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Home My WebLink AboutWATERS EDGE - FDP - FDP170013 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYWATERS’ EDGE WEST 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 January 24, 2017 FHU Reference No. 115358-01 Waters’ Edge West Traffic Impact Analysis TABLE OF CONTENTS Page I. INTRODUCTION -------------------------------------------------------------------------------------------- 1 I.1 Project Description -------------------------------------------------------------------------------- 1 II. SUMMARY OF EXISTING CONDITIONS ------------------------------------------------------------ 4 II.1 Study Area Boundary ----------------------------------------------------------------------------- 4 II.2 Existing Roadways -------------------------------------------------------------------------------- 4 II.3 Existing Traffic Volumes ------------------------------------------------------------------------- 6 II.4 Operational Analyses of Existing Conditions ----------------------------------------------- 8 III. PROJECTED BACKGROUND CONDITIONS ----------------------------------------------------- 11 III.1 Background Traffic Growth -------------------------------------------------------------------- 11 III.2 Background Traffic Operations --------------------------------------------------------------- 11 III.3 Improvements Needed for Background Traffic Conditions ---------------------------- 16 IV. PROJECTED BUILD-OUT CONDITIONS ----------------------------------------------------------- 18 IV.1 Waters’ Edge West Development Characteristics --------------------------------------- 18 IV.2 Trip Generation Estimates --------------------------------------------------------------------- 18 IV.3 Site-Generated Traffic Volumes and Trip Distribution ---------------------------------- 18 IV.4 Total Traffic Volumes ---------------------------------------------------------------------------- 22 IV.5 Operational Analyses & Improvement Requirements ----------------------------------- 25 IV.6 Street Classifications ---------------------------------------------------------------------------- 33 IV.7 Auxiliary Lane Analyses ------------------------------------------------------------------------ 33 IV.8 Pedestrian & Bicycling Facilities -------------------------------------------------------------- 33 IV.9 Infrastructure for Year 2021 & Year 2040 Conditions ----------------------------------- 33 V. SUMMARY CONCLUSIONS --------------------------------------------------------------------------- 36 Waters’ Edge West 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 – YEAR 2021 BACKGROUND CONDITIONS APPENDIX F TRAFFIC ANALYSIS WORKSHEETS – YEAR 2040 BACKGROUND CONDITIONS APPENDIX G TRAFFIC ANALYSIS WORKSHEETS – YEAR 2021 BUILD-OUT CONDITIONS APPENDIX H TRAFFIC ANALYSIS WORKSHEETS – YEAR 2040 BUILD-OUT CONDITIONS Waters’ Edge West Traffic Impact Analysis LIST OF FIGURES Page Figure 1. Vicinity Map ----------------------------------------------------------------------------------------- 2 Figure 2. Project Site Plan ----------------------------------------------------------------------------------- 3 Figure 3. Roadway Laneage -------------------------------------------------------------------------------- 5 Figure 4. Existing Traffic Volumes ------------------------------------------------------------------------- 7 Figure 5. Existing Levels of Service & Lane Geometry ---------------------------------------------- 10 Figure 6. Year 2021 Background Traffic Volumes ---------------------------------------------------- 12 Figure 7. Year 2040 Background Traffic Volumes ---------------------------------------------------- 13 Figure 8. Year 2021 Background Traffic Operational Conditions --------------------------------- 14 Figure 9. Year 2040 Background Traffic Operational Conditions --------------------------------- 15 Figure 10. Vehicle Trip Distribution ------------------------------------------------------------------------ 19 Figure 11. Site-Generated Traffic Volumes -------------------------------------------------------------- 21 Figure 12. Year 2021 Total Traffic Volumes ------------------------------------------------------------- 23 Figure 13. Year 2040 Total Traffic Volumes ------------------------------------------------------------- 24 Figure 14. Daily Traffic from Waters’ Edge West on Adjacent Streets ---------------------------- 22 Figure 15. Channelized “T” Intersection Configuration ------------------------------------------------ 27 Figure 16. Year 2021 Levels of Service & Lane Geometry ------------------------------------------ 29 Figure 17. Year 2040 Levels of Service & Lane Geometry ------------------------------------------ 31 Figure 18. Waters’ Edge West Street Classifications -------------------------------------------------- 34 LIST OF TABLES Table 1. Improvement Requirements for Background Traffic Conditions ---------------------- 17 Table 2. Waters’ Edge Trip Generation Estimates -------------------------------------------------- 18 Table 3. Recommended Improvements for Year 2021 Conditions ------------------------------ 28 Table 4. Recommended Improvements for Year 2040 Conditions ------------------------------ 32 Table 5. Recommended Improvements Summary for Waters’ Edge West ------------------- 35 Waters’ Edge West 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 a parcel of land adjacent to Turnberry Road. Specifically, the project is located on the west side of Turnberry Road and it abuts other existing residential communities – to the north and west are the Serramonte and Hearthfire communities, while to the south is the Richards Lake development. The projects’ name is Waters’ Edge West, and the subject land is currently vacant except for a City of Fort Collins park (Richards Lake Park) that is in the southwest corner of the property. Certain public streets exist adjacent to and through Waters’ Edge West. These streets are located primarily along the south parcel boundaries and through the western part of the property – Brightwater Drive traverses the south side of Waters’ Edge West, 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. Figure 1 provides a representation of the project site in relation to these streets. Waters’ Edge West is proposed for only residential uses – a total of 379 single-family and multi- family dwelling units. Waters’ Edge West will include a community center, and several parks and open spaces will be provided for community residents. Waters’ Edge West is projected to be completed by Year 2021. Several points of access are proposed for the project with primary routes eventually reaching Turnberry Road. Parcel access will intersect existing Brightwater Drive and Morningstar Way, and along the new extension of Morningstar Way to Turnberry Road. Figure 2 provides 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 trail system will also be provided that allows pedestrians opportunities for access to other areas of Waters’ Edge West and to its parks and open spaces. Bicycle travel in Waters’ Edge West will occur within the normal footprint of the Local street system when traveling along the residential streets. Travel along Brightwater Drive and Turnberry Road will be in established bike lanes. Where needed along the Waters’ Edge West property, the roadway cross-section will include extensions of the existing bike lane facilities on Turnberry 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 timeframes  Trip generation estimates for Water’s Edge West  Evaluation of project impacts  Summary of analyses and recommendations Vicinity Map Figure 1 FELSBURG HOL T & ULLEVIG Waters Edge TIA - UPDATE 15-358 07/07/16 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 West Site Plan Figure 2 FELSBURG HOL T & ULLEVIG Waters Edge TIA - 55+ Report 15-358 10/26/16 BRIGHTWATER DR. H E A R T H F I R E W A Y Waters’ Edge West Traffic Impact Analysis Page 4 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, 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 West provide access to the local communities, while also providing for 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 makes 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 includes 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 surrounding streets, specifically, Mountain Vista Drive and Timberline Road will be realigned in the future to provide better continuity of Timberline Road to/from I-25, while Vine Drive will be realigned to the north from its current location which is directly adjacent to 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 - UPDATE 15-358 07/07/16 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 West Traffic Impact Analysis Page 6 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 West typically must travel toward 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 pattern 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 toward 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 different turning movements, i.e., westbound left turns during the AM peak hour and northbound right turns during the PM peak hour.  Turnberry Road 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 based on data furnished by the City of Fort Collins. Existing Traffic Volumes Figure 4 FELSBURG HOL T & ULLEVIG Waters Edge TIA - 55+ Report 15-358 10/13/16 WATERS' EDGE WEST 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 (AM=7-8am; PM=4:45-5:45pm) = 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) Waters’ Edge West Traffic Impact Analysis Page 8 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. Eight 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 analysis of existing conditions. The Larimer County Urban Area Street Standards (LCUASS) provide LOS standards for motor vehicles in 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 West Traffic Impact Analysis Page 9 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, while the eastbound and westbound through/right movements operate at LOS F in the PM peak hour. Figure 5 includes LOS results for existing conditions, 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 - UPDATE 15-358 07/07/16 WATERS' EDGE WEST 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 West Traffic Impact Analysis Page 11 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 Waters’ Edge West (Year 2021) and for the long-range planning horizon (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 will be relocated toward 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 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 as part of these analyses. It must be pointed out, however, that the City’s Master Street Plan shows that this intersection will also be relocated to the north as part of the City’s realignment of Vine Drive. III.1 Background Traffic Growth Conversations with City staff indicate that a one (1) percent compounded annual growth rate in existing traffic is appropriate for understanding background traffic growth for the Waters’ Edge West project. Year 2021 – Existing traffic volumes were grown by 6.15 percent to estimate traffic volumes at the subject intersections to accommodate growth in traffic from the time the vehicle movements were recorded to the build-out year timeframe (6 years). The build-out traffic volumes for Waters’ Edge West can be found on Figure 6. Year 2040 – Continuing these estimates, traffic volumes were increased by 28.24 percent to accommodate the expected growth from Year 2015 to Year 2040, the long-range planning horizon. The Year 2040 background traffic volumes can be found on Figure 7. III.2 Background Traffic Operations Figures 8 and 9 represent the operational analysis results for Years 2021 and 2040, respectively, using the projected traffic volumes and the anticipated roadway laneage and traffic control. The only traffic control change for the Year 2021 scenario is that the traffic signal timing parameters at the Vine Drive/Lemay Avenue intersection were optimized. For Year 2040, 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) even though it may be relocated farther to the north by the Year 2040 analysis timeframe. Year 2021 Background Traffic Volumes Figure 6 FELSBURG HOL T & ULLEVIG Waters Edge TIA - UPDATE 15-358 07/07/16 WATERS' EDGE WEST H e a r t h f i r e D r . Douglas Rd. CR 13 Hearthfire Way 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) Year 2040 Background Traffic Volumes Figure 7 FELSBURG HOL T & ULLEVIG Waters Edge TIA - UPDATE 15-358 07/07/16 WATERS' EDGE WEST 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) Year 2021 Background Traffic Operational Conditions Figure 8 FELSBURG HOL T & ULLEVIG Waters Edge TIA - UPDATE 15-358 07/07/16 WATERS' EDGE WEST 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 Year 2040 Background Traffic Operational Conditions Figure 9 FELSBURG HOL T & ULLEVIG Waters Edge TIA - UPDATE 15-358 07/07/16 WATERS' EDGE WEST 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 West Traffic Impact Analysis Page 16 Year 2021 – The results of these analyses found that the critical vehicle movements at 10 of the 12 intersections can meet the LCUASS standards with the growth in traffic identified in Section III.1. Only two locations will not meet these LOS standards:  Intersection No. 11, Vine Drive/Lemay Avenue (Signalized) – 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 and westbound through/right movement, and the northbound and southbound approaches will operate at LOS F during the PM peak hour.  Intersection No. 12, Vine Drive/Timberline Road (All-Way Stop) – The northbound approach will reach LOS F during the PM peak hour. Appendix E contains the traffic analysis worksheets for Year 2021 Background conditions. Year 2040 – Analyses for the Year 2040 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. Of note, two other movements (or approaches) are projected to operate at LOS F during the PM peak hour: 1) northbound approach at the Country Club Road/Lemay Avenue intersection, and 2) the eastbound left/through movement at the Turnberry Road/Country Club Road intersection. Given their street classifications and LCUASS LOS criterion, LOS F is acceptable for these movements/approaches during peak hour conditions. Appendix F contains the traffic analysis worksheets for 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 West, 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 West Traffic Impact Analysis Page 17 Table 1. Improvement Requirements for Background Traffic Conditions Intersection Street Classifications Level of Service Without Improvement Needed Improvement to Meet LCUASS LOS Criteria Level of Service with Improvement Year 2021 Base Assumption: Lemay Avenue grade-separation over railroad tracks and realignment of Vine Drive/Lemay Avenue intersection has not occurred. Vine Drive relocation has not occurred. Intersection No. 11, Vine Drive/Lemay Avenue – PM Peak Hour Vine Drive – Arterial Lemay Avenue – Arterial LOS F Overall; EB & WB Through/Right & NB/SB Approaches – 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; Waters’ Edge West Traffic Impact Analysis Page 18 IV. PROJECTED BUILD-OUT CONDITIONS IV.1 Waters’ Edge West Development Characteristics Waters’ Edge West is proposing to construct a total of 379 residential dwelling units (249 single- family homes, 82 townhomes, and 48 condominiums) in the northeast area of the City of Fort Collins. While the single-family homes will be available for purchase by anyone, each of the townhome and condominium dwelling units will be age-restricted to residents that are at least 55 years old. Waters’ Edge West will be located on the west side of Turnberry Road between Brightwater Drive and the Serramonte residential community. Waters’ Edge West will include a community center and several park and open space amenities. IV.2 Trip Generation Estimates Estimates of new vehicle-trips for Waters’ Edge West are based on information contained in the Institute of Transportation Engineers’ publication Trip Generation. Trip generation data for the townhome and condominium dwelling units use the Senior Housing (Attached) category per discussion with City of Fort Collins staff. Trip generation for the Waters’ Edge project is included in Table 2. Table 2. Waters’ Edge Trip Generation Estimates Land Use Unit Size Daily AM Peak Hour PM Peak Hour In Out Total In Out Total Single-Family DU 249 2,431 46 138 184 150 89 239 Townhomes (Sr. Housing Trip Category) DU 82 266 6 11 17 11 10 21 Condominiums (Sr. Housing Trip Category) DU 48 164 4 6 10 7 6 13 TOTAL DU 379 2,861 56 155 211 168 105 273 IV.3 Site-Generated Traffic Volumes and Trip Distribution Trip Distribution – As noted previously, there is a definitive pattern of traffic flow between northeast Fort Collins and the downtown area. As such, it is projected that most of the traffic to/from Waters’ Edge West 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 West trips is projected to follow a similar pattern. As can be seen on Figure 10, 85 