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Home My WebLink AboutReports - Traffic Study - 09/16/2024 SONDER’S VILLAGE Traffic Impact Analysis Prepared for: Sonders Village c/o Actual Communities, LP 5340 S. Quebec Street, Suite 330S Greenwood Village, CO 80111 303.883.5845 Project Manager: Mr. Dan Nickless Prepared by: Felsburg Holt & Ullevig 6400 S. Fiddlers Green Circle, Suite 1500 Greenwood Village, CO 80111 303.721.1440 Project Manager: Richard R. Follmer, PE, PTOE FHU Reference No. 121303-01 August 2023 Revised August 7, 2024 Revised September 16, 2024 Sonder’s Village Traffic Impact Analysis Page i Table of Contents Page I. INTRODUCTION .......................................................................................................................... 1 II. SUMMARY OF EXISTING CONDITIONS ................................................................................. 3 II.A Study Area Boundary ............................................................................................................................................. 3 II.B Existing Roadways ................................................................................................................................................... 3 II.C Existing Multimodal Infrastructure ...................................................................................................................... 5 II.D Existing Traffic Volumes ........................................................................................................................................ 5 II.E Operational Analyses of Existing Conditions ................................................................................................... 7 III. PROJECTED BACKGROUND CONDITIONS ......................................................................... 10 III.A Background Street Network .............................................................................................................................. 10 III.B Known Developments ......................................................................................................................................... 10 III.C Background Traffic Growth ................................................................................................................................ 11 III.D Background Traffic Operations.......................................................................................................................... 14 III.E Recommended Improvements for Background Traffic Conditions .......................................................... 17 IV. PROJECTED BUILD-OUT CONDITIONS ................................................................................ 18 IV.A Sonders Village Characteristics .......................................................................................................................... 18 IV.B Trip Generation Estimates .................................................................................................................................. 18 IV.C Vehicle Trip Distribution and Site-Generated Traffic Volumes ................................................................. 20 IV.D Total Traffic Volumes ........................................................................................................................................... 20 IV.E Operational Analyses and Improvement Requirements .............................................................................. 25 IV.F Street Classifications ............................................................................................................................................ 31 IV.G Auxiliary Lane Assessment ................................................................................................................................. 31 V. SUMMARY .................................................................................................................................... 33 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 2030 Background Conditions Appendix F. Traffic Analysis Worksheets – Year 2045 Background Conditions Appendix G. Internal Capture Worksheets Appendix H. Traffic Analysis Worksheets – Year 2030 Build-Out Conditions Appendix I. Traffic Analysis Worksheets – Year 2045 Build-Out Conditions Sonder’s Village Traffic Impact Analysis Page ii List of Figures Page Figure 1. Vicinity Map ....................................................................................................................................................... 2 Figure 2. Roadway Characteristics................................................................................................................................ 4 Figure 3. Existing Traffic Volumes ................................................................................................................................. 6 Figure 4. Existing Operational Conditions .................................................................................................................. 9 Figure 5. Build-Out (2030) Background Traffic Volumes ...................................................................................... 12 Figure 6. Year 2045 Background Traffic Volumes ................................................................................................... 13 Figure 7. Build-Out (2030) Background Operational Conditions ....................................................................... 15 Figure 8. Year 2045 Background Operational Conditions .................................................................................... 16 Figure 9. Sonders Village Site Plan .............................................................................................................................. 19 Figure 10. Vehicle Trip Distribution ............................................................................................................................. 21 Figure 11. Site-Generated Traffic Volumes ................................................................................................................. 22 Figure 12. Build-Out (2030) Total Traffic Volumes .................................................................................................. 23 Figure 13. Year 2045 Total Traffic Volumes ............................................................................................................... 24 Figure 14. Build-Out (2030) Total Operational Conditions ................................................................................... 26 Figure 15. Year 2045 Total Operational Conditions ................................................................................................ 28 Figure 16. Sonders Village Street Classifications ....................................................................................................... 32 List of Tables Table 1. Improvement Recommendations for Background Conditions ........................................................... 17 Table 2. Sonders Village Trip Generation Estimates ............................................................................................. 18 Table 3. Recommended Improvements for Build-Out (2030) of Sonders Village ......................................... 29 Table 4. Pedestrian Level of Service Analysis.......................................................................................................... 30 Sonder’s Village Traffic Impact Analysis Page 1 I. INTRODUCTION Actual Communities, LP is proposing to construct a community of several residential home types with support commercial space in northeast Fort Collins. The project is located on a parcel of land along the east side of Turnberry Road and to the north of Richards Lake Road. It abuts other existing residential communities – Brightwater Crossing and Maple Hill to the south, and Sonders West and Serramonte to the west. The name of the project is Sonders Village and the subject land is currently vacant but with certain public streets already constructed adjacent to the property. These streets are located along the west side of the parcel; (Turnberry Road) and along the south parcel boundaries. Both Brightwater Drive and Richards Lake Road traverse portions of the south side of Sonders Village. Bar Harbor Drive exists adjacent to a portion of the west side of Sonders Village near Richards Lake Road. Figure 1 provides a representation of the project site in relation to the surrounding roadway network, including its location relative to the interstate system. Sonders Village is proposing to construct a combination of land uses within its boundaries – 297 single family homes with 108 projected to have accessory dwelling units, 274 multi-family dwelling units, 72 affordable homes, along with 27,260 square feet (sf) of commercial space. Sonders Village will include several parks and open spaces with access to a future regional pedestrian/bicyclist trail. The project is anticipated to be completed by Year 2030. Several points of access are proposed for the project with primary routes eventually reaching Turnberry Road, Brightwater Drive, and Richards Lake Road. Parcel access will intersect these three streets along with Bar Harbor Drive, and access points will primarily align at existing intersections. Pedestrian access will be along detached sidewalks following the City roadway typical section standards. An off-street trail system will also be provided that provides opportunities for pedestrians to access other areas of Sonders Village and to its parks and open spaces. Bicycle travel in Sonders Village will occur within the normal footprint of the local street system when traveling along the internal streets. Travel along the external street system will be in established bike lanes or in new ones. Where needed along the Sonders Village boundary, 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 Sonders Village  Operational analyses of future conditions  Evaluation of project impacts  Summary of analyses and recommendations Sonders Village - JUL_24 UPDATE 121303-01 7/24/24 FIGURE 1 Vicinity Map NORTH Sonders Village Douglas Rd.CR 1 3 Morningstar Way Bar Harbor Dr. Tu r n b e r r y R d . Brightwater Dr. Country Club Rd. (CR 52) Richards Lake Rd. Mountain Vista Dr. Vine Dr. Mulberry Rd. Le m a y A v e . Gre g o r y R d . Ti m b e r l i n e R d . Jeff e r s o n S t . / Rive r s i d e A v e . Co l l e g e A v e . Terry Lake Rd. 1 25 25 287 14 NOTE: Drawing Not to Scale Sonder’s Village Traffic Impact Analysis Page 3 II. SUMMARY OF EXISTING CONDITIONS II.A Study Area Boundary The information contained in this report focuses on the transportation impacts and infrastructure requirements along the surrounding street network which extends along Turnberry Road from Douglas Road to Mountain Vista Drive, along Richards Lake Road, and at the Country Club Road/Lemay Avenue/Gregory Road intersection. II.B Existing Roadways Existing roadways adjacent to Sonders Village provide access to local residential communities, while also providing regional access to connecting streets that serve the larger northeast Fort Collins and Larimer County areas. Turnberry Road provides access to Douglas Road with connections to State Highway (SH) 1 and other county roads, while Country Club Road and Mountain Vista Drive provide access to Lemay Avenue and Timberline Road, and ultimately to 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:  Brightwater Drive = 2-Lane Collector  Bar Harbor Drive = 2-Lane Collector  Country Club Road = 2-Lane Collector  Turnberry Road = 2-Lane Arterial  Giddings Road = 2-Lane Arterial  Richards Lake Road = 2-Lane Arterial  Douglas Road = 2-Lane Arterial  Lemay Avenue = 2-Lane Arterial (4-Lane Arterial south of Suniga Road)  Gregory Road = 2-Lane Arterial  Mountain Vista Drive = 2-Lane Arterial west of Timberline Road; 4-Lane Arterial east of Timberline Road  Timberline Road = 4-Lane Arterial 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 connectivity between higher functional streets (Arterials) and streets with more direct access to residential homes and businesses (Locals). The Master Street Plan also identifies four potential roundabouts at intersections included in this analysis: 1) & 2) at the Turnberry Road intersections with Douglas Road and Mountain Vista Drive, 3) at the Country Club Road/Lemay Avenue/Gregory Road intersection, and 4) at the Richards Lake Road/Giddings Road intersection. Additionally, the Montava development is planning to construct a roundabout at the Mountain Vista Drive/Timberline Road intersection. Figure 2 shows the projected through roadway laneage for the Arterial and Collector street classifications while also showing the existing laneage (exclusive of left turn or right turn auxiliary lanes) and roundabout locations. FIGURE 2 Roadway Characteristics NORTH Sonders Village - JUL_24 UPDATE 121303-01 7/24/24 Sonders Village Douglas Rd.CR 1 3 Morningstar Way Tu r n b e r r y R d . Gi d d i n g s R d . Brightwater Dr. Country Club Rd. Richards Lake Rd. Mountain Vista Dr. Le m a y A v e . Gre g o r y R d . Ti m b e r l i n e Rd . Terry Lake Rd. = Existing/Future Roadway Laneage = Posted Speed Limit = Potential Roundabout Locations X/X LEGEND SPEED LIMIT XX 1 25 25 SPEED LIMIT 50 SPEED LIMIT 50 SPEED LIMIT 45 SPEED LIMIT 40 SPEED LIMIT 40 SPEED LIMIT 55 SPEED LIMIT 40 SPEED LIMIT 40 SPEED LIMIT 30 SPEED LIMIT 30 SPEED LIMIT 35 SPEED LIMIT 45 NOTE: Drawing Not to Scale 2/2 2/2 2/2 2/2 2/2 2/2 2/2 2/2 2/2 2/4 2/4 2/4 Sonder’s Village Traffic Impact Analysis Page 5 II.C Existing Multimodal Infrastructure Pedestrian Network – Pedestrian amenities exist primarily as attached or detached sidewalks in adjacent neighborhoods or along portions of the Arterial and Collector street network. Pedestrian sidewalks adjacent to Sonders Village sometimes already exist (north side of Brightwater Drive or the east side of Bar Harbor Drive) or are ready for sidewalk connections. But most of the pedestrian sidewalks along the Sonders Village public street frontage will need to be constructed (along Richards Lake Road and Turnberry Road). A grade- separated underpass exists under Turnberry Road to the north of Richards Lake Road which can be used by Sonders Villages residents for east west crossings of this street. Bicycle Network – Bicycling can occur on-street in the adjacent neighborhoods. The Collector street network also has established bike lanes within their cross-section. Streets such as Turnberry Road, Richard Lake Road, or Bar Harbor Drive have on-street bike lanes. Bicyclists can also use the Turnberry Road underpass for east/west movements. The Fort Collins Bicycle Master Plan identifies several types of bicycling facilities for this area of the City. Some facilities have already been constructed as part of the development of the neighborhood street system. Protected bike lanes are planned along Turnberry Road, Mountain Vista Drive, Timberline Road, and Country Club Road, while an off-street trail/shared-use path system is planned through the Maple Hill neighborhood (south of Richards Lake Road) and along the eastern boundary of Sonders Village adjacent to the #8 Outlet Ditch. Transit Network – Transfort has a well-established transit system within the City of Fort Collins. However, due to the developing nature of northeast Fort Collins that surrounds Sonders Village, transit facilities are not currently available. II.D Existing Traffic Volumes Daily traffic volumes were recorded for this project in September 2021 or were obtained from the City of Fort Collins’ FC Maps database. Daily traffic volumes on typical weekdays varied considerably. These levels ranged from less than 200 vehicles per day (vpd) along Brightwater Drive to the east of Turnberry Road, to 7,700 vpd on Lemay Avenue south of Country Club Road. Most of the daily traffic volumes along the adjacent street system range from about 1,000 vpd to approximately 7,000 vpd, with these levels increasing from Douglas Road southward toward the more populated areas of Fort Collins. Intersection turning movements were recorded (or obtained from an adjacent traffic study) 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 3 is a graphical representation of the recorded peak hour and daily traffic volumes. The traffic count data recorded for this project can be found in Appendix B. Existing traffic volume patterns reflect movements that can be expected primarily in residential areas that are located relatively distant from the main retail and business areas of Fort Collins. Residents of the developments surrounding Sonders Village typically must travel toward the south, west, and southwest to reach shopping, recreation, and work opportunities. FIGURE 3 Existing Traffic Volumes NORTH Sonders Village - JUL_24 UPDATE 121303-01 7/24/24 Sonders Village2(2) 30(57) 7(12) 1( 0 ) 5( 3 ) 2( 0 ) 1(2) 56(84) 53(41) 35 ( 3 7 ) 2( 3 ) 6( 1 6 ) 2(2) 3(2) 14(5) 4( 5 ) 67 ( 6 8 ) 2( 6 ) 9(8) 2(0) 22(36)5( 1 2 ) 37 ( 5 2 ) 8( 9 ) 4(19) 40(40) 4(10) 12 ( 3 ) 2( 5 ) 16 ( 1 2 ) 1(8) 35(44) 4(8)4( 3 ) 1( 2 ) 10 ( 8 ) 0(1) 57(23) 24(17) 20 7 ( 1 2 7 ) 12 3 ( 1 1 1 ) 0( 2 ) 64(188) 24(57) 31(180) 12 5 ( 1 5 7 ) 48 ( 8 7 ) 7( 2 4 ) 7(10) 13(13) 10(17) 22 ( 1 3 ) 23 6 ( 1 4 0 ) 5( 8 ) 20(34) 15(20) 55(23) 20 ( 5 6 ) 10 0 ( 1 8 6 ) 8( 1 4 ) 11(15) 174(129) 216(164) 8( 1 1 ) 12 7 ( 6 4 ) 20 ( 1 7 ) 3(17) 146(250) 87(63) 26 ( 5 3 ) 53 ( 1 3 1 ) 77 ( 1 9 5 ) 11(8) 3(3) 45(31) 0( 0 ) 13 9 ( 1 3 6 ) 4( 5 ) 1(2) 2(3) 16(13) 6( 2 0 ) 45 ( 1 1 4 ) 30 ( 5 4 ) 2( 4 ) 66 ( 5 4 ) 2(0) 9(7) 2( 7 ) 41 ( 5 6 ) 38(76) 2(9) 58(49) 3(6) 10 ( 1 ) 4( 3 ) 35(81) 5(13) 57(52) 6(6) 5( 8 ) 18 ( 7 ) 95(186) 210(131) 192(199) 149(107) 62 ( 1 3 3 ) 99 ( 1 4 3 ) 151(251) 7(33) 4( 1 6 ) 28 4 ( 2 7 2 ) 17(10) 26(16) Douglas Rd. Serramonte Dr. Tu r n b e r r y Rd . Brightwater Dr. Bar Harbor Dr. Clarion Ln. Thoreau Dr. Richards Lake Mountain Vista Dr.Le m a y A v e . G r e g o r y R d . Ti m b e r l i n e R d . Gi d d i n g s R d . Country Club Rd. = AM(PM) Peak Hour Trafﬁc Volumes = Daily Trafﬁc Volumes XXX(XXX) LEGEND XXXX 1,570 2,250 1 , 4 2 5 6 , 4 9 0 5 , 5 0 0 7 , 7 0 0 6 , 2 5 0 200 1,100 6,4256,710 7,400 KEY MAP NOTE: Drawing Not to Scale 1 2 4 5 6 7 8 9 10 12 3 11 1 2 4 65 8 7 11 12 109 3 Sonder’s Village Traffic Impact Analysis Page 7 There are a few patterns/movements that should be noted:  All individual peak hour movements at any of the studied intersections are less than 300 vehicles per hour (vph) regardless of whether they are left turn, right turn, or through movements. Six of the 12 intersections have vehicle movements during both peak hours that are less than 100 vph.  Intersection No. 8 (Turnberry Road/Country Club Road) has a relatively higher level of southbound right turns during the AM peak hour and a similar level of eastbound left turns during the PM peak hour that reflect the convenience of using Country Club Road for travel to/from downtown Fort Collins and other destinations toward the southwest. This pattern is more direct than using Turnberry Road, Mountain Vista Drive, and Timberline Road.  Intersection No. 11 (Country Club Road/Lemay Avenue/Gregory 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. Eastbound and westbound through movements range from about 125 vph to 250 vph.  Turnberry Road at Mountain Vista Drive (Intersection No. 9) reflects patterns to/from the residential areas and business areas of Fort Collins being primarily southbound and eastbound during the AM peak hour and westbound and northbound during the PM peak hour. II.E 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 used the Synchro analysis software tool which allows for the calculation of control delay using the methodologies of the Highway Capacity Manual, Transportation Research Board, 2022. 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. LOS categorizes the ease of traffic flow through an intersection with operational designations from A through F. LOS A represents relatively uncongested traffic flow with little or no vehicle delay, while LOS F represents greater delay and more congestion. Appendix C includes LOS delay characteristics for stop-controlled and signalized intersections. Nine of the 12 intersections are controlled by stop signs on the side streets. The Turnberry Road/Mountain Vista Drive (#9) and Country Club Road/Lemay Avenue (#11) intersections have stop signs on all intersection approaches. Only the Turnberry Road/Country Club Road intersection is controlled by a traffic signal. The City of Fort Collins provided traffic signal timing parameters for the analysis of existing conditions. The Larimer County Urban Area Street Standards (LCUASS) provide LOS standards for motor vehicles in Table 4-2 (revised August 1, 2021) for the City of Fort Collins. That table includes standards for both signalized and unsignalized (stop-controlled or roundabout) 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. Sonder’s Village Traffic Impact Analysis Page 8 Table 4-2 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 E3 F4 Unsignalized Arterial/Collector Arterial/Local Collector/Local D3 F4 Roundabout E3, 5 E4, 5 E5 1 In mixed use district including downtown as defined by structure plan, overall LOS E is acceptable 2 Applicable with at least 5% of total entering volume 3 Use weighted average to identify overall delay 4 Mitigation may be required 5 Apply unsignalized delay value thresholds to determine LOS Figure 4 includes the existing intersection geometry, traffic control and LOS results for existing conditions for each of the studied locations. Appendix D contains the traffic analysis worksheets. The following information can be gleaned from this analysis:  Critical movements at stop-controlled intersections operate very well, with nine intersections having movements that operate at LOS A or B.  