thru U-RightTurn Left Thru 7:00:00 AM 0 0 60 57 0 31 14 0 0 8 0 12 0 0 0 0 182 753 0 0 0 0 7:15:00 AM 0 0 75 39 0 35 13 0 0 13 0 22 0 0 0 0 197 729 0 0 0 0 7:30:00 AM 0 0 65 54 0 30 15 0 0 8 0 15 0 0 0 0 187 711 0 0 0 0 7:45:00 AM 0 0 57 44673 0 31 24 0 0 19 0 12 0 0 0 0 187 0 0 0 0 8:00:00 AM 0 0 43 33633 0 25 27 0 0 18 0 12 0 0 0 0 158 0 0 0 1 8:15:00 AM 0 0 41 43 0 30 30 0 0 17 0 18 0 0 0 0 179 0 0 0 0 8:30:00 AM 0 0 43 45 0 22 15 0 0 18 0 6 0 0 0 0 149 0 0 0 0 8:45:00 AM 0 0 23 40 0 28 25 0 0 17 0 14 0 0 0 0 147 0 0 0 1 Count Total 0040702321630118 3550111 0 0 0 0 0 1,386 0 0 0 2 Peak Hour 0 0 257 194753 0 127 66 0 0 48 0 61 0 0 0 0 0 0 0 1 Rolling Hour West East South North Pedestrain Crossings U-Turn Westbound Northbound Southbound U-RightTurn Left Thru U-RightTurn Left Thru U-RightTurn Left Thru 7:00:00 AM 0 2 12 0 0 0 2 19 0 0 0 0 0 107 0 0 142 552 0 0 0 0 7:15:00 AM 0 0 4 0 0 0 1 24 0 0 0 0 0 101 0 1 131 536 0 0 0 0 7:30:00 AM 0 1 7 0 0 0 1 17 0 0 0 0 0 118 0 3 147 520 0 0 0 0 7:45:00 AM 0 4 5 0498 0 0 4 40 0 0 0 0 0 79 0 0 132 0 0 0 0 8:00:00 AM 0 4 6 0457 0 0 1 46 0 0 0 0 0 69 0 0 126 0 0 0 0 8:15:00 AM 0 0 3 0 0 0 2 35 0 0 0 0 0 75 0 0 115 0 0 0 0 8:30:00 AM 0 4 6 0 0 0 2 33 0 0 0 0 0 80 0 0 125 0 0 0 0 8:45:00 AM 0 1 4 0 0 0 3 33 0 0 0 0 0 48 0 2 91 0 0 0 0 Count Total 0164700160000677 0247 0 0 6 1,009 0 0 0 0 Peak Hour 0 7 28 0552 0 0 8 100 0 0 0 0 0 405 0 4 0 0 0 0 Rolling Hour West East South North Pedestrain Crossings U-Turn Westbound Northbound Southbound U-RightTurn Left Thru U-RightTurn Left Thru U-RightTurn Left Thru 7:00:00 AM 0 6 1 41 0 5 11 0 0 13 6 1 0 0 44 64 192 843 0 1 0 0 7:15:00 AM 0 14 0 31 0 3 2 0 0 23 16 2 0 0 66 47 204 845 0 1 0 0 7:30:00 AM 0 17 3 39 0 8 7 0 0 20 14 3 0 0 55 76 242 817 0 0 0 0 7:45:00 AM 0 14 3 36775 0 4 11 0 0 25 8 2 0 0 42 60 205 0 1 0 0 8:00:00 AM 0 12 6 36731 0 8 3 0 0 31 15 1 0 0 37 45 194 0 0 0 0 8:15:00 AM 0 13 1 24 0 3 9 0 0 26 11 4 0 0 42 43 176 0 0 0 0 8:30:00 AM 0 12 2 40 0 6 14 0 0 25 11 2 0 0 38 50 200 0 0 0 0 8:45:00 AM 0 16 2 27 0 4 11 1 0 22 13 1 0 0 24 40 161 0 0 1 0 Count Total 0104180416801859400348 274116425 1,574 0 3 1 0 Peak Hour 0 57 12 142845 0 23 23 0 0 99 53 8 0 0 200 228 0 3 0 0 Rolling Hour West East South North Pedestrain Crossings U-Turn Westbound Northbound Southbound U-RightTurn Left Thru U-RightTurn Left Thru U-RightTurn Left Thru 7:00:00 AM 0 0 18 19 0 59 35 1 0 1 7 4 0 5 35 4 188 838 0 0 0 0 7:15:00 AM 0 1 32 22 0 50 24 0 0 3 8 14 0 6 23 3 186 846 0 0 0 0 7:30:00 