percent of Waters’ Edge traffic is projected to travel to/from the south along Turnberry Road, with 75 percent 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. Vehicle Trip Distribution Figure 10 FELSBURG HOL T & ULLEVIG Waters Edge TIA - UPDATE 15-358 07/07/16 WATERS' EDGE WEST 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 Waters’ Edge West Traffic Impact Analysis Page 20 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 vehicle-trip assignments for Waters’ Edge West can be found on Figure 11. Adequate Public Facilities – The City of Fort Collins recognizes that certain intersections adjacent to or near the core of Fort Collins are of specific concern to its residents – intersections 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 Adequate Public Facilities (APF) criteria. It is understood that there is an APF exception (Land Use Code Section 3.7.3(F)) for projects with no more than 50 vehicle-trips during an hour at an APF intersection. Given the restriction of the townhome and condominium dwelling units to residents that are 55+, the site generated traffic volume projections of Figure 11 find that 38 and 49 vehicles are projected to traverse this intersection during the AM and PM peak hours, respectively. This level of vehicle traffic equates to less than one vehicle per minute from Waters’ Edge West that is projected to use this intersection during the worst hour of the day, being the PM peak hour. These vehicle levels are distributed over eight (8) movements at the intersection; the highest movement is 21 vph – about one vehicle every three minutes (for the northbound through movement). Site Generated Traffic Volumes Figure 11 FELSBURG HOL T & ULLEVIG Waters Edge TIA - JANUARY UPDATE 15-358 01/18/17 WATERS' EDGE WEST 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) 9(6) 5(3) 1(2) 3(10) 2(5) 8(5) 3(9) 3(8) 8(5) 3(9) 3(9) 8(5) 8(5) 6(17) 116(78) 16(11) 42(126) 79(54) 53(35) 19(57) Waters’ Edge West Traffic Impact Analysis Page 22 IV.4 Total Traffic Volumes Projected traffic volumes at the completion of Waters’ Edge West are the compilation of the growth in background traffic and the traffic volume estimates for the new homes. Figures 12 and 13 on the following pages include the traffic volume estimates when adding the values from Figure 11 with Figures 8 and 9. As additional information, while the daily traffic volumes of Figures 12 through 13 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 14. As can be seen on this figure, traffic from Waters’ Edge West that may proceed onto streets within Richards Lake subdivision is expected to be less than 20 vpd. Figure 14. Daily Traffic from Waters’ Edge West on Adjacent Streets Year 2021 Total Traffic Volumes Figure 12 FELSBURG HOL T & ULLEVIG Waters Edge TIA - JANUARY UPDATE 15-358 01/18/17 WATERS' EDGE WEST 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) 65(60) 45(40) 190(85) 330(170) 25(20) 70(95) 75(55) 50(55) 20(70) 95(340) 20(70) 70(105) 5(5) 105(105) 10(45) 45(20) 10(5) 5(5) 25(70) Year 2040 Total Traffic Volumes Figure 13 FELSBURG HOL T & ULLEVIG Waters Edge TIA - JANUARY UPDATE 15-358 01/23/17 WATERS' EDGE WEST 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(20) 80(70) 50(45) 230(100) 395(205) 30(20) 85(115) 90(65) 60(65) 20(85) 115(415) 25(85) 85(125) 5(5) 125(125) 10(55) 50(25) 15(5) 5(5) 30(85) 20(35) Waters’ Edge West Traffic Impact Analysis Page 25 IV.5 Operational Analyses & Improvement Requirements As noted and documented previously, a total of 12 existing intersections were evaluated to understand current operational conditions as well as the Background condition for the timeframes when Waters’ Edge West would be completed (Year 2021) and for the long-range planning horizon (Year 2040). Two additional intersections are included in these analyses, represented as Intersections A and B on the following figures. This section provides information on the operational impacts for the Year 2021 and Year 2040 time periods which represent the projected impacts once Waters’ Edge West has been completed. General comments are provided relative to LOS results for these intersections, but the City of Fort Collins has specifically requested that the impacts at five intersections be discussed in this report. Those locations are: 1. SH 1/Douglas Road 2. Turnberry Road/Country Club Road 3. Mountain Vista Drive/Timberline Road 4. Vine Drive/Lemay Avenue 5. Vine Drive/Timberline Road Following is operational impact information for the build-out of Waters’ Edge West for the Year 2021 and Year 2040 time periods. IV.5.1 Year 2021 General – With increased traffic volumes from Waters’ Edge West comes additional delay for motorists at a stop-controlled or signalized intersection. While some increases in delay will occur, capacity analyses of the Year 2021 traffic volume levels reveal that only three movements/intersections will operate below the LCUASS LOS criteria that is summarized on Page 8. Those movements/intersections are: 1. Mountain Vista Drive/Timberline Road (PM peak hour - northbound left/through movement) 2. Vine Drive/Lemay Avenue (PM peak hour – overall intersection; more detail is provided later in this section) 3. Vine Drive/Timberline Road (PM peak hour – eastbound and northbound left/through/right movements) SH 1/Douglas Road Intersection – Analyses indicate that movements at this intersection will operate at LOS D or better during the AM and PM peak hours. Only the eastbound through/right (AM peak hour – LOS B to C) and westbound left turn (PM Peak hour – LOS C to D) movements see a decrease in LOS from the Background condition. These LOS results meet the LCUASS criterion. Twenty-seven vehicles are added to this intersection during the PM peak hour (± 2.5% increase over the Background condition). Waters’ Edge West Traffic Impact Analysis Page 26 Turnberry Road/Country Club Road – It is recognized that the Turnberry Road/Country Club Road intersection can experience significant delay and congestion during peak hours. These impacts are primarily related to the relative high levels of eastbound left turn and southbound right turn movements. While it is recognized that Waters’ Edge West will add traffic to these movements, the congestion and vehicle queuing issues already exist at this intersection. With stop signs on only the Country Club Road approaches, motorists on eastbound County Club Road experience sufficient delay to meet LOS F standards during the PM peak hour, a poor condition. Several traffic control options would improve intersection operations, be it additional stop signs on Turnberry Road that would create an all-way stop situation, or the installation of a traffic signal or roundabout. Through conversations with City of Fort Collins staff, it is understood that the City would like to install a traffic signal as the preferred traffic control option. As such, it is projected that a traffic signal will operate at LOS C or better during peak hour conditions. As part of their development commitment, Waters’ Edge Investments, LLLP will be responsible for the design and construction of the traffic signal at this location. Mountain Vista/Timberline Road Intersection – The northbound left/right movement will operate at LOS F during the PM peak hour. To alleviate the LOS F condition, subsequent analyses find that an all-way stop condition could be implemented. An all-way stop-controlled intersection may not be the best solution, however, for an intersection that is relatively rural in nature with somewhat higher travel speeds. An alternative traffic control solution is to construct what is referred to as a channelized “T” intersection. With this type of traffic control, movements along Mountain Vista Drive still have free-flow travel, while the northbound left turn movement is provided room to cross only the eastbound direction of Mountain Vista Drive first, and is then provided space to accelerate before merging with the westbound travel lane. This type of traffic control change will improve operations for the northbound left/right movement to LOS C. Figure 15 includes a graphical representation of this concept. The shaded areas of this graphic indicate that some form of median should be installed to provide separation between the varying travel lanes. Since this intersection is planned for future realignment, creating the median areas via pavement markings and delineators is a viable solution. Waters’ Edge Investments, LLLP will contribute monies to the City to design and construct a channelized “T” configuration at this intersection. Figure 14. Waters’ Edge West Traffic Impact Analysis Page 27 Figure 15. Channelized “T” Intersection Configuration Vine Drive/Lemay Avenue Intersection – As generally understood, this intersection operates poorly during the PM peak hour due to normal traffic patterns and traffic volume levels, and intersection operations are hindered when railroad trains block Lemay Avenue. With the addition of Waters’ Edge West traffic, only a relatively small amount of additional delay will occur since Waters’ Edge West will add less than one vehicle per minute during the worst hour of a typical weekday (PM peak hour). This one vehicle every minute will be distributed over varying intersection movements. While it is understood that this intersection operates at LOS F during the PM peak hour already, it is recognized that any infrastructure improvements now would 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 any improvements. Vine Drive/Timberline Road Intersection – The eastbound and northbound left/through/right movements will degrade to LOS E & F during the PM peak hour as increases in Background traffic occur. Waters’ Edge West will add traffic to this intersection; however, the level of increase is less than one vehicle per minute that are distributed over several movements. Regardless, Waters’ Edge Investments, LLLP will contribute monies to the City of Fort Collins towards the design and construction of a traffic signal at this location, one that has been identified for installation. With the construction of a traffic signal, it is projected that this intersection will operate at LOS B during both peak hours. Waters’ Edge West Traffic Impact Analysis Page 28 IV.5.2 Recommended Year 2021 Improvements Table 3 summarizes the recommended improvements for the Year 2021 scenario that are necessary to meet the LCUASS LOS criteria (exclusive of the Vine Drive intersections at Lemay Avenue and Timberline Road), while also including improvements that Water’ Edge West is committed to building to assist with traffic flow near their site, specifically at the Turnberry Road/Country Club Road intersection. Figure 16 shows a representation of the LOS information at the project intersections. Appendix G includes the Year 2021 level of service analysis worksheets for Waters’ Edge West. Table 3. Recommended Improvements for Year 2021 Conditions Intersection Street Classifications Level of Service Without Improvement Recommended Improvement Level of Service with Improvement Year 2021 Base Assumption: Lemay Avenue grade-separation over railroad tracks and realignment of Vine Drive/Lemay Avenue intersection has not occurred. Vine Drive relocation has not occurred. Improvement to Meet LCUASS Requirements Intersection No. 10, Mountain Vista Drive/Timberline Road – PM Peak Hour Mountain Vista Drive – Arterial; Timberline Road – Arterial Northbound Left/Right – LOS F Install channelized “T” roadway configuration as shown on Figure 15 LOS C will result for the NB left and right turn movements Additional Improvements Intersection No. 8, Turnberry Road/Country Club Road – PM Peak Hour Turnberry Road – Arterial; Country Club Road - Collector Eastbound Left/Through – Year 2021 Levels of Service and Lane Geometry Figure 16 FELSBURG HOL T & ULLEVIG Waters Edge TIA - JANUARY UPDATE 15-358 01/23/17 WATERS' EDGE WEST Douglas Rd. CR 13 Hearthfire Way H e a r t h f i r e D r . Brightwater Dr. Country Club Rd. (CR 52) Richards Lake Mountain Vista Dr. (CR 50) Vine Dr. Lemay Ave. Gregory Rd. Timberline Rd. Morningstar Way Turnberry Rd. = 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 b/c c/d a/a a/a c/d c/c a/a a/a a/b a/a a/a a/a a/b a/a b/c b/b Waters’ Edge West Traffic Impact Analysis Page 30 IV.5.3 Year 2040 General – When considering the Base Assumptions improvements for geometric upgrades and traffic signalization at the Vine Drive/Lemay Avenue and Vine Drive/Timberline Road intersections, these two locations will operate above LCUASS standards. With the construction of a traffic signal at the Turnberry Road/Country Club Road intersection and a channelized “T” intersection at the Mountain Vista Drive/Timberline Road intersection, all intersections except one will meet the LCUASS LOS standards. Only the SH 1/Douglas Road intersection will not meet the LCUASS criterion (further discussion below). Following is information on the five specific intersections that the City requested additional discussion on. Figure 17 provides a representation of the LOS results for Year 2040; Appendix H includes the LOS worksheets. SH 1/Douglas Road Intersection – Analyses indicate that movements at this intersection will deteriorate to LOS E (westbound left turn) and to LOS F (eastbound left turn) during the PM peak hour. A traffic signalization warrant analysis should be conducted periodically to determine when this intersection meets one of the Manual on Uniform Traffic Control Devices (MUTCD) criterion for traffic signal installation. As information, one was conducted for existing conditions as part of this study; however, none of the MUTCD warrants was met. The Colorado Department of Transportation (CDOT) has indicated that this intersection is one of its top priority locations (currently ranked #5) for investigation of operational and safety improvements. The timeframe for evaluation of potential improvements and their eventual construction is unknown. Turnberry Road/Country Club Road – With the construction of a traffic signal at this intersection, it can continue to operate well for the Year 2040 timeframe. Levels of service are projected to be LOS B or better during the AM and PM peak hours. Mountain Vista Drive/Timberline Road Intersection – As noted in the previous section, Waters’ Edge Investments LLLP will contribute monies to the City to design and construct a channelized “T” configuration as part of their development agreement. This configuration will provide good operations through the build-out of Waters’ Edge West, but additional delay will occur as traffic volumes increase toward the Year 2040 timeframe; it is projected to meet the LCUASS standards for the Year 2040. As also noted previously, the City’s Master Street Plan identifies that this intersection will be reoriented for better flow along Timberline Road to/from I-25. Given the anticipated realignment of this intersection, improvements beyond the installation of the channelized “T” intersection is not recommended. Year 2040 Levels of Service and Lane Geometry Figure 17 FELSBURG HOL T & ULLEVIG Waters Edge TIA - JANUARY UPDATE 15-358 01/23/17 WATERS' EDGE WEST 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 2040 Background = Stop Sign = Traffic Signal x c/d d/e a/a a/a d/f c/c a/a a/a b/b a/a a/a a/a a/b a/a b/c b/a Waters’ Edge West Traffic Impact Analysis Page 32 Vine Drive/Lemay Avenue Intersection – With the relocation of this intersection as noted in the Master Street Plan, along with the grade-separation of Lemay Avenue over the railroad tracks, the Vine Drive/Lemay Avenue intersection will be improved to the City’s Arterial street cross- section. It will also include left and right turn auxiliary lanes on each intersection approach. As such, a traffic signal will provide good operations for the Year 2040 timeframe with LOS C or better occurring during either peak hour. Vine Drive/Timberline Road Intersection – One of the Base Assumptions is to add a traffic signal to this intersection, i.e., one will be installed whether Waters’ Edge West is built or not. But in addition, the Master Street Plan notes that this intersection is also planned to be relocated as part of the Vine Drive improvements. As such, it will likely have intersection laneage similar to the Vine Drive/Lemay Avenue intersection, and it will likely operate very well. Regardless of the relocation of this intersection, the installation of a new traffic signal at its current location will result in LOS B operations during both peak hours. IV.5.4 Recommended Year 2040 Improvements Table 4 summarizes the recommended improvements for the Year 2040 scenario that are necessary to meet the LCUASS LOS criteria. As noted in the previous section, only the installation of a traffic signal or roundabout at the SH 1/Douglas Road intersection is necessary to meet the LCUASS LOS criterion. Table 4. Recommended Improvements for Year 2040 Conditions Intersection Street Classifications Level of Service Without Improvement Recommended Improvement Level of Service