Only a few movements or approaches operate at LOS C or D: • Northbound movements on Timberline Road at Mountain Vista Drive during both peak hours • Several approaches at the Country Club Road/Lemay Avenue/Gregory Road intersection during varying peak hours  The Turnberry Road/Country Club Road traffic signal operates at LOS A and B during the AM and PM peak hours, respectively, with all individual movements operating at LOS C or better. The results of these analyses find that all of the intersections included in this study meet the LCUASS criteria for existing conditions as denoted in Table 4-2 above. FIGURE 4 Existing Operational Conditions NORTH Sonders Village - SEP_24 UPDATE 121303-01 9/13/24 SondersVillage c/ca/bc/b a/a b/ b a/a a/ b a/ a a/a a/ba/a a/ a a/ b a/ a a/ab/b a/aa/a b/ba/a a/ a a/ a a/a a/ a a/a c/ d a/ a a/ a a/ a b/c b/ c b/b a/ a b/b a/ a a/ac/ca/a b/ b a/ a a/ a a/ a a/a a/ a a/a a/ b Douglas Rd. Serramonte Dr. Tu r n b e r r y Rd . Brightwater Dr. Bar Harbor Dr. Clarion Ln.Thoreau Dr. Country Club Rd. Richards Lake Mountain Vista Dr.Le m a y A v e . Gr e g o r y R d . Ti m b e r l i n e R d . Gi d d i n g s R d . = Lane Assignment = AM/PM Peak Hour Critical Movement Level of Service = AM/PM Peak Hour Intersection Level of Service = Stop Sign = Trafﬁc Signal LEGEND X/X x/x STOP A/B STOP STOP STOP STOP STOP STOPSTOP STOP STOP STOP STOP STOP STOP STOP STOP STOP STOP STOP STOP STOP STOP A/A A/A A/A A/A A/A A/A A/A A/B A/A A/A C/C KEY MAP NOTE: Drawing Not to Scale 1 2 4 5 6 7 8 9 10 12 3 11 1 2 4 65 8 7 11 12 109 3 Sonder’s Village Traffic Impact Analysis Page 10 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 traffic volume and operational information that could be expected at completion of Sonders Village (Year 2030) and for the long-range planning horizon (Year 2045). III.A Background Street Network Build-Out (2030) – It is not anticipated that roadway network improvements will occur near Sonders Village by the Build-Out timeframe (2030). Only roadway network connections related to other developments in this part of Fort Collins are projected to occur. Of note, Montava will create the fourth leg of the Mountain Vista Drive/Timberline Road intersection with the development of their E and G Phases. Relative to that improvement, the Montava study identifies this intersection as a single lane roundabout; that traffic control method is used for the Build-Out analyses for Sonders Village. Year 2045 – The City’s Master Street Plan includes a series of new streets near Sonders Village that will support the development of new land parcels as the City continues to grow. These new streets provide connections between Turnberry and Giddings Roads, as well as between Mountain Vista Drive and Richards Lake Road. The Master Street Plan also identifies the extension of Turnberry Road toward the south to Suniga Road and a Suniga Road connection westward to Lemay Avenue. The City’s Master Street Plan identifies several locations that have the potential for use of roundabouts as the traffic control method. Roundabouts are used as the traffic control method for each of the following locations:  Turnberry Road at Douglas Road  Turnberry Road at Mountain Vista Drive  Richards Lake Road at Giddings Road  Country Club Road at Lemay Avenue/Gregory Road The Mountain Vista Drive/Timberline Road intersection is also evaluated as a roundabout as proposed in the Montava traffic study. Of note, Larimer County recently completed the Country Club Road Corridor Study which evaluated the potential impacts from the Montava project and potential cross-sectional improvements along Country Club Road from SH 1 to Turnberry Road. Related to the Sonders Village analysis, that study evaluated potential traffic control improvements at the Lemay Avenue/Gregory Road intersection also. That study used the City’s Master Street Plan as a guide, and it recommended that Larimer County consider the installation of a modern roundabout at this intersection. III.B Known Developments Three development projects near Sonders Village will influence Background traffic volumes and operations: (1) Montava (planning stage), (2) Country Club Reserve (under construction), and (3) Sonders West (under construction). Descriptions of these projects follow. Montava – The Montava Master Transportation Impact Study Supplement (October 2022) was prepared for the development of a master planned community of residential homes, retail, office, and industrial land uses. Sonder’s Village Traffic Impact Analysis Page 11 This project is quite large and it is primarily located between Richards Lake Road and Mountain Vista Drive to the north and south, and on either side of Giddings Road. Part of the project is to the south of Mountain Vista Drive and east of Giddings Road. Portions of the project that abut Richards Lake Road will be directly to the southeast of Sonders Village. Montava will construct much of the street network toward the east and south of the Maple Hill neighborhood, ones that have been identified in the City’s Master Street Plan. As such, several new routes for vehicle travel will be constructed, ones that provide access to the surrounding Collector, Arterial, and interstate system. This project is projected to generate about 2,700 vehicle-trips during the AM peak hour and approximately 3,200 during the PM peak hour by Build-Out. Most of these vehicle-trips will be oriented toward the east, south, and southwest toward the more populated areas of Fort Collins or toward I-25. Montava vehicle-trips will be contributors to some of the intersections evaluated in the Sonders Village study. Country Club Reserve – The Country Club Reserve Traffic Impact Study (August 2017) summarizes the impacts related to a new residential development located in the southwest quadrant of the Douglas Road/Turnberry Road intersection. This project is projected to include 155 single family homes. The projected number of new vehicle-trips is about 1,476 daily, with 116 during the AM peak hour and approximately 155 in the PM peak hour. Given its location, vehicle trips will be added primarily at the Douglas Road/Turnberry Road intersection, with some vehicle movements traveling along Turnberry Road and Country Club Road. The projected level of vehicle-trips along Turnberry Road is 30 vph or less during either peak hour. The projected AM and PM peak hour traffic volumes are included in the Background traffic volume estimates for Sonders Village. Sonders West – This project is currently under construction and was formerly known as Waters’ Edge West. It will include only residential uses – a total of 379 single-family and multi-family dwelling units. It will also include a community center, and several parks and open spaces will be provided for community residents. Several points of access are provided with most reaching Turnberry Road, although access is also provided through the Hearthfire neighborhood. Sonders West is projected to generate a total of about 2,860 vehicle- trips daily, with approximately 210 trips and 275 trips during the AM and PM peak hours, respectively. These vehicle-trips are also included in the total number of Background traffic volumes as further described in Section III.C. III.C Background Traffic Growth In addition to growth related to the three projects noted previously, there will be other growth along the adjoining street network related to vehicle-trips outside the general study area. Through preparation of the Base Assumptions form with City staff, a one (1) percent compounded annual growth rate in existing traffic is deemed appropriate for estimating growth in existing traffic for the two Sonders Village analysis timeframes. Build-Out (2030) – Existing traffic volumes were grown by 9.37 percent to estimate traffic volumes at the subject intersections to accommodate growth in traffic from the time vehicle movements were recorded to the Build-Out year timeframe (9 years). The Build-Out traffic volumes for Sonders Village shown on Figure 5 include the vehicle-trips for the three development projects noted previously. Of note, projected traffic volumes related to Sonders West have been included for the new Morningstar Way intersection located between Brightwater Drive and Serramonte Drive. Year 2045 – Existing traffic volumes were increased by 26.98 percent to accommodate the expected growth to 2045, the long-range planning horizon. The Year 2045 Background traffic volumes shown on Figure 6 also include traffic volumes from the surrounding developments. FIGURE 5 Build-Out (2030) Background Traffic Volumes NORTH Sonders Village - JUL_24 UPDATE 121303-01 7/24/24 Sonders Village 2(2) 38(78) 11(22) 1( 1 ) 6( 3 ) 2( 1 ) 1(2) 76(102) 91(74) 46 ( 4 6 ) 2( 3 ) 15 ( 2 3 ) 2(2) 3(2) 15(6) 4( 6 ) 18 3 ( 1 4 8 ) 2( 7 ) 10(9) 2(1) 77(75) 25 ( 7 0 ) 79 ( 1 7 4 ) 9( 1 0 ) 4(20) 50(61) 4(11) 13 ( 3 ) 2( 5 ) 17 ( 1 3 ) 2(9) 55(59) 4(9)4( 3 ) 1( 2 ) 11 ( 9 ) 1(1) 62(25) 26(18) 30 3 ( 1 9 1 ) 20 9 ( 1 7 8 ) 1( 2 ) 97(288) 26(62) 176(259) 18 6 ( 2 2 3 ) 85 ( 1 7 7 ) 8( 2 6 ) 8(11) 20(31) 11(18) 24 ( 1 5 ) 26 3 ( 1 6 2 ) 6( 9 ) 77(37) 32(33) 60(25) 22 ( 6 1 ) 11 7 ( 2 1 2 ) 9( 1 5 ) 12(16) 253(195) 294(222) 9( 1 2 ) 13 9 ( 7 0 ) 27 ( 2 6 ) 3(18) 189(346) 95(69) 29 ( 5 8 ) 58 ( 1 4 3 ) 11 0 ( 2 7 7 ) 32(60) 151(299) 260(179) 10 ( 1 2 ) 12 4 ( 1 0 9 ) 72 ( 6 6 ) 16(27) 376(266) 203(142) 86 ( 1 9 6 ) 77 ( 1 5 2 ) 11 6 ( 1 7 0 ) 18(26) 3(3) 50(34) 1( 1 ) 30 3 ( 2 5 6 ) 20 ( 1 7 ) 1(2) 2(3) 18(14)7( 2 2 ) 10 8 ( 2 8 9 ) 33 ( 5 9 ) 2( 4 ) 10 6 ( 9 7 ) 2(1) 10(8) 2( 8 ) 71 ( 1 0 1 ) 6( 1 8 ) 11 0 ( 8 9 ) 16(10) 79(54) 29 ( 8 6 ) 62 ( 9 9 ) 48(100) 2(10) 80(65) 3(7) 11 ( 1 ) 4( 3 ) 44(106) 6(14) 79(68) 7(7) 5( 9 ) 19 ( 8 ) 224(387) 8(36) 4( 1 7 ) 40 4 ( 3 9 0 ) 18(11) 29(17) Douglas Rd. Serramonte Dr. Morningstar Wy. Tu r n b e r r y Rd . Brightwater Dr. Bar Harbor Dr. Clarion Ln. Thoreau Dr. Richards Lake Mountain Vista Dr.Le m a y A v e . G r e g o r y R d . Ti m b e r l i n e R d . Gi d d i n g s R d . Country Club Rd. 1,720 2,460 1,560 7 , 1 0 0 6 , 0 1 5 8 4 2 5 6 , 8 5 0 220 1,200 7,025 8,100 = AM(PM) Peak Hour Trafﬁc Volumes = Daily Trafﬁc Volumes XXX(XXX) LEGEND XXXX KEY MAP NOTE: Drawing Not to Scale 1 2 13 4 5 6 7 8 9 10 12 3 11 1 2 2 4 65 8 7 11 1312 109 3 FIGURE 6 Year 2045 Background Traffic Volumes NORTH Sonders Village - JUL_24 UPDATE 121303-01 7/24/24 Sonders Village 3(3) 43(88) 12(24) 2( 1 ) 6( 4 ) 2( 1 ) 1(3) 86(117) 73(81) 53 ( 5 2 ) 2( 4 ) 16 ( 2 5 ) 2(2) 4(2) 18(7) 5( 6 ) 19 4 ( 1 6 0 ) 3( 8 ) 11(10) 2(1) 81(81) 26 ( 7 2 ) 14 0 ( 1 9 0 ) 10 ( 1 1 ) 5(23) 56(67) 5(13) 15 ( 4 ) 2( 7 ) 20 ( 1 5 ) 1(10) 61(67) 5(10)5( 4 ) 1( 2 ) 13 ( 1 0 ) 9(9) 122(66) 30(201) 17 0 ( 1 1 0 ) 40 0 ( 3 0 5 ) 1( 2 ) 65(185) 52(132) 120(155) 11 5 ( 1 4 0 ) 21 5 ( 3 7 0 ) 9( 3 1 ) 176(290) 5(21) 77(38) 5( 2 0 ) 42 5 ( 3 3 0 ) 28 7 ( 2 7 8 ) 22(13) 17(10) 17(10)5( 2 1 ) 33 0 ( 6 0 0 ) 68 ( 1 2 1 ) 1(5) 23(34) 13(22) 33 ( 3 0 ) 32 2 ( 2 1 5 ) 14 ( 1 3 ) 32(22) 35(36) 72(38) 34 ( 7 8 ) 25 9 ( 2 6 8 ) 10 ( 1 8 ) 29(32) 260(195) 175(115) 10 ( 1 4 ) 16 1 ( 1 8 1 ) 33 ( 4 0 ) 4(21) 200(355) 111(80) 33 ( 6 7 ) 67 ( 1 6 6 ) 50 ( 1 2 5 ) 14(40) 220(389) 355(256) 15 ( 6 ) 44 5 ( 3 2 8 ) 27 7 ( 1 5 9 ) 9(28) 229(252) 106(81) 49 ( 1 1 0 ) 19 0 ( 4 3 3 ) 19 4 ( 3 0 3 ) 30(35) 4(4) 57(39) 1( 1 ) 34 2 ( 2 7 9 ) 21 ( 1 7 ) 1(2) 2(4) 20(17) 8( 2 5 ) 12 7 ( 3 2 3 ) 38 ( 6 9 ) 2( 5 ) 12 0 ( 1 0 7 ) 3(1) 9(9) 2( 9 ) 78 ( 1 1 1 ) 6( 1 8 ) 12 3 ( 9 8 ) 16(10) 79(54) 29 ( 8 6 ) 12 4 ( 1 1 6 ) 49(114) 2(11) 88(77) 4(8) 13 ( 1 ) 5( 4 ) 51(120) 7(17) 88(77) 8(8) 7( 1 0 ) 23 ( 9 ) 2,000 2,850 1,800 8 , 2 5 0 9 , 7 7 5 7 , 9 5 0 250 1,400 8,150 9,400 7 , 0 0 0 Douglas Rd. Serramonte Dr. Morningstar Wy. Tu r n b e r r y Rd . Brightwater Dr. Bar Harbor Dr. Clarion Ln. Thoreau Dr. Richards Lake Mountain Vista Dr.Le m a y A v e . G r e g o r y R d . Ti m b e r l i n e R d . Gi d d i n g s R d . Country Club Rd. = AM(PM) Peak Hour Trafﬁc Volumes = Daily Trafﬁc Volumes XXX(XXX) LEGEND XXXX KEY MAP NOTE: Drawing Not to Scale 1 2 13 4 5 6 7 8 9 10 12 3 11 1 2 2 4 65 8 7 11 1312 109 3 Sonder’s Village Traffic Impact Analysis Page 14 III.D Background Traffic Operations Figure 7 and Figure 8 represent the operational analysis results for Build-Out (2030) and Year 2045, respectively, using the projected traffic volumes and the anticipated roadway laneage and traffic control for Background conditions. Build-Out (2030) – The results of these analyses find that the critical vehicle movements at 12 of the 13 intersections can continue to meet the LCUASS standards with the growth in traffic identified in Section III.C. Keep in mind that the Montava traffic report identifies the Mountain Vista Drive/Timberline Road intersection as a single lane roundabout. As such, it operates well for peak hour conditions with each approach operating at LOS D or better. Only the Country Club Road at Lemay Avenue/Gregory Road (All-Way Stop) intersection will begin to experience poor operating conditions – LOS F in the westbound direction during the AM peak hour and LOS F for the northbound, eastbound, and westbound directions during the PM peak hour. Poor levels of service at this intersection can partially be attributed to the nearby Tavelli Elementary School, which has a high level of associated vehicle-trips during the peak hours. As a single-lane roundabout, all intersection approaches are projected to operate at LOS B or better during both peak hours. Appendix E contains the traffic analysis worksheets for Year 2030 Background conditions. Year 2045 – Analyses for the Year 2045 timeframe find that the critical vehicle movements at the stop-sign controlled intersections can meet the LCUASS standards during both the AM and PM peak hours. As noted previously, the City’s Master Street Plan identifies several intersections that have the potential for construction as roundabouts. Those intersections will operate well with LOS C or better achieved during both peak hours. It must be noted, however, that the Mountain Vista Drive/Timberline Road intersection will likely require two circulating lanes in the roundabout by Year 2045 due to projected LOS F operations for the southbound approach during the AM peak hour and on the northbound approach in the PM peak hour. As a two-lane roundabout, LOS C or better will result. The Turnberry Road/Country Club Road intersection can continue to operate acceptably with traffic signalization at LOS B during the AM peak hour and at LOS C during the PM peak hour. All individual movements are projected to operate at LOS D or better during each peak hour. Traffic signal timing should be monitored periodically, however, to provide optimal traffic signal operating parameters. Appendix F contains the traffic analysis worksheets for Year 2045 Background conditions. FIGURE 7 Build-Out (2030) Background Operational Conditions NORTH Sonders Village - SEP_24 UPDATE 121303-01 9/13/24 SondersVillage f/f if roundabout b/c a/a c/ c b/c b/ b a/ a a/a b/cb/b a/ a b/ b a/ a b/bc/c a/aa/a c/cb/b a/ a a/ a a/a a/ a a/ a c/f c/ f a/a a/ a b/b a/ b b/e a/b a/ a a/ a c/e d/b a/ a b/ b a/ b a/ b a/a c/ c c/b c/ca/a a/ b a/ b a/ a a/a a/ a a/a a/ b a/ a b/ba/a Douglas Rd. Serramonte Dr. Tu r n b e r r y Rd . Brightwater Dr. Bar Harbor Dr. Clarion Ln.Thoreau Dr. Country Club Rd. Richards Lake Mountain Vista Dr.Le m a y A v e . Gr e g o r y R d . Ti m b e r l i n e R d . Gi d d i n g s R d . Morningstar Wy. = Lane Assignment = AM/PM Peak Hour Critical Movement Level of Service = AM/PM Peak Hour Intersection Level of Service LEGEND X/X x/x = Stop Sign = Trafﬁc Signal = Roundabout STOP A/B STOP STOP STOP STOP STOP STOPSTOP STOP STOP STOP STOPSTOP STOP STOP STOP STOP STOP STOP STOP STOP STOP A/A A/A A/A A/A A/A A/A A/A B/C C/B A/A A/A F/F A/B KEY MAP NOTE: Drawing Not to Scale 1 2 4 5 6 7 8 9 10 12 3 11 1 2 4 65 8 7 11 11 12 109 3 13 213 FIGURE 8 Year 2045 Background Operational Conditions NORTH Sonders Village - SEP_24 UPDATE 121303-01 9/13/24 SondersVillage b/c a/ a b/ca/b a/ a a/ a b/bc/c a/aa/a c/cb/b a/ a a/ a a/a a/ a a/ a a/a a/ a b/b a/ b a/ba/b b/ b b/ b c/ab/a a/ b a/ b a/a a/ a a/a a/ b a/ a b/ba/a a/a a/ a a/a a/ a a/c b/ a a/a a/ c c/d a/ a a/ d a/ c d/ba/a a/ c a/ c a/a a/ a a/a a/ a Douglas Rd. Serramonte Dr. Tu r n b e r r y Rd . Brightwater Dr. Bar Harbor Dr. Clarion Ln.Thoreau Dr. Country Club Rd. Richards Lake Mountain Vista Dr. (CR 50) Le m a y A v e . Gr e g o r y R d . Ti m b e r l i n e R d . Gi d d i n g s R d . Morningstar Wy. = Lane Assignment = AM/PM Peak Hour Critical Movement Level of Service = AM/PM Peak Hour Intersection Level of Service LEGEND X/X x/x = Stop Sign = Trafﬁc Signal = Roundabout STOP B/C STOP STOPSTOP STOP STOP STOP STOP STOP STOP STOP A/A A/A A/A A/A A/A A/A A/A A/C B/B A/A A/A A/A KEY MAP NOTE: Drawing Not to Scale 1 2 4 5 6 7 8 9 10 12 3 11 1 2 4 65 8 7 11 12 109 3 13 213 Sonder’s Village Traffic Impact Analysis Page 17 III.E Recommended Improvements for Background Traffic Conditions Table 1 includes the locations/movements and an estimate of what is required to meet the LCUASS standards from a physical and/or operational standpoint. Table 1. Improvement Recommendations for Background Conditions Intersection Street Classifications Level of Service Without Improvement Needed Improvement to Meet LCUASS LOS Criteria Level of Service with Improvement Build-Out (2030) Intersection No. 10, Mountain Vista Drive at Timberline Road • West and North legs – 2-Lane Arterials • South and East legs – 4-Lane Arterials • 2-Way Stop = NB and SB – LOS F (both peak hours) • All-Way Stop = EB and WB – LOS F (AM peak hour); EB, WB and NB – LOS F (PM peak hour) Convert to single-lane roundabout as identified in the Montava traffic study Single-Lane roundabout – LOS D or better during both peak hours for all approaches Intersection No. 11, Country Club Road/Lemay Avenue/Gregory Road • Country Club Road – 2-Lane Collector • Lemay Avenue – 2-Lane Arterial • Gregory Road – 2-Lane Arterial • WB Approach – LOS F in AM peak hour; • EB, WB & NB Approaches – LOS F in PM peak hour Convert to roundabout per Master Street Plan Single-Lane roundabout – LOS B or better for all approaches Year 2045 Intersection No. 10, Mountain Vista Drive at Timberline Road • West and North legs – 2-Lane Arterials • South and East legs – 4-Lane Arterials • As single lane roundabout as identified by the Montava traffic study = SB Approach – LOS F in AM peak hour • NB Approach – LOS F in PM peak hour Monitor periodically for potential conversion to dual lane roundabout 2-Lane roundabout – LOS C or better for all movements Sonder’s Village Traffic Impact Analysis Page 18 IV. PROJECTED BUILD-OUT CONDITIONS IV.A Sonders Village Characteristics Sonders Village is proposing to construct a total of 751 residential dwelling units, with a mix of single-family homes (297), multi-family homes (274), 72 affordable dwelling units, and 27,260 square feet (sf) of commercial space. For the purposes of this analysis, 108 of the single-family homes are projected to have Accessory Dwelling Units (ADUs). The project is located in the northeast area of the City of Fort Collins in the approximate northeast quadrant of the Turnberry Road/Richards Lake Road intersection. Sonders Village will include several connections to the future trail along the #8 Outlet Ditch. The proposed site plan is represented on Figure 9. IV.B Trip Generation Estimates Estimates of new vehicle-trips for Sonders Village are based on information contained in the Institute of Transportation Engineers’ publication Trip Generation. Trip generation data for the ADUs use a customized trip generation rate per discussion with City of Fort Collins staff. Trip generation for the Sonders Village project is included in Table 2. Overall, projected vehicle trips has decreased approximately 7 percent to 8 percent from the previous version of this report. Table 2. Sonders Village Trip Generation Estimates Land Use Unit Size Daily AM Peak Hour PM Peak Hour In Out Total In Out Total Single-Family1 DU 297 2,747 50 151 201 174 102 276 Accessory Dwelling Units2 DU 108 364 5 19 24 21 11 32 Affordable Housing3 DU 72 537 11 34 45 32 20 52 Multi-Family3 DU 274 1,832 26 82 108 87 51 138 Total Residential Dwelling Units 751 Neighborhood Center4 SF 27.26k 1,380 33 23 56 79 80 159 Subtotal 6,860 125 309 434 393 264 657 Internal Capture Daily = 6% (Estimate) AM (In = 4%; Out = 2%) PM (In = 7%; Out = 11%) -412 -6 -7 -13 -30 -29 -59 TOTAL 6,448 119 302 421 363 235 598 1 = ITE Code 210 2 = Rate established with Fort Collins staff. 3 = ITE Code 220 4 = ITE Code 822 FIGURE 9 Site Plan NORTH Sonders Village - JUL_24 UPDATE 121303-01 7/24/24 NOTE: Drawing Not to Scale Sonder’s Village Traffic Impact Analysis Page 20 Internal Capture – An element of trip generation to consider for Sonders Village is the mix of land uses that could promote walking or biking. Given the residential and retail mix, residents have the opportunity to frequent the retail establishments or to work there. To determine the level of internal capture for this project, the National Cooperative Highway Research Program (NCHRP) Report 684 was used to calculate the inbound and outbound internal capture estimates during the AM and PM peak hours. The worksheets are included in Appendix G, and it was found that a range of estimates can occur with ones during the PM peak hour being higher than those during the AM peak hour. See Table 2 for the representation of the internal capture percentages and the level of trip reduction. An estimate of the reduction in daily trips (6 percent) was prepared using the average of the varying peak hour percentages. Passby Trips – With the retail buildings associated with Sonders Village being directly adjacent to Turnberry Road, and with there being several nearby residential communities, there is an opportunity for motorists to stop at one of the retail businesses while on their way to/from another destination. These trip types do not have an origin or a destination in Sonders Village, but when associated with the businesses, they still generate vehicle-trips at the site access points. No reduction for Passby trips is used in the trip generation estimates for Sonders Village, however. IV.C Vehicle Trip Distribution and Site-Generated Traffic Volumes 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 Sonders Village 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 for Sonders Village trips is projected to follow a similar pattern. As shown on Figure 10, 85 percent of Sonders Village 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. When considering the roadway improvements contained in the City’s Master Street Plan, there is a slight change in projected vehicle distribution for Year 2045 near the Turnberry Road/Mountain Vista Drive intersection. Figure 10 also includes these distribution assumptions. 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 Sonders Village are shown on Figure 11. IV.D Total Traffic Volumes Projected traffic volumes at the completion of Sonders Village are the compilation of the growth in Background traffic and the traffic volume estimates for the new homes and retail businesses. Figure 12 and Figure 13 on the following pages include the traffic volume estimates when adding the values from Figure 11 with Figure 5 and Figure 6. FIGURE 10 Vehicle Trip DistributionNORTH Sonders Village - JUL_24 UPDATE 121303-01 7/24/24 5%10% 20%0% 10% 20% 40% 15% 85% 20% 35% 15% 75% 5% 10% 15%10% 10% 10% 30% 15% 15% 35% 5% 75% 20% Sonders Village Sonders Village Douglas Rd. Serramonte Dr. Tu r n b e r r y R d . Brightwater Dr. Bar Harbor Dr. Clarion Ln. Thoreau Dr. Richards Lake Mountain Vista Dr.Le m a y A v e . G r e g o r y R d . Ti m b e r l i n e R d . Country Club Rd. Douglas Rd. Serramonte Dr. Tu r n b e r r y R d . Brightwater Dr. Bar Harbor Dr. Richards Lake Mountain Vista Dr.Le m a y A v e . G r e g o r y R d . Ti m b e r l i n e R d . Country Club Rd. Gi d d i n g s R d . = Distribution Percentage = Future Master Plan Street Network LEGEND XX% Build-Out Distribution Year 2045 Distribution NOTE: Drawing Not to Scale 1 2 4 5 6 7 8 9 10 3 11 1 2 4 5 6 7 8 9 10 3 11 FIGURE 11 Site Generated Traffic VolumesNORTH Sonders Village - JUL_24 UPDATE 121303-01 7/24/24 = AM(PM) Peak Hour Trafﬁc Volumes = Daily Trafﬁc Volumes XXX(XXX) LEGEND XXXX Sonders Village 15(11) 5(8) 103(104) 57 ( 4 5 ) 6( 1 2 ) 8(19) 14(39) 29 ( 2 1 ) 14 ( 1 3 ) 5(19) 29(31) 28 ( 1 7 ) 16 ( 1 0 ) 10(31) 20(38) 2(6) 11(33) 22 ( 1 4 ) 5( 3 ) 8(25) 28(22) 11 9 ( 9 4 ) 10 3 ( 7 9 ) 50(151) 42 ( 1 3 2 ) 28(85) 60(48) 60(48) 26(77) 26 ( 7 7 ) 4(10) 25(79) 11(31) 8(20) 61(48) 42(34) 23(19) 20(15) 18(13) 15(13) 18 ( 5 5 ) 8( 1 8 ) 10 ( 2 6 ) 32 ( 4 2 ) 9( 2 6 ) 20(19) 30(19) 11(7) 47(31) 25 ( 2 8 ) 18 ( 3 9 ) 15 4 ( 1 3 6 ) 5( 1 2 ) 67 ( 1 9 3 ) 15 ( 4 7 ) 8(18) 50(31) 19 3 ( 1 5 3 ) 13 ( 1 4 ) 75 ( 2 2 8 ) 17 ( 5 6 ) 29 ( 5 6 ) 50 ( 1 4 4 ) 21 ( 5 5 ) 1( 3 ) 59 ( 4 6 ) 44 ( 3 3 ) 39 ( 3 2 ) 7( 1 4 ) 13(38) 33(25) 42(132) 19(56) 10 3 ( 7 9 ) 25 ( 7 8 ) 67 ( 5 3 ) 15 5 ( 1 2 0 ) 64 ( 1 9 8 ) 4(2) 21(13) Douglas Rd.335 675 1,010 Serramonte Dr. Tu r n b e r r y Rd . Brightwater Dr. Bar Harbor Dr. Clarion Ln. Thoreau Dr. Richards Lake Mountain Vista Dr. Le m a y A v e . Gr e g o r y R d . Ti m b e r l i n e R d . Gi d d i n g s R d . 