AM 0 0 33 20 0 60 35 2 0 7 11 19 0 3 30 0 220 878 0 0 0 0 7:45:00 AM 0 1 28 22847 0 82 27 1 0 10 18 15 0 4 36 0 244 0 0 0 0 8:00:00 AM 0 0 28 15863 0 42 31 2 0 9 18 16 0 6 27 2 196 0 0 0 0 8:15:00 AM 0 0 35 19 0 57 27 4 0 6 15 16 0 5 34 0 218 0 0 0 0 8:30:00 AM 0 0 25 20 0 56 14 1 0 5 10 27 0 7 24 0 189 0 0 0 0 8:45:00 AM 0 0 32 30 0 54 29 3 0 20 23 24 0 4 40 1 260 0 0 0 0 Count Total 022310460222061110040249 16714135 10 1,701 0 0 0 0 Peak Hour 0 1 124 76878 0 241 120 9 0 32 62 66 0 18 127 2 0 0 0 0 Rolling Hour West East South North Pedestrain Crossings U-Turn Westbound Northbound Southbound U-RightTurn Left Thru U-RightTurn Left Thru U-RightTurn Left Thru 7:00:00 AM 0 1 0 4 0 14 0 1 0 1 9 2 0 0 36 0 68 355 0 0 0 0 7:15:00 AM 0 0 1 4 0 10 0 1 0 3 24 1 0 1 57 0 102 359 1 2 0 1 7:30:00 AM 0 1 1 10 0 13 0 1 0 1 18 5 0 0 55 0 105 332 0 1 1 0 7:45:00 AM 0 0 2 5308 0 9 0 2 0 2 10 4 0 0 46 0 80 0 1 0 1 8:00:00 AM 0 0 1 5287 0 10 0 1 0 2 16 5 0 0 32 0 72 0 0 0 0 8:15:00 AM 0 0 0 4 0 9 1 0 0 2 13 5 0 1 40 0 75 0 0 0 0 8:30:00 AM 0 2 0 8 0 13 0 1 0 3 11 1 0 1 41 0 81 0 0 0 0 8:45:00 AM 0 0 0 3 0 3 0 1 0 1 12 3 0 0 36 0 59 0 1 0 0 Count Total 045081101511303343642 43 8 26 0 1 5 1 2 Peak Hour 0 1 5 24359 0 42 0 5 0 8 68 15 0 1 190 0 1 4 1 2 Rolling Hour West East South North Pedestrain Crossings U-Turn Westbound Northbound Southbound U-RightTurn Left Thru U-RightTurn Left Thru U-RightTurn Left Thru 7:00:00 AM 0 0 0 9 0 2 0 2 0 1 7 0 0 0 13 0 34 198 0 0 0 0 7:15:00 AM 0 2 0 16 0 9 0 2 0 8 10 1 0 0 16 0 64 198 1 0 0 0 7:30:00 AM 0 1 0 12 0 11 0 1 0 5 7 3 0 1 13 0 54 161 4 0 1 0 7:45:00 AM 0 1 0 6125 0 10 0 0 0 3 5 0 0 2 19 0 46 0 0 0 0 8:00:00 AM 0 1 0 7 0 2 0 1 0 3 7 1 0 1 10 1 34 99 0 1 0 0 8:15:00 AM 0 0 0 7 0 2 0 0 0 3 7 0 0 0 7 1 27 0 0 0 0 8:30:00 AM 0 0 1 3 0 2 0 0 0 2 2 2 0 0 6 0 18 0 0 0 0 8:45:00 AM 0 0 0 1 0 4 1 0 0 2 3 0 0 0 8 1 20 0 0 0 1 Count Total 0510421027480492297 61 6 7 3 5 1 1 1 Peak Hour 0 4 0 43198 0 32 0 5 0 17 29 4 0 3 61 0 5 0 1 0 Rolling Hour West East South North Pedestrain Crossings U-Turn Westbound Northbound Southbound U-RightTurn Left Thru U-RightTurn Left Thru U-RightTurn Left Thru 7:00:00 AM 0 2 17 10 0 0 11 1 0 8 0 2 0 0 0 2 53 203 0 0 0 0 7:15:00 AM 0 1 18 14 0 1 2 0 0 10 0 4 0 0 0 0 50 193 0 0 0 0 7:30:00 AM 0 2 22 10 0 2 2 1 0 5 2 3 0 0 0 3 52 184 0 0 0 0 7:45:00 AM 0 1 17 7173 0 6 7 1 0 5 0 1 0 0 1 2 48 0 0 0 0 8:00:00 AM 0 0 16 6158 0 3 8 1 0 5 0 3 0 0 0 1 43 0 0 0 0 8:15:00 AM 0 1 10 8 0 2 8 1 0 6 0 3 0 0 1 1 41 0 0 0 0 