with Improvement 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 or is relocated to the north as part of the Vine Drive realignment Intersection No. 1, SH 1/ Douglas Road – PM Peak Hour SH 1 – Arterial Douglas Road - Arterial Eastbound 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 Waters’ Edge West Traffic Impact Analysis Page 33 IV.6 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 West, 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 West 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 West will be responsible for widening to meet the criteria of that classification. Additionally, the extension of Brightwater Drive should follow the Minor Collector section that already exists along the north edge of the Richards Lake area. IV.7 Auxiliary Lane Analyses An analysis was conducted to understand if any left turn or right turn auxiliary lanes are needed at the site access point (Intersection B) that intersects Turnberry Road. As noted previously in this report, Turnberry Road is classified as 2-Lane Arterial. As such, the typical section for these streets include one travel lane and a bike lane in each direction. Additionally, the typical section includes space for a center turn lane. Review of how Turnberry Road has been constructed reveals that it includes the City’s typical cross-section amenities. As such, a left turn lane can be developed within the existing space for the center lane via roadway pavement markings. As such, and given the projected traffic volume for this movement, a striped turn lane of 125’ is recommended. IV.8 Pedestrian & Bicycling Facilities 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 West and to its parks and open spaces. Bicycle travel in Waters’ Edge West will occur within the normal footprint of the Local street system when traveling along residential streets. Travel along Brightwater Drive and Turnberry Road will be in established bike lanes. Where needed along the Waters’ Edge West property, the roadway cross-section will include extensions of the existing bike lane facilities on Turnberry Road. IV.9 Infrastructure for Year 2021 & Year 2040 Conditions Table 5 summarizes the improvements needed to address the traffic impacts associated with the increases in Background traffic (without the construction of Waters’ Edge West) to address capacity and LOS deficiencies, and ones required of the Applicant to meet development needs. As noted in Section IV.5, Waters’ Edge Investments, LLLP will design and construct a traffic signal at the Turnberry Road/County Club Road intersection and they will contribute monies to the City for the design and construction of a channelized “T” intersection at the Mountain Vista Drive/Timberline Road intersection and for the installation of a traffic signal at the Timberline Road/Vine Drive intersection as part of their development agreement. Waters' Edge West Street Classifications Figure 18 FELSBURG HOL T & ULLEVIG Waters Edge TIA - UPDATE 15-358 07/07/16 B R I D G E W A T E R D R I V E MORNINGSTAR WAY TURNBERRY WAY PARKSIDE DRIVE = 2-Lane Arterial = Minor Collector (with Parking) LEGEND Waters’ Edge West Traffic Impact Analysis Page 35 Table 5. Recommended Improvements Summary for Waters’ Edge West Improvement Description and Location Responsible Party Applicant Committed Background Committed Master Planned Year 2021 Turnberry Road – Brightwater Drive to extension of the north boundary of the Waters’ Edge West property; construct 2-Lane Arterial cross-section X Morningstar Way - Construct extension (Minor Collector with Parking) 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. 8 – Turnberry Road/Country Club Road; design and construct traffic signal X Intersection No. 10 – Mountain Vista/Timberline Road; construct channelized “T” intersection X1 Intersection No. 12 – Timberline Road/Vine Drive; construct traffic signal X1 Construct internal Waters’ Edge West 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 intersections along Morningstar Way, Brightwater Drive, and at the Turnberry Road/Morningstar Way intersection X 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; install traffic signalization OR convert to single lane roundabout X2 1 Monies contributed to the City by Waters’ Edge Investments, LLLP; design and construction by the City. 2 Improvement needed for Year 2040, but may not be identified as committed, i.e., they represent improvements to meet the LCUASS LOS standards. Waters’ Edge West Traffic Impact Analysis Page 36 V. SUMMARY CONCLUSIONS Waters’ Edge Investments, LLLP is proposing to construct a community of residential homes in northeast Fort Collins, Colorado on a parcel of land adjacent to Turnberry Road. Specifically, the project is located on the west side of Turnberry Road and it abuts other existing residential communities. To the north and west are the Serramonte and Hearthfire communities, while to the south is the Richards Lake development. The projects’ name is Waters’ Edge West, and the subject land is currently vacant except for a City of Fort Collins park (Richards Lake Park) that is in the southwest corner of the property. Certain public streets exist adjacent to and through Waters’ Edge West. These streets are located primarily along the south parcel boundaries and through the western part of the property – Brightwater Drive traverses the south side of Waters’ Edge West, 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. Waters’ Edge West is proposed for 379 residential dwelling units – 249 single-family homes, 82 townhomes, and 48 condominiums. The townhomes and condominiums will be restricted to residents that are 55 years old or older. Waters’ Edge West will include a community center, while several parks and open spaces will be provided for community residents. Waters’ Edge West is projected to be completed by Year 2021. Several points of access are proposed for the project with primary routes eventually reaching Turnberry Road. Parcel access will intersect existing Brightwater Drive and Morningstar Way, and along the new extension of Morningstar Way to Turnberry Road. Pedestrian access will be along detached sidewalks following the City’s 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 West and to its parks and open spaces. Bicycle travel in Waters’ Edge West will occur within the normal footprint of the Local street system when traveling along the residential streets. Travel along Brightwater Drive and Turnberry Road will be in established bike lanes. Where needed along the Waters’ Edge West property, the roadway cross-section will include extensions of the existing bike lane facilities on Turnberry Road. The planned number of residential homes and the other support services are projected to generate a total of about 2,860 new vehicle-trips on a daily basis, while trips during the AM and PM peak hours of commuter traffic are projected to be about 210 and 275 per hour, respectively. All of the evaluated intersections, with the exception of the SH 1/Douglas Road intersection, will meet the applicable Larimer County Urban Area Street Standards level of service criteria for Fort Collins. Waters’ Edge West will be responsible for certain improvements to meet these standards and they are more thoroughly documented in the table on the next page. These improvements will result in a better operating scenario than what currently exists and the impacts of Waters’ Edge West will have been mitigated. Waters’ Edge West Traffic Impact Analysis Page 37 Recommended Improvements Summary for Waters’ Edge Development Improvement Description and Location Responsible Party Applicant Committed Background Committed Master Planned Year 2021 Turnberry Road – Brightwater Drive to extension of the north boundary of the Waters’ Edge West property; construct 2-Lane Arterial cross-section X Morningstar Way - Construct extension (Minor Collector with Parking) 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. 8 – Turnberry Road/Country Club Road; design and construct traffic signal X Intersection No. 10 – Mountain Vista/Timberline Road; construct channelized “T” intersection X1 Intersection No. 12 – Timberline Road/Vine Drive; construct traffic signal X1 Construct internal Waters’ Edge West 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 intersections along Morningstar Way, Brightwater Drive, and at the Turnberry Road/Morningstar Way intersection X 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; install traffic signalization OR convert to single lane roundabout X2 1 Monies contributed to the City by Waters’ Edge Investments, LLLP; design and construction by the City. 2 Improvement needed for Year 2040, but may not be identified as committed, i.e., they represent improvements to meet the LCUASS LOS standards. Waters’ Edge West 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 West Trip Generation Based on information from ITE’s Trip Generation publication Land Use Unit Size Daily AM Peak Hour PM Peak Hour In Out Total In Out Total Single-Family DU 249 2,431 46 138 184 150 89 239 Townhomes (Sr. Housing Trip Category) DU 82 266 6 11 17 11 10 21 Condominiums (Sr. Housing Trip Category) DU 48 164 4 6 10 7 6 13 TOTAL DU 379 2,861 56 155 211 168 105 273 Waters’ Edge West 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 West 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 West 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 West Traffic Impact Analysis Appendix E APPENDIX E TRAFFIC ANALYSIS WORKSHEETS – 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 West Traffic Impact Analysis Appendix F APPENDIX F TRAFFIC ANALYSIS WORKSHEETS – 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 #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 West Traffic Impact Analysis Appendix G APPENDIX G TRAFFIC ANALYSIS WORKSHEETS – YEAR 2021 BUILD-OUT CONDITIONS HCM 2010 TWSC Waters'Edge West Build-Out 1: SH 1 & Douglas Road (CR 54) 01/16/2017 Year 2021 AM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 5.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 70 75 50 45 65 10 20 95 20 25 330 190 Future Vol, veh/h 70 75 50 45 65 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 71 11 22 103 22 27 359 207 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 611 581 359 639 571 114 359 0 0 125 0 0 Stage 1 413 413 - 158 158 - - - - - - - Stage 2 198 168 - 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 406 425 685 389 431 939 1200 - - 1462 - - Stage 1 616 594 - 844 767 - - - - - - - Stage 2 804 759 - 566 594 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 339 410 685 295 415 939 1200 - - 1462 - - Mov Cap-2 Maneuver 339 410 - 295 415 - - - - - - - Stage 1 605 583 - 829 753 - - - - - - - Stage 2 707 745 - 440 583 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 16.5 16.6 1.2 0.3 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1200 - - 339 488 295 448 1462 - - HCM Lane V/C Ratio 0.018 - - 0.224 0.278 0.166 0.182 0.019 - - HCM Control Delay (s) 8.1 - - 18.7 15.2 19.6 14.8 7.5 - - HCM Lane LOS A - - C C C B A - - HCM 95th %tile Q(veh) 0.1 - - 0.8 1.1 0.6 0.7 0.1 - - HCM 2010 TWSC Waters' Edge Build-Out 1: SH 1 & Douglas Road (CR 54) 01/16/2017 Year 2021 - PM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 7.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 95 55 55 40 60 15 70 340 70 20 170 85 Future Vol, veh/h 95 55 55 40 60 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 103 60 60 43 65 16 76 370 76 22 185 92 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 829 826 185 848 788 408 185 0 0 446 0 0 Stage 1 228 228 - 560 560 - - - - - - - Stage 2 601 598 - 288 228 - - - - - - - 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 290 307 857 281 323 643 1390 - - 1114 - - Stage 1 775 715 - 513 511 - - - - - - - Stage 2 487 491 - 720 715 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 222 284 857 207 299 643 1390 - - 1114 - - Mov Cap-2 Maneuver 222 284 - 207 299 - - - - - - - Stage 1 733 701 - 485 483 - - - - - - - Stage 2 388 464 - 601 701 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 25 21.9 1.1 0.6 HCM LOS D C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1390 - - 222 427 207 335 1114 - - HCM Lane V/C Ratio 0.055 - - 0.465 0.28 0.21 0.243 0.02 - - HCM Control Delay (s) 7.7 - - 34.6 16.7 27 19.2 8.3 - - HCM Lane LOS A - - DCDCA-- HCM 95th %tile Q(veh) 0.2 - - 2.3 1.1 0.8 0.9 0.1 - - HCM 2010 TWSC Waters'Edge West Build-Out 2: Hearthfire Drive & Douglas Road (CR 54) 01/16/2017 Year 2021 AM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 2.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 105 10 5 70 45 10 Future 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 Waters' Edge Build-Out 2: Hearthfire Drive & Douglas Road (CR 54) 01/16/2017 Year 2021 - PM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 105 45 5 105 20 5 Future Vol, veh/h 105 45 5 105 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 114 49 5 114 22 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 - 7.12 6.22 Critical Hdwy Stg 1 - - - - 6.12 - Critical Hdwy Stg 2 - - - - 6.12 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1475 - 715 939 Stage 1 - - - - 891 - Stage 2 - - - - 879 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1475 - 713 939 Mov Cap-2 Maneuver - - - - 713 - Stage 1 - - - - 891 - Stage 2 - - - - 876 - 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) 749 - - 1475 - 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 Waters'Edge West Build-Out 3: Hearthfire Drive & Morningstar Way 01/16/2017 Year 2021 AM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 3.9 Movement NWL NWR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 10 20 15 25 10 5 Future 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 Waters' Edge Build-Out 3: Hearthfire Drive & Morningstar Way 01/16/2017 Year 2021 - PM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 4.8 Movement NWL NWR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 15 15 10 10 20 15 Future Vol, veh/h 15 15 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 16 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 7.12 6.22 - - 4.12 - Critical Hdwy Stg 1 6.12 - - - - - Critical Hdwy Stg 2 6.12 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 914 1063 - - 1593 - Stage 1 1004 - - - - - Stage 2 951 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 904 1063 - - 1593 - Mov Cap-2 Maneuver 904 - - - - - Stage 1 1004 - - - - - Stage 2 938 - - - - - 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) - - 977 1593 - HCM Lane V/C Ratio - - 0.033 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 Waters'Edge West Build-Out 4: Turnberry Road & Douglas Road (CR 54) 01/16/2017 Year 2021 AM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 3.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 80 50 15 25 5 40 5 20 5 5 10 Future 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 Waters' Edge Build-Out 4: Turnberry Road & Douglas Road (CR 54) 01/16/2017 Year 2021 - PM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 3.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 55 50 30 70 5 40 5 30 5 5 5 Future 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 Waters'Edge West Build-Out 5: Turnberry Road & Brightwater Drive 01/16/2017 Year 2021 AM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 5 100 35 5 5 40 60 5 5 145 5 Future Vol, veh/h 5 5 100 35 5 5 40 60 5 5 145 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 5 109 38 5 5 43 65 5 5 158 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 331 329 160 329 329 68 163 0 0 71 0 0 Stage 1 171 171 - 155 155 - - - - - - - Stage 2 160 158 - 174 174 - - - - - - - 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 622 590 885 624 590 995 1416 - - 1529 - - Stage 1 831 757 - 847 769 - - - - - - - Stage 2 842 767 - 828 755 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 598 570 885 529 570 995 1416 - - 1529 - - Mov Cap-2 Maneuver 598 570 - 529 570 - - - - - - - Stage 1 806 755 - 821 746 - - - - - - - Stage 2 806 744 - 719 753 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.8 12 2.9 0.2 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1416 - - 584 885 563 1529 - - HCM Lane V/C Ratio 0.031 - - 0.019 0.123 0.087 0.004 - - HCM Control Delay (s) 7.6 - - 11.3 9.6 12 7.4 - - HCM Lane LOS A - - BABA-- HCM 95th %tile Q(veh) 0.1 - - 0.1 0.4 0.3 0 - - HCM 2010 TWSC Waters' Edge Build-Out 5: Turnberry Road & Brightwater Drive 01/16/2017 Year 2021 - PM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 3.