2,250 1,300 9 6 0 5,480 2,58 5 645 4,835 Country Club Rd. Morningstar Wy. 1,260 KEY MAP NOTE: Drawing Not to Scale 2045 Revisions2045 Revisions 2045 Revisions 1 2 13 14 4 5 6 7 8 9 10 12 3 11 1 2 2 4 65 8 7 11 13 21412 10 3 9 1098 FIGURE 12 Total Build-Out (2030) Traffic VolumesNORTH Sonders Village - JUL_24 UPDATE 121303-01 7/24/24 Sonders Village 2(2) 38(78) 19(41) 1( 1 ) 6( 3 ) 2( 1 ) 1(2) 76(102) 105(113) 65 ( 6 7 ) 2( 3 ) 29 ( 3 6 ) 20(19) 1(1) 30(19) 2( 4 ) 13 8 ( 1 3 9 ) 9( 2 6 ) 2(1) 1(1) 10(8)2( 8 ) 96 ( 1 2 9 ) 18 ( 3 9 ) 13(9) 3(2) 62(37) 4( 6 ) 33 7 ( 2 8 4 ) 7( 1 9 ) 10(9) 2(1) 77(75) 25 ( 7 0 ) 14 6 ( 3 6 7 ) 24 ( 5 7 ) 9(39) 79(92) 4(11) 41 ( 2 0 ) 2( 5 ) 33 ( 2 3 ) 12(40) 75(97) 4(9)4( 3 ) 1( 2 ) 11 ( 9 ) 2(6) 59(133) 2(10) 22 ( 1 4 ) 1( 1 ) 5( 3 ) 8(25) 108(87) 3(7)11 ( 1 ) 1( 1 ) 4( 3 ) 1(1) 62(25) 26(18) 42 2 ( 2 8 5 ) 31 2 ( 2 5 7 ) 1( 2 ) 147(439) 26(62) 176(259) 18 6 ( 2 2 3 ) 12 7 ( 3 0 9 ) 8( 2 6 ) 8(11) 28(51) 11(18) 24 ( 1 5 ) 26 3 ( 1 6 2 ) 6( 9 ) 77(37) 50(46) 75(38) 30 ( 7 9 ) 11 7 ( 2 1 2 ) 9( 1 5 ) 15(11) 5(8) 103(104) 6( 1 8 ) 16 7 ( 1 3 4 ) 6( 1 2 ) 16(10) 5(10) 79(54) 29 ( 8 6 ) 91 ( 1 5 5 ) 50 ( 1 4 4 ) 10 4 ( 2 5 1 ) 77 ( 1 5 2 ) 11 6 ( 1 7 0 ) 12(16) 313(243) 354(270) 9( 1 2 ) 13 9 ( 7 0 ) 27 ( 2 6 ) 3(18) 215(423) 95(69) 29 ( 5 8 ) 58 ( 1 4 3 ) 13 6 ( 3 5 4 ) 32(60) 176(378) 260(179) 10 ( 1 2 ) 12 4 ( 1 0 9 ) 72 ( 6 6 ) 16(27) 437(314) 245(176) 26(44) 4(4) 100(65) 1( 1 ) 49 6 ( 4 0 9 ) 33 ( 3 1 ) 1(2) 2(3) 18(14)7( 2 2 ) 18 3 ( 5 1 7 ) 50 ( 1 1 5 ) 57(144) 6(14) 112(93) 7(7) 5( 9 ) 19 ( 8 ) 266(519) 8(36) 4( 1 7 ) 50 7 ( 4 6 9 ) 18(11) 29(17) 12 9 ( 1 5 6 ) 1( 3 ) 11 2 ( 1 3 4 ) 7( 1 4 ) 4(2) 21(13) Douglas Rd.2,055 3,135 Serramonte Dr. Morningstar Wy. Tu r n b e r r y Rd . Brightwater Dr. Bar Harbor Dr. Clarion Ln. Thoreau Dr. Richards Lake Mountain Vista Dr. Le m a y A v e . Gr e g o r y R d . Ti m b e r l i n e R d . Gi d d i n g s R d . 9,350 8,325 7 , 8 1 0 2,820 10,6 8 5 1,845 10,850 Country Club Rd. = AM(PM) Peak Hour Trafﬁc Volumes = Daily Trafﬁc Volumes XXX(XXX) LEGEND XXXX KEY MAP NOTE: Drawing Not to Scale 1 2 13 14 4 5 6 7 8 9 10 12 3 11 1 2 2 4 65 8 7 11 1312 109 3 214 FIGURE 13 Total Year 2045 Traffic VolumesNORTH Sonders Village - JUL_24 UPDATE 121303-01 7/24/24 Sonders Village 3(3) 43(88) 45(45) 2( 1 ) 6( 4 ) 2( 1 ) 1(3) 86(117) 90(120) 85 ( 7 5 ) 2( 4 ) 30 ( 4 0 ) 20(19) 1(1) 30(19) 2( 5 ) 15 5 ( 1 3 5 ) 10 ( 2 8 ) 3(1) 1(1) 10(8)2( 9 ) 10 5 ( 1 4 0 ) 18 ( 3 9 ) 14(9) 4(2) 65(40) 5( 6 ) 35 0 ( 3 0 0 ) 8( 2 1 ) 11(10) 2(1) 81(81) 26 ( 7 2 ) 21 0 ( 3 8 5 ) 25 ( 6 0 ) 10(42) 85(100) 5(13) 45 ( 2 1 ) 2( 7 ) 36 ( 2 5 ) 11(41) 85(105) 5(10)5( 4 ) 1( 2 ) 13 ( 1 0 ) 2(6) 60(150) 2(11) 22 ( 1 4 ) 1( 1 ) 5( 3 ) 8(25) 115(100) 4(8)13 ( 1 ) 1( 1 ) 5( 4 ) 9(9) 122(66) 30(201) 24 0 ( 1 6 5 ) 55 5 ( 4 2 5 ) 1( 2 ) 95(270) 52(132) 120(155) 11 5 ( 1 4 0 ) 28 0 ( 5 7 0 ) 9( 3 1 ) 195(345) 5(21) 77(38) 5( 2 0 ) 48 5 ( 3 7 5 ) 33 0 ( 3 1 0 ) 22(13) 17(10) 17(10)5( 2 1 ) 35 5 ( 6 8 0 ) 68 ( 1 2 1 ) 60 ( 1 3 5 ) 19 0 ( 4 3 3 ) 19 4 ( 3 0 3 ) 1(5) 31(55) 13(22) 33 ( 3 0 ) 32 5 ( 2 1 5 ) 14 ( 1 3 ) 32(22) 55(50) 90(50) 42 ( 9 7 ) 26 0 ( 2 7 0 ) 10 ( 1 8 ) 15(11) 5(8) 103(104) 6( 1 8 ) 18 0 ( 1 4 5 ) 6( 1 3 ) 16(10) 4(10) 79(54) 29 ( 8 6 ) 15 5 ( 1 7 5 ) 50 ( 1 4 5 ) 29(32) 320(245) 235(165) 10 ( 1 4 ) 16 1 ( 1 8 1 ) 33 ( 4 0 ) 4(21) 225(430) 111(80) 33 ( 6 7 ) 67 ( 1 6 6 ) 75 ( 2 0 5 ) 14(40) 230(420) 355(256) 15 ( 6 ) 44 5 ( 3 2 8 ) 27 7 ( 1 5 9 ) 9(28) 255(275) 125(95) 40(53) 4(4) 110(70) 1( 1 ) 53 5 ( 4 3 5 ) 35 ( 3 0 ) 1(2) 2(4) 20(17) 8( 2 5 ) 20 5 ( 5 5 0 ) 55 ( 1 2 5 ) 65(160) 7(17) 125(105) 8(8) 7( 1 0 ) 23 ( 9 ) 14 5 ( 1 7 0 ) 1( 3 ) 12 5 ( 1 4 5 ) 7( 1 4 ) 4(2) 21(13) Douglas Rd.2,325 3,525 Serramonte Dr. Morningstar Wy. Tu r n b e r r y Rd . Brightwater Dr. Bar Harbor Dr. Clarion Ln. Thoreau Dr. Richards Lake Mountain Vista Dr. Le m a y A v e . Gr e g o r y R d . Ti m b e r l i n e R d . Gi d d i n g s R d . 10,500 9,450 8 , 9 0 0 3,050 11,9 7 5 2,050 11,850 Country Club Rd. = AM(PM) Peak Hour Trafﬁc Volumes = Daily Trafﬁc Volumes XXX(XXX) LEGEND XXXX NOTE: Drawing Not to Scale KEY MAP 1 2 2 4 65 8 7 11 1312 109 3 214 1 2 13 14 4 5 6 7 8 9 10 12 3 11 Sonder’s Village Traffic Impact Analysis Page 25 IV.E Operational Analyses and Improvement Requirements A total of 13 existing intersections were evaluated to understand current operational conditions, as well as the Background conditions for the timeframes when Sonders Village would be completed (Year 2030), and for the long-range planning horizon (Year 2045). One additional intersection (a new Sonders Village access along Turnberry Road) is included in the analyses of future conditions, which is represented as Intersection 14 on Figure 14 and Figure 15. This section provides information on the operational impacts for these development timeframes. Build-Out (2030) – With increased traffic volumes from Sonders Village comes additional delay for motorists at a stop-controlled or signalized intersection, or at a roundabout. While some increases in delay will occur, Build-Out capacity analyses reveal that only three intersections will have movements that operate poorly and that may require some form of mitigation. Those movements are: 1. Turnberry Road/Brightwater Drive (PM Peak Hour - Westbound Movements) – While not a significant level of traffic (maximum of about one vehicle every 90 seconds), the combination of left, through, and right turns result in projected LOS F operation. This result is related to the level of projected northbound and southbound traffic on Turnberry Road that will make it somewhat difficult for motorists to complete their westbound movements. 2. Turnberry Road/Richards Lake Road (AM and PM Peak Hours – Westbound Left Turn) – The westbound left turn is projected to operate at LOS F during both peak hours. Similarly, the traffic volume level is not significant, about 1-2 vehicles per minute, but the combination of northbound/southbound movements on Turnberry Road result in the poor operating condition. 3. Country Club Road/Lemay Avenue (AM Peak Hour – Westbound Approach; PM Peak Hour – Eastbound, Westbound, and Northbound approaches) – As noted in the Background Conditions analysis, LOS F will result at this intersection without improvements. But as also noted, this intersection is projected to be reconstructed as a single lane roundabout. Analyses indicate, however, that the northbound approach may operate at LOS F during the PM peak hour due to the high level of projected traffic for the northbound right turn movement. Given the built-out nature of the Brightwater Drive and Richards Lake Road intersections along Turnberry Road, both of these intersections should be monitored as Sonders Village develops (and also Country Club Reserve and Montava) to understand if any traffic control modification is necessary to reach an acceptable operating solution for these intersections. Relative to the Country Club Road/Lemay Avenue intersection, it is suggested that the City work with Larimer County to advance the construction of a single lane roundabout at this intersection, something that has already been discussed between these agencies. There will be improvements to the northbound approach operations as other Master Street Plan roadway are made. Figure 14 summarizes the intersection laneage and resultant Levels of Service for the Build-Out development timeframe. See Appendix H for the analysis worksheets. FIGURE 14 Build-Out (2030) Total Operational ConditionsNORTH Sonders Village - SEP_24 UPDATE 121303-01 9/13/24 SondersVillage d/f a/ b c/db/b a/ a a/ a b/cf/f a/a c/c a/ a a/a a/ b a/ b a/a b/ b b/ b a/a a/a a/ b a/ a b/ca/a a/bc/c a/a b/ b a/a b/ b b/b a/ a a/a a/ a b/e a/b d/ e a/d a/ b e/b b/ c c/bc/b a/ a a/ b a/ b d/da/b a/ c a/ b f/f if roundabout c/ c d/f c/ f b/b b/ a b/c a/ f b/ca/ a c/c a/ a a/ a a/ a b/b Douglas Rd. Serramonte Dr. Morningstar Wy. Tu r n b e r r y Rd . Brightwater Dr. Thoreau Dr. Richards Lake Mountain Vista Dr.Le m a y A v e . Gr e g o r y R d . Ti m b e r l i n e R d . Gi d d i n g s R d . Country Club Rd. Bar Harbor Dr. Clarion Ln. = Lane Assignment = AM/PM Peak Hour Critical Movement Level of Service = AM/PM Peak Hour Intersection Level of Service = Stop Sign = Trafﬁc Signal = Roundabout LEGEND X/X x/x STOP A/C STOPSTOP STOP STOP STOP STOP STOP STOP STOP STOP STOP STOP STOP STOP STOP STOP STOP STOP STOP STOPSTOP STOP STOP STOP STOP A/A A/A A/A B/B A/A A/A A/A C/E C/C A/AA/A A/A F/F B/D NOTE: Drawing Not to Scale KEY MAP 1 2 4 5 8 7 12 10 11119 3 213 1 2 13 14 4 7 8 9 10 12 3 11 5 6 6 14 Sonder’s Village Traffic Impact Analysis Page 27 Year 2045 – As development of other projects continue into this future timeframe, particularly the Montava project that will take many years to fully develop, additional traffic will be added to the existing street system. Montava will create some additional street connections that will provide more access route opportunities in northeast Fort Collins. As noted previously in this report, the evaluation of intersections for Sonders Village in Year 2045 is based on information contained in the City’s Master Street Plan, particularly related to the number of through lanes on varying streets and the proposed traffic control methods (i.e., installation of roundabouts) at several intersections. Figure 15 provides a graphical representation of the LOS results for the 14 intersections evaluated for the Sonders Village project. Almost all intersections and individual movements will operate sufficiently to meet LCUASS LOS standards except for a few instances as follows. 1. Turnberry Road/Brightwater Drive (PM Peak Hour – Westbound Movements) 2. Turnberry Road/Richards Lake Road (AM and PM Peak Hours – Westbound Left Turn and Eastbound Through/Left (PM Peak Hour) These two intersections will continue to see the same operational issues as noted for the Build-Out (2030) time period. Warrant criteria to install a traffic signal are not projected to be met, however, at either intersection. See Appendix I for the analysis worksheets. Summary – As can be imagined, as the development of Sonders Village and several surrounding projects progress, it will be necessary for the City of Fort Collins to understand intersection operations and when to construct improvements identified in the Master Street Plan or to address other operational issues as they arise. When considering the timeframe for Build-Out of Sonders Village (2030), Table 3 on page 29 summarizes the recommended improvements for intersections analyzed for this project. FIGURE 15 Year 2045 Total Operational ConditionsNORTH Sonders Village - SEP_24 UPDATE 121303-01 9/13/24 SondersVillage e/f a/ b c/eb/b a/ a a/ a b/cf/f a/a d/fb/b a/ a a/a a/ b a/ b a/a a/ a b/c a/ d a/ba/b b/ b b/ b c/bc/a a/ b a/ b a/a b/ b a/a a/ a a/a a/ a a/d b/ b a/a b/ e c/bc/f a/ a a/ c a/ b d/ca/a a/ c a/ c a/a a/ a a/a a/ a a/ a b/ca/a b/bc/c a/ a a/ a b/b b/b a/ a b/a a/ a b/ b a/a a/a a/ b Douglas Rd. Serramonte Dr. Morningstar Wy. Tu r n b e r r y Rd . Brightwater Dr. Thoreau Dr. Richards Lake Mountain Vista Dr.Le m a y A v e . Gr e g o r y R d . Ti m b e r l i n e R d . Country Club Rd. Bar Harbor Dr. Clarion Ln. Gi d d i n g s R d . = Lane Assignment = AM/PM Peak Hour Critical Movement Level of Service = AM/PM Peak Hour Intersection Level of Service = Stop Sign = Trafﬁc Signal = Roundabout LEGEND X/X x/x STOP B/C STOPSTOP STOP STOP STOP STOP STOP STOP STOP STOP STOP STOP STOP STOP A/A A/A A/A C/C A/A A/A A/A B/D B/B A/AA/A A/A A/C NOTE: Drawing Not to Scale KEY MAP 1 4 65 8 7 11 12 109 3 213 14 1 2 13 14 4 7 8 9 10 3 11 5 6 2 12 Sonder’s Village Traffic Impact Analysis Page 29 Table 3. Recommended Improvement s for Build -Out (2030) of Sonders Village Intersection Street Classifications Level of Service Without Improvement Needed Improvement to Meet LCUASS LOS Criteria Level of Service with Improvement Build-Out (2030) General – Install stop signs on all intersecting side street approaches to the existing public street system. Install stop signs at internal intersections as coordinated with the City of Fort Collins. Turnberry Road to the North of Brightwater Drive – Construct one-half of the City’s 2-Lane Arterial typical section along the Sonders Village frontage. Internal Street Network – Construct Residential Local, Connector Local, or private street typical sections as noted on Figure 16. Intersection No. 3, Turnberry Road at Brightwater Drive • Turnberry Road – 2-Lane Arterial • Brightwater Drive – 2-Lane Collector 2-Way Stop = WB Approach – LOS F in PM peak hour Monitor for installation of a traffic signal or other traffic control method as additional traffic volumes materialize • Traffic signal warrant criteria likely not met Intersection No. 4, Turnberry Road at Richards Lake Road • Turnberry Road – 2-Lane Arterial • Richards Lake Road – 2-Lane Arterial 2-Way Stop = WB Approach – LOS F in AM and PM peak hours Monitor for installation of a traffic signal or other traffic control method as additional traffic volumes materialize • Traffic signal warrant criteria likely not met Intersection No. 10, Mountain Vista Drive at Timberline Road • West and North legs – 2-Lane Arterials; • South and East legs – 4-Lane Arterials Converted to a single lane roundabout by the Montava project as identified in their traffic study • Single-Lane roundabout – LOS D or better during both peak hours for all approaches, except EB approach in AM peak hour (LOS E) Intersection No. 11, Country Club Road/ Lemay Avenue/ Gregory Road • Country Club Road – 2-Lane Collector • Lemay Avenue – 2-Lane Arterial • Gregory Road – 2-Lane Arterial • WB Approach – LOS F in AM peak hour • EB, WB & NB Approaches – LOS F in PM peak hour Convert to roundabout per Master Street Plan Single-Lane roundabout – LOS D or better in both peak hours, except NB approach – LOS F in PM peak hour Sonder’s Village Traffic Impact Analysis Page 30 Pedestrian Amenities – Sonders Village is planning a robust and connected network of sidewalks and trail amenities that will provide good pedestrian access both within the community and into adjoining neighborhoods. Pedestrian access will be along detached sidewalks, following the City roadway typical section standards. Sidewalks will line each street with Americans with Disabilities Act (ADA) compliant curb ramps for intersection crossings. An off-street trail system will also be provided to allow pedestrians opportunities to access other areas of Sonders Village and to access its parks and open spaces. There will also be eight (8) trail connections to the future #8 Outlet Ditch trail system along the east side of Sonders Village and it is anticipated that the #8 Outlet Ditch trail will cross Richards Lake Road at-grade. The Baker Lateral easement along the east side of Turnberry Road allows Sonders Village to construct a detached sidewalk within a linear park concept. Also, access to the west side of Turnberry Road and to the south side of Richards Lake Road is available through two (2) existing underpasses that are located along these streets near their intersection. The City of Fort Collins LOS standards for pedestrian facilities were reviewed and Table 4 includes the assessment of Sonders Village pedestrian amenities. Table 4. Pedestrian Level of Service Analysis Quality Indicator Project Grade Description Directness B A relatively grid-shaped network of internal streets; only one cul-de-sac street at the north end of the property. Directness LOS ratios are estimated to be 1.4 or less. Continuity A. Interconnected sidewalk system along both sides of all internal streets with numerous connections to Turnberry Road and Richards Lake Road for access to surrounding communities. Street Crossings (Signalized) A The nearest existing traffic signal is at the Turnberry Road/Country Club Road intersection; no other traffic signals near Sonders Village are anticipated. Crosswalks are provided between existing curb ramps with overhead lighting. Traffic and pedestrian signal heads and signing are easily visible with unobstructed views. Street Crossings (Unsignalized) A Three or fewer lanes to cross (Turnberry Road and Richards Lake Road – 3 lanes; all others – 2 lanes). Good street lighting is provided. Two grade-separated underpasses are provided at the Turnberry Road/Richards Lake Road intersection. Visual Appeal and Amenities B Sonders Village will provide a visually appealing project that includes urban design features such as street trees, benches, decorative walkways, and architectural enhancements. Security A Presence of close-knit housing and residents, coupled with good street lighting and clear sight lines. Sonder’s Village Traffic Impact Analysis Page 31 Bicycle Amenities – Bicycle travel in Sonders Village will occur within the normal footprint of the Residential Local and Connector Local street system when traveling within the Sonders Village boundary. On-street bike lanes exist along Richards Lake Road, Brightwater Drive, and Bar Harbor Drive, and on Turnberry Road to the south of Brightwater Drive. Sonders Village will construct bike lanes along the project frontage on Turnberry Road to the north of Brightwater Drive as part of their street cross-sectional improvements for a 2-lane Arterial street. Bicycle traffic can also occur along trail and linear park connection routes within the project boundary, ones that can provide interconnectivity internally throughout the site but also to external destinations like Turnberry Road and the #8 Outlet Ditch. Transit Service – At this time, northeast Fort Collins is not served by Transfort. The closest bus routes to Sonders Village are the 8 and 81 lines which use North College Avenue, Blue Spruce Drive, and Redwood Streets; over 2 miles from the project site. Phase 3 of the Transfort Strategic Plan identifies Local Route 2, which will have service along portions of Mountain Vista Drive and Timberline Road. Greater increases in rooftops in northeast Fort Collins may drive the need for additional or extended routes over time; however, Transfort service will be very limited for the near future. IV.F Street Classifications Through coordination that the Sonders Village project team had with City staff related to street classifications and associated design, Figure 16 provides a graphical representation of the street classifications for the internal street network. Only Local Connector and Local Residential street classifications are considered for Sonders Village, although private streets are identified for the multi-family area along the east side of the project. Other external streets have street classifications already established in the City’s Master Street Plan. Sonders Village will be responsible for widening one-half of Turnberry Road to the north of Brightwater Drive to meet the criteria of a 2-Lane Arterial. Richards Lake Road does not require modifications since it has already been constructed to its 2-Lane Arterial section. IV.G Auxiliary Lane Assessment An evaluation was conducted to understand if any left turn or right turn auxiliary lanes are needed at any of the four site access points that intersect Turnberry Road (three) or Richards Lake Road (one). As noted previously in this report, both Turnberry Road and Richards Lake Road are classified as 2-Lane Arterials. As such, the typical section for these streets includes 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 and Richards Lake Road have 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, if necessary. However, several intersecting streets do not have exclusively striped left turn lanes; the shared left turn lane area is used for the left turn movements. As such, the four new access points along Turnberry Road and Richards Lake Road can use the same striping treatments as exists for other intersections along these two streets. Given the free-flow nature of vehicle movements along Turnberry and Richards Lake Roads, (i.e., no requirements to stop; therefore, good LOS), right turn movements can easily occur at the four new site access points without hindrance. As such, right turn deceleration lanes are not deemed necessary for the success of Sonders Village. FIGURE 16 Street Classifications NORTH Sonders Village - JUL_24 UPDATE 121303-01 7/24/24 = Connector Local = Residential Local = Private LEGEND NOTE: Drawing Not to Scale Sonder’s Village Traffic Impact Analysis Page 33 V. SUMMARY Actual Communities, LP is proposing to construct a community of several residential home types. The project is located in northeast Fort Collins on a parcel of land along the east side of Turnberry Road and the north side of Richards Lake Road. It abuts other existing residential communities – Brightwater Crossing and Maple Hill to the south, and Sonders West and Serramonte to the west. The name of the project is Sonders Village, and the subject land is currently vacant but with certain public streets already constructed adjacent to this property. These streets are located along the west side of the property (Turnberry Road) and along the south parcel boundaries. Both Brightwater Drive and Richards Lake Road traverse portions of the south side of Sonders Village. Bar Harbor Drive exists adjacent to a portion of the west side of Sonders Village near Richards Lake Road. Sonders Village is proposing to construct a combination of land uses within its boundaries: 297 single family homes with 108 projected to have accessory dwelling units, 274 multi-family dwelling units, 72 affordable homes, along with 27,260 square feet (sf) of commercial space. Sonders Village will include several parks and open spaces with access to a future regional pedestrian/bicyclist trail. The project is anticipated to be completed by Year 2030. Several points of access are proposed for the project with primary routes eventually reaching Turnberry Road, Brightwater Drive, and Richards Lake Road. Parcel access will intersect these three streets, along with Bar Harbor Drive, and access points will primarily align at existing intersections. Pedestrian access will be along detached sidewalks following the City roadway typical section standards. An off-street trail system will also be provided to allow pedestrians opportunities to access other areas of Sonders Village and its parks and open spaces, along with connection to the future #8 Outlet Ditch trail. Pedestrian access across Turnberry Road and Richards Lake Road is provided via two existing underpasses adjacent to the intersection of these two streets. Bicycle travel in Sonders Village will occur within the normal footprint of the local street system when traveling along the internal streets. Travel along the external street system will be in established bike lanes or in new ones. Where needed along the Sonders Village boundary, 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 6,450 new vehicle-trips daily, while trips during the AM and PM peak hours of commuter traffic are projected to be about 420 and 600 per hour, respectively. Sonders Village will be responsible for constructing one-half of the 2-Lane Arterial typical section along Turnberry Road to the north of Brightwater Drive. Traffic control can typically be accommodated by the inclusion of stop signs on the side streets when approaching Turnberry Road and Richards Lake Road, and through coordination with City of Fort Collins staff for internal streets. The Brightwater Drive and Richards Lake Road intersections along Turnberry Road should be monitored over time to determine whether a different traffic control method is necessary to provide acceptable operating conditions. The table on the following page summarizes the improvement recommendations for the development of Sonders Village. Sonder’s Village Traffic Impact Analysis Page 34 Sonders Village Im provement Summary Intersection Street Classifications Level of Service Without Improvement Needed Improvement to Meet LCUASS LOS Criteria Level of Service with Improvement Build-Out (2030) General – Install stop signs on all intersecting side street approaches to the existing public street system. Install stop signs at internal intersections as coordinated with the City of Fort Collins. Turnberry Road to the North of Brightwater Drive – Construct one-half of the City’s 2-Lane Arterial typical section along the Sonders Village frontage. Internal Street Network – Construct Residential Local, Connector Local, or private street typical sections as noted on Figure 16. Intersection No. 3, Turnberry Road at Brightwater Drive • Turnberry Road – 2-Lane Arterial • Brightwater Drive – 2-Lane Collector 2-Way Stop = WB Approach – LOS F in PM peak hour Monitor for installation of a traffic signal or other traffic control method as additional traffic volumes materialize • Traffic signal warrant criteria likely not met Intersection No. 4, Turnberry Road at Richards Lake Road • Turnberry Road – 2-Lane Arterial • Richards Lake Road – 2-Lane Arterial 2-Way Stop = WB Approach – LOS F in AM and PM peak hours Monitor for installation of a traffic signal or other traffic control method as additional traffic volumes materialize • Traffic signal warrant criteria likely not met Intersection No. 10, Mountain Vista Drive at Timberline Road • West and North legs – 2-Lane Arterials; • South and East legs – 4-Lane Arterials Converted to a single lane roundabout by the Montava project as identified in their traffic study • Single-Lane roundabout – LOS D or better during both peak hours for all approaches, except EB approach in AM peak hour (LOS E) Intersection No. 11, Country Club Road/ Lemay Avenue/ Gregory Road • Country Club Road – 2-Lane Collector • Lemay Avenue – 2-Lane Arterial • Gregory Road – 2-Lane Arterial • WB Approach – LOS F in AM peak hour • EB, WB & NB Approaches – LOS F in PM peak hour Convert to roundabout per Master Street Plan Single-Lane roundabout – LOS D or better in both peak hours, except NB approach – LOS F in PM peak hour Sonder’s Village Traffic Impact Analysis Appendix A Appendix A . Attachment A, Base Assumptions Attachment B, Pedestrian Analysis Worksheet !"