8:30:00 AM 0 1 17 5 0 5 4 1 0 7 0 1 0 0 0 0 41 0 0 0 0 8:45:00 AM 0 0 8 8 0 4 2 1 0 4 1 3 0 0 2 0 33 0 0 0 0 Count Total 08125023440503004361 68 7 20 9 0 0 0 0 Peak Hour 0 6 74 41203 0 9 22 3 0 28 2 10 0 0 1 7 0 0 0 0 Rolling Hour West East South North Pedestrain Crossings U-Turn Westbound Northbound Southbound U-RightTurn Left Thru U-RightTurn Left Thru U-RightTurn Left Thru 7:00:00 AM 0 0 0 0 0 1 0 1 0 0 3 2 0 2 0 0 9 52 0 0 0 1 7:15:00 AM 0 0 0 0 0 3 0 1 0 0 3 5 0 1 0 0 13 54 0 0 0 0 7:30:00 AM 0 0 0 0 0 3 0 3 0 0 2 7 0 0 0 0 15 49 0 1 1 0 7:45:00 AM 0 0 0 0 0 2 0 1 0 0 3 7 0 1 1 0 15 47 0 0 0 1 8:00:00 AM 0 0 0 0 0 1 0 1 0 0 4 3 0 2 0 0 11 42 1 4 2 2 8:15:00 AM 0 0 0 0 0 1 0 1 0 0 0 3 0 1 2 0 8 0 0 0 9 8:30:00 AM 0 0 0 0 0 2 0 1 0 0 2 5 0 2 1 0 13 0 0 0 1 8:45:00 AM 0 0 0 0 0 3 0 0 0 0 2 3 0 2 0 0 10 0 0 0 0 Count Total 0 0 0 0 0 16 0 9 0 0 19 35 0 11 4 0 94 1 5 3 14 Peak Hour 0 0 0 0 0 9 0 6 0 0 12 22 0 4 1 0 54 0 1 1 2 Rolling Hour West East South North Pedestrain Crossings U-Turn Westbound Northbound Southbound U-RightTurn Left Thru U-RightTurn Left Thru U-RightTurn Left Thru 7:00:00 AM 0 0 23 1 0 1 21 0 0 7 0 2 0 0 0 0 55 200 0 0 1 0 7:15:00 AM 0 0 26 2 0 0 14 0 0 10 0 4 0 0 0 0 56 190 0 0 0 0 7:30:00 AM 0 0 30 0 0 1 10 0 0 10 0 3 0 0 0 0 54 183 0 0 0 0 7:45:00 AM 0 0 16 2171 0 0 13 0 0 4 0 0 0 0 0 0 35 0 0 0 0 8:00:00 AM 0 0 21 1165 0 1 11 0 0 10 0 1 0 0 0 0 45 0 0 0 0 8:15:00 AM 0 0 21 3 0 0 18 0 0 6 0 1 0 0 0 0 49 0 0 0 0 8:30:00 AM 0 0 25 1 0 1 9 0 0 6 0 0 0 0 0 0 42 0 0 0 0 8:45:00 AM 0 0 16 2 0 0 7 0 0 3 0 1 0 0 0 0 29 0 0 0 0 Count Total 00178041030560000365 12 0 12 0 0 0 1 0 Peak Hour 0 0 95 5200 0 2 58 0 0 31 0 9 0 0 0 0 0 0 1 0 Rolling Hour West East South North Pedestrain Crossings U-Turn Westbound Northbound Southbound U-RightTurn Left Thru U-RightTurn Left Thru U-RightTurn Left Thru 7:00:00 AM 0 16 20 13 0 6 14 1 0 1 21 3 0 6 62 64 227 905 0 0 0 0 7:15:00 AM 0 12 17 11 0 10 18 2 0 4 19 3 0 3 89 58 246 857 0 0 0 0 7:30:00 AM 0 21 12 11 0 6 11 1 0 5 21 3 0 8 83 32 214 779 0 0 0 0 7:45:00 AM 0 18 18 13723 0 14 10 1 0 6 27 5 0 7 75 24 218 0 0 0 0 8:00:00 AM 0 7 11 14708 0 10 8 4 0 9 27 4 0 3 60 22 179 0 0 0 0 8:15:00 AM 0 4 8 7 0 13 7 4 0 12 25 6 0 4 60 18 168 0 0 0 0 8:30:00 AM 0 5 12 12 0 11 7 1 0 3 25 6 0 4 53 19 158 0 0 0 0 8:45:00 AM 0 18 13 11 0 9 12 3 0 9 34 7 0 3 66 18 203 0 0 0 0 Count Total 010111107987049199038548 921737255 1,613 0 0 0 0 Peak Hour 0 67 67 48905 0 36 53 5 0 16 88 14 0 24 309 178 0 0 0 0 = Study Intersections