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 5 50 10 5 10 95 150 20 5 105 5 Future Vol, veh/h 5 5 50 10 5 10 95 150 20 5 105 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 54 11 5 11 103 163 22 5 114 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 517 519 117 510 510 174 120 0 0 185 0 0 Stage 1 128 128 - 380 380 - - - - - - - Stage 2 389 391 - 130 130 - - - - - - - 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 469 461 935 474 467 869 1468 - - 1390 - - Stage 1 876 790 - 642 614 - - - - - - - Stage 2 635 607 - 874 789 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 433 427 935 417 433 869 1468 - - 1390 - - Mov Cap-2 Maneuver 433 427 - 417 433 - - - - - - - Stage 1 815 787 - 597 571 - - - - - - - Stage 2 578 564 - 815 786 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.9 12.1 2.7 0.3 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1468 - - 430 935 532 1390 - - HCM Lane V/C Ratio 0.07 - - 0.025 0.058 0.051 0.004 - - HCM Control Delay (s) 7.6 - - 13.6 9.1 12.1 7.6 - - HCM Lane LOS A - - BABA-- HCM 95th %tile Q(veh) 0.2 - - 0.1 0.2 0.2 0 - - HCM 2010 TWSC Waters'Edge West Build-Out 6: Turnberry Road & Richards Lake Road (CR 52) 01/16/2017 Year 2021 AM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 2.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 5 25 50 5 10 10 110 15 20 320 5 Future Vol, veh/h 5 5 25 50 5 10 10 110 15 20 320 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 11 11 120 16 22 348 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 543 535 351 538 538 120 353 0 0 120 0 0 Stage 1 394 394 - 141 141 - - - - - - - Stage 2 149 141 - 397 397 - - - - - - - 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 451 452 692 454 450 931 1206 - - 1468 - - Stage 1 631 605 - 862 780 - - - - - - - Stage 2 854 780 - 629 603 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 433 441 692 424 439 931 1206 - - 1468 - - Mov Cap-2 Maneuver 433 441 - 424 439 - - - - - - - Stage 1 625 596 - 854 773 - - - - - - - Stage 2 830 773 - 590 594 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.3 13.7 0.6 0.4 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1206 - - 437 692 424 678 1468 - - HCM Lane V/C Ratio 0.009 - - 0.025 0.039 0.128 0.024 0.015 - - HCM Control Delay (s) 8 - - 13.4 10.4 14.7 10.4 7.5 - - HCM Lane LOS A - - BBBBA-- HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0.4 0.1 0 - - HCM 2010 TWSC Waters' Edge Build-Out 6: Turnberry Road & Richards Lake Road (CR 52) 01/16/2017 Year 2021 - PM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 5 10 35 5 30 15 280 45 20 320 5 Future Vol, veh/h 5 5 10 35 5 30 15 280 45 20 320 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 33 16 304 49 22 348 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 750 731 351 734 734 304 353 0 0 304 0 0 Stage 1 394 394 - 337 337 - - - - - - - Stage 2 356 337 - 397 397 - - - - - - - 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 328 349 692 336 347 736 1206 - - 1257 - - Stage 1 631 605 - 677 641 - - - - - - - Stage 2 661 641 - 629 603 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 302 338 692 319 336 736 1206 - - 1257 - - Mov Cap-2 Maneuver 302 338 - 319 336 - - - - - - - Stage 1 623 594 - 668 632 - - - - - - - Stage 2 618 632 - 603 592 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.5 14.5 0.4 0.5 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1206 - - 319 692 319 629 1257 - - HCM Lane V/C Ratio 0.014 - - 0.034 0.016 0.119 0.06 0.017 - - HCM Control Delay (s) 8 - - 16.7 10.3 17.8 11.1 7.9 - - HCM Lane LOS A - - C B C B A - - HCM 95th %tile Q(veh) 0 - - 0.1 0 0.4 0.2 0.1 - - HCM 2010 AWSC Waters'Edge West Build-Out 7: Lemay Avenue & Country Club Road 01/16/2017 Year 2021 AM Synchro 9 Report GCR Page 1 Intersection Intersection Delay, s/veh 17.2 Intersection LOS C Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 5 130 90 0 295 160 5 0 20 45 65 Future Vol, veh/h 0 5 130 90 0 295 160 5 0 20 45 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 5 141 98 0 321 174 5 0 22 49 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 11.8 23.3 11.1 HCM LOS B C B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 15% 2% 64% 12% Vol Thru, % 35% 58% 35% 81% Vol Right, % 50% 40% 1% 6% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 130 225 460 160 LT Vol 20 5 295 20 Through Vol 45 130 160 130 RT Vol 65 90 5 10 Lane Flow Rate 141 245 500 174 Geometry Grp 1111 Degree of Util (X) 0.238 0.373 0.754 0.301 Departure Headway (Hd) 6.063 5.484 5.429 6.229 Convergence, Y/N Yes Yes Yes Yes Cap 586 651 665 572 Service Time 4.154 3.559 3.489 4.316 HCM Lane V/C Ratio 0.241 0.376 0.752 0.304 HCM Control Delay 11.1 11.8 23.3 12 HCM Lane LOS B B C B HCM 95th-tile Q 0.9 1.7 6.9 1.3 HCM 2010 AWSC Waters'Edge West Build-Out 7: Lemay Avenue & Country Club Road 01/16/2017 Year 2021 AM Synchro 9 Report GCR Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 20 130 10 Future 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 HCM 2010 AWSC Waters' Edge Build-Out 7: Lemay Avenue & Country Club Road 01/16/2017 Year 2021 - PM Synchro 9 Report GCR Page 1 Intersection Intersection Delay, s/veh 38.4 Intersection LOS E Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 10 270 55 0 155 160 25 0 90 120 285 Future Vol, veh/h 0 10 270 55 0 155 160 25 0 90 120 285 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 11 293 60 0 168 174 27 0 98 130 310 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 26.7 28.6 57.4 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 495 335 340 90 LT Vol 90 10 155 20 Through Vol 120 270 160 65 RT Vol 285 55 25 5 Lane Flow Rate 538 364 370 98 Geometry Grp 1111 Degree of Util (X) 0.973 0.721 0.743 0.225 Departure Headway (Hd) 6.509 7.132 7.241 8.279 Convergence, Y/N Yes Yes Yes Yes Cap 554 506 499 431 Service Time 4.564 5.2 5.309 6.377 HCM Lane V/C Ratio 0.971 0.719 0.741 0.227 HCM Control Delay 57.4 26.7 28.6 13.8 HCM Lane LOS F D D B HCM 95th-tile Q 13.3 5.8 6.2 0.9 HCM 2010 AWSC Waters' Edge Build-Out 7: Lemay Avenue & Country Club Road 01/16/2017 Year 2021 - PM Synchro 9 Report GCR Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 20 65 5 Future 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 13.8 HCM LOS B HCM 2010 TWSC Waters'Edge West Build-Out 8: Turnberry Road & Country Club Road 01/16/2017 Year 2021 AM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 4.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 80 10 155 25 25 5 45 85 10 5 275 325 Future Vol, veh/h 80 10 155 25 25 5 45 85 10 5 275 325 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 27 27 5 49 92 11 5 299 353 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 522 511 299 511 506 98 299 0 0 103 0 0 Stage 1 310 310 - 196 196 - - - - - - - Stage 2 212 201 - 315 310 - - - - - - - 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 465 466 741 473 469 958 1262 - - 1489 - - Stage 1 700 659 - 806 739 - - - - - - - Stage 2 790 735 - 696 659 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 427 446 741 347 449 958 1262 - - 1489 - - Mov Cap-2 Maneuver 427 446 - 347 449 - - - - - - - Stage 1 673 657 - 775 710 - - - - - - - Stage 2 726 706 - 527 657 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13 15.2 2.6 0.1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1262 - - 429 741 414 1489 - - HCM Lane V/C Ratio 0.039 - - 0.228 0.227 0.144 0.004 - - HCM Control Delay (s) 8 - - 15.9 11.3 15.2 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 Roundabout Waters'Edge West Build-Out 8: Turnberry Road & Country Club Road 01/16/2017 Year 2021 AM Synchro 9 Report GCR Page 1 Intersection Intersection Delay, s/veh 10.8 Intersection LOS B Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 266 59 152 657 Demand Flow Rate, veh/h 271 61 155 670 Vehicles Circulating, veh/h 338 233 105 106 Vehicles Exiting, veh/h 438 27 504 188 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 8.5 4.8 5.0 13.6 Approach LOS AAAB Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR 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 271 61 155 670 Cap Entry Lane, veh/h 806 895 1017 1016 Entry HV Adj Factor 0.981 0.975 0.982 0.981 Flow Entry, veh/h 266 59 152 657 Cap Entry, veh/h 790 872 999 997 V/C Ratio 0.336 0.068 0.152 0.659 Control Delay, s/veh 8.5 4.8 5.0 13.6 LOSAAAB 95th %tile Queue, veh 1015 HCM 2010 Signalized Intersection Summary Waters'Edge West Build-Out 8: Turnberry Road & Country Club Road 01/16/2017 Year 2021 AM Synchro 9 Report GCR Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 80 10 155 25 25 5 45 85 10 5 275 325 Future Volume (veh/h) 80 10 155 25 25 5 45 85 10 5 275 325 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 1863 1900 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 87 11 168 27 27 5 49 92 11 5 299 353 Adj No. of Lanes 011010110111 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 354 37 257 187 152 21 579 948 113 863 1017 864 Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 0.04 0.58 0.58 0.01 0.55 0.55 Sat Flow, veh/h 1301 226 1583 472 939 131 1774 1633 195 1774 1863 1583 Grp Volume(v), veh/h 98 0 168 59 0 0 49 0 103 5 299 353 Grp Sat Flow(s),veh/h/ln 1527 0 1583 1541 0 0 1774 0 1828 1774 1863 1583 Q Serve(g_s), s 0.0 0.0 4.7 0.0 0.0 0.0 0.6 0.0 1.2 0.1 4.1 6.2 Cycle Q Clear(g_c), s 2.3 0.0 4.7 2.3 0.0 0.0 0.6 0.0 1.2 0.1 4.1 6.2 Prop In Lane 0.89 1.00 0.46 0.08 1.00 0.11 1.00 1.00 Lane Grp Cap(c), veh/h 390 0 257 360 0 0 579 0 1061 863 1017 864 V/C Ratio(X) 0.25 0.00 0.65 0.16 0.00 0.00 0.08 0.00 0.10 0.01 0.29 0.41 Avail Cap(c_a), veh/h 695 0 598 677 0 0 657 0 1061 1002 1017 864 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 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.7 0.0 18.7 17.3 0.0 0.0 4.4 0.0 4.4 4.8 5.9 6.3 Incr Delay (d2), s/veh 0.3 0.0 2.8 0.2 0.0 0.0 0.1 0.0 0.2 0.0 0.7 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.0 2.2 0.7 0.0 0.0 0.3 0.0 0.7 0.0 2.3 3.0 LnGrp Delay(d),s/veh 18.0 0.0 21.5 17.5 0.0 0.0 4.5 0.0 4.6 4.8 6.6 7.8 LnGrp LOS B C B A AAAA Approach Vol, veh/h 266 59 152 657 Approach Delay, s/veh 20.2 17.5 4.6 7.2 Approach LOS C B A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 4.3 31.7 11.7 5.9 30.0 11.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 4.0 26.0 18.0 4.0 26.0 18.0 Max Q Clear Time (g_c+I1), s 2.1 3.2 6.7 2.6 8.2 4.3 Green Ext Time (p_c), s 0.0 3.8 1.1 0.0 3.5 1.2 Intersection Summary HCM 2010 Ctrl Delay 10.4 HCM 2010 LOS B HCM 2010 TWSC Waters' Edge Build-Out 8: Turnberry Road & Country Club Road 01/16/2017 Year 2021 - PM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 53 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 265 50 160 5 15 5 175 215 25 5 130 185 Future Vol, veh/h 265 50 160 5 15 5 175 215 25 5 130 185 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 288 54 174 5 16 5 190 234 27 5 141 201 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 791 793 141 807 780 247 141 0 0 261 0 0 Stage 1 152 152 - 628 628 - - - - - - - Stage 2 639 641 - 179 152 - - - - - - - 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 307 321 907 300 327 792 1442 - - 1303 - - Stage 1 850 772 - 471 476 - - - - - - - Stage 2 464 469 - 823 772 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 262 278 907 185 283 792 1442 - - 1303 - - Mov Cap-2 Maneuver ~ 262 278 - 185 283 - - - - - - - Stage 1 738 769 - 409 413 - - - - - - - Stage 2 384 407 - 616 769 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 133.9 18.7 3.3 0.1 HCM LOS F C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1442 - - 264 907 290 1303 - - HCM Lane V/C Ratio 0.132 - - 1.297 0.192 0.094 0.004 - - HCM Control Delay (s) 7.9 - - 196.9 9.9 18.7 7.8 - - HCM Lane LOS A - - F A C A - - HCM 95th %tile Q(veh) 0.5 - - 17.2 0.7 0.3 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 Roundabout Waters' Edge Build-Out 8: Turnberry Road & Country Club Road 01/16/2017 Year 2021 - PM Synchro 9 Report GCR Page 1 Intersection Intersection Delay, s/veh 11.2 Intersection LOS B Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 516 26 451 347 Demand Flow Rate, veh/h 526 26 461 354 Vehicles Circulating, veh/h 154 727 354 215 Vehicles Exiting, veh/h 415 88 326 538 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 10.9 7.2 13.8 8.5 Approach LOS BABA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR 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 526 26 461 354 Cap Entry Lane, veh/h 969 546 793 911 Entry HV Adj Factor 0.981 0.988 0.979 0.981 Flow Entry, veh/h 516 26 451 347 Cap Entry, veh/h 950 540 776 894 V/C Ratio 0.543 0.048 0.581 0.388 Control Delay, s/veh 10.9 7.2 13.8 8.5 LOSBABA 95th %tile Queue, veh 3042 HCM 2010 Signalized Intersection Summary Waters' Edge Build-Out 8: Turnberry Road & Country Club Road 01/23/2017 Year 2021 - PM Synchro 9 Report GCR Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 265 50 160 5 15 5 175 215 25 5 130 185 Future Volume (veh/h) 265 50 160 5 15 5 175 215 25 5 130 185 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 1863 1900 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 288 54 174 5 16 5 190 234 27 5 141 201 Adj No. of Lanes 011010110111 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 313 48 491 115 288 75 622 720 83 542 649 551 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.10 0.44 0.44 0.01 0.35 0.35 Sat Flow, veh/h 572 153 1583 88 928 242 1774 1640 189 1774 1863 1583 Grp Volume(v), veh/h 342 0 174 26 0 0 190 0 261 5 141 201 Grp Sat Flow(s),veh/h/ln 725 0 1583 1257 0 0 1774 0 1829 1774 1863 1583 Q Serve(g_s), s 10.9 0.0 4.2 0.1 0.0 0.0 3.0 0.0 4.6 0.1 2.6 4.6 Cycle Q Clear(g_c), s 10.9 0.0 4.2 10.9 0.0 0.0 3.0 0.0 4.6 0.1 2.6 4.6 Prop In Lane 0.84 1.00 0.19 0.19 1.00 0.10 1.00 1.00 Lane Grp Cap(c), veh/h 0 0 491 478 0 0 622 0 803 542 649 551 V/C Ratio(X) 0.00 0.00 0.35 0.05 0.00 0.00 0.31 0.00 0.33 0.01 0.22 0.36 Avail Cap(c_a), veh/h 0 0 811 539 0 0 670 0 803 677 649 551 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 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 13.1 12.0 0.0 0.0 7.5 0.0 9.0 10.2 11.2 11.9 Incr Delay (d2), s/veh 0.0 0.0 0.4 0.0 0.0 0.0 0.3 0.0 1.1 0.0 0.8 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 1.9 0.3 0.0 0.0 1.5 0.0 2.5 0.0 1.5 2.3 LnGrp Delay(d),s/veh 0.0 0.0 13.5 12.0 0.0 0.0 7.8 0.0 10.0 10.2 12.0 13.7 LnGrp LOS B B A BBBB Approach Vol, veh/h 516 26 451 347 Approach Delay, s/veh 4.5 12.0 9.1 13.0 Approach LOS ABAB Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 4.3 25.4 19.1 8.7 21.0 19.1 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 4.0 19.0 25.0 6.0 17.0 17.0 Max Q Clear Time (g_c+I1), s 2.1 6.6 12.9 5.0 6.6 12.9 Green Ext Time (p_c), s 0.0 2.5 2.3 0.1 2.3 1.1 Intersection Summary HCM 2010 Ctrl Delay 8.4 HCM 2010 LOS A Notes HCM 2010 AWSC Waters'Edge West Build-Out 9: Adriel Drive/Mountain Vista Drive (CR 50) & Turnberry Road 01/16/2017 Year 2021 AM Synchro 9 Report GCR Page 1 Intersection Intersection Delay, s/veh 14.7 Intersection LOS B Movement EBU EBL EBT WBU WBT WBR SBU SBL SBR Lane Configurations Traffic Vol, veh/h 0 10 30 0 10 125 0 485 5 Future Vol, veh/h 0 10 30 0 10 125 0 485 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 11 136 0 527 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 8.9 8.9 16.8 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 40 135 490 LT Vol 10 0 485 Through Vol 30 10 0 RT Vol 0 125 5 Lane Flow Rate 43 147 533 Geometry Grp 1 1 1 Degree of Util (X) 0.066 0.193 0.678 Departure Headway (Hd) 5.482 4.739 4.584 Convergence, Y/N Yes Yes Yes Cap 650 756 788 Service Time 3.539 2.782 2.624 HCM Lane V/C Ratio 0.066 0.194 0.676 HCM Control Delay 8.9 8.9 16.8 HCM Lane LOS A A C HCM 95th-tile Q 0.2 0.7 5.4 HCM 2010 AWSC Waters' Edge Build-Out 9: Adriel Drive/Mountain Vista Drive (CR 50) & Turnberry Road 01/16/2017 Year 2021 - PM Synchro 9 Report GCR Page 1 Intersection Intersection Delay, s/veh 11.9 Intersection LOS B Movement EBU EBL EBT WBU WBT WBR SBU SBL SBR Lane Configurations Traffic Vol, veh/h 0 10 20 0 30 410 0 235 20 Future Vol, veh/h 0 10 20 0 30 410 0 235 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 33 446 0 255 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 8.6 12.3 11.6 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 30 440 255 LT Vol 10 0 235 Through Vol 20 30 0 RT Vol 0 410 20 Lane Flow Rate 33 478 277 Geometry Grp 1 1 1 Degree of Util (X) 0.048 0.553 0.397 Departure Headway (Hd) 5.267 4.166 5.151 Convergence, Y/N Yes Yes Yes Cap 675 866 693 Service Time 3.339 2.202 3.229 HCM Lane V/C Ratio 0.049 0.552 0.4 HCM Control Delay 8.6 12.3 11.6 HCM Lane LOS A B B HCM 95th-tile Q 0.2 3.5 1.9 HCM 2010 TWSC Waters'Edge West Build-Out 10: Timberline Drive & Mountain Vista Drive (CR 50) 01/16/2017 Year 2021 AM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 4.