#$% #& '!()*+*( ,- ./0 1234562789:;<=6;>3?@58A><583B93C6D:@2A><583BE3;5>3DD<@F &GH!$I$& J!!!$!QRSTMLUVQWMS_`a\bZ]`^cZdhiUjQWMShno^pql rpsst ud^\Ya\qc`^\tvkuot v\aZtY\`xZpdq`Yc\y _ZY^zt oZp^zt{`y^t |\y^t\`Yy ozZY^~`d\t bZd~`d\tkY`nnc]€YZ ^z~`^\ d^\Yy\]^cZdy ‚ƒwss`]]\yyqYc„\y …ƒ†ƒ ‡ƒˆƒ ‰ƒŠƒ ‹ƒ\YcZqnZYo^pql wvt‰tŒŒ ŽtŒŒXvtŠtŒŒ ‡tŒŒ o`^_Z\d\Y`^cZd~`^\y q[py^a\d^r`]^ZYy X`yy lt `m^c„\v`Y‘\^tskYcm“cy^Yc p^cZd o{{wkkw ”{“o•{k ”msc^wyypam^cZdy –\zc]s\udnZYa`^cZd c^^\q~Z`q `luamYZ„\a\d^y Y`nnc]o^pqc\y \—pcYcdom\]c`so^pql {dcd\\Yt Sonders East Approximate NE quadrant of the Turnberry Rd./Richards Lake Rd. intersection X Douglas Road Mtn. Vista Drive Giddings Road Lemay Avenue 2030 2045 1%/year plus Sonders West, Montava & C.C. Reserve Turnberry at Douglas Rd. Trunberry at Richards Lk. Turnberry at Brightwater Turnberry at Country Club Turnberry at Mtn. Vista Richards Lk. at Bar Harbor Richard Lake at Clarion ITE rates plus Accessory Dwelling Unit estimates None TBD Steven Gilchrist 3/23/2023 Chapter 4 – Attachments Larimer County Urban Area Street Standards – Repealed and Reenacted April 1, 2007 Page 4-39 Adopted by Larimer County, City of Loveland, City of Fort Collins Attachment B Transportation Impact Study Pedestrian Analysis Worksheet Or i g i n ( p r o j e c t l a n d u s e ) Rec. Res.m Inst. Ofc/Bus. Com. Ind. Other (Specify) Recreation 1) Residential Institution (school, church, civic) INSTRUCTIONS: Identify the pedestrian destinations within 1320’ (1.5 miles for schools) of the project boundary in the spaces above. The pedestrian Level of Service for the facility/corridor linking these destinations to the project site will be based on the directness, continuity, types of street crossings, walkway surface condition, visual interest/amenity, and security of the selected route(s). m 12 Dwelling units or more. Sonder’s Village Traffic Impact Analysis Appendix B Appendix B . Existing Traffic Count Data Page 1 Date Start: 09-Sep-21 Site Code: 12 Station ID: 12 TURNBERRY RD N.O. BRIGHTWATER DR All Traffic Data Services, LLC www.alltrafficdata.net Start 09-Sep-21 Time Thu NB SB Total 12:00 AM 0 1 1 01:00 0 1 1 02:00 0 2 2 03:00 1 1 2 04:00 5 7 12 05:00 8 10 18 06:00 22 30 52 07:00 39 54 93 08:00 54 79 133 09:00 34 50 84 10:00 40 56 96 11:00 47 70 117 12:00 PM 37 51 88 01:00 23 26 49 02:00 30 34 64 03:00 36 36 72 04:00 42 52 94 05:00 67 83 150 06:00 55 59 114 07:00 36 38 74 08:00 22 32 54 09:00 12 19 31 10:00 7 10 17 11:00 4 4 8 Total 621 805 1426 Percent 43.5%56.5% AM Peak -08:00 08:00 ------08:00 Vol.-54 79 ------133 PM Peak -17:00 17:00 ------17:00 Vol.-67 83 ------150 Grand Total 621 805 1426 Percent 43.5%56.5% ADT ADT 1,426 AADT 1,426 Page 1 Date Start: 09-Sep-21 Site Code: 13 Station ID: 13 RICHARDS LAKE RD E.O. BAR HARBOR DR All Traffic Data Services, LLC www.alltrafficdata.net Start 09-Sep-21 Time Thu EB WB Total 12:00 AM 1 2 3 01:00 0 1 1 02:00 1 1 2 03:00 1 0 1 04:00 1 2 3 05:00 18 6 24 06:00 33 12 45 07:00 54 32 86 08:00 55 48 103 09:00 29 22 51 10:00 27 14 41 11:00 15 26 41 12:00 PM 19 24 43 01:00 16 15 31 02:00 30 36 66 03:00 40 54 94 04:00 49 53 102 05:00 58 80 138 06:00 35 44 79 07:00 27 36 63 08:00 12 26 38 09:00 6 10 16 10:00 10 11 21 11:00 1 7 8 Total 538 562 1100 Percent 48.9%51.1% AM Peak -08:00 08:00 ------08:00 Vol.-55 48 ------103 PM Peak -17:00 17:00 ------17:00 Vol.-58 80 ------138 Grand Total 538 562 1100 Percent 48.9%51.1% ADT ADT 1,119 AADT 1,119 TURNBERRY RD TURNBERRY RDE DOUGLAS RDE DOUGLAS RD (303) 216-2439 www.alltrafficdata.net Location:1 TURNBERRY RD & E DOUGLAS RD AM Wednesday, September 9, 2020Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:07:30 AM - 08:30 AM Peak 15-Minutes:07:30 AM - 07:45 AM 8 5 39 64 4365 110 66 0.94 N S EW 0.50 0.85 0.90 0.83 (5)(8) (69) (130) (106) (202) (61)(99) 1 02 2 30 7 53 56 1 0 0 5 35 2 60 E DOUGLAS RD E DOUGLAS RD TURNBERRY RD TURNBERRY RD 0 0 1 0 N S EW 0 0 10 0 0 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 6:30 AM 0 3 0 0 0 00 0 20 0 0 5 37 0 0 0 01409 0 0 0 6:45 AM 0 1 0 0 0 00 0 19 0 3 4 31 0 0 0 01564 0 0 0 7:00 AM 0 3 0 0 0 00 0 11 0 0 6 27 0 0 0 01736 0 1 0 7:15 AM 0 8 0 0 0 00 0 13 0 2 10 45 0 0 0 019510 0 2 0 7:30 AM 0 8 0 0 1 20 1 16 0 0 7 53 0 0 0 020016 1 0 1 7:45 AM 0 9 1 0 1 00 0 12 0 2 10 48 0 0 0 011 1 1 0 8:00 AM 0 9 0 0 0 20 0 13 0 1 10 49 0 0 1 011 0 3 0 8:15 AM 0 9 1 0 0 10 0 15 0 4 3 50 0 0 0 015 0 2 0 Count Total 19282 34052025005512011910 010 0 Peak Hour 0 1 56 0 7 30 0 35 2 0 2 5 20053 2 6 1 0 0 1 0 TURNBERRY RD TURNBERRY RDSERRAMONTE DRSERRAMONTE DR (303) 216-2439 www.alltrafficdata.net Location:2 TURNBERRY RD & SERRAMONTE DR AM Wednesday, September 9, 2020Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:07:30 AM - 08:30 AM Peak 15-Minutes:08:15 AM - 08:30 AM 68 43 0 0 4375 11 4 0.82 N S EW 0.81 0.00 0.77 0.69 (60)(104) () () (5) (16) (59)(114) 2 00 0 0 0 9 0 2 0 0 66 2 41 00 SERRAMONTE DR SERRAMONTE DR TURNBERRY RD TURNBERRY RD 0 0 0 1 N S EW 0 0 00 0 0 0 1 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 6:30 AM 0 0 3 0 0 70 0 0 0 0 0 12 0 0 0 0571 0 0 1 6:45 AM 0 0 1 0 0 80 0 0 0 0 0 11 0 0 0 0742 0 0 0 7:00 AM 0 0 4 0 0 60 0 0 0 0 0 10 0 0 0 0930 0 0 0 7:15 AM 0 0 8 0 0 140 1 0 0 0 0 24 0 0 0 01091 0 0 0 7:30 AM 0 0 6 0 0 200 1 0 0 0 0 29 0 0 0 01222 0 0 0 7:45 AM 0 1 12 0 0 130 1 0 0 0 0 30 1 0 0 03 0 0 0 8:00 AM 0 0 10 0 0 120 0 0 0 0 0 26 0 0 0 02 0 0 2 8:15 AM 0 1 13 0 0 210 0 0 0 0 0 37 0 0 0 02 0 0 0 Count Total 30013 179101005720000030 001 0 Peak Hour 0 2 0 0 0 0 0 2 41 0 0 66 1229 0 0 2 1 0 0 0 TURNBERRY RD TURNBERRY RDBRIGHTWATER DRBRIGHTWATER DR (303) 216-2439 www.alltrafficdata.net Location:3 TURNBERRY RD & BRIGHTWATER DR AM Wednesday, September 9, 2020Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:07:30 AM - 08:30 AM Peak 15-Minutes:08:15 AM - 08:30 AM 73 48 19 12 50103 33 12 0.88 N S EW 0.83 0.75 0.69 0.55 (77)(112) (36) (14) (35) (52) (99)(173) 4 02 2 3 14 22 2 9 0 0 67 5 37 80 BRIGHTWATER DR BRIGHTWATER DR TURNBERRY RD TURNBERRY RD 0 1 1 0 N S EW 1 0 01 0 0 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 6:30 AM 0 9 10 0 1 60 1 0 0 3 0 33 0 1 1 01243 0 0 0 6:45 AM 0 8 4 0 0 70 0 0 0 5 0 27 0 0 0 01291 0 0 2 7:00 AM 0 3 5 0 0 60 0 0 0 5 0 28 0 0 0 01438 0 0 1 7:15 AM 0 0 9 0 0 160 0 0 0 4 0 36 0 0 2 11616 0 1 0 7:30 AM 0 0 6 0 2 200 0 0 0 7 0 38 0 0 0 01752 0 1 0 7:45 AM 0 0 6 0 0 150 6 0 0 1 0 41 0 1 0 09 2 2 0 8:00 AM 0 3 11 0 0 140 1 2 0 5 1 46 0 0 1 05 0 3 1 8:15 AM 0 2 14 0 0 180 2 0 0 1 2 50 0 0 0 06 0 2 3 Count Total 79240 299102306525033102100 140 2 Peak Hour 0 9 2 0 14 3 0 5 37 0 2 67 17522 2 8 4 0 1 1 0 TURNBERRY RD TURNBERRY RDRICHARDS LAKE RDRICHARDS LAKE RD (303) 216-2439 www.alltrafficdata.net Location:4 TURNBERRY RD & RICHARDS LAKE RD AM Wednesday, September 9, 2020Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:07:30 AM - 08:30 AM Peak 15-Minutes:08:15 AM - 08:30 AM 143 57 59 36 81200 19 9 0.85 N S EW 0.79 0.61 0.72 0.79 (107)(256) (106) (53) (11) (31) (132)(354) 0 04 11 3 45 16 2 1 0 0 13 9 6 45 300 RICHARDS LAKE RD RICHARDS LAKE RD TURNBERRY RD TURNBERRY RD 3 0 4 6 N S EW 0 0 22 2 1 3 3 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 6:30 AM 0 0 19 0 1 200 0 0 0 9 0 55 0 0 0 02233 0 3 0 6:45 AM 0 0 9 0 1 140 0 2 0 8 0 38 0 0 0 02440 3 1 0 7:00 AM 0 1 3 0 2 250 0 1 0 6 0 48 0 2 0 12694 4 2 0 7:15 AM 0 1 10 0 2 480 0 0 0 15 0 82 2 0 1 02952 2 2 0 7:30 AM 0 1 3 0 1 410 0 1 0 12 1 76 1 0 1 03025 4 7 0 7:45 AM 0 3 6 0 1 330 0 0 0 4 0 63 1 0 1 05 3 8 0 8:00 AM 0 0 21 0 1 300 0 1 0 10 1 74 2 0 0 33 0 7 0 8:15 AM 0 2 15 0 1 350 1 0 0 19 1 89 2 0 2 03 4 8 0 Count Total 0382025 52524610086803830510 458 2 Peak Hour 0 1 2 0 45 3 0 6 45 0 4 139 30216 11 30 0 6 0 4 3 TURNBERRY RD TURNBERRY RDCOUNTRY CLUB RDCOUNTRY CLUB RD (303) 216-2439 www.alltrafficdata.net Location:5 TURNBERRY RD & COUNTRY CLUB RD AM Wednesday, September 9, 2020Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:07:30 AM - 08:30 AM Peak 15-Minutes:08:00 AM - 08:15 AM 330 112 81 31 180279 219 388 0.95 N S EW 0.81 0.84 0.83 0.87 (177)(573) (125) (41) (585) (380) (290)(565) 20 7 00 0 57 24 131 24 64 0 0 12 3 12 4 48 71 COUNTRY CLUB RD COUNTRY CLUB RD TURNBERRY RD TURNBERRY RD 2 2 0 0 N S EW 1 1 00 0 2 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 6:30 AM 0 14 19 0 0 270 4 2 0 4 7 133 0 0 0 055840 0 0 16 6:45 AM 0 10 8 0 0 240 6 0 0 3 3 114 0 1 0 063429 0 1 30 7:00 AM 0 17 5 0 0 370 8 3 0 8 6 142 0 0 0 069634 0 2 22 7:15 AM 0 21 11 0 0 440 4 0 0 5 8 169 0 0 0 076731 0 2 43 7:30 AM 0 34 4 0 0 350 10 6 0 6 15 209 0 0 0 081031 0 1 67 7:45 AM 1 27 10 0 0 320 15 2 0 4 13 176 0 0 0 232 0 1 39 8:00 AM 0 35 16 0 0 310 24 7 0 9 15 213 0 0 0 032 0 3 41 8:15 AM 0 28 18 0 0 250 15 9 0 5 14 212 0 2 0 036 0 2 60 Count Total 318120265 1,368255009118618144029860 200 3 Peak Hour 0 64 24 0 24 57 1 124 48 0 0 123 810131 0 7 207 0 2 0 2 TURNBERRY RD TURNBERRY RDMOUNTAIN VISTA DRMOUNTAIN VISTA DR (303) 216-2439 www.alltrafficdata.net Location:6 TURNBERRY RD & MOUNTAIN VISTA DR AM Wednesday, September 9, 2020Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:07:30 AM - 08:30 AM Peak 15-Minutes:08:15 AM - 08:30 AM 288 168 158 310 11 43 11 0.97 N S EW 0.92 0.81 0.25 0.90 (269)(569) (260) (609) (16) (65) (1)(1) 4 0 28 4 151 7 0 1 25 17 0 0 0 0 0 10 MOUNTAIN VISTA DR MOUNTAIN VISTA DR TURNBERRY RD TURNBERRY RD 0 0 0 1 N S EW 0 0 00 0 0 1 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 6:30 AM 0 0 0 0 66 00 0 6 0 0 1 102 0 0 0 04050 29 0 0 6:45 AM 0 0 0 0 61 00 0 4 0 0 1 83 0 0 0 04270 17 0 0 7:00 AM 0 0 0 0 72 00 2 6 0 0 2 106 0 0 0 04600 24 0 0 7:15 AM 0 0 0 0 81 00 1 3 0 0 0 114 0 0 0 04780 28 0 1 7:30 AM 0 0 0 0 83 00 4 5 0 0 0 124 0 0 0 04901 31 0 0 7:45 AM 0 0 0 0 69 00 4 8 0 0 1 116 1 0 0 00 33 0 1 8:00 AM 0 0 0 0 67 00 5 6 0 0 4 124 0 0 0 00 40 1 1 8:15 AM 0 0 0 0 65 00 4 6 0 0 2 126 0 0 0 00 47 0 2 Count Total 512491 89505640000110044200 001 0 Peak Hour 0 17 25 0 0 7 0 0 0 0 284 0 4901 151 1 4 1 0 0 0 BAR HARBOR DR BAR HARBOR DRRICHARDS LAKE RDRICHARDS LAKE RD (303) 216-2439 www.alltrafficdata.net Location:7 BAR HARBOR DR & RICHARDS LAKE RD AM Wednesday, September 9, 2020Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:07:30 AM - 08:30 AM Peak 15-Minutes:08:15 AM - 08:30 AM 30 6 48 61 1510 40 56 0.83 N S EW 0.86 0.63 0.75 0.83 (7)(56) (72) (106) (93) (61) (30)(13) 12 016 4 40 4 4 35 1 0 0 2 4 1 100 RICHARDS LAKE RD RICHARDS LAKE RD BAR HARBOR DR BAR HARBOR DR 4 5 5 5 N S EW 1 4 05 1 3 4 1 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 6:30 AM 0 2 0 0 2 00 0 8 0 0 3 18 1 0 2 0860 0 1 2 6:45 AM 0 2 0 0 5 00 0 5 0 0 7 20 1 0 1 01020 0 1 0 7:00 AM 0 3 0 0 6 20 0 3 0 0 5 22 0 1 2 01060 1 2 0 7:15 AM 0 2 0 0 5 10 0 5 0 0 8 26 0 1 2 21190 0 2 3 7:30 AM 0 3 0 0 5 10 1 9 0 0 8 34 0 3 1 21330 1 3 3 7:45 AM 0 0 0 0 4 00 0 8 0 0 8 24 4 2 0 11 0 2 1 8:00 AM 0 0 1 0 4 00 0 10 0 2 7 35 0 0 2 12 3 3 3 8:15 AM 0 1 0 0 3 10 0 8 0 2 17 40 1 0 2 01 0 2 5 Count Total 171654 2195340113063405610 6127 7 Peak Hour 0 1 35 0 4 40 0 4 1 0 16 2 1334 4 10 12 5 5 5 4 CLARION LN CLARION LNRICHARDS LAKE RDRICHARDS LAKE RD (303) 216-2439 www.alltrafficdata.net Location:8 CLARION LN & RICHARDS LAKE RD AM Wednesday, September 9, 2020Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:07:30 AM - 08:30 AM Peak 15-Minutes:08:15 AM - 08:30 AM 0 0 40 62 145 61 48 0.87 N S EW 0.00 0.67 0.75 0.90 ()() (57) (111) (72) (105) (26)(5) 0 00 0 38 2 3 58 0 0 0 0 10 0 40 RICHARDS LAKE RD RICHARDS LAKE RD CLARION LN CLARION LN 0 1 9 0 N S EW 1 0 54 0 0 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 6:30 AM 0 2 0 0 0 00 0 10 0 0 1 14 0 0 3 0730 0 1 0 6:45 AM 0 1 0 0 0 00 0 11 0 0 6 20 0 0 1 0870 0 2 0 7:00 AM 0 2 0 0 0 00 0 11 0 0 4 18 0 0 1 0900 0 1 0 7:15 AM 0 2 0 0 0 00 0 12 0 0 6 21 0 0 2 01030 0 1 0 7:30 AM 0 3 0 0 0 00 0 17 0 0 6 28 0 0 5 01150 0 2 0 7:45 AM 0 3 0 0 0 00 0 14 0 0 5 23 0 0 0 00 0 1 0 8:00 AM 0 0 0 0 0 00 0 15 0 2 12 31 0 0 3 02 0 0 0 8:15 AM 0 4 0 0 0 00 0 12 0 0 15 33 0 1 1 01 0 1 0 Count Total 0903 1880000170552010200 0160 1 Peak Hour 0 0 58 0 2 38 0 10 0 0 0 0 1153 0 4 0 0 1 9 0 THOREAU DR THOREAU DRRICHARDS LAKE RDRICHARDS LAKE RD (303) 216-2439 www.alltrafficdata.net Location:9 THOREAU DR & RICHARDS LAKE RD AM Wednesday, September 9, 2020Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:07:30 AM - 08:30 AM Peak 15-Minutes:08:00 AM - 08:15 AM 0 0 40 75 2311 63 40 0.85 N S EW 0.00 0.63 0.73 0.79 (1)() (59) (145) (57) (112) (50)(18) 0 00 0 35 5 6 57 0 0 0 0 5 0 180 RICHARDS LAKE RD RICHARDS LAKE RD THOREAU DR THOREAU DR 0 0 2 0 N S EW 0 0 02 0 0 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 6:30 AM 0 0 0 0 0 00 0 11 0 1 0 14 0 0 3 0950 1 1 0 6:45 AM 0 1 0 0 0 00 0 13 0 1 5 28 0 0 0 01100 0 8 0 7:00 AM 0 1 0 0 0 00 0 12 0 4 3 25 0 0 1 01070 0 5 0 7:15 AM 0 3 0 0 0 00 0 12 0 0 4 28 0 0 2 01191 0 8 0 7:30 AM 0 2 0 0 0 00 0 16 0 0 3 29 0 0 1 01264 0 4 0 7:45 AM 0 0 0 0 0 00 0 15 0 0 5 25 0 0 0 00 0 5 0 8:00 AM 0 1 0 0 0 00 0 15 0 2 14 37 0 0 0 00 0 5 0 8:15 AM 0 2 0 0 0 00 0 11 0 3 13 35 0 0 1 02 0 4 0 Count Total 04017 22100001004711010500 080 0 Peak Hour 0 0 57 0 5 35 0 5 0 0 0 0 1266 0 18 0 0 0 2 0 TIMBERLINE RD TIMBERLINE RDMOUNTAIN VISTA DRMOUNTAIN VISTA DR (303) 216-2439 www.alltrafficdata.net Location:10 TIMBERLINE RD & MOUNTAIN VISTA DR AM Wednesday, September 9, 2020Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:07:30 AM - 08:30 AM Peak 15-Minutes:07:30 AM - 07:45 AM 0 0 305 291 161359 341 157 0.97 N S EW 0.00 0.94 0.82 0.87 ()() (558) (575) (258) (653) (275)(653) 0 00 0 95 210 149 192 0 0 0 0 62 0 990 MOUNTAIN VISTA DR MOUNTAIN VISTA DR TIMBERLINE RD TIMBERLINE RD 0 0 0 0 N S EW 0 0 00 0 0 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 6:30 AM 0 3 0 0 0 00 0 42 0 38 27 161 0 0 0 067925 0 26 0 6:45 AM 0 5 0 0 0 00 0 48 0 45 13 157 0 0 0 072723 0 23 0 7:00 AM 0 6 0 0 0 00 0 56 0 37 19 168 0 0 0 077131 0 19 0 7:15 AM 0 8 0 0 0 00 0 46 0 54 20 193 0 0 0 080441 0 24 0 7:30 AM 0 9 0 0 0 00 0 63 0 54 19 209 0 0 0 080741 0 23 0 7:45 AM 0 15 0 0 0 00 0 43 0 57 20 201 0 0 0 040 0 26 0 8:00 AM 0 17 0 0 0 00 0 42 0 52 29 201 0 0 0 039 0 22 0 8:15 AM 0 21 0 0 0 00 0 44 0 47 27 196 0 0 0 029 0 28 0 Count Total 01910269 1,4860000840174384038400 000 0 Peak Hour 0 0 192 0 210 95 0 62 0 0 0 0 807149 0 99 0 0 0 0 0 LEMAY AVE LEMAY AVECOUNTRY CLUB RDCOUNTRY CLUB RD (303) 216-2439 www.alltrafficdata.net Location:11 LEMAY AVE & COUNTRY CLUB RD AM Wednesday, September 9, 2020Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:07:30 AM - 08:30 AM Peak 15-Minutes:08:15 AM - 08:30 AM 155 67 401 243 156430 236 208 0.96 N S EW 0.79 0.94 0.78 0.79 (78)(237) (600) (397) (296) (380) (205)(651) 8 020 11 174 216 87 146 3 0 0 12 7 26 53 770 COUNTRY CLUB RD COUNTRY CLUB RD LEMAY AVE LEMAY AVE 0 1 0 0 N S EW 0 1 00 0 0 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 6:30 AM 0 0 1 0 3 120 1 31 0 17 14 99 0 0 0 04747 1 9 3 6:45 AM 0 1 1 0 6 110 1 24 0 31 16 105 0 0 0 06079 0 5 0 7:00 AM 0 3 3 0 3 150 0 28 0 25 18 109 0 1 0 07384 1 7 2 7:15 AM 0 6 1 0 2 240 0 24 0 51 24 161 0 1 0 086315 1 12 1 7:30 AM 0 10 12 0 4 330 0 24 0 60 42 232 0 0 0 094822 5 18 2 7:45 AM 0 5 12 0 4 430 1 31 0 67 39 236 0 1 0 020 1 11 2 8:00 AM 0 4 15 0 5 290 1 53 0 49 34 234 0 0 0 021 3 19 1 8:15 AM 0 7 14 0 7 220 1 38 0 40 59 246 0 0 0 024 2 29 3 Count Total 1411014122 1,42218934059360246340025350 000 3 Peak Hour 0 3 146 0 216 174 0 26 53 0 20 127 94887 11 77 8 0 1 0 0 TURNBERRY RD TURNBERRY RDE DOUGLAS RDE DOUGLAS RD (303) 216-2439 www.alltrafficdata.net Location:1 TURNBERRY RD & E DOUGLAS RD PM Wednesday, September 9, 2020Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:04:30 PM - 05:30 PM Peak 15-Minutes:04:30 PM - 04:45 PM 3 7 71 100 5657 127 93 0.78 N S EW 0.50 0.71 0.93 0.76 (13)(8) (152) (164) (185) (223) (98)(119) 0 00 2 57 12 41 84 2 0 0 3 36 3 161 E DOUGLAS RD E DOUGLAS RD TURNBERRY RD TURNBERRY RD 0 1 0 0 N S EW 1 0 00 0 0 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 0 7 0 0 0 00 0 10 0 4 14 48 0 0 0 024011 0 2 0 4:15 PM 0 6 1 0 0 10 0 13 0 3 13 55 0 0 0 02537 3 6 2 4:30 PM 0 10 0 0 0 20 1 29 0 2 20 82 0 0 0 025712 1 5 0 4:45 PM 1 8 1 0 0 10 0 15 0 4 10 55 0 0 0 023110 1 4 0 5:00 PM 0 7 0 0 0 00 1 20 0 3 15 61 0 0 0 024110 0 5 0 5:15 PM 0 11 2 0 0 00 0 20 0 3 12 59 0 0 0 09 0 2 0 5:30 PM 0 5 0 0 0 00 1 13 0 5 11 56 0 0 0 015 1 4 1 5:45 PM 0 7 0 0 0 10 0 12 0 1 26 65 0 0 0 014 0 4 0 Count Total 332688 481500461112125013230 000 0 Peak Hour 0 2 84 0 12 57 1 36 3 0 0 3 25741 2 16 0 0 0 0 0 TURNBERRY RD TURNBERRY RDSERRAMONTE DRSERRAMONTE DR (303) 216-2439 www.alltrafficdata.net Location:2 TURNBERRY RD & SERRAMONTE DR PM Wednesday, September 9, 2020Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:04:30 PM - 05:30 PM Peak 15-Minutes:04:30 PM - 04:45 PM 58 56 0 0 6361 7 11 0.94 N S EW 0.79 0.00 0.93 0.58 (98)(118) () () (22) (7) (112)(117) 4 00 0 0 0 7 0 0 0 0 54 7 56 00 SERRAMONTE DR SERRAMONTE DR TURNBERRY RD TURNBERRY RD 0 0 0 0 N S EW 0 0 00 0 0 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 0 4 11 0 0 150 0 0 0 0 0 31 0 0 0 01170 0 0 1 4:15 PM 0 0 10 0 0 90 0 0 0 0 0 19 0 0 0 01160 0 0 0 4:30 PM 0 2 14 0 0 140 0 0 0 0 0 34 0 0 0 01281 0 0 3 4:45 PM 0 1 15 0 0 160 0 0 0 0 0 33 0 0 0 01251 0 0 0 5:00 PM 0 2 12 0 0 130 0 0 0 0 0 30 0 0 0 01203 0 0 0 5:15 PM 0 2 15 0 0 110 0 0 0 0 0 31 0 0 0 02 0 0 1 5:30 PM 0 3 9 0 0 170 0 0 0 0 0 31 0 0 0 00 0 0 2 5:45 PM 0 0 12 0 0 150 0 0 0 0 0 28 0 0 0 00 0 0 1 Count Total 8007 2371100098140000000 000 0 Peak Hour 0 0 0 0 0 0 0 7 56 0 0 54 1287 0 0 4 0 0 0 0 TURNBERRY RD TURNBERRY RDBRIGHTWATER DRBRIGHTWATER DR (303) 216-2439 www.alltrafficdata.net Location:3 TURNBERRY RD & BRIGHTWATER DR PM Wednesday, September 9, 2020Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:04:45 PM - 05:45 PM Peak 15-Minutes:05:15 PM - 05:30 PM 79 62 9 15 73109 44 19 0.92 N S EW 0.94 0.55 0.72 0.61 (113)(138) (16) (31) (39) (58) (152)(181) 5 06 2 2 5 36 0 8 0 0 68 12 52 90 BRIGHTWATER DR BRIGHTWATER DR TURNBERRY RD TURNBERRY RD 0 0 11 0 N S EW 0 0 29 0 0 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 0 9 13 0 0 140 0 0 0 1 0 46 0 0 0 01702 0 7 0 4:15 PM 0 5 9 0 0 120 1 0 0 2 0 33 0 0 2 01792 0 2 0 4:30 PM 0 1 14 0 0 180 0 0 0 1 1 42 0 0 0 02021 2 4 0 4:45 PM 0 3 16 0 1 180 2 0 0 0 0 49 0 0 0 02058 0 1 0 5:00 PM 0 6 10 0 3 150 2 0 0 3 1 55 0 0 0 01948 1 4 2 5:15 PM 0 1 14 0 1 170 4 0 0 0 1 56 0 0 8 014 1 2 1 5:30 PM 0 2 12 0 1 180 0 0 0 2 0 45 0 0 3 06 0 2 2 5:45 PM 0 0 12 0 0 110 0 0 0 0 0 38 0 0 0 08 0 3 4 Count Total 925449 36412360100270390090 0130 0 Peak Hour 0 8 0 0 5 2 0 12 52 0 6 68 20536 2 9 5 0 0 11 0 TURNBERRY RD TURNBERRY RDRICHARDS LAKE RDRICHARDS LAKE RD (303) 216-2439 www.alltrafficdata.net Location:4 TURNBERRY RD & RICHARDS LAKE RD PM Wednesday, September 9, 2020Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:04:30 PM - 05:30 PM Peak 15-Minutes:05:00 PM - 05:15 PM 141 124 42 62 188180 18 23 0.94 N S EW 0.86 0.80 0.90 0.56 (238)(232) (88) (118) (46) (32) (361)(311) 0 05 8 3 31 13 3 2 0 0 13 6 20 11 4 540 RICHARDS LAKE RD RICHARDS LAKE RD TURNBERRY RD TURNBERRY RD 3 3 0 0 N S EW 3 0 00 3 0 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 0 7 30 0 0 220 0 2 0 9 0 85 0 0 0 03453 2 10 0 4:15 PM 0 5 26 0 1 160 0 1 0 4 0 68 0 0 0 03631 2 12 0 4:30 PM 0 13 27 0 1 290 0 0 0 7 1 92 0 0 0 03894 1 9 0 4:45 PM 0 3 29 0 1 360 0 1 0 8 1 100 0 0 0 03752 2 17 0 5:00 PM 0 1 34 0 1 320 0 1 0 10 1 103 0 3 0 33682 2 19 0 5:15 PM 0 3 24 0 2 390 2 1 0 6 0 94 0 0 0 05 3 9 0 5:30 PM 0 4 22 0 1 250 0 0 0 9 2 78 3 0 0 02 2 11 0 5:45 PM 0 3 26 0 1 250 1 0 0 11 2 93 0 0 0 04 3 17 0 Count Total 01041723 713224802183907640630 303 3 Peak Hour 0 2 3 0 31 3 0 20 114 0 5 136 38913 8 54 0 0 3 0 3 TURNBERRY RD TURNBERRY RDCOUNTRY CLUB RDCOUNTRY CLUB RD (303) 216-2439 www.alltrafficdata.net Location:5 TURNBERRY RD & COUNTRY CLUB RD PM Wednesday, September 9, 2020Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:04:30 PM - 05:30 PM Peak 15-Minutes:05:15 PM - 05:30 PM 240 276 41 83 268308 425 307 0.98 N S EW 0.85 0.84 0.84 0.93 (547)(428) (79) (168) (576) (829) (537)(582) 12 7 02 1 23 17 180 57 188 0 0 11 1 15 7 87 240 COUNTRY CLUB RD COUNTRY CLUB RD TURNBERRY RD TURNBERRY RD 4 0 0 0 N S EW 0 0 00 2 2 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 0 37 22 0 0 320 45 13 0 1 7 226 0 0 0 094341 0 5 23 4:15 PM 0 45 21 0 0 210 53 16 0 4 6 236 0 1 0 196246 0 5 19 4:30 PM 0 37 21 0 0 290 44 20 0 6 8 239 0 0 0 297446 0 4 24 4:45 PM 0 37 25 0 1 260 43 9 0 5 6 242 0 0 0 293545 1 5 39 5:00 PM 0 40 19 0 1 190 54 13 0 6 5 245 0 0 0 093051 0 7 30 5:15 PM 0 43 22 0 0 370 47 15 0 0 4 248 0 0 0 038 0 8 34 5:30 PM 0 32 17 0 1 250 39 17 0 4 9 200 0 0 0 032 0 4 20 5:45 PM 0 40 31 0 0 210 43 14 0 2 5 237 0 0 0 045 0 10 26 Count Total 215481344 1,873210301783110502801173680 500 1 Peak Hour 0 188 57 0 17 23 0 157 87 0 2 111 974180 1 24 127 0 0 0 4 TURNBERRY RD TURNBERRY RDMOUNTAIN VISTA DRMOUNTAIN VISTA DR (303) 216-2439 www.alltrafficdata.net Location:6 TURNBERRY RD & MOUNTAIN VISTA DR PM Wednesday, September 9, 2020Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:04:30 PM - 05:30 PM Peak 15-Minutes:05:15 PM - 05:30 PM 288 261 284 289 11 26 48 0.90 N S EW 0.99 0.81 0.25 0.65 (510)(556) (550) (562) (83) (49) (1)(1) 16 0 27 2 251 32 1 0 16 10 0 0 0 0 0 10 MOUNTAIN VISTA DR MOUNTAIN VISTA DR TURNBERRY RD TURNBERRY RD 0 0 1 0 N S EW 0 0 10 0 0 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 0 0 0 0 66 00 2 7 0 0 6 145 0 0 0 05720 60 0 4 4:15 PM 0 0 0 0 68 00 0 3 0 0 9 141 0 0 0 05740 59 0 2 4:30 PM 0 0 0 0 65 00 1 7 0 0 7 137 0 0 0 05990 49 0 8 4:45 PM 0 0 0 0 67 00 2 2 0 0 9 149 0 0 0 05730 66 0 3 5:00 PM 0 0 0 0 68 00 6 4 0 0 6 147 0 0 0 05840 59 0 4 5:15 PM 0 0 0 0 72 00 1 3 0 1 10 166 0 0 0 00 77 1 1 5:30 PM 0 0 0 0 55 00 5 3 0 0 3 111 0 0 0 00 43 