LEGEND 1 25 287 14 street sections at locations noted on Figure 18 X X X 1 Includes improvements that are identified to be needed for the Background conditions, but may not be identified as committed, i.e., they represent improvements to meet the LCUASS LOS standards. Road/Morningstar Way intersection X - EB Left Turn 15 Modify existing center turn lane pavement markings to match the pavement marking approach along Turnberry Road 50’ NA Intersection G - EB Left Turn 15 50’ NA 1 Taper length can be included in the deceleration lane length for the NB right turn lane at Intersection B. IV.9 Pedestrian & Bicycling Facilities Pedestrian access will be along detached sidewalks, following the City roadway typical section standards. An off-street trails system will also be provided that allows pedestrians opportunities for access to other areas of Waters’ Edge and to its parks and open spaces. Bicycle travel within Waters’ Edge will occur within the normal footprint of the Local street system when traveling along normal residential streets. Travel along Brightwater Drive, Turnberry Road, Bar Harbor Drive, and Richards Lake Road will be in established bike lanes. Where needed along the Waters’ Edge property, the roadway cross-section will include extensions of the existing bike lane facilities on Turnberry Road and on Richards Lake Road. IV.10 Infrastructure for Phase 1 (Year 2021 - Short Range) & Phase 2 (Year 2040 - Long Range) Conditions Table 6 summarizes the improvements needed to address the traffic impacts associated with the increases in Background traffic (without the construction of Waters’ Edge) to address capacity and LOS deficiencies, and ones required of the Applicant to meet development needs. b/b b/b c/d b/b e/e a/a c/c b/b a/a a/a e/f b/b c/e a/a a/a b/e b/a f/c a/a f/f f/f c/c c/f b/f C/C C/C 1 1 2 4 5 6 8 9 10 7 3 11 12 1 2 4 5 6 7 8 11 12 9 10 3 Install traffic signalization OR convert to single lane roundabout LOS B if signalized (all movements LOS B or better); LOS B with roundabout Intersection No. 10, Mountain Vista Drive/Timberline Road – AM & PM Peak Hours Mountain Vista Drive - Arterial Timberline Road – Arterial; Northbound Left/Right – LOS F Install traffic signalization OR convert to single lane roundabout LOS C if signalized (all movements LOS E or better); LOS C with roundabout Table 4 includes the improvements necessary to meet LCUASS standards for those intersections surrounding the Waters’ Edge site. The site access intersections