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 305 230 135 80 60 65 Future Vol, veh/h 305 230 135 80 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 332 250 147 87 65 71 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 582 0 837 457 Stage 1 - - - - 457 - Stage 2 - - - - 380 - 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 - - 992 - 337 604 Stage 1 - - - - 638 - Stage 2 - - - - 691 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 992 - 284 604 Mov Cap-2 Maneuver - - - - 284 - Stage 1 - - - - 638 - Stage 2 - - - - 583 - Approach EB WB NB HCM Control Delay, s 0 5.8 19 HCM LOS C Capacity (veh/h) 392 - - 992 - HCM Lane V/C Ratio 0.347 - - 0.148 - HCM Control Delay (s) 19 - - 9.3 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 1.5 - - 0.5 - HCM 2010 TWSC Waters' Edge Build-Out 10: Timberline Drive & Mountain Vista Drive (CR 50) 01/16/2017 Year 2021 - PM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 32 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 150 115 125 400 200 155 Future Vol, veh/h 150 115 125 400 200 155 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 163 125 136 435 217 168 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 288 0 933 226 Stage 1 - - - - 226 - Stage 2 - - - - 707 - 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 - - 1274 - 295 813 Stage 1 - - - - 812 - Stage 2 - - - - 489 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1274 - 253 813 Mov Cap-2 Maneuver - - - - 253 - Stage 1 - - - - 812 - Stage 2 - - - - 420 - Approach EB WB NB HCM Control Delay, s 0 1.9 100.4 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 362 - - 1274 - HCM Lane V/C Ratio 1.066 - - 0.107 - HCM Control Delay (s) 100.4 - - 8.2 0 HCM Lane LOS F - - A A HCM 95th %tile Q(veh) 13.6 - - 0.4 - HCM 2010 TWSC Waters'Edge West Build-Out 10: Timberline Drive & Mountain Vista Drive (CR 50) 01/16/2017 Year 2021 AM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 4.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 305 230 135 0 60 65 Future Vol, veh/h 305 230 135 0 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 332 250 147 0 65 71 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 582 0 750 457 Stage 1 - - - - 457 - Stage 2 - - - - 293 - 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 - - 992 - 379 604 Stage 1 - - - - 638 - Stage 2 - - - - 757 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 992 - 323 604 Mov Cap-2 Maneuver - - - - 323 - Stage 1 - - - - 638 - Stage 2 - - - - 645 - Approach EB WB NB HCM Control Delay, s 0 9.3 17.4 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 426 - - 992 - HCM Lane V/C Ratio 0.319 - - 0.148 - HCM Control Delay (s) 17.4 - - 9.3 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 1.4 - - 0.5 - Channelized T HCM 2010 TWSC Waters' Edge Build-Out 10: Timberline Drive & Mountain Vista Drive (CR 50) 01/16/2017 Year 2021 - PM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 12.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 150 115 125 0 200 155 Future Vol, veh/h 150 115 125 0 200 155 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 163 125 136 0 217 168 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 288 0 498 226 Stage 1 - - - - 226 - Stage 2 - - - - 272 - 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 - - 1274 - 532 813 Stage 1 - - - - 812 - Stage 2 - - - - 774 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1274 - 475 813 Mov Cap-2 Maneuver - - - - 475 - Stage 1 - - - - 812 - Stage 2 - - - - 691 - Approach EB WB NB HCM Control Delay, s 0 8.2 22.7 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 580 - - 1274 - HCM Lane V/C Ratio 0.665 - - 0.107 - HCM Control Delay (s) 22.7 - - 8.2 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 5 - - 0.4 - Channelized T HCM 2010 Signalized Intersection Summary Waters'Edge West Build-Out 11: Lemay Avenue & Vine Drive 01/16/2017 Year 2021 AM Synchro 9 Report GCR Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 15 155 90 140 260 125 40 320 65 60 610 30 Future Volume (veh/h) 15 155 90 140 260 125 40 320 65 60 610 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 47 372 76 70 709 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 95 724 142 105 937 45 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 1250 245 120 1617 78 Grp Volume(v), veh/h 17 0 285 163 0 447 495 0 0 814 0 0 Grp Sat Flow(s),veh/h/ln 1774 0 1717 1774 0 1728 1597 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 19.5 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 37.1 0.0 0.0 Prop In Lane 1.00 0.37 1.00 0.32 0.09 0.15 0.09 0.04 Lane Grp Cap(c), veh/h 139 0 387 288 0 489 946 0 0 1071 0 0 V/C Ratio(X) 0.12 0.00 0.74 0.57 0.00 0.91 0.52 0.00 0.00 0.76 0.00 0.00 Avail Cap(c_a), veh/h 209 0 476 288 0 510 946 0 0 1071 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 17.3 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.0 4.6 2.6 0.0 20.5 2.1 0.0 0.0 5.1 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 20.7 0.0 0.0 LnGrp Delay(d),s/veh 33.8 0.0 44.4 32.1 0.0 58.8 15.6 0.0 0.0 22.4 0.0 0.0 LnGrp LOS C D C E B C Approach Vol, veh/h 302 610 495 814 Approach Delay, s/veh 43.8 51.7 15.6 22.4 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 39.1 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 31.8 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary Waters' Edge Build-Out 11: Lemay Avenue & Vine Drive 01/16/2017 Year 2021 - PM Synchro 9 Report GCR Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 25 295 110 110 220 145 70 760 225 115 500 45 Future Volume (veh/h) 25 295 110 110 220 145 70 760 225 115 500 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 81 884 262 134 581 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 91 833 242 116 470 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 78 1098 319 107 620 53 Grp Volume(v), veh/h 29 0 471 128 0 425 1227 0 0 767 0 0 Grp Sat Flow(s),veh/h/ln 1774 0 1740 1774 0 1710 1495 0 0 779 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 1153 0 0 620 0 0 V/C Ratio(X) 0.26 0.00 1.23 0.78 0.00 0.99 1.06 0.00 0.00 1.24 0.00 0.00 Avail Cap(c_a), veh/h 166 0 384 163 0 428 1153 0 0 620 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 45.3 0.0 0.0 120.3 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 0.8 0.0 25.8 4.2 0.0 19.0 14.5 0.0 0.0 20.7 0.0 0.0 LnGrp Delay(d),s/veh 38.4 0.0 169.5 57.2 0.0 86.7 59.6 0.0 0.0 132.1 0.0 0.0 LnGrp LOS D F E F F F Approach Vol, veh/h 500 553 1227 767 Approach Delay, s/veh 161.9 79.9 59.6 132.1 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 98.3 HCM 2010 LOS F Notes HCM 2010 AWSC Waters'Edge West Build-Out 12: Vine Drive & Timberline Drive 01/16/2017 Year 2021 AM Synchro 9 Report GCR Page 1 Intersection Intersection Delay, s/veh 14.8 Intersection LOS B Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 45 90 145 0 155 200 10 0 100 100 25 Future 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 13.4 17.9 13.7 HCM LOS B C B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 44% 16% 42% 4% Vol Thru, % 44% 32% 55% 42% Vol Right, % 11% 52% 3% 54% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 225 280 365 120 LT Vol 100 45 155 5 Through Vol 100 90 200 50 RT Vol 25 145 10 65 Lane Flow Rate 245 304 397 130 Geometry Grp 1111 Degree of Util (X) 0.418 0.465 0.625 0.225 Departure Headway (Hd) 6.151 5.501 5.67 6.21 Convergence, Y/N Yes Yes Yes Yes Cap 580 648 631 582 Service Time 4.25 3.598 3.759 4.21 HCM Lane V/C Ratio 0.422 0.469 0.629 0.223 HCM Control Delay 13.7 13.4 17.9 11 HCM Lane LOS B B C B HCM 95th-tile Q 2.1 2.5 4.4 0.9 HCM 2010 AWSC Waters'Edge West Build-Out 12: Vine Drive & Timberline Drive 01/16/2017 Year 2021 AM Synchro 9 Report GCR Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 5 50 65 Future Vol, veh/h 0 5 50 65 Peak Hour Factor 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2222 Mvmt Flow 0 5 54 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 HCM LOS B HCM 2010 Signalized Intersection Summary Waters'Edge West Build-Out 12: Vine Drive & Timberline Drive 01/23/2017 Year 2021 AM Synchro 9 Report GCR Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 45 90 145 155 200 10 100 100 25 5 50 65 Future Volume (veh/h) 45 90 145 155 200 10 100 100 25 5 50 65 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 49 98 158 168 217 11 109 109 27 5 54 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 146 226 303 309 334 15 398 373 81 88 360 441 Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.48 0.48 0.48 0.48 0.48 0.48 Sat Flow, veh/h 159 648 867 568 957 44 597 781 171 15 753 924 Grp Volume(v), veh/h 305 0 0 396 0 0 245 0 0 130 0 0 Grp Sat Flow(s),veh/h/ln 1674 0 0 1568 0 0 1548 0 0 1692 0 0 Q Serve(g_s), s 0.0 0.0 0.0 2.9 0.0 0.0 1.5 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 6.5 0.0 0.0 9.5 0.0 0.0 4.0 0.0 0.0 2.0 0.0 0.0 Prop In Lane 0.16 0.52 0.42 0.03 0.44 0.11 0.04 0.55 Lane Grp Cap(c), veh/h 675 0 0 659 0 0 852 0 0 889 0 0 V/C Ratio(X) 0.45 0.00 0.00 0.60 0.00 0.00 0.29 0.00 0.00 0.15 0.00 0.00 Avail Cap(c_a), veh/h 1147 0 0 1096 0 0 852 0 0 889 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 11.9 0.0 0.0 12.6 0.0 0.0 7.3 0.0 0.0 6.8 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 0.0 0.9 0.0 0.0 0.9 0.0 0.0 0.3 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 3.1 0.0 0.0 4.5 0.0 0.0 2.0 0.0 0.0 1.0 0.0 0.0 LnGrp Delay(d),s/veh 12.4 0.0 0.0 13.5 0.0 0.0 8.1 0.0 0.0 7.2 0.0 0.0 LnGrp LOS BBAA Approach Vol, veh/h 305 396 245 130 Approach Delay, s/veh 12.4 13.5 8.1 7.2 Approach LOS BBAA Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 26.0 20.1 26.0 20.1 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 22.0 30.0 22.0 30.0 Max Q Clear Time (g_c+I1), s 6.0 8.5 4.0 11.5 Green Ext Time (p_c), s 2.0 4.9 2.2 4.6 Intersection Summary HCM 2010 Ctrl Delay 11.2 HCM 2010 LOS B HCM 2010 AWSC Waters' Edge Build-Out 12: Vine Drive & Timberline Drive 01/16/2017 Year 2021 - PM Synchro 9 Report GCR Page 1 Intersection Intersection Delay, s/veh 52.4 Intersection LOS F Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 75 225 100 0 75 160 15 0 120 255 80 Future Vol, veh/h 0 75 225 100 0 75 160 15 0 120 255 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 82 245 109 0 82 174 16 0 130 277 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 52.7 25 81.7 HCM LOS F C F Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 26% 19% 30% 5% Vol Thru, % 56% 56% 64% 71% Vol Right, % 18% 25% 6% 24% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 455 400 250 210 LT Vol 120 75 75 10 Through Vol 255 225 160 150 RT Vol 80 100 15 50 Lane Flow Rate 495 435 272 228 Geometry Grp 1111 Degree of Util (X) 1.046 0.921 0.629 0.53 Departure Headway (Hd) 7.612 7.815 8.556 8.593 Convergence, Y/N Yes Yes Yes Yes Cap 480 465 424 422 Service Time 5.612 5.815 6.556 6.593 HCM Lane V/C Ratio 1.031 0.935 0.642 0.54 HCM Control Delay 81.7 52.7 25 20.9 HCM Lane LOS F F C C HCM 95th-tile Q 15 10.5 4.2 3 HCM 2010 AWSC Waters' Edge Build-Out 12: Vine Drive & Timberline Drive 01/16/2017 Year 2021 - PM Synchro 9 Report GCR Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 10 150 50 Future 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 20.9 HCM LOS C HCM 2010 Signalized Intersection Summary Waters' Edge Build-Out 12: Vine Drive & Timberline Drive 01/23/2017 Year 2021 - PM Synchro 9 Report GCR Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 75 225 100 75 160 15 120 255 80 10 150 50 Future Volume (veh/h) 75 225 100 75 160 15 120 255 80 10 150 50 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 82 245 109 82 174 16 130 277 87 11 163 54 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 155 340 138 196 373 30 258 522 149 84 692 219 Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.52 0.52 0.52 0.52 0.52 0.52 Sat Flow, veh/h 230 1038 423 330 1140 92 330 998 284 26 1323 419 Grp Volume(v), veh/h 436 0 0 272 0 0 494 0 0 228 0 0 Grp Sat Flow(s),veh/h/ln 1691 0 0 1562 0 0 1612 0 0 1767 0 0 Q Serve(g_s), s 5.4 0.0 0.0 0.0 0.0 0.0 5.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 12.2 0.0 0.0 6.8 0.0 0.0 10.5 0.0 0.0 3.7 0.0 0.0 Prop In Lane 0.19 0.25 0.30 0.06 0.26 0.18 0.05 0.24 Lane Grp Cap(c), veh/h 633 0 0 599 0 0 928 0 0 995 0 0 V/C Ratio(X) 0.69 0.00 0.00 0.45 0.00 0.00 0.53 0.00 0.00 0.23 0.00 0.00 Avail Cap(c_a), veh/h 829 0 0 778 0 0 928 0 0 995 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 16.1 0.0 0.0 14.3 0.0 0.0 8.5 0.0 0.0 7.0 0.0 0.0 Incr Delay (d2), s/veh 1.6 0.0 0.0 0.5 0.0 0.0 2.2 0.0 0.0 0.5 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 6.0 0.0 0.0 3.3 0.0 0.0 5.4 0.0 0.0 2.0 0.0 0.0 LnGrp Delay(d),s/veh 17.7 0.0 0.0 14.8 0.0 0.0 10.7 0.0 0.0 7.5 0.0 0.0 LnGrp LOS BBBA Approach Vol, veh/h 436 272 494 228 Approach Delay, s/veh 17.7 14.8 10.7 7.5 Approach LOS BBBA Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 32.0 21.5 32.0 21.5 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 28.0 24.0 28.0 24.0 Max Q Clear Time (g_c+I1), s 12.5 14.2 5.7 8.8 Green Ext Time (p_c), s 4.4 3.3 5.0 4.2 Intersection Summary HCM 2010 Ctrl Delay 13.1 HCM 2010 LOS B HCM 2010 Roundabout Waters'Edge West Build-Out 34: Brightwater Drive & Morningstar Drive Collector & Morningstar Way 01/16/2017 Year 2021 AM Synchro 9 Report GCR Page 1 Intersection Intersection Delay, s/veh 3.5 Intersection LOS A Approach WB NB SB SE Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 21 15 21 32 Demand Flow Rate, veh/h 21 15 21 32 Vehicles Circulating, veh/h 15 32 21 21 Vehicles Exiting, veh/h 32 21 15 21 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 3.4 3.4 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 21 15 21 32 Cap Entry Lane, veh/h 1113 1094 1106 1106 Entry HV Adj Factor 1.000 0.993 0.990 0.997 Flow Entry, veh/h 21 15 21 32 Cap Entry, veh/h 1113 1087 1095 1103 V/C Ratio 0.019 0.014 0.019 0.029 Control Delay, s/veh 3.4 3.4 3.4 3.5 LOSAAAA 95th %tile Queue, veh 0000 HCM 2010 Roundabout Waters' Edge Build-Out 34: Brightwater Drive & Morningstar Drive Collector & Morningstar Way 01/16/2017 Year 2021 - PM Synchro 9 Report GCR Page 1 Intersection Intersection Delay, s/veh 3.5 Intersection LOS A Approach WB NB SB SE Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 43 21 21 26 Demand Flow Rate, veh/h 44 21 21 26 Vehicles Circulating, veh/h 21 26 38 21 Vehicles Exiting, veh/h 26 21 27 38 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 3.7 3.5 3.5 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 44 21 21 26 Cap Entry Lane, veh/h 1106 1101 1088 1106 Entry HV Adj Factor 0.977 0.990 0.990 0.996 Flow Entry, veh/h 43 21 21 26 Cap Entry, veh/h 1081 1090 1077 1102 V/C Ratio 0.040 0.019 0.019 0.023 Control Delay, s/veh 3.7 3.5 3.5 3.5 LOSAAAA 95th %tile Queue, veh 0000 HCM 2010 TWSC Waters'Edge West Build-Out 14: Turnberry Road & Morningstar Drive Collector 01/16/2017 Year 2021 AM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 3.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 15 35 20 40 75 5 Future Vol, veh/h 15 35 20 40 75 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 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 38 22 43 82 5 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 171 84 87 0 - 0 Stage 1 84 - - - - - Stage 2 87 - - - - - 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 819 975 1509 - - - Stage 1 939 - - - - - Stage 2 936 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 807 975 1509 - - - Mov Cap-2 Maneuver 807 - - - - - Stage 1 939 - - - - - Stage 2 922 - - - - - Approach EB NB SB HCM Control Delay, s 9 2.5 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1509 - 807 975 - - HCM Lane V/C Ratio 0.014 - 0.02 0.039 - - HCM Control Delay (s) 7.4 - 9.6 8.8 - - HCM Lane LOS A - A A - - HCM 95th %tile Q(veh) 0 - 0.1 0.1 - - HCM 2010 TWSC Waters' Edge Build-Out 14: Turnberry Road & Morningstar Drive Collector 01/16/2017 Year 2021 - PM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 3.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 10 55 85 80 70 20 Future Vol, veh/h 10 55 85 80 70 20 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 11 60 92 87 76 22 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 359 87 98 0 - 0 Stage 1 87 - - - - - Stage 2 272 - - - - - 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 640 971 1495 - - - Stage 1 936 - - - - - Stage 2 774 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 601 971 1495 - - - Mov Cap-2 Maneuver 601 - - - - - Stage 1 936 - - - - - Stage 2 726 - - - - - Approach EB NB SB HCM Control Delay, s 9.3 3.9 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1495 - 601 971 - - HCM Lane V/C Ratio 0.062 - 0.018 0.062 - - HCM Control Delay (s) 7.6 - 11.1 9 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0.2 - 0.1 0.2 - - Waters’ Edge West Traffic Impact Analysis Appendix H APPENDIX H TRAFFIC ANALYSIS WORKSHEETS – YEAR 2040 BUILD-OUT CONDITIONS HCM 2010 TWSC Waters' Edge West Build-Out 1: SH 1 & Douglas Road (CR 54) 01/17/2017 Year 2040 - AM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 6.