0 2 5:45 PM 0 0 0 0 69 00 1 2 0 0 7 160 0 0 0 00 79 0 2 Count Total 2614920 1,15605300000571031180 000 0 Peak Hour 0 10 16 0 1 32 0 0 0 0 272 0 5990 251 1 16 0 0 0 0 BAR HARBOR DR BAR HARBOR DRRICHARDS LAKE RDRICHARDS LAKE RD (303) 216-2439 www.alltrafficdata.net Location:7 BAR HARBOR DR & RICHARDS LAKE RD PM Wednesday, September 9, 2020Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:04:45 PM - 05:45 PM Peak 15-Minutes:04:45 PM - 05:00 PM 20 29 69 64 1323 60 46 0.86 N S EW 0.71 0.69 0.57 0.71 (55)(32) (133) (100) (89) (101) (24)(46) 3 012 19 40 10 8 44 8 0 0 5 3 2 80 RICHARDS LAKE RD RICHARDS LAKE RD BAR HARBOR DR BAR HARBOR DR 0 1 0 4 N S EW 0 1 00 0 0 0 4 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 0 0 0 0 0 20 2 4 0 1 9 28 0 0 0 01312 4 2 2 4:15 PM 0 1 0 0 2 10 4 7 0 3 6 29 0 0 0 01442 2 1 0 4:30 PM 0 2 1 0 1 00 0 6 0 2 6 27 1 0 4 01552 2 4 1 4:45 PM 0 0 1 0 1 30 2 17 0 4 9 47 0 0 0 01622 5 2 1 5:00 PM 0 1 1 0 6 00 1 12 0 2 8 41 1 0 0 01594 4 1 1 5:15 PM 0 1 0 0 4 10 3 9 0 2 12 40 2 0 0 00 6 2 0 5:30 PM 0 1 0 0 1 10 2 6 0 2 11 34 1 1 0 02 4 3 1 5:45 PM 0 0 0 0 2 00 4 7 0 7 15 44 1 1 0 01 7 0 1 Count Total 7153415 29081703607623068180 046 2 Peak Hour 0 8 44 0 10 40 0 3 2 0 12 5 1628 19 8 3 4 1 0 0 CLARION LN CLARION LNRICHARDS LAKE RDRICHARDS LAKE RD (303) 216-2439 www.alltrafficdata.net Location:8 CLARION LN & RICHARDS LAKE RD PM Wednesday, September 9, 2020Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:05:00 PM - 06:00 PM Peak 15-Minutes:05:45 PM - 06:00 PM 0 0 85 52 415 55 77 0.82 N S EW 0.00 0.71 0.63 0.79 ()() (141) (94) (130) (104) (9)(30) 0 00 0 76 9 6 49 0 0 0 0 1 0 30 RICHARDS LAKE RD RICHARDS LAKE RD CLARION LN CLARION LN 0 0 2 0 N S EW 0 0 20 0 0 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 0 2 0 0 0 00 0 5 0 2 12 23 0 0 0 01102 0 0 0 4:15 PM 0 1 0 0 0 00 0 9 0 1 10 22 0 0 0 01241 0 0 0 4:30 PM 0 0 0 0 0 00 0 9 0 2 10 24 0 0 4 01382 0 1 0 4:45 PM 0 0 0 0 0 00 0 17 0 1 18 41 0 0 0 01414 0 1 0 5:00 PM 0 0 0 0 0 00 0 14 0 3 14 37 0 0 0 01445 0 1 0 5:15 PM 0 0 0 0 0 00 0 15 0 1 20 36 0 0 0 00 0 0 0 5:30 PM 0 1 0 0 0 00 0 8 0 1 16 27 0 0 0 01 0 0 0 5:45 PM 0 0 0 0 0 00 0 12 0 4 26 44 0 0 2 00 0 2 0 Count Total 05015 2540000401261508900 060 0 Peak Hour 0 0 49 0 9 76 0 1 0 0 0 0 1446 0 3 0 0 0 2 0 THOREAU DR THOREAU DRRICHARDS LAKE RDRICHARDS LAKE RD (303) 216-2439 www.alltrafficdata.net Location:9 THOREAU DR & RICHARDS LAKE RD PM Wednesday, September 9, 2020Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:05:00 PM - 06:00 PM Peak 15-Minutes:05:45 PM - 06:00 PM 0 0 94 59 1519 58 89 0.85 N S EW 0.00 0.76 0.53 0.76 ()() (162) (105) (145) (99) (27)(38) 0 00 0 81 13 6 52 0 0 0 0 8 0 70 RICHARDS LAKE RD RICHARDS LAKE RD THOREAU DR THOREAU DR 0 1 1 0 N S EW 1 0 01 0 0 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 0 2 0 0 0 00 0 4 0 1 13 21 0 0 0 01210 0 1 0 4:15 PM 0 0 0 0 0 00 0 7 0 6 10 29 0 0 0 01392 0 4 0 4:30 PM 0 1 0 0 0 00 0 10 0 1 12 25 0 0 0 01520 0 1 0 4:45 PM 0 1 0 0 0 00 0 17 0 8 17 46 0 0 0 01641 0 2 0 5:00 PM 0 5 0 0 0 00 0 15 0 2 14 39 0 0 0 01670 0 3 0 5:15 PM 0 0 0 0 0 00 0 21 0 2 19 42 0 1 0 00 0 0 0 5:30 PM 0 0 0 0 0 00 0 7 0 8 18 37 0 0 1 02 0 2 0 5:45 PM 0 3 0 0 0 00 0 9 0 1 30 49 0 0 0 04 0 2 0 Count Total 01509 28800001201332909000 010 1 Peak Hour 0 0 52 0 13 81 0 8 0 0 0 0 1676 0 7 0 0 1 1 0 TIMBERLINE RD TIMBERLINE RDMOUNTAIN VISTA DRMOUNTAIN VISTA DR (303) 216-2439 www.alltrafficdata.net Location:10 TIMBERLINE RD & MOUNTAIN VISTA DR PM Wednesday, September 9, 2020Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:04:30 PM - 05:30 PM Peak 15-Minutes:05:15 PM - 05:30 PM 0 0 317 342 276238 306 319 0.93 N S EW 0.00 0.97 0.88 0.92 ()() (614) (669) (626) (586) (560)(465) 0 00 0 186 131 107 199 0 0 0 0 13 3 0 14 3 0 MOUNTAIN VISTA DR MOUNTAIN VISTA DR TIMBERLINE RD TIMBERLINE RD 0 0 0 0 N S EW 0 0 00 0 0 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 0 27 0 0 0 00 0 36 0 33 39 222 0 0 0 087634 0 53 0 4:15 PM 0 33 0 0 0 00 0 43 0 26 56 226 0 0 0 088333 0 35 0 4:30 PM 0 25 0 0 0 00 0 48 0 40 40 211 0 0 0 089923 0 35 0 4:45 PM 0 37 0 0 0 00 0 43 0 30 46 217 0 0 0 087427 0 34 0 5:00 PM 0 24 0 0 0 00 0 54 0 31 50 229 0 0 0 088429 0 41 0 5:15 PM 0 47 0 0 0 00 0 54 0 30 50 242 0 0 0 028 0 33 0 5:30 PM 0 20 0 0 0 00 0 39 0 26 35 186 0 0 0 024 0 42 0 5:45 PM 0 45 0 0 0 00 0 50 0 30 52 227 0 0 0 021 0 29 0 Count Total 03020219 1,76000002580368246036700 000 0 Peak Hour 0 0 199 0 131 186 0 133 0 0 0 0 899107 0 143 0 0 0 0 0 LEMAY AVE LEMAY AVECOUNTRY CLUB RDCOUNTRY CLUB RD (303) 216-2439 www.alltrafficdata.net Location:11 LEMAY AVE & COUNTRY CLUB RD PM Wednesday, September 9, 2020Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:04:30 PM - 05:30 PM Peak 15-Minutes:05:15 PM - 05:30 PM 92 163 308 462 379291 330 193 0.93 N S EW 0.74 0.94 0.91 0.90 (321)(160) (576) (897) (385) (624) (758)(515) 11 017 15 129 164 63 250 17 0 0 64 53 13 1 19 5 0 COUNTRY CLUB RD COUNTRY CLUB RD LEMAY AVE LEMAY AVE 0 1 0 0 N S EW 0 1 00 0 0 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 0 15 34 0 2 140 4 58 0 24 35 253 0 0 0 01,04912 4 51 0 4:15 PM 0 12 32 0 1 130 2 58 0 36 29 259 0 0 0 01,07114 7 54 1 4:30 PM 0 15 29 0 5 110 4 67 0 37 31 266 0 0 0 01,10912 4 51 0 4:45 PM 0 8 29 0 2 190 9 63 0 36 35 271 0 0 0 01,10320 5 42 3 5:00 PM 0 13 36 0 4 130 1 62 0 41 33 275 0 0 0 01,06916 2 50 4 5:15 PM 0 17 37 0 6 210 3 58 0 50 30 297 0 1 0 015 4 52 4 5:30 PM 0 16 31 0 2 130 4 47 0 33 39 260 0 0 0 013 7 54 1 5:45 PM 0 14 28 0 5 140 0 65 0 21 28 237 0 0 0 017 5 38 2 Count Total 1539238119 2,11811827025611002602780478270 000 1 Peak Hour 0 17 250 0 164 129 0 53 131 0 17 64 1,10963 15 195 11 0 1 0 0 Sonder’s Village Traffic Impact Analysis Appendix C -1 Appendix C. Level of Service Criteria for Stop -Controlled and Signalized Intersections TABLE C1 LEVEL OF SERVICE CRITERIA FOR STOP CONTROLLED (TWSC) INTERSECTIONS, ALL-WAY STOP CONTROLLED (AWSC) INTERSECTIONS, AND ROUNDABOUTS Level of Service 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, 2022. 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, 2022. Sonder’s Village Traffic Impact Analysis Appendix D Appendix D . Traffic Analysis Worksheets – Existing Conditions Waters Edge East Existing Conditions - AM Peak Hour Turnberry Road at Douglas Road 09/17/2021 Scenario 1 Water Edge TIS 11/03/2015 2021 Phase 1 AM Synchro 11 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 1 56 53 7 30 2 35 2 6 2 5 1 Future Vol, veh/h 1 56 53 7 30 2 35 2 6 2 5 1 Conflicting Peds, #/hr 0 0 1 1 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 83 83 83 85 85 85 90 90 90 50 50 50 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 67 64 8 35 2 39 2 7 4 10 2 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 37 0 0 132 0 0 160 155 100 158 186 36 Stage 1 -- - - - - 102 102 - 52 52 - Stage 2 -- - - - - 58 53 - 106 134 - 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 1574 - - 1453 - - 806 737 956 808 708 1037 Stage 1 -- - - - - 904 811 - 961 852 - Stage 2 -- - - - - 954 851 - 900 785 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1574 - - 1452 - - 791 731 955 796 702 1037 Mov Cap-2 Maneuver -- - - - - 791 731 - 796 702 - Stage 1 -- - - - - 902 809 - 960 847 - Stage 2 -- - - - - 935 846 - 890 783 - Approach EB WB NB SB HCM Control Delay, s 0.1 1.3 9.7 9.9 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 807 1574 - - 1452 - - 755 HCM Lane V/C Ratio 0.059 0.001 - - 0.006 - - 0.021 HCM Control Delay (s) 9.7 7.3 0 - 7.5 0 - 9.9 HCM Lane LOS A A A - A A - A HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0.1 Waters Edge East Existing Conditions - AM Peak Hour Turnberry Road at Serramonte Drive 09/17/2021 Scenario 1 Water Edge TIS 11/03/2015 2021 Phase 1 AM Synchro 11 Report GCR Page 1 Intersection Int Delay, s/veh 1.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 2 9 2 41 55 2 Future Vol, veh/h 2 9 2 41 55 2 Conflicting Peds, #/hr 1 1 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 69 69 77 77 81 81 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 3 13 3 53 68 2 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 130 71 71 0 - 0 Stage 1 70 - - - - - 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 864 991 1529 - - - Stage 1 953 - - - - - Stage 2 963 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 861 989 1528 - - - Mov Cap-2 Maneuver 861 - - - - - Stage 1 950 - - - - - Stage 2 962 - - - - - Approach EB NB SB HCM Control Delay, s 8.8 0.3 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1528 - 963 - - HCM Lane V/C Ratio 0.002 - 0.017 - - HCM Control Delay (s) 7.4 0 8.8 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0.1 - - Waters Edge East Existing Conditions - AM Peak Hour Turnberry Road at Brightwater Drive 09/17/2021 Scenario 1 Water Edge TIS 11/03/2015 2021 Phase 1 AM Synchro 11 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 9 2 22 14 3 2 5 37 8 2 67 4 Future Vol, veh/h 9 2 22 14 3 2 5 37 8 2 67 4 Conflicting Peds, #/hr 0 0 1 1 0 1 1 0 1 1 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 55 55 55 75 75 75 69 69 69 83 83 83 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 16 4 40 19 4 3 7 54 12 2 81 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 168 170 86 186 166 62 87 0 0 67 0 0 Stage 1 89 89 - 75 75 - - - - - - - Stage 2 79 81 - 111 91 - - - - - - - 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 796 723 973 775 727 1003 1509 - - 1535 - - Stage 1 918 821 - 934 833 - - - - - - - Stage 2 930 828 - 894 820 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 786 717 971 735 721 1001 1508 - - 1534 - - Mov Cap-2 Maneuver 786 717 - 735 721 - - - - - - - Stage 1 913 819 - 929 828 - - - - - - - Stage 2 918 823 - 852 818 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.2 9.9 0.7 0.2 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1508 - - 772 971 754 1534 - - HCM Lane V/C Ratio 0.005 - - 0.026 0.041 0.034 0.002 - - HCM Control Delay (s) 7.4 - - 9.8 8.9 9.9 7.3 - - HCM Lane LOS A - -A A A A - - HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0.1 0 - - Sonders East Existing Conditions - AM Peak Hour Turnberry Road at Richards Lake Road Synchro 11 Report Intersection Int Delay, s/veh 3.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 2 16 45 3 11 6 45 30 4 139 0 Future Vol, veh/h 1 2 16 45 3 11 6 45 30 4 139 0 Conflicting Peds, #/hr 9 0 10 4 0 3 10 0 4 3 0 9 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 50 100 - - 330 - 240 90 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 79 79 79 61 61 61 72 72 72 79 79 79 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 3 20 74 5 18 8 63 42 5 176 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 317 321 196 291 279 76 186 0 0 109 0 0 Stage 1 196 196 - 83 83 - - - - - - - Stage 2 121 125 - 208 196 - - - - - - - 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 636 596 845 661 629 985 1388 - - 1481 - - Stage 1 806 739 - 925 826 - - - - - - - Stage 2 883 792 - 794 739 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 606 584 831 631 616 974 1376 - - 1476 - - Mov Cap-2 Maneuver 606 584 - 631 616 - - - - - - - Stage 1 795 731 - 917 819 - - - - - - - Stage 2 850 785 - 763 731 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.7 11 0.6 0.2 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1376 - - 591 831 631 866 1476 - - HCM Lane V/C Ratio 0.006 - - 0.006 0.024 0.117 0.027 0.003 - - HCM Control Delay (s) 7.6 - - 11.1 9.4 11.5 9.3 7.4 - - HCM Lane LOS A - -B A B A A - - HCM 95th %tile Q(veh) 0 - - 0 0.1 0.4 0.1 0 - - Sonders East Existing Conditions - AM Peak Hour Richards Lake Road at Bar Harbor Drive Synchro 11 Report Intersection Int Delay, s/veh 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 35 4 4 40 4 4 1 10 16 2 12 Future Vol, veh/h 1 35 4 4 40 4 4 1 10 16 2 12 Conflicting Peds, #/hr 9 0 9 10 0 9 10 0 10 9 0 9 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 83 83 83 63 63 63 75 75 75 86 86 86 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 42 5 6 63 6 5 1 13 19 2 14 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 78 0 0 57 0 0 153 147 65 151 146 85 Stage 1 -- - - - - 57 57 - 87 87 - Stage 2 -- - - - - 96 90 - 64 59 - 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 1520 - - 1547 - - 814 744 999 816 745 974 Stage 1 -- - - - - 955 847 - 921 823 - Stage 2 -- - - - - 911 820 - 947 846 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1509 - - 1534 - - 784 729 982 788 730 959 Mov Cap-2 Maneuver -- - - - - 784 729 - 788 730 - Stage 1 -- - - - - 946 839 - 914 814 - Stage 2 -- - - - - 884 811 - 924 838 - Approach EB WB NB SB HCM Control Delay, s 0.2 0.6 9.1 9.4 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 901 1509 - - 1534 - - 844 HCM Lane V/C Ratio 0.022 0.001 - - 0.004 - - 0.041 HCM Control Delay (s) 9.1 7.4 - - 7.4 - - 9.4 HCM Lane LOS A A - - A - - A HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1 Sonders East Existing Conditions - AM Peak Hour Richards Lake Road at Clarion Lane Synchro 11 Report Intersection Int Delay, s/veh 1.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 58 3 2 38 10 4 Future Vol, veh/h 58 3 2 38 10 4 Conflicting Peds, #/hr 0 9 10 0 9 10 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 67 67 75 75 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 64 3 3 57 13 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 77 0 148 86 Stage 1 - - - - 76 - Stage 2 - - - - 72 - 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 - - 1522 - 844 973 Stage 1 - - - - 947 - Stage 2 - - - - 951 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1509 - 830 957 Mov Cap-2 Maneuver - - - - 830 - Stage 1 - - - - 939 - Stage 2 - - - - 942 - Approach EB WB NB HCM Control Delay, s 0 0.4 9.3 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 863 - - 1509 - HCM Lane V/C Ratio 0.022 - - 0.002 - HCM Control Delay (s) 9.3 - - 7.4 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0.1 - - 0 - Sonders East Existing Conditions - AM Peak Hour Richards Lake Road at Thoreau Drive Synchro 11 Report Intersection Int Delay, s/veh 1.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 57 6 5 35 5 18 Future Vol, veh/h 57 6 5 35 5 18 Conflicting Peds, #/hr 0 2 2 0 2 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 79 79 63 63 73 73 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 72 8 8 56 7 25 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 82 0 152 80 Stage 1 - - - - 78 - Stage 2 - - - - 74 - 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 - - 1515 - 840 980 Stage 1 - - - - 945 - Stage 2 - - - - 949 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1512 - 832 977 Mov Cap-2 Maneuver - - - - 832 - Stage 1 - - - - 943 - Stage 2 - - - - 942 - Approach EB WB NB HCM Control Delay, s 0 0.9 9 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 941 - - 1512 - HCM Lane V/C Ratio 0.033 - - 0.005 - HCM Control Delay (s) 9 - - 7.4 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0.1 - - 0 - Sonders East Existing Conditions - AM Peak Hour Richards Lake Road at Giddings Road Synchro 11 Report Intersection Int Delay, s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 15 55 10 13 7 20 100 8 20 127 8 Future Vol, veh/h 20 15 55 10 13 7 20 100 8 20 127 8 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -- - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 22 16 60 11 14 8 22 109 9 22 138 9 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 356 349 143 383 349 114 147 0 0 118 0 0 Stage 1 187 187 - 158 158 - - - - - - - Stage 2 169 162 - 225 191 - - - - - - - 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 599 575 905 575 575 939 1435 - - 1470 - - Stage 1 815 745 - 844 767 - - - - - - - Stage 2 833 764 - 778 742 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 568 557 905 512 557 939 1435 - - 1470 - - Mov Cap-2 Maneuver 568 557 - 512 557 - - - - - - - Stage 1 802 733 - 830 755 - - - - - - - Stage 2 798 752 - 699 730 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.7 11.4 1.2 1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1435 - - 732 596 1470 - - HCM Lane V/C Ratio 0.015 - - 0.134 0.055 0.015 - - HCM Control Delay (s) 7.5 0 - 10.7 11.4 7.5 0 - HCM Lane LOS A A -B B A A - HCM 95th %tile Q(veh) 0 - - 0.5 0.2 0 - - Waters Edge East Existing Conditions - AM Peak Hour Turnberry Road at Country Club Road 09/17/2021 Scenario 1 Water Edge TIS 11/03/2015 2021 Phase 1 AM Synchro 11 Report GCR Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 64 24 131 24 57 0 125 48 7 0 123 207 Future Volume (vph) 64 24 131 24 57 0 125 48 7 0 123 207 Satd. Flow (prot) 0 1798 1583 0 1835 0 1770 1824 0 1863 1863 1583 Flt Permitted 0.748 0.882 0.660 Satd. Flow (perm) 0 1389 1583 0 1641 0 1229 1824 0 1863 1863 1543 Satd. Flow (RTOR) 151 8 256 Lane Group Flow (vph) 0 102 151 0 97 0 151 66 0 0 152 256 Turn Type Perm NA Perm Perm NA Perm NA Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 2 6 6 Total Split (s) 37.0 37.0 37.0 37.0 37.0 53.0 53.0 53.0 53.0 53.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Act Effct Green (s) 11.4 11.4 11.4 51.9 51.9 51.9 51.9 Actuated g/C Ratio 0.16 0.16 0.16 0.73 0.73 0.73 0.73 v/c Ratio 0.46 0.40 0.37 0.17 0.05 0.11 0.21 Control Delay 32.9 8.1 29.5 4.1 3.2 3.6 1.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.9 8.1 29.5 4.1 3.2 3.6 1.0 LOS C A C A A A A Approach Delay 18.1 29.5 3.8 2.0 Approach LOS B C A A Queue Length 50th (ft) 39 0 37 16 5 15 0 Queue Length 95th (ft) 79 40 70 37 16 33 13 Internal Link Dist (ft) 487 840 687 561 Turn Bay Length (ft) 50 175 235 Base Capacity (vph) 645 816 762 894 1330 1356 1193 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.19 0.13 0.17 0.05 0.11 0.21 Intersection Summary Cycle Length: 90 Actuated Cycle Length: 71.3 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.46 Intersection Signal Delay: 9.3 Intersection LOS: A Intersection Capacity Utilization 41.5% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 8: Turnberry Road & Country Club Road Waters Edge East Existing Conditions - AM Peak Hour Turnberry Road at Mountain Vista Drive 09/17/2021 Scenario 1 Water Edge TIS 11/03/2015 2021 Phase 1 AM Synchro 11 Report GCR Page 1 Intersection Intersection Delay, s/veh 9.8 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 17 26 7 151 284 4 Future Vol, veh/h 17 26 7 151 284 4 Peak Hour Factor 0.90 0.90 0.81 0.81 0.92 0.92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 19 29 9 186 309 4 Number of Lanes 0 1 1 0 1 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 8.4 8.5 10.8 HCM LOS A A B Lane EBLn1 WBLn1 SBLn1 Vol Left, % 40% 0% 99% Vol Thru, % 60% 4% 0% Vol Right, % 0% 96% 1% Sign Control Stop Stop Stop Traffic Vol by Lane 43 158 288 LT Vol 17 0 284 Through Vol 26 7 0 RT Vol 0 151 4 Lane Flow Rate 48 195 313 Geometry Grp 1 1 1 Degree of Util (X) 0.066 0.227 0.405 Departure Headway (Hd) 5.007 4.198 4.656 Convergence, Y/N Yes Yes Yes Cap 715 856 773 Service Time 3.041 2.221 2.686 HCM Lane V/C Ratio 0.067 0.228 0.405 HCM Control Delay 8.4 8.5 10.8 HCM Lane LOS A A B HCM 95th-tile Q 0.2 0.9 2 Waters Edge East Existing Conditions - AM Peak Hour Mountain Vista Drive at Timberline Road 09/17/2021 Scenario 1 Water Edge TIS 11/03/2015 2021 Phase 1 AM Synchro 11 Report GCR Page 1 Intersection Int Delay, s/veh 6.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 192 149 210 95 62 99 Future Vol, veh/h 192 149 210 95 62 99 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 87 87 94 94 82 82 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 221 171 223 101 76 121 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 392 0 854 307 Stage 1 - - - - 307 - Stage 2 - - - - 547 - 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 - - 1167 - 329 733 Stage 1 - - - - 746 - Stage 2 - - - - 580 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1167 - 263 733 Mov Cap-2 Maneuver - - - - 263 - Stage 1 - - - - 746 - Stage 2 - - - - 463 - Approach EB WB NB HCM Control Delay, s 0 6.1 20 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 434 - - 1167 - HCM Lane V/C Ratio 0.452 - - 0.191 - HCM Control Delay (s) 20 - - 8.8 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 2.3 - - 0.7 - Waters Edge East Existing Conditions - AM Peak Hour Country Club Road at Lemay Avenue 09/17/2021 Scenario 1 Water Edge TIS 11/03/2015 2021 Phase 1 AM Synchro 11 Report GCR Page 1 Intersection Intersection Delay, s/veh 16.7 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 146 87 216 174 11 26 53 77 20 127 8 Future Vol, veh/h 3 146 87 216 174 11 26 53 77 20 127 8 Peak Hour Factor 0.79 0.79 0.79 0.94 0.94 0.94 0.78 0.78 0.78 0.79 0.79 0.79 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 185 110 230 185 12 33 68 99 25 161 10 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 14.3 21.8 12.7 13.2 HCM LOS B C B B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 17% 1% 54% 13% Vol Thru, % 34% 62% 43% 82% Vol Right, % 49% 37% 3% 5% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 156 236 401 155 LT Vol 26 3 216 20 Through Vol 53 146 174 127 RT Vol 77 87 11 8 Lane Flow Rate 200 299 427 196 Geometry Grp 1 1 1 1 Degree of Util (X) 0.35 0.485 0.704 0.357 Departure Headway (Hd) 6.298 5.846 5.939 6.55 Convergence, Y/N Yes Yes Yes Yes Cap 570 615 614 547 Service Time 4.359 3.899 3.939 4.612 HCM Lane V/C Ratio 0.351 0.486 0.695 0.358 HCM Control Delay 12.7 14.3 21.8 13.2 HCM Lane LOS B B C B HCM 95th-tile Q 1.6 2.6 5.7 1.6 Waters Edge East Existing Conditions - PM Peak Hour Turnberry Road at Douglas Road 09/17/2021 Scenario 1 Water Edge TIS 11/03/2015 2021 Phase 1 AM Synchro 11 Report GCR Page 1 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 84 41 12 57 2 37 3 16 0 3 0 Future Vol, veh/h 2 84 41 12 57 2 37 3 16 0 3 0 Conflicting Peds, #/hr 0 0 1 1 0 1 0 0 1 1 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 76 76 76 71 71 71 93 93 93 50 50 50 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 3 111 54 17 80 3 40 3 17 0 6 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 84 0 0 166 0 0 264 263 140 272 289 83 Stage 1 -- - - - - 145 145 - 117 117 - Stage 2 -- - - - - 119 118 - 155 172 - 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 1513 - - 1412 - - 689 642 908 680 621 976 Stage 1 -- - - - - 858 777 - 888 799 - Stage 2 -- - - - - 885 798 - 847 756 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1512 - - 1411 - - 675 631 906 656 610 975 Mov Cap-2 Maneuver -- - - - - 675 631 - 656 610 - Stage 1 -- - - - - 855 775 - 885 788 - Stage 2 -- - - - - 867 787 - 825 754 - Approach EB WB NB SB HCM Control Delay, s 0.1 1.3 10.4 11 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 725 1512 - - 1411 - - 610 HCM Lane V/C Ratio 0.083 0.002 - - 0.012 - - 0.01 HCM Control Delay (s) 10.4 7.4 0 - 7.6 0 - 11 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.3 0 - - 0 - - 0 Waters Edge East Existing Conditions - PM Peak Hour Turnberry Road at Serramonte Drive 09/17/2021 Scenario 1 Water Edge TIS 11/03/2015 2021 Phase 1 AM Synchro 11 Report GCR Page 1 Intersection Int Delay, s/veh 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 7 7 56 54 4 Future Vol, veh/h 0 7 7 56 54 4 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 58 58 93 93 79 79 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 12 8 60 68 5 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 147 71 73 0 - 0 Stage 1 71 - - - - - Stage 2 76 - - - - - 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 845 991 1527 - - - Stage 1 952 - - - - - Stage 2 947 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 841 991 1527 - - - Mov Cap-2 Maneuver 841 - - - - - Stage 1 947 - - - - - Stage 2 947 - - - - - Approach EB NB SB HCM Control Delay, s 8.7 0.8 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1527 - 991 - - HCM Lane V/C Ratio 0.005 - 0.012 - - HCM Control Delay (s) 7.4 0 8.7 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0 - - Waters Edge East