are each projected to meet the LCUASS standards also (see Figure 17b). b/a b/b b/b b/b c/c a/a b/b b/a a/a a/a c/f b/a c/c a/a a/a a/b a/a c/b a/a c/f c/d b/b b/d b/f C/F c/c b/c b/e b/f a/a a/a a/a a/a a/a a/b a/a roundabout 1 1 2 4 5 6 8 9 10 7 3 11 12 1 2 4 5 6 7 8 11 12 9 10 3 A B A B 5(5) 105(140) 10(35) 5(15) 95(100) 5(5) 25(15) 5(5) 15(10) 10(15) 50(115) 5(5) 5(5) 5(5) 5(5) 5(10) 75(100) 5(10) 25(15) 5(5) 15(10) 10(15) 55(110) 5(5) 5(5) 5(5) 10(5) 15(15) 15(15) 10(15) 10(15) 15(15) 10(10) A B C D E F G 30(85) 25(55) 10(5) 5(5) 5(5) 10(5) 95(65) 65(80) 65(65) 5(5) 45(50) 15(45) 5(5) 105(70) 5(5) 600(375) 30(25) 10(5) 5(5) 30(10) 10(20) 205(550) 30(105) 15(15) 5(5) 65(45) 5(5) 355(270) 10(15) 5(5) 5(5) 125(65) 45(120) 135(365) 15(50) 5(5) 40(15) 25(5) 525(315) 450(240) 5(5) 140(450) 10(60) 190(60) 55(210) 120(425) 10(30) 5(30) 260(245) 425(240) 10(5) 160(80) 25(20) 10(10) 180(395) 105(90) 25(110) 55(145) 105(415) 10(15) 240(195) 185(90) 90(65) 100(205) 5(10) 55(100) 110(270) 175(120) 120(145) 135(345) 30(95) 155(175) 320(270) 180(140) 45(60) 780(630) 75(140) 20(35) 190(360) 110(135) 50(80) 405(965) 75(280) 5(15) 10(25) 15(10) 30(15) 25(20) 20(25) 195(615) 10(35) 5(25) 705(370) 10(15) 35(20) 125(555) 165(150) 435(230) 330(180) 90(290) 80(190) 9600 22,150 8450 10,125 12,200 2400 10,775 1650 400 1050 2750 1950 1 1 2 4 5 6 8 9 10 7 3 11 12 1 2 4 5 6 7 8 11 12 9 10 3 15(30) 10(5) 5(5) 5(5) 10(5) 80(55) 50(50) 40(40) 5(5) 20(30) 15(35) 5(5) 50(35) 5(5) 365(205) 25(25) 5(5) 5(5) 25(10) 10(15) 115(320) 15(45) 5(10) 5(5) 35(10) 5(5) 175(125) 5(5) 5(5) 5(5) 115(60) 45(110) 65(180) 5(20) 5(5) 35(15) 20(5) 345(190) 295(135) 5(5) 80(285) 10(50) 155(50) 45(175) 70(275) 10(25) 5(25) 155(165) 290(160) 10(5) 130(65) 20(20) 5(10) 135(280) 90(55) 20(90) 45(120) 70(295) 10(15) 200(160) 155(75) 65(50) 55(150) 5(10) 45(80) 90(225) 145(100) 100(120) 100(260) 25(80) 125(145) 260(220) 140(110) 30(45) 605(500) 60(115) 15(25) 155(295) 90(110) 40(70) 325(770) 60(225) 5(15) 10(20) 15(10) 25(10) 20(20) 10(15) 130(430) 10(30) 5(20) 505(240) 10(10) 30(20) 85(410) 135(125) 320(155) 240(120) 60(210) 65(155) 7900 17,900 6800 7925 9150 1750 8400 1245 175 885 2200 1500 5(15) 15(30) 5(10) 5(5) 15(10) 10(10) 5(5) 25(20) 5(5) 5(5) 5(15) 10(5) 20(15) 110(65) 10(25) 75(70) 35(105) 40(90) 1 1 2 4 5 6 8 9 10 7 3 11 12 1 2 4 5 6 7 8 11 12 9 10 3 A B A B 26(16) 69(43) 209(145) 182(127) 73(216) 64(189) 105(73) 105(73) 37(108) 37(108) 16(11) 62(43) 5(16) 22(65) 3(2) 13(9) 13(9) 66(46) 