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 85 90 60 50 80 10 20 115 25 30 395 230 Future Vol, veh/h 85 90 60 50 80 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 98 65 54 87 11 22 125 27 33 429 250 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 726 691 429 758 677 139 429 0 0 152 0 0 Stage 1 495 495 - 182 182 - - - - - - - Stage 2 231 196 - 576 495 - - - - - - - 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 340 368 626 324 375 909 1130 - - 1429 - - Stage 1 556 546 - 820 749 - - - - - - - Stage 2 772 739 - 503 546 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 265 353 626 221 359 909 1130 - - 1429 - - Mov Cap-2 Maneuver 265 353 - 221 359 - - - - - - - Stage 1 545 533 - 804 734 - - - - - - - Stage 2 659 725 - 359 533 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 21.1 20.7 1 0.3 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1130 - - 265 428 221 385 1429 - - HCM Lane V/C Ratio 0.019 - - 0.349 0.381 0.246 0.254 0.023 - - HCM Control Delay (s) 8.2 - - 25.7 18.5 26.5 17.5 7.6 - - HCM Lane LOS A - - DCDCA-- HCM 95th %tile Q(veh) 0.1 - - 1.5 1.8 0.9 1 0.1 - - HCM 2010 Roundabout Waters' Edge West Build-Out 1: SH 1 & Douglas Road (CR 54) 01/17/2017 Year 2040 - AM Synchro 9 Report GCR Page 1 Intersection Intersection Delay, s/veh 8.4 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 255 152 174 712 Demand Flow Rate, veh/h 260 155 178 727 Vehicles Circulating, veh/h 527 243 228 166 Vehicles Exiting, veh/h 111 162 559 232 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 10.9 5.9 6.1 8.6 Approach LOS BAAA Lane Left Left Left Left Bypass Designated Moves LTR LTR LTR LT R Assumed Moves LTR LTR LTR LT R RT Channelized Yield 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 260 155 178 472 255 Cap Entry Lane, veh/h 667 886 900 957 1011 Entry HV Adj Factor 0.981 0.982 0.980 0.980 0.980 Flow Entry, veh/h 255 152 174 462 250 Cap Entry, veh/h 654 870 882 938 991 V/C Ratio 0.390 0.175 0.198 0.493 0.252 Control Delay, s/veh 10.9 5.9 6.1 10.0 6.1 LOSBAAA A 95th %tile Queue, veh 2113 1 HCM 2010 Signalized Intersection Summary Waters' Edge West Build-Out 1: SH 1 & Douglas Road (CR 54) 01/17/2017 Year 2040 - AM Synchro 9 Report GCR Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 85 90 60 50 80 10 20 115 25 30 395 230 Future Volume (veh/h) 85 90 60 50 80 10 20 115 25 30 395 230 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 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 92 98 65 54 87 11 22 125 27 33 429 0 Adj No. of Lanes 110110110111 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 338 204 136 282 317 40 658 956 207 896 1199 1019 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.64 0.64 0.64 0.64 0.64 0.00 Sat Flow, veh/h 1292 1046 694 1218 1622 205 955 1485 321 1230 1863 1583 Grp Volume(v), veh/h 92 0 163 54 0 98 22 0 152 33 429 0 Grp Sat Flow(s),veh/h/ln 1292 0 1740 1218 0 1827 955 0 1806 1230 1863 1583 Q Serve(g_s), s 3.2 0.0 4.1 2.0 0.0 2.3 0.5 0.0 1.6 0.5 5.3 0.0 Cycle Q Clear(g_c), s 5.5 0.0 4.1 6.2 0.0 2.3 5.8 0.0 1.6 2.2 5.3 0.0 Prop In Lane 1.00 0.40 1.00 0.11 1.00 0.18 1.00 1.00 Lane Grp Cap(c), veh/h 338 0 340 282 0 357 658 0 1163 896 1199 1019 V/C Ratio(X) 0.27 0.00 0.48 0.19 0.00 0.27 0.03 0.00 0.13 0.04 0.36 0.00 Avail Cap(c_a), veh/h 606 0 700 534 0 735 658 0 1163 896 1199 1019 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 19.3 0.0 17.8 20.5 0.0 17.0 5.5 0.0 3.4 3.9 4.1 0.0 Incr Delay (d2), s/veh 0.4 0.0 1.0 0.3 0.0 0.4 0.1 0.0 0.2 0.1 0.8 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 1.2 0.0 2.1 0.7 0.0 1.2 0.2 0.0 0.9 0.2 2.9 0.0 LnGrp Delay(d),s/veh 19.8 0.0 18.8 20.8 0.0 17.4 5.5 0.0 3.7 3.9 4.9 0.0 LnGrp LOS B B C B A A A A Approach Vol, veh/h 255 152 174 462 Approach Delay, s/veh 19.2 18.6 3.9 4.9 Approach LOS BBAA Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 36.0 13.7 36.0 13.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 32.0 20.0 32.0 20.0 Max Q Clear Time (g_c+I1), s 7.8 7.5 7.3 8.2 Green Ext Time (p_c), s 4.0 1.6 4.0 1.6 Intersection Summary HCM 2010 Ctrl Delay 10.2 HCM 2010 LOS B HCM 2010 TWSC Waters' Edge West - Build-Out 1: SH 1 & Douglas Road (CR 54) 01/17/2017 Year 2040 - PM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 14.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 115 65 65 45 70 20 85 415 85 20 205 100 Future Vol, veh/h 115 65 65 45 70 20 85 415 85 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 71 71 49 76 22 92 451 92 22 223 109 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 997 994 223 1019 948 497 223 0 0 543 0 0 Stage 1 266 266 - 682 682 - - - - - - - Stage 2 731 728 - 337 266 - - - - - - - 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 223 245 817 215 261 573 1346 - - 1026 - - Stage 1 739 689 - 440 450 - - - - - - - Stage 2 413 429 - 677 689 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 151 223 817 139 238 573 1346 - - 1026 - - Mov Cap-2 Maneuver 151 223 - 139 238 - - - - - - - Stage 1 688 674 - 410 419 - - - - - - - Stage 2 303 400 - 542 674 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 54.9 31.6 1.1 0.5 HCM LOS F D Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1346 - - 151 350 139 274 1026 - - HCM Lane V/C Ratio 0.069 - - 0.828 0.404 0.352 0.357 0.021 - - HCM Control Delay (s) 7.9 - - 92 22.1 44.3 25.3 8.6 - - HCM Lane LOS A - - F C E D A - - HCM 95th %tile Q(veh) 0.2 - - 5.4 1.9 1.4 1.6 0.1 - - HCM 2010 Roundabout Waters' Edge West - Build-Out 1: SH 1 & Douglas Road (CR 54) 01/17/2017 Year 2040 - PM Synchro 9 Report GCR Page 1 Intersection Intersection Delay, s/veh 11.9 Intersection LOS B Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 267 147 635 354 Demand Flow Rate, veh/h 272 150 648 360 Vehicles Circulating, veh/h 299 681 221 222 Vehicles Exiting, veh/h 172 188 349 609 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 8.1 10.0 17.1 6.3 Approach LOS A A C A Lane Left Left Left Left Bypass Designated Moves LTR LTR LTR LT R Assumed Moves LTR LTR LTR LT R RT Channelized Yield 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 272 150 648 249 111 Cap Entry Lane, veh/h 838 572 906 905 951 Entry HV Adj Factor 0.980 0.983 0.980 0.982 0.980 Flow Entry, veh/h 267 147 635 245 109 Cap Entry, veh/h 821 562 888 889 933 V/C Ratio 0.325 0.262 0.715 0.275 0.117 Control Delay, s/veh 8.1 10.0 17.1 7.0 5.0 LOS A A C A A 95th %tile Queue, veh 1161 0 HCM 2010 Signalized Intersection Summary Waters' Edge West - Build-Out 1: SH 1 & Douglas Road (CR 54) 01/17/2017 Year 2040 - PM Synchro 9 Report GCR Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 115 65 65 45 70 20 85 415 85 20 205 100 Future Volume (veh/h) 115 65 65 45 70 20 85 415 85 20 205 100 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 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 125 71 71 49 76 22 92 451 92 22 223 0 Adj No. of Lanes 110110110111 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 336 171 171 295 278 80 829 973 199 564 1207 1026 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.65 0.65 0.65 0.65 0.65 0.00 Sat Flow, veh/h 1292 856 856 1241 1390 402 1153 1502 306 860 1863 1583 Grp Volume(v), veh/h 125 0 142 49 0 98 92 0 543 22 223 0 Grp Sat Flow(s),veh/h/ln 1292 0 1712 1241 0 1792 1153 0 1809 860 1863 1583 Q Serve(g_s), s 4.8 0.0 3.8 1.9 0.0 2.4 1.8 0.0 7.9 0.7 2.5 0.0 Cycle Q Clear(g_c), s 7.2 0.0 3.8 5.7 0.0 2.4 4.3 0.0 7.9 8.6 2.5 0.0 Prop In Lane 1.00 0.50 1.00 0.22 1.00 0.17 1.00 1.00 Lane Grp Cap(c), veh/h 336 0 342 295 0 358 829 0 1172 564 1207 1026 V/C Ratio(X) 0.37 0.00 0.42 0.17 0.00 0.27 0.11 0.00 0.46 0.04 0.18 0.00 Avail Cap(c_a), veh/h 520 0 587 473 0 614 829 0 1172 564 1207 1026 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 20.8 0.0 18.3 20.8 0.0 17.8 4.6 0.0 4.7 6.8 3.7 0.0 Incr Delay (d2), s/veh 0.7 0.0 0.8 0.3 0.0 0.4 0.3 0.0 1.3 0.1 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 1.9 0.7 0.0 1.2 0.6 0.0 4.4 0.2 1.4 0.0 LnGrp Delay(d),s/veh 21.5 0.0 19.1 21.1 0.0 18.2 4.8 0.0 6.0 7.0 4.0 0.0 LnGrp LOS C B C B A A A A Approach Vol, veh/h 267 147 635 245 Approach Delay, s/veh 20.2 19.1 5.8 4.3 Approach LOS C B A A Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 38.0 14.5 38.0 14.5 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 34.0 18.0 34.0 18.0 Max Q Clear Time (g_c+I1), s 9.9 9.2 10.6 7.7 Green Ext Time (p_c), s 5.9 1.3 5.8 1.4 Intersection Summary HCM 2010 Ctrl Delay 10.0 HCM 2010 LOS B HCM 2010 TWSC Waters' Edge West Build-Out 2: Hearthfire Drive & Douglas Road (CR 54) 01/17/2017 Year 2040 - AM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 2.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 125 10 5 85 50 15 Future Vol, veh/h 125 10 5 85 50 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 136 11 5 92 54 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 136 0 239 136 Stage 1 - - - - 136 - Stage 2 - - - - 103 - 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 - - 1448 - 749 913 Stage 1 - - - - 890 - Stage 2 - - - - 921 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1448 - 746 913 Mov Cap-2 Maneuver - - - - 746 - Stage 1 - - - - 890 - Stage 2 - - - - 918 - Approach EB WB NB HCM Control Delay, s 0 0.4 10.1 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 779 - - 1448 - HCM Lane V/C Ratio 0.091 - - 0.004 - HCM Control Delay (s) 10.1 - - 7.5 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.3 - - 0 - HCM 2010 TWSC Waters' Edge West - Build-Out 2: Hearthfire Drive & Douglas Road (CR 54) 01/17/2017 Year 2040 - PM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 125 55 5 125 25 5 Future Vol, veh/h 125 55 5 125 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 136 60 5 136 27 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 136 0 283 136 Stage 1 - - - - 136 - Stage 2 - - - - 147 - 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 - - 1448 - 707 913 Stage 1 - - - - 890 - Stage 2 - - - - 880 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1448 - 705 913 Mov Cap-2 Maneuver - - - - 705 - Stage 1 - - - - 890 - Stage 2 - - - - 877 - Approach EB WB NB HCM Control Delay, s 0 0.3 10.1 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 733 - - 1448 - HCM Lane V/C Ratio 0.044 - - 0.004 - HCM Control Delay (s) 10.1 - - 7.5 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.1 - - 0 - HCM 2010 TWSC Waters' Edge West Build-Out 3: Hearthfire Drive & Morningstar Way 01/17/2017 Year 2040 - AM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 4.2 Movement NWL NWR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 15 20 15 25 10 5 Future Vol, veh/h 15 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 16 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 8.8 0 4.9 HCM LOS A Minor Lane/Major Mvmt NET NERNWLn1 SWL SWT Capacity (veh/h) - - 998 1566 - HCM Lane V/C Ratio - - 0.038 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 Waters' Edge West - Build-Out 3: Hearthfire Drive & Morningstar Way 01/17/2017 Year 2040 - PM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 5.1 Movement NWL NWR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 20 15 10 10 20 15 Future Vol, veh/h 20 15 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 22 16 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 8.9 0 4.2 HCM LOS A Minor Lane/Major Mvmt NET NERNWLn1 SWL SWT Capacity (veh/h) - - 972 1593 - HCM Lane V/C Ratio - - 0.039 0.014 - HCM Control Delay (s) - - 8.9 7.3 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.1 0 - HCM 2010 TWSC Waters' Edge West Build-Out 4: Turnberry Road & Douglas Road (CR 54) 01/17/2017 Year 2040 - AM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 3.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 95 60 20 30 5 45 5 25 5 5 10 Future Vol, veh/h 10 95 60 20 30 5 45 5 25 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 65 22 33 5 49 5 27 5 5 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 38 0 0 168 0 0 245 240 136 253 269 35 Stage 1 - - - - - - 158 158 - 79 79 - Stage 2 - - - - - - 87 82 - 174 190 - 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 - - 1410 - - 709 661 913 700 637 1038 Stage 1 - - - - - - 844 767 - 930 829 - Stage 2 - - - - - - 921 827 - 828 743 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1572 - - 1410 - - 684 645 913 663 622 1038 Mov Cap-2 Maneuver - - - - - - 684 645 - 663 622 - Stage 1 - - - - - - 837 761 - 923 816 - Stage 2 - - - - - - 891 814 - 791 737 - Approach EB WB NB SB HCM Control Delay, s 0.4 2.8 10.4 9.7 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 743 1572 - - 1410 - - 793 HCM Lane V/C Ratio 0.11 0.007 - - 0.015 - - 0.027 HCM Control Delay (s) 10.4 7.3 0 - 7.6 0 - 9.7 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.4 0 - - 0 - - 0.1 HCM 2010 TWSC Waters' Edge West - Build-Out 4: Turnberry Road & Douglas Road (CR 54) 01/17/2017 Year 2040 - PM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 3.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 65 60 35 85 5 50 5 35 5 5 5 Future Vol, veh/h 5 65 60 35 85 5 50 5 35 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 65 38 92 5 54 5 38 5 5 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 98 0 0 136 0 0 291 288 103 307 318 95 Stage 1 - - - - - - 114 114 - 171 171 - Stage 2 - - - - - - 177 174 - 136 147 - 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 - - 1448 - - 661 622 952 645 598 962 Stage 1 - - - - - - 891 801 - 831 757 - Stage 2 - - - - - - 825 755 - 867 775 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1495 - - 1448 - - 637 602 952 600 579 962 Mov Cap-2 Maneuver - - - - - - 637 602 - 600 579 - Stage 1 - - - - - - 887 798 - 828 736 - Stage 2 - - - - - - 791 734 - 823 772 - Approach EB WB NB SB HCM Control Delay, s 0.3 2.1 10.7 10.4 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 728 1495 - - 1448 - - 677 HCM Lane V/C Ratio 0.134 0.004 - - 0.026 - - 0.024 HCM Control Delay (s) 10.7 7.4 0 - 7.6 0 - 10.4 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.5 0 - - 0.1 - - 0.1 HCM 2010 TWSC Waters' Edge West Build-Out 5: Turnberry Road & Brightwater Drive 01/17/2017 Year 2040 - AM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 4.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 5 110 40 5 5 40 65 5 5 160 5 Future Vol, veh/h 5 5 110 40 5 5 40 65 5 5 160 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 5 120 43 5 5 43 71 5 5 174 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 354 351 177 350 350 73 179 0 0 76 0 0 Stage 1 188 188 - 160 160 - - - - - - - Stage 2 166 163 - 190 190 - - - - - - - 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 601 573 866 605 574 989 1397 - - 1523 - - Stage 1 814 745 - 842 766 - - - - - - - Stage 2 836 763 - 812 743 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 578 554 866 504 555 989 1397 - - 1523 - - Mov Cap-2 Maneuver 578 554 - 504 555 - - - - - - - Stage 1 789 743 - 816 742 - - - - - - - Stage 2 800 740 - 692 741 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.9 12.5 2.8 0.2 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1397 - - 566 866 535 1523 - - HCM Lane V/C Ratio 0.031 - - 0.019 0.138 0.102 0.004 - - HCM Control Delay (s) 7.7 - - 11.5 9.8 12.5 7.4 - - HCM Lane LOS A - - BABA-- HCM 95th %tile Q(veh) 0.1 - - 0.1 0.5 0.3 0 - - HCM 2010 TWSC Waters' Edge West - Build-Out 5: Turnberry Road & Brightwater Drive 01/17/2017 Year 2040 - PM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 3.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 5 55 15 5 10 105 160 25 5 125 5 Future Vol, veh/h 5 5 55 15 5 10 105 160 25 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 60 16 5 11 114 174 27 5 136 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 573 578 139 568 568 188 141 0 0 201 0 0 Stage 1 149 149 - 416 416 - - - - - - - Stage 2 424 429 - 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 430 427 909 434 432 854 1442 - - 1371 - - Stage 1 854 774 - 614 592 - - - - - - - Stage 2 608 584 - 850 772 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 394 392 909 376 396 854 1442 - - 1371 - - Mov Cap-2 Maneuver 394 392 - 376 396 - - - - - - - Stage 1 786 771 - 565 545 - - - - - - - Stage 2 547 538 - 786 769 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10 13.3 2.8 0.3 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1442 - - 393 909 467 1371 - - HCM Lane V/C Ratio 0.079 - - 0.028 0.066 0.07 0.004 - - HCM Control Delay (s) 7.7 - - 14.4 9.2 13.3 7.6 - - HCM Lane LOS A - - BABA-- HCM 95th %tile Q(veh) 0.3 - - 0.1 0.2 0.2 0 - - HCM 2010 TWSC Waters' Edge West Build-Out 6: Turnberry Road & Richards Lake Road (CR 52) 01/17/2017 Year 2040 - AM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 2.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 5 30 60 5 10 10 125 15 20 365 5 Future Vol, veh/h 10 5 30 60 5 10 10 125 15 20 365 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 11 5 33 65 5 11 11 136 16 22 397 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 609 601 399 604 604 136 402 0 0 136 0 0 Stage 1 443 443 - 158 158 - - - - - - - Stage 2 166 158 - 446 446 - - - - - - - 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 407 414 651 410 412 913 1157 - - 1448 - - Stage 1 594 576 - 844 767 - - - - - - - Stage 2 836 767 - 591 574 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 391 404 651 378 402 913 1157 - - 1448 - - Mov Cap-2 Maneuver 391 404 - 378 402 - - - - - - - Stage 1 588 567 - 836 760 - - - - - - - Stage 2 812 760 - 548 565 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12 15.4 0.5 0.4 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1157 - - 395 651 378 641 1448 - - HCM Lane V/C Ratio 0.009 - - 0.041 0.05 0.173 0.025 0.015 - - HCM Control Delay (s) 8.1 - - 14.5 10.8 16.5 10.8 7.5 - - HCM Lane LOS A - - B B C B A - - HCM 95th %tile Q(veh) 0 - - 0.1 0.2 0.6 0.1 0 - - HCM 2010 TWSC Waters' Edge West - Build-Out 6: Turnberry Road & Richards Lake Road (CR 52) 01/17/2017 Year 2040 - PM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 5 10 40 5 25 20 315 55 20 210 5 Future Vol, veh/h 5 5 10 40 5 25 20 315 55 20 210 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 27 22 342 60 22 228 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 676 660 231 663 663 342 234 0 0 342 0 0 Stage 1 274 274 - 386 386 - - - - - - - Stage 2 402 386 - 277 277 - - - - - - - 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 367 383 808 375 382 701 1333 - - 1217 - - Stage 1 732 683 - 637 610 - - - - - - - Stage 2 625 610 - 729 681 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 340 370 808 356 369 701 1333 - - 1217 - - Mov Cap-2 Maneuver 340 370 - 356 369 - - - - - - - Stage 1 720 671 - 626 600 - - - - - - - Stage 2 586 600 - 700 669 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.5 14.2 0.4 0.7 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1333 - - 354 808 356 610 1217 - - HCM Lane V/C Ratio 0.016 - - 0.031 0.013 0.122 0.053 0.018 - - HCM Control Delay (s) 7.7 - - 15.5 9.5 16.5 11.2 8 - - HCM Lane LOS A - - C A C B A - - HCM 95th %tile Q(veh) 0.1 - - 0.1 0 0.4 0.2 0.1 - - HCM 2010 TWSC Waters' Edge West Build-Out 8: Turnberry Road & Country Club Road 01/17/2017 Year 2040 - AM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 4.