Existing Conditions - PM Peak Hour Turnberry Road at Brightwater Drive 09/17/2021 Scenario 1 Water Edge TIS 11/03/2015 2021 Phase 1 AM Synchro 11 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 8 0 36 5 2 2 12 52 9 6 68 5 Future Vol, veh/h 8 0 36 5 2 2 12 52 9 6 68 5 Conflicting Peds, #/hr 0 0 11 11 0 0 11 0 11 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 61 61 61 55 55 55 72 72 72 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 13 0 59 9 4 4 17 72 13 6 72 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 215 228 97 251 224 90 88 0 0 96 0 0 Stage 1 98 98 - 124 124 - - - - - - - Stage 2 117 130 - 127 100 - - - - - - - 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 742 671 959 702 675 968 1508 - - 1498 - - Stage 1 908 814 - 880 793 - - - - - - - Stage 2 888 789 - 877 812 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 720 649 941 638 653 959 1494 - - 1484 - - Mov Cap-2 Maneuver 720 649 - 638 653 - - - - - - - Stage 1 890 803 - 862 777 - - - - - - - Stage 2 870 773 - 811 801 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.3 10.3 1.2 0.6 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1494 - - 720 941 693 1484 - - HCM Lane V/C Ratio 0.011 - - 0.018 0.063 0.024 0.004 - - HCM Control Delay (s) 7.4 - - 10.1 9.1 10.3 7.4 - - HCM Lane LOS A - -B A B A - - HCM 95th %tile Q(veh) 0 - - 0.1 0.2 0.1 0 - - Sonders East Existing Conditions - PM Peak Hour Turnberry Road at Rchards Lake Road Synchro 11 Report Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 3 13 31 3 8 20 114 54 5 136 0 Future Vol, veh/h 2 3 13 31 3 8 20 114 54 5 136 0 Conflicting Peds, #/hr 3 0 0 3 0 6 0 0 3 6 0 3 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 50 100 - - 330 - 240 90 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 56 56 56 80 80 80 90 90 90 86 86 86 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 5 23 39 4 10 22 127 60 6 158 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 387 410 164 364 350 139 161 0 0 193 0 0 Stage 1 173 173 - 177 177 - - - - - - - Stage 2 214 237 - 187 173 - - - - - - - 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 572 531 881 592 574 909 1418 - - 1380 - - Stage 1 829 756 - 825 753 - - - - - - - Stage 2 788 709 - 815 756 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 550 517 877 559 559 900 1414 - - 1373 - - Mov Cap-2 Maneuver 550 517 - 559 559 - - - - - - - Stage 1 814 751 - 809 737 - - - - - - - Stage 2 759 694 - 782 751 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10 11.3 0.8 0.3 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1414 - - 530 877 559 772 1373 - - HCM Lane V/C Ratio 0.016 - - 0.017 0.026 0.069 0.018 0.004 - - HCM Control Delay (s) 7.6 - - 11.9 9.2 11.9 9.7 7.6 - - HCM Lane LOS A - -B A B A A - - HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0.2 0.1 0 - - Sonders East Existing Conditions - PM Peak Hour Richards Lake Road at Bar Harbor Drive Synchro 11 Report 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 8 44 8 10 40 19 3 2 8 12 5 3 Future Vol, veh/h 8 44 8 10 40 19 3 2 8 12 5 3 Conflicting Peds, #/hr 4 0 4 1 0 1 4 0 1 1 0 4 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 71 71 71 69 69 69 57 57 57 71 71 71 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 62 11 14 58 28 5 4 14 17 7 4 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 90 0 0 77 0 0 204 212 73 204 203 80 Stage 1 -- - - - - 94 94 - 104 104 - Stage 2 -- - - - - 110 118 - 100 99 - 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 1505 - - 1522 - - 754 685 989 754 693 980 Stage 1 -- - - - - 913 817 - 902 809 - Stage 2 -- - - - - 895 798 - 906 813 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1500 - - 1517 - - 731 670 985 728 678 973 Mov Cap-2 Maneuver -- - - - - 731 670 - 728 678 - Stage 1 -- - - - - 903 809 - 892 799 - Stage 2 -- - - - - 872 788 - 882 805 - Approach EB WB NB SB HCM Control Delay, s 1 1.1 9.3 10 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 855 1500 - - 1517 - - 742 HCM Lane V/C Ratio 0.027 0.008 - - 0.01 - - 0.038 HCM Control Delay (s) 9.3 7.4 - - 7.4 - - 10 HCM Lane LOS A A - - A - - B HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1 Sonders East Existing Conditions - PM Peak Hour Richards Lake Road at Clarion Lane Synchro 11 Report Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 49 6 9 76 1 3 Future Vol, veh/h 49 6 9 76 1 3 Conflicting Peds, #/hr 0 2 2 0 2 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 79 79 71 71 63 63 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 62 8 13 107 2 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 72 0 203 70 Stage 1 - - - - 68 - Stage 2 - - - - 135 - 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 - - 1528 - 786 993 Stage 1 - - - - 955 - Stage 2 - - - - 891 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1525 - 776 990 Mov Cap-2 Maneuver - - - - 776 - Stage 1 - - - - 953 - Stage 2 - - - - 881 - Approach EB WB NB HCM Control Delay, s 0 0.8 8.9 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 926 - - 1525 - HCM Lane V/C Ratio 0.007 - - 0.008 - HCM Control Delay (s) 8.9 - - 7.4 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0 - - 0 - Sonders East Existing Conditions - PM Peak Hour Richards Lake Road at Thoreau Drive Synchro 11 Report Intersection Int Delay, s/veh 1.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 52 6 13 81 8 7 Future Vol, veh/h 52 6 13 81 8 7 Conflicting Peds, #/hr 0 1 2 0 1 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 76 76 76 76 53 53 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 68 8 17 107 15 13 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 78 0 216 76 Stage 1 - - - - 74 - Stage 2 - - - - 142 - 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 - - 1520 - 772 985 Stage 1 - - - - 949 - Stage 2 - - - - 885 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1517 - 761 982 Mov Cap-2 Maneuver - - - - 761 - Stage 1 - - - - 947 - Stage 2 - - - - 874 - Approach EB WB NB HCM Control Delay, s 0 1 9.4 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 850 - - 1517 - HCM Lane V/C Ratio 0.033 - - 0.011 - HCM Control Delay (s) 9.4 - - 7.4 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0.1 - - 0 - Sonders East Existing Conditions - PM Peak Hour Rchards Lake Road at Giddings Road Synchro 11 Report 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 34 20 23 17 13 10 56 186 14 8 140 13 Future Vol, veh/h 34 20 23 17 13 10 56 186 14 8 140 13 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -- - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 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 37 22 25 18 14 11 61 202 15 9 152 14 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 521 516 159 533 516 210 166 0 0 217 0 0 Stage 1 177 177 - 332 332 - - - - - - - Stage 2 344 339 - 201 184 - - - - - - - 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 466 463 886 458 463 830 1412 - - 1353 - - Stage 1 825 753 - 681 644 - - - - - - - Stage 2 671 640 - 801 747 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 430 437 886 410 437 830 1412 - - 1353 - - Mov Cap-2 Maneuver 430 437 - 410 437 - - - - - - - Stage 1 785 748 - 648 612 - - - - - - - Stage 2 615 609 - 750 742 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.4 13.2 1.7 0.4 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1412 - - 511 480 1353 - - HCM Lane V/C Ratio 0.043 - - 0.164 0.091 0.006 - - HCM Control Delay (s) 7.7 0 - 13.4 13.2 7.7 0 - HCM Lane LOS A A -B B A A - HCM 95th %tile Q(veh) 0.1 - - 0.6 0.3 0 - - Waters Edge East Existing Conditions - PM Peak Hour Turnberry Road at Country Club Road 09/17/2021 Scenario 1 Water Edge TIS 11/03/2015 2021 Phase 1 AM Synchro 11 Report GCR Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 188 57 180 17 23 1 157 87 24 2 111 127 Future Volume (vph) 188 57 180 17 23 1 157 87 24 2 111 127 Satd. Flow (prot) 0 1794 1583 0 1844 0 1770 1801 0 1770 1863 1583 Flt Permitted 0.730 0.924 0.673 0.672 Satd. Flow (perm) 0 1350 1583 0 1719 0 1254 1801 0 1240 1863 1534 Satd. Flow (RTOR) 166 1 20 149 Lane Group Flow (vph) 0 263 194 0 113 0 187 133 0 2 131 149 Turn Type Perm NA Perm Perm NA Perm NA Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 2 6 6 Total Split (s) 46.0 46.0 46.0 46.0 46.0 44.0 44.0 44.0 44.0 44.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 6.0 4.0 4.0 Act Effct Green (s) 20.0 20.0 20.0 40.3 40.3 38.3 40.3 40.3 Actuated g/C Ratio 0.29 0.29 0.29 0.59 0.59 0.56 0.59 0.59 v/c Ratio 0.67 0.33 0.23 0.25 0.12 0.00 0.12 0.15 Control Delay 29.7 6.1 18.4 9.5 7.1 9.5 8.1 2.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.7 6.1 18.4 9.5 7.1 9.5 8.1 2.2 LOS C A B A A A A A Approach Delay 19.7 18.4 8.5 5.0 Approach LOS B B A A Queue Length 50th (ft) 95 8 35 34 19 0 22 0 Queue Length 95th (ft) 166 48 17 83 50 4 56 22 Internal Link Dist (ft) 487 840 687 561 Turn Bay Length (ft) 50 175 300 235 Base Capacity (vph) 836 1043 1065 739 1070 695 1099 965 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.19 0.11 0.25 0.12 0.00 0.12 0.15 Intersection Summary Cycle Length: 90 Actuated Cycle Length: 68.4 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.67 Intersection Signal Delay: 13.0 Intersection LOS: B Intersection Capacity Utilization 42.1% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 8: Turnberry Road & Country Club Road Waters Edge East Existing Conditions - PM Peak Hour Turnberry Road at Mountain Vista Drive 09/17/2021 Scenario 1 Water Edge TIS 11/03/2015 2021 Phase 1 AM Synchro 11 Report GCR Page 1 Intersection Intersection Delay, s/veh 10.6 Intersection LOS B Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 10 16 33 251 272 16 Future Vol, veh/h 10 16 33 251 272 16 Peak Hour Factor 0.65 0.65 0.81 0.81 0.99 0.99 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 15 25 41 310 275 16 Number of Lanes 0 1 1 0 1 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 10.2 11.3 HCM LOS A B B Lane EBLn1 WBLn1 SBLn1 Vol Left, % 38% 0% 94% Vol Thru, % 62% 12% 0% Vol Right, % 0% 88% 6% Sign Control Stop Stop Stop Traffic Vol by Lane 26 284 288 LT Vol 10 0 272 Through Vol 16 33 0 RT Vol 0 251 16 Lane Flow Rate 40 351 291 Geometry Grp 1 1 1 Degree of Util (X) 0.057 0.41 0.399 Departure Headway (Hd) 5.154 4.213 4.932 Convergence, Y/N Yes Yes Yes Cap 692 852 727 Service Time 3.21 2.244 2.987 HCM Lane V/C Ratio 0.058 0.412 0.4 HCM Control Delay 8.5 10.2 11.3 HCM Lane LOS A B B HCM 95th-tile Q 0.2 2 1.9 Waters Edge East Existing Conditions - PM Peak Hour Mountain Vista Drive at Timberline Road 09/17/2021 Scenario 1 Water Edge TIS 11/03/2015 2021 Phase 1 AM Synchro 11 Report GCR Page 1 Intersection Int Delay, s/veh 9.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 199 107 131 186 133 143 Future Vol, veh/h 199 107 131 186 133 143 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 97 97 88 88 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 216 116 135 192 151 163 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 332 0 736 274 Stage 1 - - - - 274 - 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 - - 1227 - 386 765 Stage 1 - - - - 772 - Stage 2 - - - - 634 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1227 - 339 765 Mov Cap-2 Maneuver - - - - 339 - Stage 1 - - - - 772 - Stage 2 - - - - 556 - Approach EB WB NB HCM Control Delay, s 0 3.4 26 HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 476 - - 1227 - HCM Lane V/C Ratio 0.659 - - 0.11 - HCM Control Delay (s) 26 - - 8.3 0 HCM Lane LOS D - - A A HCM 95th %tile Q(veh) 4.7 - - 0.4 - Waters Edge East Existing Conditions - PM Peak Hour Country Club Road at Lemay Avenue 09/17/2021 Scenario 1 Water Edge TIS 11/03/2015 2021 Phase 1 AM Synchro 11 Report GCR Page 1 Intersection Intersection Delay, s/veh 20.5 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 17 250 63 164 129 15 53 131 195 17 64 11 Future Vol, veh/h 17 250 63 164 129 15 53 131 195 17 64 11 Peak Hour Factor 0.90 0.90 0.90 0.94 0.94 0.94 0.91 0.91 0.91 0.74 0.74 0.74 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 19 278 70 174 137 16 58 144 214 23 86 15 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 20.7 19.4 23.6 12.8 HCM LOS C C C B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 14% 5% 53% 18% Vol Thru, % 35% 76% 42% 70% Vol Right, % 51% 19% 5% 12% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 379 330 308 92 LT Vol 53 17 164 17 Through Vol 131 250 129 64 RT Vol 195 63 15 11 Lane Flow Rate 416 367 328 124 Geometry Grp 1 1 1 1 Degree of Util (X) 0.717 0.65 0.604 0.254 Departure Headway (Hd) 6.2 6.382 6.631 7.345 Convergence, Y/N Yes Yes Yes Yes Cap 579 561 541 492 Service Time 4.28 4.47 4.722 5.345 HCM Lane V/C Ratio 0.718 0.654 0.606 0.252 HCM Control Delay 23.6 20.7 19.4 12.8 HCM Lane LOS C C C B HCM 95th-tile Q 5.9 4.7 4 1 Sonder’s Village Traffic Impact Analysis Appendix E Appendix E . Traffic Analysis Worksheets – Year 2030 Background Conditions Sonders Village Build-Out Background Conditions - AM Peak Hour Turnberry Road at Douglas Road Synchro 11 Report 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 1 76 91 11 38 2 46 2 15 2 6 1 Future Vol, veh/h 1 76 91 11 38 2 46 2 15 2 6 1 Conflicting Peds, #/hr 0 0 1 1 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 83 83 83 85 85 85 90 90 90 50 50 50 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 92 110 13 45 2 51 2 17 4 12 2 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 47 0 0 203 0 0 229 223 148 231 277 46 Stage 1 -- - - - - 150 150 - 72 72 - Stage 2 -- - - - - 79 73 - 159 205 - 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 1560 - - 1369 - - 726 676 899 724 631 1023 Stage 1 -- - - - - 853 773 - 938 835 - Stage 2 -- - - - - 930 834 - 843 732 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1560 - - 1368 - - 707 668 898 703 623 1023 Mov Cap-2 Maneuver -- - - - - 707 668 - 703 623 - Stage 1 -- - - - - 851 771 - 937 827 - Stage 2 -- - - - - 906 826 - 824 731 - Approach EB WB NB SB HCM Control Delay, s 0 1.7 10.3 10.5 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 743 1560 - - 1368 - - 669 HCM Lane V/C Ratio 0.094 0.001 - - 0.009 - - 0.027 HCM Control Delay (s) 10.3 7.3 0 - 7.7 0 - 10.5 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.3 0 - - 0 - - 0.1 Build-Out Background Conditions - AM Peak HourSonders Village Turnberry Road at Serramonte Drive Synchro 11 Report Intersection Int Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 2 10 2 71 106 2 Future Vol, veh/h 2 10 2 71 106 2 Conflicting Peds, #/hr 1 1 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 69 69 77 77 81 81 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 3 14 3 92 131 2 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 232 134 134 0 - 0 Stage 1 133 - - - - - Stage 2 99 - - - - - 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 756 915 1451 - - - Stage 1 893 - - - - - Stage 2 925 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 753 913 1450 - - - Mov Cap-2 Maneuver 753 - - - - - Stage 1 890 - - - - - Stage 2 924 - - - - - Approach EB NB SB HCM Control Delay, s 9.2 0.2 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1450 - 882 - - HCM Lane V/C Ratio 0.002 - 0.02 - - HCM Control Delay (s) 7.5 0 9.2 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0.1 - - Sonders Village Build-Out Background Conditions - AM Peak Hour Turnberry Road at Morningstar Way Synchro 11 Report Intersection Int Delay, s/veh 3.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 16 79 29 62 110 6 Future Vol, veh/h 16 79 29 62 110 6 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 17 86 32 67 120 7 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 255 124 127 0 - 0 Stage 1 124 - - - - - Stage 2 131 - - - - - 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 734 927 1459 - - - Stage 1 902 - - - - - Stage 2 895 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 718 927 1459 - - - Mov Cap-2 Maneuver 718 - - - - - Stage 1 882 - - - - - Stage 2 895 - - - - - Approach EB NB SB HCM Control Delay, s 9.4 2.4 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1459 - 718 927 - - HCM Lane V/C Ratio 0.022 - 0.024 0.093 - - HCM Control Delay (s) 7.5 - 10.1 9.3 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0.1 - 0.1 0.3 - - Sonders Village Build-Out Background Conditions - AM Peak Hour Turnberry Road at Brightwater Drive Synchro 11 Report Intersection Int Delay, s/veh 4.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 2 77 15 3 2 25 79 9 2 183 4 Future Vol, veh/h 10 2 77 15 3 2 25 79 9 2 183 4 Conflicting Peds, #/hr 0 0 1 1 0 1 1 0 1 1 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 55 55 55 75 75 75 69 69 69 83 83 83 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 18 4 140 20 4 3 36 114 13 2 220 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 425 428 225 494 424 123 226 0 0 128 0 0 Stage 1 228 228 - 194 194 - - - - - - - Stage 2 197 200 - 300 230 - - - - - - - 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 540 519 814 486 522 928 1342 - - 1458 - - Stage 1 775 715 - 808 740 - - - - - - - Stage 2 805 736 - 709 714 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 523 503 813 391 506 926 1341 - - 1457 - - Mov Cap-2 Maneuver 523 503 - 391 506 - - - - - - - Stage 1 753 714 - 785 719 - - - - - - - Stage 2 776 715 - 583 713 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.6 13.9 1.7 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1341 - - 520 813 431 1457 - - HCM Lane V/C Ratio 0.027 - - 0.042 0.172 0.062 0.002 - - HCM Control Delay (s) 7.8 - - 12.2 10.3 13.9 7.5 - - HCM Lane LOS A - -B B B A - - HCM 95th %tile Q(veh) 0.1 - - 0.1 0.6 0.2 0 - - Sonders Village Build-Out Background Conditions - AM Peak Hour Turnberry Road at Richards Lake Road Synchro 11 Report 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 1 2 18 59 3 18 7 108 33 20 303 1 Future Vol, veh/h 1 2 18 59 3 18 7 108 33 20 303 1 Conflicting Peds, #/hr 9 0 10 4 0 3 10 0 4 3 0 9 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 50 100 - - 330 - 240 90 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 79 79 79 61 61 61 72 72 72 79 79 79 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 3 23 97 5 30 10 150 46 25 384 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 665 665 405 632 619 163 395 0 0 200 0 0 Stage 1 445 445 - 174 174 - - - - - - - Stage 2 220 220 - 458 445 - - - - - - - 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 374 381 646 393 404 882 1164 - - 1372 - - Stage 1 592 575 - 828 755 - - - - - - - Stage 2 782 721 - 583 575 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 345 367 635 365 389 872 1154 - - 1367 - - Mov Cap-2 Maneuver 345 367 - 365 389 - - - - - - - Stage 1 582 560 - 818 746 - - - - - - - Stage 2 738 712 - 545 560 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.5 16.2 0.4 0.5 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1154 - - 359 635 365 741 1367 - - HCM Lane V/C Ratio 0.008 - - 0.011 0.036 0.265 0.046 0.019 - - HCM Control Delay (s) 8.1 - - 15.1 10.9 18.4 10.1 7.7 - - HCM Lane LOS A - - C B C B A - - HCM 95th %tile Q(veh) 0 - - 0 0.1 1 0.1 0.1 - - Sonders Village Build-Out Background Conditions - AM Peak Hour Richards Lake Road at Bar Harbor Drive Synchro 11 Report Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 55 4 4 50 4 4 1 11 17 2 13 Future Vol, veh/h 1 55 4 4 50 4 4 1 11 17 2 13 Conflicting Peds, #/hr 9 0 9 10 0 9 10 0 10 9 0 9 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 83 83 83 63 63 63 75 75 75 86 86 86 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 66 5 6 79 6 5 1 15 20 2 15 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 94 0 0 81 0 0 194 187 89 192 186 101 Stage 1 -- - - - - 81 81 - 103 103 - Stage 2 -- - - - - 113 106 - 89 83 - 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 1500 - - 1517 - - 765 708 969 768 708 954 Stage 1 -- - - - - 927 828 - 903 810 - Stage 2 -- - - - - 892 807 - 918 826 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1489 - - 1504 - - 736 694 953 740 694 939 Mov Cap-2 Maneuver -- - - - - 736 694 - 740 694 - Stage 1 -- - - - - 919 821 - 896 801 - Stage 2 -- - - - - 864 798 - 894 819 - Approach EB WB NB SB HCM Control Delay, s 0.1 0.5 9.2 9.7 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 869 1489 - - 1504 - - 806 HCM Lane V/C Ratio 0.025 0.001 - - 0.004 - - 0.046 HCM Control Delay (s) 9.2 7.4 - - 7.4 - - 9.7 HCM Lane LOS A A - - A - - A HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1 Sonders Village Build-Out Background Conditions - AM Peak Hour Richards Lake Road at Clarion Lane Synchro 11 Report Intersection Int Delay, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 80 3 2 48 11 4 Future Vol, veh/h 80 3 2 48 11 4 Conflicting Peds, #/hr 0 9 10 0 9 10 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 67 67 75 75 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 89 3 3 72 15 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 102 0 188 111 Stage 1 - - - - 101 - 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 - - 1490 - 801 942 Stage 1 - - - - 923 - Stage 2 - - - - 936 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1478 - 787 926 Mov Cap-2 Maneuver - - - - 787 - Stage 1 - - - - 916 - Stage 2 - - - - 928 - 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) 820 - - 1478 - HCM Lane V/C Ratio 0.024 - - 0.002 - HCM Control Delay (s) 9.5 - - 7.4 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0.1 - - 0 - Sonders Village Build-Out Background Conditions - AM Peak Hour Richards Lake Road at Thoreau Drive Synchro 11 Report Intersection Int Delay, s/veh 1.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 79 7 6 44 5 19 Future Vol, veh/h 79 7 6 44 5 19 Conflicting Peds, #/hr 0 2 2 0 2 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 79 79 63 63 73 73 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 100 9 10 70 7 26 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 111 0 199 109 Stage 1 - - - - 107 - 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 - - 1479 - 790 945 Stage 1 - - - - 917 - Stage 2 - - - - 932 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1477 - 781 942 Mov Cap-2 Maneuver - - - - 781 - Stage 1 - - - - 915 - Stage 2 - - - - 924 - Approach EB WB NB HCM Control Delay, s 0 0.9 9.1 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 903 - - 1477 - HCM Lane V/C Ratio 0.036 - - 0.006 - HCM Control Delay (s) 9.1 - - 7.5 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0.1 - - 0 - Sonders Village Build-Out Background Conditions - AM Peak Hour Richards Lake Road at Giddings Road Synchro 11 Report 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 77 32 60 11 20 8 22 117 9 24 263 6 Future Vol, veh/h 77 32 60 11 20 8 22 117 9 24 263 6 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -- - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 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 84 35 65 12 22 9 24 127 10 26 286 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 538 527 290 572 525 132 293 0 0 137 0 0 Stage 1 342 342 - 180 180 - - - - - - - Stage 2 196 185 - 392 345 - - - - - - - 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 454 456 749 431 458 917 1269 - - 1447 - - Stage 1 673 638 - 822 750 - - - - - - - Stage 2 806 747 - 633 636 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 419 437 749 358 439 917 1269 - - 1447 - - Mov Cap-2 Maneuver 419 437 - 358 439 - - - - - - - Stage 1 660 625 - 806 735 - - - - - - - Stage 2 759 732 - 534 623 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 16.3 13.6 1.2 0.6 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1269 - - 501 459 1447 - - HCM Lane V/C Ratio 0.019 - - 0.367 0.092 0.018 - - HCM Control Delay (s) 7.9 0 - 16.3 13.6 7.5 0 - HCM Lane LOS A A - C B A A - HCM 95th %tile Q(veh) 0.1 - - 1.7 0.3 0.1 - - Sonders Village Build-Out Background Conditions - AM Peak Hour Turnberry Road at Country Club Road Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 97 26 176 26 62 1 186 85 8 1 209 303 Future Volume (vph) 97 26 176 26 62 1 186 85 8 1 209 303 Satd. Flow (prot) 0 1792 1583 0 1834 0 1770 1834 0 1770 1863 1583 Flt Permitted 0.717 0.881 0.600 0.685 Satd. Flow (perm) 0 1331 1583 0 1637 0 1118 1834 0 1264 1863 1543 Satd. Flow (RTOR) 202 1 9 374 Lane Group Flow (vph) 0 141 202 0 106 0 224 112 0 1 258 374 Turn Type Perm NA Perm Perm NA Perm NA Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 2 6 6 Total Split (s) 37.0 37.0 37.0 37.0 37.0 53.0 53.0 53.0 53.0 53.