5(13) 1(3) 23(68) 4(13) 5(14) 64(189) 182(127) 37(108) 104(73) 78(54) 27(81) 175 1170 875 2040 4375 710 2335 585 180 180 535 355 2(4) 13(11) 2(3) 276(198) 2(7) 23(73) 100(290) 9(25) 123(358) 14(47) 1 1 2 4 5 6 8 9 10 7 3 11 12 1 2 4 5 6 7 8 11 12 9 10 3 26(16) 69(43) 209(145) 182(127) 73(216) 64(189) 105(73) 105(73) 37(108) 37(108) 16(11) 62(43) 5(16) 22(65) 3(2) 13(9) 13(9) 66(46) 5(13) 1(3) 23(68) 4(13) 5(14) 64(189) 182(127) 37(108) 104(73) 78(54) 27(81) 175 1170 875 2040 4375 710 2335 585 180 180 535 355 2(4) 13(11) 2(3) 276(198) 2(7) 23(73) 100(290) 9(25) 123(358) 14(47) 1 1 2 4 5 6 8 9 10 7 3 11 12 1 2 4 5 6 7 8 11 12 9 10 3 23(73) 33(113) 84(51) 74(45) 26(87) 23(77) 22(26) 22(26) 13(44) 13(44) 6(4) 26(15) 2(7) 8(26) 1(1) 5(3) 3(3) 13(16) 2(6) 1(1) 8(27) 1(6) 3(10) 10(7) 23(77) 74(45) 13(44) 42(26) 32(19) 10(33) 105 530 530 1240 2660 355 1420 355 180 360 180 4(12) 13(29) 3(9) 2(1) 13(8) 11(7) 1(2) 24(19) 1(2) 2(1) 5(14) 9(5) 7(22) 19(12) 108(65) 33(113) 1 1 2 4 5 6 8 9 10 7 3 11 12 1 2 4 5 6 7 8 11 12 9 10 3 A B A B k e R d . % C G DD r . rr B = Study Intersections LEGEND 1 25 287 14 Base Assumptions: - Vine Drive/Lemay Avenue intersection has been upgraded to Arterial/Arterial intersection characteristics (4 through lanes with separate left & right turn lanes) - Vine Drive/Timberline Road intersection includes a traffic signal Intersection No. 1, SH 1/ Douglas Road – PM Peak Hour SH 1 – Arterial Douglas Road - Arterial Eastbound Left - LOS F Convert to 4-way stop OR install traffic signalization LOS E or better for all movements with 4-way stop; LOS B with traffic signal Intersection No. 10, Mountain Vista Drive/Timberline Road – PM Peak Hour Mountain Vista Drive - Arterial Timberline Road – Arterial; Northbound Left/Right – LOS F Install traffic signalization OR convert to single lane roundabout LOS C with traffic signal; LOS B with roundabout The information contained in Table 1 is used as the requirements for which the Year 2021 and 2040 build-out scenarios for Waters’ Edge are compared to. a/b b/b a/a b/b a/a a/a a/a c/f b/a c/c a/a a/a a/b a/a c/b a/a c/f d/e b/b b/d b/f C/C C/C 1 1 2 4 5 6 8 9 10 7 3 11 12 1 2 4 5 6 7 8 11 12 9 10 3 b/b b/b a/a a/b a/a a/a a/a b/f b/a b/c a/a a/a a/b a/a b/b a/a c/e c/c b/b b/c b/d C/F c/c b/c b/e b/f 1 1 2 4 5 6 8 9 10 7 3 11 12 1 2 4 5 6 7 8 11 12 9 10 3 15(25) 10(5) 5(5) 5(5) 10(5) 95(65) 55(50) 35(45) 5(5) 15(30) 5(15) 5(5) 60(40) 5(5) 250(130) 5(10) 10(5) 5(5) 30(10) 10(20) 80(190) 15(55) 5(10) 5(5) 