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 90 10 190 25 40 5 55 75 10 5 320 380 Future Vol, veh/h 90 10 190 25 40 5 55 75 10 5 320 380 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 98 11 207 27 43 5 60 82 11 5 348 413 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 590 571 348 571 566 87 348 0 0 92 0 0 Stage 1 359 359 - 207 207 - - - - - - - Stage 2 231 212 - 364 359 - - - - - - - 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 419 431 695 432 434 971 1211 - - 1503 - - Stage 1 659 627 - 795 731 - - - - - - - Stage 2 772 727 - 655 627 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 368 408 695 286 411 971 1211 - - 1503 - - Mov Cap-2 Maneuver 368 408 - 286 411 - - - - - - - Stage 1 626 625 - 756 695 - - - - - - - Stage 2 684 691 - 451 625 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 14.5 17.3 3.2 0.1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1211 - - 372 695 369 1503 - - HCM Lane V/C Ratio 0.049 - - 0.292 0.297 0.206 0.004 - - HCM Control Delay (s) 8.1 - - 18.6 12.4 17.3 7.4 - - HCM Lane LOS A - - C B C A - - HCM 95th %tile Q(veh) 0.2 - - 1.2 1.2 0.8 0 - - HCM 2010 TWSC Waters' Edge West - Build-Out 8: Turnberry Road & Country Club Road 01/17/2017 Year 2040 - PM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 148.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 305 60 60 5 15 5 210 295 30 5 150 215 Future Vol, veh/h 305 60 60 5 15 5 210 295 30 5 150 215 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 332 65 65 5 16 5 228 321 33 5 163 234 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 978 984 163 1000 967 337 163 0 0 353 0 0 Stage 1 174 174 - 793 793 - - - - - - - Stage 2 804 810 - 207 174 - - - - - - - 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 ~ 230 248 882 222 254 705 1416 - - 1206 - - Stage 1 828 755 - 382 400 - - - - - - - Stage 2 377 393 - 795 755 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 188 207 882 137 212 705 1416 - - 1206 - - Mov Cap-2 Maneuver ~ 188 207 - 137 212 - - - - - - - Stage 1 695 752 - 320 336 - - - - - - - Stage 2 ~ 299 330 - 670 752 - - - - - - - Approach EB WB NB SB HCM Control Delay, s $ 467.2 23.8 3.2 0.1 HCM LOS F C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1416 - - 191 882 219 1206 - - HCM Lane V/C Ratio 0.161 - - 2.077 0.074 0.124 0.005 - - HCM Control Delay (s) 8 - -$ 542.5 9.4 23.8 8 - - HCM Lane LOS A - - F A C A - - HCM 95th %tile Q(veh) 0.6 - - 30.6 0.2 0.4 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 AWSC Waters' Edge West Build-Out 7: Lemay Avenue & Country Club Road 01/17/2017 Year 2040 - AM Synchro 9 Report GCR Page 1 Intersection Intersection Delay, s/veh 34.1 Intersection LOS D Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 10 150 105 0 350 185 5 0 25 55 75 Future Vol, veh/h 0 10 150 105 0 350 185 5 0 25 55 75 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 11 163 114 0 380 201 5 0 27 60 82 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 15.4 56 13.4 HCM LOS C F B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 16% 4% 65% 13% Vol Thru, % 35% 57% 34% 82% Vol Right, % 48% 40% 1% 5% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 155 265 540 195 LT Vol 25 10 350 25 Through Vol 55 150 185 160 RT Vol 75 105 5 10 Lane Flow Rate 168 288 587 212 Geometry Grp 1111 Degree of Util (X) 0.325 0.499 0.978 0.415 Departure Headway (Hd) 6.949 6.238 6.001 7.042 Convergence, Y/N Yes Yes Yes Yes Cap 514 573 605 509 Service Time 5.034 4.313 4.06 5.12 HCM Lane V/C Ratio 0.327 0.503 0.97 0.417 HCM Control Delay 13.4 15.4 56 15.1 HCM Lane LOS B C F C HCM 95th-tile Q 1.4 2.8 14 2 HCM 2010 AWSC Waters' Edge West Build-Out 7: Lemay Avenue & Country Club Road 01/17/2017 Year 2040 - AM Synchro 9 Report GCR Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 25 160 10 Future 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 15.1 HCM LOS C HCM 2010 AWSC Waters' Edge West - Build-Out 7: Lemay Avenue & Country Club Road 01/17/2017 Year 2040 - PM Synchro 9 Report GCR Page 1 Intersection Intersection Delay, s/veh 100.3 Intersection LOS F Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 10 320 70 0 185 190 30 0 110 145 340 Future Vol, veh/h 0 10 320 70 0 185 190 30 0 110 145 340 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 11 348 76 0 201 207 33 0 120 158 370 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 53.5 58.6 174.8 HCM LOS F F F Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 18% 3% 46% 19% Vol Thru, % 24% 80% 47% 76% Vol Right, % 57% 17% 7% 5% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 595 400 405 105 LT Vol 110 10 185 20 Through Vol 145 320 190 80 RT Vol 340 70 30 5 Lane Flow Rate 647 435 440 114 Geometry Grp 1111 Degree of Util (X) 1.307 0.91 0.934 0.291 Departure Headway (Hd) 7.278 8.47 8.578 10.176 Convergence, Y/N Yes Yes Yes Yes Cap 498 430 427 355 Service Time 5.359 6.47 6.578 8.176 HCM Lane V/C Ratio 1.299 1.012 1.03 0.321 HCM Control Delay 174.8 53.5 58.6 17.3 HCM Lane LOS F F F C HCM 95th-tile Q 27.5 9.9 10.5 1.2 HCM 2010 AWSC Waters' Edge West - Build-Out 7: Lemay Avenue & Country Club Road 01/17/2017 Year 2040 - PM Synchro 9 Report GCR Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 20 80 5 Future 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 17.3 HCM LOS C HCM 2010 Roundabout Waters' Edge West Build-Out 8: Turnberry Road & Country Club Road 01/23/2017 Year 2040 - AM Synchro 9 Report GCR Page 1 Intersection Intersection Delay, s/veh 14.9 Intersection LOS B Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 316 75 180 766 Demand Flow Rate, veh/h 322 77 183 781 Vehicles Circulating, veh/h 388 272 116 133 Vehicles Exiting, veh/h 526 27 594 216 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 10.3 5.2 5.4 20.0 Approach LOS B A A C Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR 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 322 77 183 781 Cap Entry Lane, veh/h 767 861 1006 989 Entry HV Adj Factor 0.981 0.976 0.983 0.981 Flow Entry, veh/h 316 75 180 766 Cap Entry, veh/h 752 840 989 970 V/C Ratio 0.420 0.089 0.182 0.790 Control Delay, s/veh 10.3 5.2 5.4 20.0 LOS B A A C 95th %tile Queue, veh 2018 HCM 2010 Roundabout Waters' Edge West - Build-Out 8: Turnberry Road & Country Club Road 01/17/2017 Year 2040 - PM Synchro 9 Report GCR Page 1 Intersection Intersection Delay, s/veh 15.0 Intersection LOS B Approach EB WB NB SB Entry Lanes 1112 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 462 26 582 402 Demand Flow Rate, veh/h 471 26 594 410 Vehicles Circulating, veh/h 176 899 410 254 Vehicles Exiting, veh/h 488 105 237 671 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 10.1 8.7 24.8 6.7 Approach LOS B A C A Lane Left Left Left Left Right Designated Moves LTR LTR LTR LT R Assumed Moves LTR LTR LTR LT R RT Channelized Lane Util 1.000 1.000 1.000 0.417 0.583 Critical Headway, s 5.193 5.193 5.193 5.193 5.193 Entry Flow, veh/h 471 26 594 171 239 Cap Entry Lane, veh/h 948 460 750 876 876 Entry HV Adj Factor 0.980 0.988 0.979 0.981 0.979 Flow Entry, veh/h 462 26 582 168 234 Cap Entry, veh/h 929 454 734 860 858 V/C Ratio 0.497 0.057 0.792 0.195 0.273 Control Delay, s/veh 10.1 8.7 24.8 6.2 7.1 LOS B A C A A 95th %tile Queue, veh 3081 1 HCM 2010 Signalized Intersection Summary Waters' Edge West Build-Out 8: Turnberry Road & Country Club Road 01/17/2017 Year 2040 - AM Synchro 9 Report GCR Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 90 10 190 25 40 5 55 75 10 5 320 380 Future Volume (veh/h) 90 10 190 25 40 5 55 75 10 5 320 380 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 1863 1900 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 98 11 207 27 43 5 60 82 11 5 348 413 Adj No. of Lanes 011010110111 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 377 35 297 167 216 20 518 909 122 836 978 831 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.05 0.56 0.56 0.01 0.52 0.52 Sat Flow, veh/h 1276 188 1583 362 1153 108 1774 1609 216 1774 1863 1583 Grp Volume(v), veh/h 109 0 207 75 0 0 60 0 93 5 348 413 Grp Sat Flow(s),veh/h/ln 1464 0 1583 1623 0 0 1774 0 1825 1774 1863 1583 Q Serve(g_s), s 1.2 0.0 6.1 0.0 0.0 0.0 0.7 0.0 1.2 0.1 5.4 8.3 Cycle Q Clear(g_c), s 2.9 0.0 6.1 1.7 0.0 0.0 0.7 0.0 1.2 0.1 5.4 8.3 Prop In Lane 0.90 1.00 0.36 0.07 1.00 0.12 1.00 1.00 Lane Grp Cap(c), veh/h 412 0 297 403 0 0 518 0 1031 836 978 831 V/C Ratio(X) 0.26 0.00 0.70 0.19 0.00 0.00 0.12 0.00 0.09 0.01 0.36 0.50 Avail Cap(c_a), veh/h 657 0 575 669 0 0 581 0 1031 970 978 831 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 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.4 0.0 18.8 17.0 0.0 0.0 5.1 0.0 4.9 5.5 6.9 7.6 Incr Delay (d2), s/veh 0.3 0.0 3.0 0.2 0.0 0.0 0.1 0.0 0.2 0.0 1.0 2.1 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 1.3 0.0 2.8 0.9 0.0 0.0 0.4 0.0 0.6 0.0 3.0 4.0 LnGrp Delay(d),s/veh 17.8 0.0 21.8 17.3 0.0 0.0 5.2 0.0 5.1 5.5 7.9 9.7 LnGrp LOS B C B A AAAA Approach Vol, veh/h 316 75 153 766 Approach Delay, s/veh 20.4 17.3 5.1 8.8 Approach LOS C B A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 4.3 32.0 13.3 6.2 30.0 13.3 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 4.0 26.0 18.0 4.0 26.0 18.0 Max Q Clear Time (g_c+I1), s 2.1 3.2 8.1 2.7 10.3 3.7 Green Ext Time (p_c), s 0.0 4.3 1.3 0.0 3.9 1.5 Intersection Summary HCM 2010 Ctrl Delay 11.7 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary Waters' Edge West - Build-Out 8: Turnberry Road & Country Club Road 01/23/2017 Year 2040 - PM Synchro 9 Report GCR Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 305 60 160 5 15 5 210 295 30 5 150 215 Future Volume (veh/h) 305 60 160 5 15 5 210 295 30 5 150 215 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 1863 1900 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 332 65 174 5 16 5 228 321 33 5 163 234 Adj No. of Lanes 011010110111 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 303 35 532 105 273 71 591 715 74 447 602 512 Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.11 0.43 0.43 0.01 0.32 0.32 Sat Flow, veh/h 528 103 1583 71 814 211 1774 1662 171 1774 1863 1583 Grp Volume(v), veh/h 397 0 174 26 0 0 228 0 354 5 163 234 Grp Sat Flow(s),veh/h/ln 632 0 1583 1095 0 0 1774 0 1833 1774 1863 1583 Q Serve(g_s), s 13.6 0.0 4.3 0.1 0.0 0.0 4.1 0.0 7.2 0.1 3.4 6.2 Cycle Q Clear(g_c), s 13.6 0.0 4.3 13.7 0.0 0.0 4.1 0.0 7.2 0.1 3.4 6.2 Prop In Lane 0.84 1.00 0.19 0.19 1.00 0.09 1.00 1.00 Lane Grp Cap(c), veh/h 0 0 532 450 0 0 591 0 789 447 602 512 V/C Ratio(X) 0.00 0.00 0.33 0.06 0.00 0.00 0.39 0.00 0.45 0.01 0.27 0.46 Avail Cap(c_a), veh/h 0 0 722 450 0 0 627 0 789 573 602 512 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 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 13.0 12.2 0.0 0.0 8.7 0.0 10.6 11.9 13.2 14.1 Incr Delay (d2), s/veh 0.0 0.0 0.4 0.1 0.0 0.0 0.4 0.0 1.8 0.0 1.1 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 1.9 0.3 0.0 0.0 2.0 0.0 3.9 0.0 1.9 3.1 LnGrp Delay(d),s/veh 0.0 0.0 13.4 12.2 0.0 0.0 9.1 0.0 12.4 11.9 14.3 17.1 LnGrp LOS B B A BBBB Approach Vol, veh/h 571 26 582 402 Approach Delay, s/veh 4.1 12.2 11.1 15.9 Approach LOS ABBB Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 4.3 26.6 21.7 9.9 21.0 21.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 4.0 20.0 24.0 7.0 17.0 16.0 Max Q Clear Time (g_c+I1), s 2.1 9.2 15.6 6.1 8.2 15.7 Green Ext Time (p_c), s 0.0 3.0 2.0 0.1 2.7 0.1 Intersection Summary HCM 2010 Ctrl Delay 9.8 HCM 2010 LOS A HCM 2010 AWSC Waters' Edge West Build-Out 9: Adriel Drive/Mountain Vista Drive (CR 50) & Turnberry Road 01/17/2017 Year 2040 - AM Synchro 9 Report GCR Page 1 Intersection Intersection Delay, s/veh 21.4 Intersection LOS C Movement EBU EBL EBT WBU WBT WBR SBU SBL SBR Lane Configurations Traffic Vol, veh/h 0 10 35 0 10 150 0 575 5 Future Vol, veh/h 0 10 35 0 10 150 0 575 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 11 163 0 625 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 9.4 9.7 25.5 HCM LOS A A D Lane EBLn1 WBLn1 SBLn1 Vol Left, % 22% 0% 99% Vol Thru, % 78% 6% 0% Vol Right, % 0% 94% 1% Sign Control Stop Stop Stop Traffic Vol by Lane 45 160 580 LT Vol 10 0 575 Through Vol 35 10 0 RT Vol 0 150 5 Lane Flow Rate 49 174 630 Geometry Grp 1 1 1 Degree of Util (X) 0.079 0.242 0.82 Departure Headway (Hd) 5.793 5.004 4.682 Convergence, Y/N Yes Yes Yes Cap 613 713 769 Service Time 3.883 3.073 2.742 HCM Lane V/C Ratio 0.08 0.244 0.819 HCM Control Delay 9.4 9.7 25.5 HCM Lane LOS A A D HCM 95th-tile Q 0.3 0.9 9 HCM 2010 AWSC Waters' Edge West - Build-Out 9: Adriel Drive/Mountain Vista Drive (CR 50) & Turnberry Road 01/17/2017 Year 2040 - PM Synchro 9 Report GCR Page 1 Intersection Intersection Delay, s/veh 15.3 Intersection LOS C Movement EBU EBL EBT WBU WBT WBR SBU SBL SBR Lane Configurations Traffic Vol, veh/h 0 15 20 0 35 485 0 280 25 Future Vol, veh/h 0 15 20 0 35 485 0 280 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 38 527 0 304 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 9.1 16.4 14 HCM LOS A C B Lane EBLn1 WBLn1 SBLn1 Vol Left, % 43% 0% 92% Vol Thru, % 57% 7% 0% Vol Right, % 0% 93% 8% Sign Control Stop Stop Stop Traffic Vol by Lane 35 520 305 LT Vol 15 0 280 Through Vol 20 35 0 RT Vol 0 485 25 Lane Flow Rate 38 565 332 Geometry Grp 1 1 1 Degree of Util (X) 0.06 0.683 0.506 Departure Headway (Hd) 5.711 4.352 5.492 Convergence, Y/N Yes Yes Yes Cap 628 820 660 Service Time 3.736 2.43 3.494 HCM Lane V/C Ratio 0.061 0.689 0.503 HCM Control Delay 9.1 16.4 14 HCM Lane LOS A C B HCM 95th-tile Q 0.2 5.5 2.9 HCM 2010 TWSC Waters' Edge West Build-Out 10: Timberline Drive & Mountain Vista Drive (CR 50) 01/17/2017 Year 2040 - AM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 5.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 360 275 165 95 70 80 Future Vol, veh/h 360 275 165 95 70 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 391 299 179 103 76 87 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 690 0 1003 541 Stage 1 - - - - 541 - Stage 2 - - - - 462 - 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 - - 905 - 268 541 Stage 1 - - - - 583 - Stage 2 - - - - 634 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 905 - 212 541 Mov Cap-2 Maneuver - - - - 212 - Stage 1 - - - - 583 - Stage 2 - - - - 501 - Approach EB WB NB HCM Control Delay, s 0 6.3 28.2 HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 314 - - 905 - HCM Lane V/C Ratio 0.519 - - 0.198 - HCM Control Delay (s) 28.2 - - 10 0 HCM Lane LOS D - - A A HCM 95th %tile Q(veh) 2.8 - - 0.7 - HCM 2010 TWSC Waters' Edge West - Build-Out 10: Timberline Drive & Mountain Vista Drive (CR 50) 01/17/2017 Year 2040 - PM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 103.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 175 140 150 480 235 190 Future Vol, veh/h 175 140 150 480 235 190 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 190 152 163 522 255 207 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 342 0 1114 266 Stage 1 - - - - 266 - Stage 2 - - - - 848 - 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 - - 1217 - ~ 230 773 Stage 1 - - - - 779 - Stage 2 - - - - 420 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1217 - ~ 187 773 Mov Cap-2 Maneuver - - - - ~ 187 - Stage 1 - - - - 779 - Stage 2 - - - - 341 - Approach EB WB NB HCM Control Delay, s 0 2 $ 332 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 283 - - 1217 - HCM Lane V/C Ratio 1.632 - - 0.134 - HCM Control Delay (s) $ 332 - - 8.4 0 HCM Lane LOS F - - A A HCM 95th %tile Q(veh) 28.5 - - 0.5 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC Waters' Edge West Build-Out 10: Timberline Drive & Mountain Vista Drive (CR 50) 01/17/2017 Year 2040 - AM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 5.