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Act Effct Green (s) 13.7 13.7 13.7 50.0 50.0 50.0 50.0 50.0 Actuated g/C Ratio 0.19 0.19 0.19 0.70 0.70 0.70 0.70 0.70 v/c Ratio 0.56 0.43 0.34 0.29 0.09 0.00 0.20 0.31 Control Delay 34.4 7.0 27.1 6.1 4.2 5.0 4.9 1.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.4 7.0 27.1 6.1 4.2 5.0 4.9 1.4 LOS C A C A A A A A Approach Delay 18.3 27.1 5.5 2.8 Approach LOS B C A A Queue Length 50th (ft) 56 0 40 30 12 0 32 0 Queue Length 95th (ft) 103 43 74 71 31 2 68 17 Internal Link Dist (ft) 487 840 687 561 Turn Bay Length (ft) 50 175 300 235 Base Capacity (vph) 613 838 754 779 1281 881 1298 1188 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.23 0.24 0.14 0.29 0.09 0.00 0.20 0.31 Intersection Summary Cycle Length: 90 Actuated Cycle Length: 71.7 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.56 Intersection Signal Delay: 9.0 Intersection LOS: A Intersection Capacity Utilization 47.0% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 8: Turnberry Road & Country Club Road Sonders Village Build-Out Background Conditions - AM Peak Hour Turnberry Road at Mountain Vista Drive Synchro 11 Report Intersection Intersection Delay, s/veh 13 Intersection LOS B Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 18 29 8 224 404 4 Future Vol, veh/h 18 29 8 224 404 4 Peak Hour Factor 0.90 0.90 0.81 0.81 0.92 0.92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 20 32 10 277 439 4 Number of Lanes 0 1 1 0 1 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 10.2 15.3 HCM LOS A B C Lane EBLn1 WBLn1 SBLn1 Vol Left, % 38% 0% 99% Vol Thru, % 62% 3% 0% Vol Right, % 0% 97% 1% Sign Control Stop Stop Stop Traffic Vol by Lane 47 232 408 LT Vol 18 0 404 Through Vol 29 8 0 RT Vol 0 224 4 Lane Flow Rate 52 286 443 Geometry Grp 1 1 1 Degree of Util (X) 0.08 0.364 0.604 Departure Headway (Hd) 5.515 4.571 4.902 Convergence, Y/N Yes Yes Yes Cap 644 782 732 Service Time 3.6 2.626 2.975 HCM Lane V/C Ratio 0.081 0.366 0.605 HCM Control Delay 9.1 10.2 15.3 HCM Lane LOS A B C HCM 95th-tile Q 0.3 1.7 4.1 Sonders Village Build-Out Background Conditions - AM Peak Hour Mountain Vista Drive at Timberline Road Synchro 11 Report Intersection Intersection Delay, s/veh 16.1 Intersection LOS C Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 682 473 330 224 Demand Flow Rate, veh/h 696 483 337 229 Vehicles Circulating, veh/h 501 210 538 554 Vehicles Exiting, veh/h 282 665 659 139 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 27.2 8.0 10.1 8.1 Approach LOS D A B A 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 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 696 483 337 229 Cap Entry Lane, veh/h 828 1114 797 784 Entry HV Adj Factor 0.980 0.979 0.980 0.979 Flow Entry, veh/h 682 473 330 224 Cap Entry, veh/h 812 1090 781 768 V/C Ratio 0.841 0.434 0.423 0.292 Control Delay, s/veh 27.2 8.0 10.1 8.1 LOS D A B A 95th %tile Queue, veh 10 2 2 1 Sonders Village Build-Out Background Conditions - AM Peak Hour Country Club Road at Lemay Avenue Synchro 11 Report Intersection Intersection Delay, s/veh 55.4 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 189 95 294 253 12 29 58 110 27 139 9 Future Vol, veh/h 3 189 95 294 253 12 29 58 110 27 139 9 Peak Hour Factor 0.79 0.79 0.79 0.94 0.94 0.94 0.78 0.78 0.78 0.79 0.79 0.79 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 239 120 313 269 13 37 74 141 34 176 11 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 24.9 103.5 18.6 18.3 HCM LOS C F C C Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 15% 1% 53% 15% Vol Thru, % 29% 66% 45% 79% Vol Right, % 56% 33% 2% 5% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 197 287 559 175 LT Vol 29 3 294 27 Through Vol 58 189 253 139 RT Vol 110 95 12 9 Lane Flow Rate 253 363 595 222 Geometry Grp 1 1 1 1 Degree of Util (X) 0.512 0.694 1.126 0.473 Departure Headway (Hd) 7.769 7.179 6.814 8.179 Convergence, Y/N Yes Yes Yes Yes Cap 467 509 535 443 Service Time 5.769 5.179 4.83 6.179 HCM Lane V/C Ratio 0.542 0.713 1.112 0.501 HCM Control Delay 18.6 24.9 103.5 18.3 HCM Lane LOS C C F C HCM 95th-tile Q 2.9 5.3 19.6 2.5 Sonders Village Build-Out Background Conditions - AM Peak Hour Country Club Road at Lemay Avenue Roundabout Synchro 11 Report Intersection Intersection Delay, s/veh 8.6 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 363 595 252 221 Demand Flow Rate, veh/h 370 606 257 226 Vehicles Circulating, veh/h 534 117 283 631 Vehicles Exiting, veh/h 323 423 621 92 Ped Vol Crossing Leg, #/h 0 1 1 1 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 10.8 8.4 6.0 8.9 Approach LOS B A A A 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 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 370 606 257 226 Cap Entry Lane, veh/h 800 1225 1034 725 Entry HV Adj Factor 0.982 0.981 0.979 0.980 Flow Entry, veh/h 363 595 252 221 Cap Entry, veh/h 786 1201 1012 710 V/C Ratio 0.462 0.495 0.249 0.312 Control Delay, s/veh 10.8 8.4 6.0 8.9 LOS B A A A 95th %tile Queue, veh 2 3 1 1 Sonders Village Build-Out Background Condtions - PM Peak Hour Turnberry Road at Douglas Road Synchro 11 Report Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 102 74 22 78 2 46 3 23 1 3 1 Future Vol, veh/h 2 102 74 22 78 2 46 3 23 1 3 1 Conflicting Peds, #/hr 0 0 1 1 0 1 0 0 1 1 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 76 76 76 71 71 71 93 93 93 50 50 50 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 3 134 97 31 110 3 49 3 25 2 6 2 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 114 0 0 232 0 0 368 366 185 379 413 113 Stage 1 -- - - - - 190 190 - 175 175 - Stage 2 -- - - - - 178 176 - 204 238 - 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 1475 - - 1336 - - 588 562 857 579 529 940 Stage 1 -- - - - - 812 743 - 827 754 - Stage 2 -- - - - - 824 753 - 798 708 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1474 - - 1335 - - 569 546 856 547 514 939 Mov Cap-2 Maneuver -- - - - - 569 546 - 547 514 - Stage 1 -- - - - - 810 741 - 825 734 - Stage 2 -- - - - - 795 733 - 769 706 - Approach EB WB NB SB HCM Control Delay, s 0.1 1.7 11.4 11.4 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 636 1474 - - 1335 - - 573 HCM Lane V/C Ratio 0.122 0.002 - - 0.023 - - 0.017 HCM Control Delay (s) 11.4 7.4 0 - 7.8 0 - 11.4 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.4 0 - - 0.1 - - 0.1 Sonders Village Build-Out Background Condtions - PM Peak Hour Turnberry Road at Serramonte Drive Synchro 11 Report Intersection Int Delay, s/veh 0.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 1 8 8 101 97 4 Future Vol, veh/h 1 8 8 101 97 4 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 58 58 93 93 79 79 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 2 14 9 109 123 5 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 253 126 128 0 - 0 Stage 1 126 - - - - - Stage 2 127 - - - - - 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 736 924 1458 - - - Stage 1 900 - - - - - Stage 2 899 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 731 924 1458 - - - Mov Cap-2 Maneuver 731 - - - - - Stage 1 894 - - - - - Stage 2 899 - - - - - Approach EB NB SB HCM Control Delay, s 9.1 0.5 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1458 - 898 - - HCM Lane V/C Ratio 0.006 - 0.017 - - HCM Control Delay (s) 7.5 0 9.1 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0.1 - - Sonders Village Build-Out Background Condtions - PM Peak Hour Turnberry Road at Morningstar Way Synchro 11 Report Intersection Int Delay, s/veh 3.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 10 54 85 99 89 18 Future Vol, veh/h 10 54 85 99 89 18 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 59 92 108 97 20 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 399 107 117 0 - 0 Stage 1 107 - - - - - Stage 2 292 - - - - - 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 607 947 1471 - - - Stage 1 917 - - - - - Stage 2 758 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 569 947 1471 - - - Mov Cap-2 Maneuver 569 - - - - - Stage 1 859 - - - - - Stage 2 758 - - - - - Approach EB NB SB HCM Control Delay, s 9.5 3.5 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1471 - 569 947 - - HCM Lane V/C Ratio 0.063 - 0.019 0.062 - - HCM Control Delay (s) 7.6 - 11.5 9.1 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0.2 - 0.1 0.2 - - Sonders Village Build-Out Background Condtions - PM Peak Hour Turnberry Road at Brightwater Drive Synchro 11 Report 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 9 1 75 6 2 2 70 174 10 7 148 6 Future Vol, veh/h 9 1 75 6 2 2 70 174 10 7 148 6 Conflicting Peds, #/hr 0 0 11 11 0 0 11 0 11 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 61 61 61 55 55 55 72 72 72 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 15 2 123 11 4 4 97 242 14 7 157 6 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 632 646 182 702 642 260 174 0 0 267 0 0 Stage 1 185 185 - 454 454 - - - - - - - Stage 2 447 461 - 248 188 - - - - - - - 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 393 390 861 353 392 779 1403 - - 1297 - - Stage 1 817 747 - 586 569 - - - - - - - Stage 2 591 565 - 756 745 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 363 355 845 278 356 772 1390 - - 1285 - - Mov Cap-2 Maneuver 363 355 - 278 356 - - - - - - - Stage 1 753 737 - 540 525 - - - - - - - Stage 2 543 521 - 635 735 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.6 16.3 2.1 0.3 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1390 - - 362 845 336 1285 - - HCM Lane V/C Ratio 0.07 - - 0.045 0.146 0.054 0.006 - - HCM Control Delay (s) 7.8 - - 15.4 10 16.3 7.8 - - HCM Lane LOS A - - C B C A - - HCM 95th %tile Q(veh) 0.2 - - 0.1 0.5 0.2 0 - - Sonders Village Build-Out Background Condtions - PM Peak Hour Turnberry Road at Richards Lake Road Synchro 11 Report Intersection Int Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 3 14 34 3 26 22 289 59 17 256 1 Future Vol, veh/h 2 3 14 34 3 26 22 289 59 17 256 1 Conflicting Peds, #/hr 3 0 0 3 0 6 0 0 3 6 0 3 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 50 100 - - 330 - 240 90 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 56 56 56 80 80 80 90 90 90 86 86 86 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 5 25 43 4 33 24 321 66 20 298 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 769 783 305 732 717 333 302 0 0 393 0 0 Stage 1 342 342 - 375 375 - - - - - - - Stage 2 427 441 - 357 342 - - - - - - - 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 318 325 735 337 355 709 1259 - - 1166 - - Stage 1 673 638 - 646 617 - - - - - - - Stage 2 606 577 - 661 638 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 290 311 731 310 340 702 1256 - - 1160 - - Mov Cap-2 Maneuver 290 311 - 310 340 - - - - - - - Stage 1 658 626 - 630 602 - - - - - - - Stage 2 561 563 - 620 626 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12 15 0.5 0.5 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1256 - - 302 731 310 632 1160 - - HCM Lane V/C Ratio 0.019 - - 0.03 0.034 0.137 0.057 0.017 - - HCM Control Delay (s) 7.9 - - 17.3 10.1 18.4 11 8.2 - - HCM Lane LOS A - - C B C B A - - HCM 95th %tile Q(veh) 0.1 - - 0.1 0.1 0.5 0.2 0.1 - - Sonders Village Build-Out Background Condtions - PM Peak Hour Richards Lake Road at Bar Harbor Drive Synchro 11 Report 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 9 59 9 11 61 20 3 2 9 13 5 3 Future Vol, veh/h 9 59 9 11 61 20 3 2 9 13 5 3 Conflicting Peds, #/hr 4 0 4 1 0 1 4 0 1 1 0 4 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 71 71 71 69 69 69 57 57 57 71 71 71 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 13 83 13 16 88 29 5 4 16 18 7 4 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 121 0 0 100 0 0 264 273 95 266 265 111 Stage 1 -- - - - - 120 120 - 139 139 - Stage 2 -- - - - - 144 153 - 127 126 - 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 1467 - - 1493 - - 689 634 962 687 640 942 Stage 1 -- - - - - 884 796 - 864 782 - Stage 2 -- - - - - 859 771 - 877 792 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1462 - - 1488 - - 666 618 958 660 623 936 Mov Cap-2 Maneuver -- - - - - 666 618 - 660 623 - Stage 1 -- - - - - 873 786 - 854 771 - Stage 2 -- - - - - 835 760 - 850 782 - Approach EB WB NB SB HCM Control Delay, s 0.9 0.9 9.5 10.5 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 817 1462 - - 1488 - - 679 HCM Lane V/C Ratio 0.03 0.009 - - 0.011 - - 0.044 HCM Control Delay (s) 9.5 7.5 - - 7.4 - - 10.5 HCM Lane LOS A A - - A - - B HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1 Sonders Village Build-Out Background Condtions - PM Peak Hour Richards Lake Road at Clarion Lane Synchro 11 Report Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 65 7 10 100 1 3 Future Vol, veh/h 65 7 10 100 1 3 Conflicting Peds, #/hr 0 2 2 0 2 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 79 79 71 71 63 63 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 82 9 14 141 2 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 93 0 260 91 Stage 1 - - - - 89 - Stage 2 - - - - 171 - 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 - - 1501 - 729 967 Stage 1 - - - - 934 - Stage 2 - - - - 859 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1498 - 720 964 Mov Cap-2 Maneuver - - - - 720 - Stage 1 - - - - 932 - Stage 2 - - - - 850 - Approach EB WB NB HCM Control Delay, s 0 0.7 9.1 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 889 - - 1498 - HCM Lane V/C Ratio 0.007 - - 0.009 - HCM Control Delay (s) 9.1 - - 7.4 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0 - - 0 - Sonders Village Build-Out Background Condtions - PM Peak Hour Richards Lake Road at Thoreau Drive Synchro 11 Report Intersection Int Delay, s/veh 1.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 68 7 14 106 9 8 Future Vol, veh/h 68 7 14 106 9 8 Conflicting Peds, #/hr 0 1 2 0 1 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 76 76 76 76 53 53 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 89 9 18 139 17 15 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 100 0 272 98 Stage 1 - - - - 96 - Stage 2 - - - - 176 - 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 - - 1493 - 717 958 Stage 1 - - - - 928 - Stage 2 - - - - 855 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1491 - 706 955 Mov Cap-2 Maneuver - - - - 706 - Stage 1 - - - - 926 - Stage 2 - - - - 844 - Approach EB WB NB HCM Control Delay, s 0 0.9 9.7 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 805 - - 1491 - HCM Lane V/C Ratio 0.04 - - 0.012 - HCM Control Delay (s) 9.7 - - 7.4 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0.1 - - 0 - Sonders Village Build-Out Background Condtions - PM Peak Hour Richards Lake Road at Giddings Road Synchro 11 Report Intersection Int Delay, s/veh 8.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 37 33 25 18 31 11 223 177 26 2 178 191 Future Vol, veh/h 37 33 25 18 31 11 223 177 26 2 178 191 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -- - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 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 40 36 27 20 34 12 242 192 28 2 193 208 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1014 1005 297 1023 1095 206 401 0 0 220 0 0 Stage 1 301 301 - 690 690 - - - - - - - Stage 2 713 704 - 333 405 - - - - - - - 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 217 241 742 214 214 835 1158 - - 1349 - - Stage 1 708 665 - 435 446 - - - - - - - Stage 2 423 440 - 681 598 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 147 183 742 144 162 835 1158 - - 1349 - - Mov Cap-2 Maneuver 147 183 - 144 162 - - - - - - - Stage 1 539 664 - 331 339 - - - - - - - Stage 2 286 335 - 619 597 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 39.5 35.4 4.7 0 HCM LOS E E Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1158 - - 204 182 1349 - - HCM Lane V/C Ratio 0.209 - - 0.506 0.358 0.002 - - HCM Control Delay (s) 8.9 0 - 39.5 35.4 7.7 0 - HCM Lane LOS A A -E E A A - HCM 95th %tile Q(veh) 0.8 - - 2.6 1.5 0 - - Sonders Village Build-Out Background Condtions - PM Peak Hour Turnberry Road at Country Club Road Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 288 62 259 18 25 2 223 177 26 2 178 191 Future Volume (vph) 288 62 259 18 25 2 223 177 26 2 178 191 Satd. Flow (prot) 0 1790 1583 0 1843 0 1770 1827 0 1770 1863 1583 Flt Permitted 0.699 0.915 0.613 0.581 Satd. Flow (perm) 0 1293 1583 0 1700 0 1142 1827 0 1075 1863 1534 Satd. Flow (RTOR) 166 1 11 225 Lane Group Flow (vph) 0 377 278 0 123 0 265 242 0 2 209 225 Turn Type Perm NA Perm Perm NA Perm NA Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 2 6 6 Total Split (s) 46.0 46.0 46.0 46.0 46.0 44.0 44.0 44.0 44.0 44.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 6.0 4.0 4.0 Act Effct Green (s) 29.2 29.2 29.2 40.5 40.5 38.5 40.5 40.5 Actuated g/C Ratio 0.38 0.38 0.38 0.52 0.52 0.49 0.52 0.52 v/c Ratio 0.78 0.40 0.19 0.45 0.25 0.00 0.22 0.25 Control Delay 32.8 8.4 16.0 17.2 12.7 14.0 12.9 2.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.8 8.4 16.0 17.2 12.7 14.0 12.9 2.9 LOS C A B B B B B A Approach Delay 22.5 16.0 15.0 7.8 Approach LOS C B B A Queue Length 50th (ft) 155 35 38 76 58 1 52 0 Queue Length 95th (ft) 255 85 18 164 123 5 111 32 Internal Link Dist (ft) 487 840 687 561 Turn Bay Length (ft) 50 175 300 235 Base Capacity (vph) 707 941 930 594 957 532 971 906 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.53 0.30 0.13 0.45 0.25 0.00 0.22 0.25 Intersection Summary Cycle Length: 90 Actuated Cycle Length: 77.8 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 16.1 Intersection LOS: B Intersection Capacity Utilization 61.6% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 8: Turnberry Road & Country Club Road Sonders Village Build-Out Background Condtions - PM Peak Hour Turnberry Road at Mountain Vista Drive Synchro 11 Report Intersection Intersection Delay, s/veh 16.9 Intersection LOS C Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 11 17 36 387 390 17 Future Vol, veh/h 11 17 36 387 390 17 Peak Hour Factor 0.65 0.65 0.81 0.81 0.99 0.99 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 17 26 44 478 394 17 Number of Lanes 0 1 1 0 1 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 9.5 17.1 17.5 HCM LOS A C C Lane EBLn1 WBLn1 SBLn1 Vol Left, % 39% 0% 96% Vol Thru, % 61% 9% 0% Vol Right, % 0% 91% 4% Sign Control Stop Stop Stop Traffic Vol by Lane 28 423 407 LT Vol 11 0 390 Through Vol 17 36 0 RT Vol 0 387 17 Lane Flow Rate 43 522 411 Geometry Grp 1 1 1 Degree of Util (X) 0.071 0.681 0.629 Departure Headway (Hd) 5.952 4.697 5.507 Convergence, Y/N Yes Yes Yes Cap 600 773 658 Service Time 4.005 2.697 3.539 HCM Lane V/C Ratio 0.072 0.675 0.625 HCM Control Delay 9.5 17.1 17.5 HCM Lane LOS A C C HCM 95th-tile Q 0.2 5.4 4.4 Sonders Village Build-Out Background Condtions - PM Peak Hour Mountain Vista Drive at Timberline Road Synchro 11 Report Intersection Intersection Delay, s/veh 12.7 Intersection LOS B Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 472 558 581 203 Demand Flow Rate, veh/h 482 569 592 206 Vehicles Circulating, veh/h 382 425 398 730 Vehicles Exiting, veh/h 554 565 466 264 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 10.6 14.2 14.1 9.7 Approach LOS B B B A 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 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 482 569 592 206 Cap Entry Lane, veh/h 935 895 919 655 Entry HV Adj Factor 0.980 0.980 0.981 0.984 Flow Entry, veh/h 472 558 581 203 Cap Entry, veh/h 916 877 902 645 V/C Ratio 0.516 0.636 0.644 0.314 Control Delay, s/veh 10.6 14.2 14.1 9.7 LOS B B B A 95th %tile Queue, veh 3 5 5 1 Sonders Village Build-Out Background Condtions - PM Peak Hour Country Club Road at Lemay Avenue Synchro 11 Report Intersection Intersection Delay, s/veh 87 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 346 69 222 195 16 58 143 277 26 70 12 Future Vol, veh/h 18 346 69 222 195 16 58 143 277 26 70 12 Peak Hour Factor 0.90 0.90 0.90 0.94 0.94 0.94 0.91 0.91 0.91 0.74 0.74 0.74 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 20 384 77 236 207 17 64 157 304 35 95 16 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 89.1 83.1 107.1 19.9 HCM LOS F F F C Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 12% 4% 51% 24% Vol Thru, % 30% 80% 45% 65% Vol Right, % 58% 16% 4% 11% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 478 433 433 108 LT Vol 58 18 222 26 Through Vol 143 346 195 70 RT Vol 277 69 16 12 Lane Flow Rate 525 481 461 146 Geometry Grp 1 1 1 1 Degree of Util (X) 1.12 1.057 1.033 0.39 Departure Headway (Hd) 8.03 8.476 8.696 10.382 Convergence, Y/N Yes Yes Yes Yes Cap 457 433 419 349 Service Time 6.03 6.476 6.696 8.382 HCM Lane V/C Ratio 1.149 1.111 1.1 0.418 HCM Control Delay 107.1 89.1 83.1 19.9 HCM Lane LOS F F F C HCM 95th-tile Q 17.5 14.6 13.5 1.8 Sonders Village Build-Out Background Condtions - PM Peak Hour Country Club Road at Lemay Avenue Roundabout Synchro 11 Report Intersection Intersection Delay, s/veh 10.6 Intersection LOS B Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 481 460 525 146 Demand Flow Rate, veh/h 491 469 535 149 Vehicles Circulating, veh/h 374 245 448 517 Vehicles Exiting, veh/h 292 738 417 197 Ped Vol Crossing Leg, #/h 0 1 1 1 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 10.7 8.2 13.7 6.4 Approach LOS B A B A 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 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 491 469 535 149 Cap Entry Lane, veh/h 942 1075 874 814 Entry HV Adj Factor 0.980 0.981 0.981 0.981 Flow Entry, veh/h 481 460 525 146 Cap Entry, veh/h 924 1054 857 798 V/C Ratio 0.521 0.436 0.612 0.183 Control Delay, s/veh 10.7 8.2 13.7 6.4 LOS B A B A 95th %tile Queue, veh 3 2 4 1 Sonder’s Village Traffic Impact Analysis Appendix F Appendix F . Traffic Analysis Worksheets – Year 2045 Background Conditions Sonders Village Year 2045 Background Conditions - AM Peak Hour Turnberry Road at Douglas Road Synchro 11 Report Intersection Intersection Delay, s/veh 3.7 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 193 69 79 20 Demand Flow Rate, veh/h 197 70 80 20 Vehicles Circulating, veh/h 30 63 111 126 Vehicles Exiting, veh/h 116 128 116 7 Ped Vol Crossing Leg, #/h 0 0 1 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 4.0 3.3 3.5 3.1 Approach LOS A A A A 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 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 197 70 80 20 Cap Entry Lane, veh/h 1338 1294 1232 1213 Entry HV Adj Factor 0.979 0.985 0.987 0.988 Flow Entry, veh/h 193 69 79 20 Cap Entry, veh/h 1311 1275 1216 1199 V/C Ratio 0.147 0.054 0.065 0.016 Control Delay, s/veh 4.0 3.3 3.5 3.1 LOS A A A A 95th %tile Queue, veh 1 0 0 0 Sonders Village Year 2045 Background Conditions - AM Peak Hour Turnberry Road at Serramonte Drive Synchro 11 Report Intersection Int Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 3 9 2 78 120 2 Future Vol, veh/h 3 9 2 78 120 2 Conflicting Peds, #/hr 1 1 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 69 69 77 77 81 81 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 4 13 3 101 148 2 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 258 151 151 0 - 0 Stage 1 150 - - - - - Stage 2 108 - - - - - 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 731 895 1430 - - - Stage 