40(15) 5(5) 80(70) 5(5) 5(5) 5(5) 55(20) 20(45) 35(75) 5(25) 5(5) 40(15) 25(5) 315(170) 265(110) 5(5) 65(235) 10(60) 190(60) 55(210) 55(235) 10(30) 5(30) 155(170) 320(165) 10(5) 160(80) 25(20) 10(10) 140(285) 105(70) 25(110) 55(145) 65(305) 10(15) 240(195) 185(90) 75(55) 35(160) 5(10) 50(85) 110(270) 175(120) 120(145) 110(280) 30(95) 155(175) 315(265) 165(130) 30(50) 715(585) 75(140) 15(20) 190(355) 110(125) 50(80) 380(895) 70(265) 5(15) 5(10) 15(10) 25(10) 10(10) 15(20) 130(425) 10(35) 5(25) 520(240) 10(15) 35(20) 85(445) 165(150) 330(155) 250(125) 60(210) 80(190) 9425 20,970 7580 8080 7825 1680 8430 1075 210 855 2220 1590 1 1 2 4 5 6 8 9 10 7 3 11 12 1 2 4 5 6 7 8 11 12 9 10 3 10(20) 10(5) 5(5) 5(5) 10(5) 80(55) 45(40) 30(35) 5(5) 10(25) 5(10) 5(5) 50(35) 5(5) 205(110) 5(10) 5(5) 5(5) 25(10) 10(15) 65(155) 15(45) 5(10) 5(5) 35(10) 5(5) 65(60) 5(5) 5(5) 5(5) 45(15) 20(35) 30(65) 5(20) 5(5) 35(15) 20(5) 260(140) 220(90) 5(5) 55(195) 10(50) 155(50) 45(175) 45(195) 10(25) 5(25) 130(140) 265(135) 10(5) 130(65) 20(20) 5(10) 120(235) 90(55) 20(90) 45(120) 55(250) 10(15) 200(160) 155(75) 60(45) 30(135) 5(10) 40(70) 90(225) 145(100) 100(120) 90(235) 25(80) 125(145) 260(220) 135(105) 25(40) 590(485) 60(115) 10(20) 155(295) 90(110) 40(70) 315(740) 60(220) 5(15) 5(10) 15(10) 25(10) 10(10) 10(15) 105(350) 10(30) 5(20) 430(195) 10(10) 30(20) 70(365) 135(125) 275(130) 205(100) 50(175) 65(155) 7800 17,355 6275 6690 6475 1390 6980 890 175 705 1835 1315 1 1 2 4 5 6 8 9 10 7 3 11 12 1 2 4 5 6 7 8 11 12 9 10 3 a/a b/b a/a a/b a/a a/a a/a b/e b/a b/c a/a a/a a/b a/a b/b a/a c/e c/c b/b b/c b/d D/E c/c c/c c/d c/e 1 1 2 4 5 6 8 9 10 7 3 11 12 1 2 4 5 6 7 8 11 12 9 10 3 7(1) 1(3) 0(1) 6(0) 74(52) 41(40) 28(35) 2(4) 10(23) 5(10) 0(2) 46(32) 0(0) 194(103) 1(7) 2(0) 4(0) 23(7) 7(15) 61(147) 12(43) 5(6) 0(2) 32(10) 0(1) 61(56) 3(5) 4(5) 0(0) 43(15) 17(35) 29(60) 4(19) 0(4) 31(13) 20(5) 247(134) 207(85) 0(2) 51(183) 7(45) 147(148) 41(165) 44(183) 8(25) 4(23) 121(132) 251(129) 7(0) 124(61) 18(17) 2(8) 111(223) 83(53) 21(87) 44(115) 52(237) 6(11) 189(152) 146(71) 57(44) 281(125) 4(8) 38(67) 86(210) 135(95) 92(113) 86(220) 25(74) 119(135) 246(205) 127(101) 25(109) 556(458) 58(40) 9(16) 147(276) 84(104) 39(64) 298(696) 56(207) 1(13) 4(7) 11(6) 21(8) 6(6) 9(14) 100(332) 8(28) 4(19) 405(186) 7(10) 28(16) 66(346) 127(116) 257(122) 194(96) 48(163) 61(147) 7350 16,350 5910 6300 6100 1310 6575 840 165 665 1730 1240 1 1 2 4 5 6 8 9 10 7 3 11 12 1 2 4 5 6 7 8 11 12 9 10 3 2/2 2/2 2/4 2/4