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 360 275 165 0 70 80 Future Vol, veh/h 360 275 165 0 70 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 391 299 179 0 76 87 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 690 0 900 541 Stage 1 - - - - 541 - Stage 2 - - - - 359 - 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 - - 905 - 309 541 Stage 1 - - - - 583 - Stage 2 - - - - 707 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 905 - 248 541 Mov Cap-2 Maneuver - - - - 248 - Stage 1 - - - - 583 - Stage 2 - - - - 567 - Approach EB WB NB HCM Control Delay, s 0 10 24 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 349 - - 905 - HCM Lane V/C Ratio 0.467 - - 0.198 - HCM Control Delay (s) 24 - - 10 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 2.4 - - 0.7 - Channelized T HCM 2010 TWSC Waters' Edge West - Build-Out 10: Timberline Drive & Mountain Vista Drive (CR 50) 01/17/2017 Year 2040 - PM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 23.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 175 140 150 0 235 190 Future Vol, veh/h 175 140 150 0 235 190 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 190 152 163 0 255 207 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 342 0 592 266 Stage 1 - - - - 266 - Stage 2 - - - - 326 - 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 - - 1217 - 469 773 Stage 1 - - - - 779 - Stage 2 - - - - 731 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1217 - 406 773 Mov Cap-2 Maneuver - - - - 406 - Stage 1 - - - - 779 - Stage 2 - - - - 633 - Approach EB WB NB HCM Control Delay, s 0 8.4 46.8 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 515 - - 1217 - HCM Lane V/C Ratio 0.897 - - 0.134 - HCM Control Delay (s) 46.8 - - 8.4 0 HCM Lane LOS E - - A A HCM 95th %tile Q(veh) 10.3 - - 0.5 - Channelize T HCM 2010 Signalized Intersection Summary Waters' Edge West Build-Out 11: Lemay Avenue & Vine Drive 01/17/2017 Year 2040 - AM Synchro 9 Report GCR Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 190 110 170 315 155 50 385 75 75 735 35 Future Volume (veh/h) 20 190 110 170 315 155 50 385 75 75 735 35 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 23 221 128 198 366 180 58 448 87 87 855 41 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 275 537 216 381 761 315 316 1504 624 456 1596 638 Arrive On Green 0.03 0.16 0.14 0.10 0.22 0.21 0.04 0.42 0.41 0.05 0.43 0.42 Sat Flow, veh/h 1774 3438 1520 1774 3438 1520 1703 3539 1520 1703 3681 1520 Grp Volume(v), veh/h 23 221 128 198 366 180 58 448 87 87 855 41 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 4.1 5.5 6.3 6.5 7.5 1.4 5.8 2.5 2.0 12.0 1.1 Cycle Q Clear(g_c), s 0.7 4.1 5.5 6.3 6.5 7.5 1.4 5.8 2.5 2.0 12.0 1.1 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 275 537 216 381 761 315 316 1504 624 456 1596 638 V/C Ratio(X) 0.08 0.41 0.59 0.52 0.48 0.57 0.18 0.30 0.14 0.19 0.54 0.06 Avail Cap(c_a), veh/h 390 884 369 381 884 369 348 1504 624 521 1596 638 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 23.2 26.6 28.1 20.5 23.8 25.0 12.0 13.3 12.9 11.1 14.6 12.1 Incr Delay (d2), s/veh 0.1 0.5 2.6 1.3 0.5 1.6 0.3 0.5 0.5 0.2 1.3 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 0.4 2.0 2.5 3.2 3.1 3.3 0.7 2.9 1.1 1.0 6.3 0.5 LnGrp Delay(d),s/veh 23.4 27.1 30.7 21.7 24.2 26.6 12.3 13.8 13.4 11.3 15.9 12.3 LnGrp LOS CCCCCCBBBBBB Approach Vol, veh/h 372 744 593 983 Approach Delay, s/veh 28.1 24.1 13.6 15.4 Approach LOS C C B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.7 35.4 11.0 15.9 8.3 34.7 6.4 20.5 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 4.0 21.0 6.0 17.0 6.0 19.0 6.0 17.0 Max Q Clear Time (g_c+I1), s 3.4 14.0 8.3 7.5 4.0 7.8 2.7 9.5 Green Ext Time (p_c), s 0.0 3.5 0.0 2.4 0.0 4.7 0.0 2.1 Intersection Summary HCM 2010 Ctrl Delay 19.2 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary Waters' Edge West - Build-Out 11: Lemay Avenue & Vine Drive 01/17/2017 Year 2040 - PM Synchro 9 Report GCR Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 25 355 135 135 265 175 80 915 270 140 600 55 Future Volume (veh/h) 25 355 135 135 265 175 80 915 270 140 600 55 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 29 413 157 157 308 203 93 1064 314 163 698 64 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 332 656 268 351 869 362 344 1227 505 271 1397 555 Arrive On Green 0.04 0.19 0.18 0.10 0.25 0.24 0.05 0.35 0.33 0.09 0.38 0.37 Sat Flow, veh/h 1774 3438 1520 1774 3438 1520 1703 3539 1520 1703 3681 1520 Grp Volume(v), veh/h 29 413 157 157 308 203 93 1064 314 163 698 64 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 7.6 6.6 4.6 5.1 8.1 2.5 19.4 12.0 4.3 10.1 1.9 Cycle Q Clear(g_c), s 0.9 7.6 6.6 4.6 5.1 8.1 2.5 19.4 12.0 4.3 10.1 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 332 656 268 351 869 362 344 1227 505 271 1397 555 V/C Ratio(X) 0.09 0.63 0.59 0.45 0.35 0.56 0.27 0.87 0.62 0.60 0.50 0.12 Avail Cap(c_a), veh/h 442 894 373 351 894 373 424 1227 505 296 1397 555 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 20.9 25.8 26.2 18.3 21.2 23.2 14.3 21.1 19.5 16.5 16.4 14.6 Incr Delay (d2), s/veh 0.1 1.0 2.0 0.9 0.2 1.8 0.4 8.4 5.7 2.9 1.3 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 3.7 2.9 2.3 2.4 3.5 1.2 10.9 5.8 2.2 5.3 0.9 LnGrp Delay(d),s/veh 21.0 26.8 28.2 19.2 21.5 25.0 14.7 29.5 25.1 19.4 17.7 15.0 LnGrp LOS C C C B C C B C C B B B Approach Vol, veh/h 599 668 1471 925 Approach Delay, s/veh 26.9 22.0 27.6 17.8 Approach LOS C C C B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.7 31.3 11.0 18.2 11.0 29.0 6.7 22.5 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 7.0 23.0 6.0 17.0 7.0 23.0 6.0 17.0 Max Q Clear Time (g_c+I1), s 4.5 12.1 6.6 9.6 6.3 21.4 2.9 10.1 Green Ext Time (p_c), s 0.0 6.7 0.0 2.6 0.0 1.3 0.0 2.5 Intersection Summary HCM 2010 Ctrl Delay 24.0 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Waters' Edge West Build-Out 12: Vine Drive & Timberline Drive 01/17/2017 Year 2040 - AM Synchro 9 Report GCR Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 55 110 175 185 240 10 120 120 30 5 55 80 Future Volume (veh/h) 55 110 175 185 240 10 120 120 30 5 55 80 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 60 120 190 201 261 11 130 130 33 5 60 87 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 149 260 348 321 357 14 311 289 63 76 256 350 Arrive On Green 0.41 0.41 0.41 0.41 0.41 0.41 0.36 0.36 0.36 0.36 0.36 0.36 Sat Flow, veh/h 169 638 852 547 875 34 583 796 175 14 706 964 Grp Volume(v), veh/h 370 0 0 473 0 0 293 0 0 152 0 0 Grp Sat Flow(s),veh/h/ln 1659 0 0 1456 0 0 1553 0 0 1685 0 0 Q Serve(g_s), s 0.0 0.0 0.0 6.0 0.0 0.0 3.9 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 8.6 0.0 0.0 14.6 0.0 0.0 7.2 0.0 0.0 3.3 0.0 0.0 Prop In Lane 0.16 0.51 0.42 0.02 0.44 0.11 0.03 0.57 Lane Grp Cap(c), veh/h 757 0 0 692 0 0 663 0 0 683 0 0 V/C Ratio(X) 0.49 0.00 0.00 0.68 0.00 0.00 0.44 0.00 0.00 0.22 0.00 0.00 Avail Cap(c_a), veh/h 983 0 0 898 0 0 663 0 0 683 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 11.7 0.0 0.0 13.3 0.0 0.0 12.8 0.0 0.0 11.7 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 0.0 1.4 0.0 0.0 2.1 0.0 0.0 0.8 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 4.1 0.0 0.0 6.2 0.0 0.0 3.6 0.0 0.0 1.7 0.0 0.0 LnGrp Delay(d),s/veh 12.2 0.0 0.0 14.7 0.0 0.0 14.9 0.0 0.0 12.4 0.0 0.0 LnGrp LOS BBBB Approach Vol, veh/h 370 473 293 152 Approach Delay, s/veh 12.2 14.7 14.9 12.4 Approach LOS BBBB Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 25.0 27.3 25.0 27.3 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 19.0 29.0 19.0 29.0 Max Q Clear Time (g_c+I1), s 9.2 10.6 5.3 16.6 Green Ext Time (p_c), s 2.0 5.8 2.4 4.8 Intersection Summary HCM 2010 Ctrl Delay 13.8 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary Waters' Edge West - Build-Out 12: Vine Drive & Timberline Drive 01/17/2017 Year 2040 - PM Synchro 9 Report GCR Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 90 270 120 90 195 15 145 300 95 10 175 60 Future Volume (veh/h) 90 270 120 90 195 15 145 300 95 10 175 60 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 98 293 130 98 212 16 158 326 103 11 190 65 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 166 382 157 201 397 27 234 396 117 77 546 180 Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.41 0.41 0.41 0.41 0.41 0.41 Sat Flow, veh/h 240 1027 421 316 1068 71 368 959 283 24 1323 436 Grp Volume(v), veh/h 521 0 0 326 0 0 587 0 0 266 0 0 Grp Sat Flow(s),veh/h/ln 1688 0 0 1455 0 0 1610 0 0 1783 0 0 Q Serve(g_s), s 6.1 0.0 0.0 0.0 0.0 0.0 12.7 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 15.2 0.0 0.0 9.2 0.0 0.0 18.5 0.0 0.0 5.7 0.0 0.0 Prop In Lane 0.19 0.25 0.30 0.05 0.27 0.18 0.04 0.24 Lane Grp Cap(c), veh/h 704 0 0 625 0 0 747 0 0 803 0 0 V/C Ratio(X) 0.74 0.00 0.00 0.52 0.00 0.00 0.79 0.00 0.00 0.33 0.00 0.00 Avail Cap(c_a), veh/h 828 0 0 736 0 0 747 0 0 803 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 15.6 0.0 0.0 13.6 0.0 0.0 14.7 0.0 0.0 11.3 0.0 0.0 Incr Delay (d2), s/veh 3.0 0.0 0.0 0.7 0.0 0.0 8.2 0.0 0.0 1.1 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 7.7 0.0 0.0 4.0 0.0 0.0 9.8 0.0 0.0 3.1 0.0 0.0 LnGrp Delay(d),s/veh 18.6 0.0 0.0 14.2 0.0 0.0 22.9 0.0 0.0 12.4 0.0 0.0 LnGrp LOS B B C B Approach Vol, veh/h 521 326 587 266 Approach Delay, s/veh 18.6 14.2 22.9 12.4 Approach LOS B B C B Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 29.0 26.7 29.0 26.7 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 23.0 25.0 23.0 25.0 Max Q Clear Time (g_c+I1), s 20.5 17.2 7.7 11.2 Green Ext Time (p_c), s 1.4 3.5 5.3 5.0 Intersection Summary HCM 2010 Ctrl Delay 18.3 HCM 2010 LOS B HCM 2010 Roundabout Waters' Edge West Build-Out 34: Brightwater Drive & Morningstar Drive Collector & Morningstar Way 01/17/2017 Year 2040 - AM Synchro 9 Report GCR Page 1 Intersection Intersection Delay, s/veh 3.5 Intersection LOS A Approach WB NB SB SE Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 21 15 21 32 Demand Flow Rate, veh/h 21 15 21 32 Vehicles Circulating, veh/h 15 32 21 21 Vehicles Exiting, veh/h 32 21 15 21 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 3.4 3.4 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 21 15 21 32 Cap Entry Lane, veh/h 1113 1094 1106 1106 Entry HV Adj Factor 1.000 0.993 0.990 0.997 Flow Entry, veh/h 21 15 21 32 Cap Entry, veh/h 1113 1087 1095 1103 V/C Ratio 0.019 0.014 0.019 0.029 Control Delay, s/veh 3.4 3.4 3.4 3.5 LOSAAAA 95th %tile Queue, veh 0000 HCM 2010 Roundabout Waters' Edge West - Build-Out 34: Brightwater Drive & Morningstar Drive Collector & Morningstar Way 01/17/2017 Year 2040 - PM Synchro 9 Report GCR Page 1 Intersection Intersection Delay, s/veh 3.5 Intersection LOS A Approach WB NB SB SE Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 43 21 21 26 Demand Flow Rate, veh/h 44 21 21 26 Vehicles Circulating, veh/h 21 26 38 21 Vehicles Exiting, veh/h 26 21 27 38 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 3.7 3.5 3.5 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 44 21 21 26 Cap Entry Lane, veh/h 1106 1101 1088 1106 Entry HV Adj Factor 0.977 0.990 0.990 0.996 Flow Entry, veh/h 43 21 21 26 Cap Entry, veh/h 1081 1090 1077 1102 V/C Ratio 0.040 0.019 0.019 0.023 Control Delay, s/veh 3.7 3.5 3.5 3.5 LOSAAAA 95th %tile Queue, veh 0000 HCM 2010 TWSC Waters' Edge West Build-Out 14: Turnberry Road & Morningstar Drive Collector 01/17/2017 Year 2040 - AM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 4.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 15 80 30 45 90 5 Future Vol, veh/h 15 80 30 45 90 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 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 87 33 49 98 5 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 215 101 103 0 - 0 Stage 1 101 - - - - - Stage 2 114 - - - - - 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 773 954 1489 - - - Stage 1 923 - - - - - Stage 2 911 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 756 954 1489 - - - Mov Cap-2 Maneuver 756 - - - - - Stage 1 923 - - - - - Stage 2 891 - - - - - Approach EB NB SB HCM Control Delay, s 9.3 3 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1489 - 756 954 - - HCM Lane V/C Ratio 0.022 - 0.022 0.091 - - 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 0.3 - - HCM 2010 TWSC Waters' Edge West - Build-Out 14: Turnberry Road & Morningstar Drive Collector 01/17/2017 Year 2040 - PM Synchro 9 Report GCR Page 1 Intersection Int Delay, s/veh 3.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 10 55 85 90 80 20 Future Vol, veh/h 10 55 85 90 80 20 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 11 60 92 98 87 22 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 381 98 109 0 - 0 Stage 1 98 - - - - - Stage 2 283 - - - - - 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 621 958 1481 - - - Stage 1 926 - - - - - Stage 2 765 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 582 958 1481 - - - Mov Cap-2 Maneuver 582 - - - - - Stage 1 926 - - - - - Stage 2 717 - - - - - Approach EB NB SB HCM Control Delay, s 9.4 3.7 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1481 - 582 958 - - HCM Lane V/C Ratio 0.062 - 0.019 0.062 - - HCM Control Delay (s) 7.6 - 11.3 9 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0.2 - 0.1 0.2 - - 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 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 b/b b/b b/b c/c a/a b/b a/a a/a a/a B/C B/B c/f b/a c/c a/a a/a a/c a/a d/b a/a d/f a/a c/e f/f c/c c/f b/f with Traffic Signal = B/A with Roundabout = B/B with Traffic Signal = B/B with Roundabout = A/B as Channelized “T” Intersection 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 11 12 3 7 8 9 10 10 A B A B b/b b/b b/b b/c 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 a/a c/c c/d b/b b/d b/f C/F with Traffic Signal = B/A with Roundabout = B/B with Traffic Signal = B/B as Channelized “T” Intersection c/c b/c b/f 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 10 3 A B A B LOS F Construct traffic signal1 LOS B or better during the AM and PM peak hours Intersection No. 12, Timberline Road/Vine Drive – PM Peak Hour Timberline Road – Arterial; Vine Drive - Arterial Eastbound and Northbound Approaches – LOS F Construct traffic signal2 LOS B during the AM and PM peak hours 1 Designed and constructed by Waters’ Edge Investments, LLLP. 2 Monies contributed to the City by Waters’ Edge Investments, LLLP; design and construction by the City. 10(5) 5(5) 5(5) 10(5) 95(65) 60(60) 45(50) 5(5) 25(35) 10(25) 5(5) 60(40) 5(5) 365(210) 20(20) 10(5) 5(5) 30(10) 10(20) 125(315) 15(55) 5(10) 5(5) 40(15) 5(5) 160(125) 5(5) 5(5) 5(5) 110(55) 40(105) 65(160) 5(25) 5(5) 40(15) 25(5) 380(215) 290(150) 5(5) 90(305) 10(60) 190(160) 55(210) 100(295) 10(30) 5(30) 185(190) 350(185) 10(5) 160(80) 25(20) 10(10) 150(320) 105(70) 25(110) 55(145) 75(340) 5(20) 90(80) 15(10) 80(55) 30(85) 45(90) 5(10) 10(25) 5(5) 5(5) 10(10) 5(5) 5(5) 20(15) 5(5) 5(5) 5(10) 5(5) 10(15) 240(195) 185(90) 80(60) 55(175) 5(10) 55(90) 110(270) 175(120) 120(145) 120(300) 30(95) 155(175) 315(265) 170(135) 35(55) 735(600) 75(140) 20(25) 190(355) 110(135) 50(80) 385(915) 75(270) 5(15) 10(20) 15(10) 25(10) 20(15) 15(20) 150(485) 10(35) 5(25) 575(280) 10(15) 35(20) 95(480) 165(150) 360(175) 275(140) 70(235) 80(190) 9500 21,400 8000 9085 9975 1965 9575 1360 210 1000 2500 1735 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 15(30) 10(5) 5(5) 5(5) 10(5) 80(55) 50(50) 40(40) 5(5) 20(30) 10(30) 5(5) 50(35) 5(5) 320(190) 20(20) 5(5) 5(5) 25(10) 10(15) 110(280) 15(45) 5(10) 5(5) 35(10) 5(5) 145(115) 5(5) 5(5) 5(5) 100(50) 40(95) 60(150) 5(20) 5(5) 25(15) 25(5) 325(185) 275(130) 5(5) 80(265) 10(50) 155(160) 45(175) 85(215) 10(25) 5(25) 160(160) 295(155) 10(5) 130(65) 20(20) 5(10) 130(270) 90(55) 20(90) 45(120) 65(285) 10(15) 200(160) 155(75) 65(50) 50(150) 5(10) 45(75) 90(225) 145(100) 100(120) 100(255) 25(80) 125(145) 260(220) 140(110) 30(45) 610(500) 60(115) 15(25) 155(295) 90(110) 40(70) 320(760) 65(225) 5(15) 10(20) 15(10) 25(10) 20(15) 10(15) 125(410) 10(30) 5(20) 485(235) 10(10) 30(20) 80(400) 135(125) 305(150) 230(115) 60(200) 65(155) 7875 17,775 6700 7700 8625 1675 8125 1175 175 850 2125 1460 5(10) 10(25) 5(5) 5(5) 10(10) 5(5) 5(5) 20(15) 5(5) 5(5) 5(10) 5(5) 15(10) 80(55) 5(20) 75(70) 30(85) 40(80) 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 29(86) 62(42) 54(37) 22(67) 20(59) 31(21) 31(21) 11(34) 11(34) 4(3) 19(13) 2(5) 7(20) 1(1) 4(2) 4(2) 19(14) 2(4) 0(1) 6(21) 2(4) 3(8) 8(5) 20(59) 54(37) 11(34) 31(21) 23(16) 9(25) 85 430 430 1005 2150 285 1145 285 145 285 145 5(10) 10(25) 5(5) 5(5) 10(10) 5(5) 5(5) 20(15) 5(5) 5(5) 5(10) 5(5) 6(18) 16(10) 79(54) 29(86) 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 LOS B with roundabout Year 2040 Base Assumptions: - Vine Drive/Lemay Avenue intersection has been relocated and upgraded to Arterial/Arterial intersection characteristics (4 through lanes with separate left & right turn lanes) - Vine Drive/Timberline Road intersection includes a traffic signal or is relocated to the north as part of the Vine Drive realignment 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 roundabout1 LOS C with traffic signal; LOS B with roundabout 1 As noted previously, the City’s Master Street Plan identifies that this intersection will be realigned to facilitate movements between Timberline Road and I-25. The information contained in Table 1 is used as the requirements for which the Year 2021 and 2040 build-out scenarios for Waters’ Edge West 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 9(19) 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