1 878 - - - - - Stage 2 916 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 728 894 1429 - - - Mov Cap-2 Maneuver 728 - - - - - Stage 1 875 - - - - - Stage 2 915 - - - - - Approach EB NB SB HCM Control Delay, s 9.3 0.2 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1429 - 846 - - HCM Lane V/C Ratio 0.002 - 0.021 - - HCM Control Delay (s) 7.5 0 9.3 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0.1 - - Sonders Village Year 2045 Background Conditions - AM Peak Hour Turnberry Road at Morningstar Way Synchro 11 Report Intersection Int Delay, s/veh 3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 16 79 29 124 123 6 Future Vol, veh/h 16 79 29 124 123 6 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 17 86 32 135 134 7 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 337 138 141 0 - 0 Stage 1 138 - - - - - Stage 2 199 - - - - - 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 658 910 1442 - - - Stage 1 889 - - - - - Stage 2 835 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 644 910 1442 - - - Mov Cap-2 Maneuver 644 - - - - - Stage 1 869 - - - - - Stage 2 835 - - - - - Approach EB NB SB HCM Control Delay, s 9.6 1.4 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1442 - 644 910 - - HCM Lane V/C Ratio 0.022 - 0.027 0.094 - - HCM Control Delay (s) 7.6 - 10.7 9.4 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0.1 - 0.1 0.3 - - Sonders Village Year 2045 Background Conditions - AM Peak Hour Turnberry Road at Brightwater Drive Synchro 11 Report 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 11 2 81 18 4 2 26 140 10 3 194 5 Future Vol, veh/h 11 2 81 18 4 2 26 140 10 3 194 5 Conflicting Peds, #/hr 0 0 1 1 0 1 1 0 1 1 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 55 55 55 75 75 75 69 69 69 83 83 83 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 20 4 147 24 5 3 38 203 14 4 234 6 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 537 540 239 609 536 212 241 0 0 218 0 0 Stage 1 246 246 - 287 287 - - - - - - - Stage 2 291 294 - 322 249 - - - - - - - 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 455 449 800 407 451 828 1326 - - 1352 - - Stage 1 758 703 - 720 674 - - - - - - - Stage 2 717 670 - 690 701 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 438 434 799 322 436 827 1325 - - 1351 - - Mov Cap-2 Maneuver 438 434 - 322 436 - - - - - - - Stage 1 736 700 - 699 654 - - - - - - - Stage 2 688 650 - 558 698 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.9 16.1 1.2 0.1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1325 - - 437 799 356 1351 - - HCM Lane V/C Ratio 0.028 - - 0.054 0.184 0.09 0.003 - - HCM Control Delay (s) 7.8 - - 13.7 10.5 16.1 7.7 - - HCM Lane LOS A - - B B C A - - HCM 95th %tile Q(veh) 0.1 - - 0.2 0.7 0.3 0 - - Sonders Village Build-Out Background Conditions - AM Peak Hour Turnberry Road at Richards Lake Road Synchro 11 Report 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 1 2 18 59 3 18 7 108 33 20 303 1 Future Vol, veh/h 1 2 18 59 3 18 7 108 33 20 303 1 Conflicting Peds, #/hr 9 0 10 4 0 3 10 0 4 3 0 9 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 50 100 - - 330 - 240 90 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 79 79 79 61 61 61 72 72 72 79 79 79 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 3 23 97 5 30 10 150 46 25 384 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 665 665 405 632 619 163 395 0 0 200 0 0 Stage 1 445 445 - 174 174 - - - - - - - Stage 2 220 220 - 458 445 - - - - - - - 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 374 381 646 393 404 882 1164 - - 1372 - - Stage 1 592 575 - 828 755 - - - - - - - Stage 2 782 721 - 583 575 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 345 367 635 365 389 872 1154 - - 1367 - - Mov Cap-2 Maneuver 345 367 - 365 389 - - - - - - - Stage 1 582 560 - 818 746 - - - - - - - Stage 2 738 712 - 545 560 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.5 16.2 0.4 0.5 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1154 - - 359 635 365 741 1367 - - HCM Lane V/C Ratio 0.008 - - 0.011 0.036 0.265 0.046 0.019 - - HCM Control Delay (s) 8.1 - - 15.1 10.9 18.4 10.1 7.7 - - HCM Lane LOS A - - C B C B A - - HCM 95th %tile Q(veh) 0 - - 0 0.1 1 0.1 0.1 - - Sonders Village Build-Out Background Conditions - AM Peak Hour Richards Lake Road at Bar Harbor Drive Synchro 11 Report Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 55 4 4 50 4 4 1 11 17 2 13 Future Vol, veh/h 1 55 4 4 50 4 4 1 11 17 2 13 Conflicting Peds, #/hr 9 0 9 10 0 9 10 0 10 9 0 9 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 83 83 83 63 63 63 75 75 75 86 86 86 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 66 5 6 79 6 5 1 15 20 2 15 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 94 0 0 81 0 0 194 187 89 192 186 101 Stage 1 -- - - - - 81 81 - 103 103 - Stage 2 -- - - - - 113 106 - 89 83 - 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 1500 - - 1517 - - 765 708 969 768 708 954 Stage 1 -- - - - - 927 828 - 903 810 - Stage 2 -- - - - - 892 807 - 918 826 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1489 - - 1504 - - 736 694 953 740 694 939 Mov Cap-2 Maneuver -- - - - - 736 694 - 740 694 - Stage 1 -- - - - - 919 821 - 896 801 - Stage 2 -- - - - - 864 798 - 894 819 - Approach EB WB NB SB HCM Control Delay, s 0.1 0.5 9.2 9.7 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 869 1489 - - 1504 - - 806 HCM Lane V/C Ratio 0.025 0.001 - - 0.004 - - 0.046 HCM Control Delay (s) 9.2 7.4 - - 7.4 - - 9.7 HCM Lane LOS A A - - A - - A HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1 Sonders Village Build-Out Background Conditions - AM Peak Hour Richards Lake Road at Clarion Lane Synchro 11 Report Intersection Int Delay, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 80 3 2 48 11 4 Future Vol, veh/h 80 3 2 48 11 4 Conflicting Peds, #/hr 0 9 10 0 9 10 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 67 67 75 75 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 89 3 3 72 15 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 102 0 188 111 Stage 1 - - - - 101 - 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 - - 1490 - 801 942 Stage 1 - - - - 923 - Stage 2 - - - - 936 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1478 - 787 926 Mov Cap-2 Maneuver - - - - 787 - Stage 1 - - - - 916 - Stage 2 - - - - 928 - 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) 820 - - 1478 - HCM Lane V/C Ratio 0.024 - - 0.002 - HCM Control Delay (s) 9.5 - - 7.4 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0.1 - - 0 - Sonders Village Build-Out Background Conditions - AM Peak Hour Richards Lake Road at Thoreau Drive Synchro 11 Report Intersection Int Delay, s/veh 1.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 79 7 6 44 5 19 Future Vol, veh/h 79 7 6 44 5 19 Conflicting Peds, #/hr 0 2 2 0 2 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 79 79 63 63 73 73 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 100 9 10 70 7 26 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 111 0 199 109 Stage 1 - - - - 107 - 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 - - 1479 - 790 945 Stage 1 - - - - 917 - Stage 2 - - - - 932 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1477 - 781 942 Mov Cap-2 Maneuver - - - - 781 - Stage 1 - - - - 915 - Stage 2 - - - - 924 - Approach EB WB NB HCM Control Delay, s 0 0.9 9.1 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 903 - - 1477 - HCM Lane V/C Ratio 0.036 - - 0.006 - HCM Control Delay (s) 9.1 - - 7.5 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0.1 - - 0 - Sonders Village Year 2045 Background Conditions - AM Peak Hour Richards Lake Road at Giddings Road Synchro 11 Report Intersection Intersection Delay, s/veh 5.5 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 151 40 330 401 Demand Flow Rate, veh/h 155 41 337 409 Vehicles Circulating, veh/h 386 362 90 77 Vehicles Exiting, veh/h 100 65 451 325 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 5.6 4.2 5.3 5.8 Approach LOS A A A A 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 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 155 41 337 409 Cap Entry Lane, veh/h 931 954 1259 1276 Entry HV Adj Factor 0.976 0.988 0.980 0.980 Flow Entry, veh/h 151 40 330 401 Cap Entry, veh/h 908 942 1234 1251 V/C Ratio 0.167 0.043 0.268 0.321 Control Delay, s/veh 5.6 4.2 5.3 5.8 LOS A A A A 95th %tile Queue, veh 1 0 1 1 Sonders Village Year 2045 Background Conditions - AM Peak Hour Turnberry Road at Country Club Road Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 65 52 120 30 122 9 115 215 9 1 400 170 Future Volume (vph) 65 52 120 30 122 9 115 215 9 1 400 170 Satd. Flow (prot) 0 1812 1583 0 1828 0 1770 1850 0 1770 1863 1583 Flt Permitted 0.635 0.918 0.441 0.593 Satd. Flow (perm) 0 1181 1583 0 1692 0 821 1850 0 1097 1863 1543 Satd. Flow (RTOR) 138 4 4 210 Lane Group Flow (vph) 0 135 138 0 192 0 139 270 0 1 494 210 Turn Type Perm NA Perm Perm NA Perm NA Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 2 6 6 Total Split (s) 37.0 37.0 37.0 37.0 37.0 53.0 53.0 53.0 53.0 53.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Act Effct Green (s) 14.0 14.0 14.0 49.7 49.7 49.7 49.7 49.7 Actuated g/C Ratio 0.20 0.20 0.20 0.69 0.69 0.69 0.69 0.69 v/c Ratio 0.59 0.33 0.58 0.24 0.21 0.00 0.38 0.19 Control Delay 36.8 7.0 32.5 6.2 4.9 5.0 6.2 1.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.8 7.0 32.5 6.2 4.9 5.0 6.2 1.2 LOS D A C A A A A A Approach Delay 21.7 32.5 5.3 4.7 Approach LOS C C A A Queue Length 50th (ft) 54 0 75 19 34 0 75 0 Queue Length 95th (ft) 102 37 124 46 70 2 132 15 Internal Link Dist (ft) 487 840 687 561 Turn Bay Length (ft) 50 175 300 235 Base Capacity (vph) 544 804 782 569 1283 760 1290 1133 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.25 0.17 0.25 0.24 0.21 0.00 0.38 0.19 Intersection Summary Cycle Length: 90 Actuated Cycle Length: 71.7 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.59 Intersection Signal Delay: 11.2 Intersection LOS: B Intersection Capacity Utilization 52.8% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 8: Turnberry Road & Country Club Road Sonders Village Year 2045 Background Conditions - AM Peak Hour Turnberry Road at Mountain Vista Drive Synchro 11 Report Intersection Intersection Delay, s/veh 9.9 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 61 307 438 779 Demand Flow Rate, veh/h 61 313 446 794 Vehicles Circulating, veh/h 875 395 361 97 Vehicles Exiting, veh/h 16 412 575 611 Ped Vol Crossing Leg, #/h 1 0 0 1 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 7.7 7.7 9.5 11.1 Approach LOS A A A B 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 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 61 313 446 794 Cap Entry Lane, veh/h 565 922 955 1250 Entry HV Adj Factor 0.994 0.980 0.982 0.981 Flow Entry, veh/h 61 307 438 779 Cap Entry, veh/h 562 904 937 1226 V/C Ratio 0.108 0.339 0.467 0.635 Control Delay, s/veh 7.7 7.7 9.5 11.1 LOS A A A B 95th %tile Queue, veh 0 2 3 5 Sonders Village Year 2045 Background Conditions - AM Peak Hour Mountain Vista Road at Timberline Road Synchro 11 Report Intersection Intersection Delay, s/veh 10.6 Intersection LOS B Approach EB WB NB SB Entry Lanes 2 2 2 2 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 395 627 504 801 Demand Flow Rate, veh/h 402 640 514 817 Vehicles Circulating, veh/h 1187 282 585 686 Vehicles Exiting, veh/h 316 817 1004 236 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 14.9 6.6 8.0 13.1 Approach LOS B A A B Lane Left Right Left Right Left Right Left Right Designated Moves LT TR LT TR LT TR LT TR Assumed Moves LT TR L TR LT TR LT TR RT Channelized Lane Util 0.470 0.530 0.603 0.397 0.471 0.529 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 189 213 386 254 242 272 384 433 Cap Entry Lane, veh/h 453 518 1041 1117 788 864 718 793 Entry HV Adj Factor 0.982 0.982 0.979 0.982 0.979 0.982 0.981 0.981 Flow Entry, veh/h 186 209 378 249 237 267 377 425 Cap Entry, veh/h 445 508 1020 1097 771 848 704 777 V/C Ratio 0.417 0.411 0.371 0.227 0.307 0.315 0.535 0.546 Control Delay, s/veh 15.9 14.0 7.4 5.4 8.3 7.8 13.5 12.8 LOS C B A A A A B B 95th %tile Queue, veh 2 2 2 1 1 1 3 3 Sonders Village Year 2045 Background Conditions - AM Peak Hour Country Club Road at Lemay Avenue Synchro 11 Report Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 399 494 192 259 Demand Flow Rate, veh/h 407 505 196 264 Vehicles Circulating, veh/h 441 136 306 516 Vehicles Exiting, veh/h 339 366 542 125 Ped Vol Crossing Leg, #/h 0 1 1 1 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 10.0 7.4 5.5 8.3 Approach LOS B A A A 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 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 407 505 196 264 Cap Entry Lane, veh/h 880 1201 1010 815 Entry HV Adj Factor 0.980 0.979 0.981 0.981 Flow Entry, veh/h 399 494 192 259 Cap Entry, veh/h 863 1176 991 799 V/C Ratio 0.462 0.420 0.194 0.324 Control Delay, s/veh 10.0 7.4 5.5 8.3 LOS B A A A 95th %tile Queue, veh 2 2 1 1 Sonders Village Year 2045 Background Conditions - PM Peak Hour Turnberry Road at Douglas Road Synchro 11 Report Intersection Intersection Delay, s/veh 4.2 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 265 162 87 12 Demand Flow Rate, veh/h 270 165 89 12 Vehicles Circulating, veh/h 45 65 163 218 Vehicles Exiting, veh/h 185 187 152 12 Ped Vol Crossing Leg, #/h 0 1 1 1 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 4.5 3.9 3.8 3.4 Approach LOS A A A A 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 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 270 165 89 12 Cap Entry Lane, veh/h 1318 1291 1169 1105 Entry HV Adj Factor 0.981 0.979 0.977 0.987 Flow Entry, veh/h 265 162 87 12 Cap Entry, veh/h 1293 1264 1141 1090 V/C Ratio 0.205 0.128 0.076 0.011 Control Delay, s/veh 4.5 3.9 3.8 3.4 LOS A A A A 95th %tile Queue, veh 1 0 0 0 Sonders Village Year 2045 Background Conditions - PM Peak Hour Turnberry Road at Serramonte Drive Synchro 11 Report Intersection Int Delay, s/veh 0.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 1 9 9 111 107 5 Future Vol, veh/h 1 9 9 111 107 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 58 58 93 93 79 79 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 2 16 10 119 135 6 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 277 138 141 0 - 0 Stage 1 138 - - - - - Stage 2 139 - - - - - 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 713 910 1442 - - - Stage 1 889 - - - - - Stage 2 888 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 708 910 1442 - - - Mov Cap-2 Maneuver 708 - - - - - Stage 1 883 - - - - - Stage 2 888 - - - - - Approach EB NB SB HCM Control Delay, s 9.1 0.6 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1442 - 885 - - HCM Lane V/C Ratio 0.007 - 0.019 - - HCM Control Delay (s) 7.5 0 9.1 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0.1 - - Sonders Village Year 2045 Background Conditions - PM Peak Hour Turnberry Road at Morningstar Drive Synchro 11 Report Intersection Int Delay, s/veh 3.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 10 54 86 116 98 18 Future Vol, veh/h 10 54 86 116 98 18 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 59 93 126 107 20 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 429 117 127 0 - 0 Stage 1 117 - - - - - Stage 2 312 - - - - - 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 583 935 1459 - - - Stage 1 908 - - - - - Stage 2 742 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 546 935 1459 - - - Mov Cap-2 Maneuver 546 - - - - - Stage 1 850 - - - - - Stage 2 742 - - - - - Approach EB NB SB HCM Control Delay, s 9.5 3.3 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1459 - 546 935 - - HCM Lane V/C Ratio 0.064 - 0.02 0.063 - - HCM Control Delay (s) 7.6 - 11.7 9.1 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0.2 - 0.1 0.2 - - Sonders Village Year 2045 Background Conditions - PM Peak Hour Turnberry Road at Brightwater Drive Synchro 11 Report 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 10 1 81 7 2 2 72 190 11 8 160 6 Future Vol, veh/h 10 1 81 7 2 2 72 190 11 8 160 6 Conflicting Peds, #/hr 0 0 11 11 0 0 11 0 11 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 61 61 61 55 55 55 72 72 72 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 16 2 133 13 4 4 100 264 15 9 170 6 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 678 692 195 753 688 283 187 0 0 290 0 0 Stage 1 202 202 - 483 483 - - - - - - - Stage 2 476 490 - 270 205 - - - - - - - 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 366 367 846 326 369 756 1387 - - 1272 - - Stage 1 800 734 - 565 553 - - - - - - - Stage 2 570 549 - 736 732 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 336 332 831 252 334 749 1374 - - 1260 - - Mov Cap-2 Maneuver 336 332 - 252 334 - - - - - - - Stage 1 735 722 - 519 508 - - - - - - - Stage 2 522 505 - 607 720 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.9 17.8 2.1 0.4 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1374 - - 336 831 302 1260 - - HCM Lane V/C Ratio 0.073 - - 0.054 0.16 0.066 0.007 - - HCM Control Delay (s) 7.8 - - 16.3 10.2 17.8 7.9 - - HCM Lane LOS A - - C B C A - - HCM 95th %tile Q(veh) 0.2 - - 0.2 0.6 0.2 0 - - Sonders Village Build-Out Background Condtions - PM Peak Hour Turnberry Road at Richards Lake Road Synchro 11 Report Intersection Int Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 3 14 34 3 26 22 289 59 17 256 1 Future Vol, veh/h 2 3 14 34 3 26 22 289 59 17 256 1 Conflicting Peds, #/hr 3 0 0 3 0 6 0 0 3 6 0 3 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 50 100 - - 330 - 240 90 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 56 56 56 80 80 80 90 90 90 86 86 86 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 5 25 43 4 33 24 321 66 20 298 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 769 783 305 732 717 333 302 0 0 393 0 0 Stage 1 342 342 - 375 375 - - - - - - - Stage 2 427 441 - 357 342 - - - - - - - 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 318 325 735 337 355 709 1259 - - 1166 - - Stage 1 673 638 - 646 617 - - - - - - - Stage 2 606 577 - 661 638 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 290 311 731 310 340 702 1256 - - 1160 - - Mov Cap-2 Maneuver 290 311 - 310 340 - - - - - - - Stage 1 658 626 - 630 602 - - - - - - - Stage 2 561 563 - 620 626 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12 15 0.5 0.5 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1256 - - 302 731 310 632 1160 - - HCM Lane V/C Ratio 0.019 - - 0.03 0.034 0.137 0.057 0.017 - - HCM Control Delay (s) 7.9 - - 17.3 10.1 18.4 11 8.2 - - HCM Lane LOS A - - C B C B A - - HCM 95th %tile Q(veh) 0.1 - - 0.1 0.1 0.5 0.2 0.1 - - Sonders Village Build-Out Background Condtions - PM Peak Hour Richards Lake Road at Bar Harbor Drive Synchro 11 Report 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 9 59 9 11 61 20 3 2 9 13 5 3 Future Vol, veh/h 9 59 9 11 61 20 3 2 9 13 5 3 Conflicting Peds, #/hr 4 0 4 1 0 1 4 0 1 1 0 4 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 71 71 71 69 69 69 57 57 57 71 71 71 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 13 83 13 16 88 29 5 4 16 18 7 4 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 121 0 0 100 0 0 264 273 95 266 265 111 Stage 1 -- - - - - 120 120 - 139 139 - Stage 2 -- - - - - 144 153 - 127 126 - 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 1467 - - 1493 - - 689 634 962 687 640 942 Stage 1 -- - - - - 884 796 - 864 782 - Stage 2 -- - - - - 859 771 - 877 792 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1462 - - 1488 - - 666 618 958 660 623 936 Mov Cap-2 Maneuver -- - - - - 666 618 - 660 623 - Stage 1 -- - - - - 873 786 - 854 771 - Stage 2 -- - - - - 835 760 - 850 782 - Approach EB WB NB SB HCM Control Delay, s 0.9 0.9 9.5 10.5 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 817 1462 - - 1488 - - 679 HCM Lane V/C Ratio 0.03 0.009 - - 0.011 - - 0.044 HCM Control Delay (s) 9.5 7.5 - - 7.4 - - 10.5 HCM Lane LOS A A - - A - - B HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1 Sonders Village Build-Out Background Condtions - PM Peak Hour Richards Lake Road at Clarion Lane Synchro 11 Report Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 65 7 10 100 1 3 Future Vol, veh/h 65 7 10 100 1 3 Conflicting Peds, #/hr 0 2 2 0 2 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 79 79 71 71 63 63 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 82 9 14 141 2 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 93 0 260 91 Stage 1 - - - - 89 - Stage 2 - - - - 171 - 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 - - 1501 - 729 967 Stage 1 - - - - 934 - Stage 2 - - - - 859 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1498 - 720 964 Mov Cap-2 Maneuver - - - - 720 - Stage 1 - - - - 932 - Stage 2 - - - - 850 - Approach EB WB NB HCM Control Delay, s 0 0.7 9.1 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 889 - - 1498 - HCM Lane V/C Ratio 0.007 - - 0.009 - HCM Control Delay (s) 9.1 - - 7.4 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0 - - 0 - Sonders Village Build-Out Background Condtions - PM Peak Hour Richards Lake Road at Thoreau Drive Synchro 11 Report Intersection Int Delay, s/veh 1.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 68 7 14 106 9 8 Future Vol, veh/h 68 7 14 106 9 8 Conflicting Peds, #/hr 0 1 2 0 1 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 76 76 76 76 53 53 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 89 9 18 139 17 15 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 100 0 272 98 Stage 1 - - - - 96 - Stage 2 - - - - 176 - 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 - - 1493 - 717 958 Stage 1 - - - - 928 - Stage 2 - - - - 855 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1491 - 706 955 Mov Cap-2 Maneuver - - - - 706 - Stage 1 - - - - 926 - Stage 2 - - - - 844 - Approach EB WB NB HCM Control Delay, s 0 0.9 9.7 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 805 - - 1491 - HCM Lane V/C Ratio 0.04 - - 0.012 - HCM Control Delay (s) 9.7 - - 7.4 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0.1 - - 0 - Sonders Village Year 2045 Background Conditions - PM Peak Hour Richards Lake Road at Giddings Road Synchro 11 Report Intersection Intersection Delay, s/veh 5.4 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 104 66 396 281 Demand Flow Rate, veh/h 106 67 404 287 Vehicles Circulating, veh/h 277 408 78 149 Vehicles Exiting, veh/h 159 74 305 326 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 4.4 4.7 5.8 5.3 Approach LOS A A A A 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 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 106 67 404 287 Cap Entry Lane, veh/h 1040 910 1274 1185 Entry HV Adj Factor 0.983 0.989 0.981 0.980 Flow Entry, veh/h 104 66 396 281 Cap Entry, veh/h 1023 900 1250 1162 V/C Ratio 0.102 0.074 0.317 0.242 Control Delay, s/veh 4.4 4.7 5.8 5.3 LOS A A A A 95th %tile Queue, veh 0 0 1 1 Sonders Village Year 2045 Background Conditions - PM Peak Hour Turnberry Road at Country Club Road Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 185 132 155 201 66 9 140 370 31 2 197 110 Future Volume (vph) 185 132 155 201 66 9 140 370 31 2 197 110 Satd. Flow (prot) 0 1811 1583 0 1813 0 1770 1840 0 1770 1863 1583 Flt Permitted 0.582 0.603 0.385 0.471 Satd. Flow (perm) 0 1082 1583 0 1119 0 717 1840 0 873 1863 1534 Satd. Flow (RTOR) 139 2 5 129 Lane Group Flow (vph) 0 341 167 0 514 0 167 477 0 2 232 129 Turn Type Perm NA Perm Perm NA pm+pt NA Perm NA Perm Protected Phases 4 8 5 2 6 Permitted Phases 4 4 8 2 6 6 Total Split (s) 56.0 56.0 56.0 56.0 56.0 13.0 34.0 21.0 21.0 21.0 Total Lost Time (s) 4.0 4.0 4.0 3.0 4.0 6.0 4.0 4.0 Act Effct Green (s) 39.6 39.6 39.6 31.7 30.6 16.0 18.1 18.1 Actuated g/C Ratio 0.51 0.51 0.51 0.40 0.39 0.20 0.23 0.23 v/c Ratio 0.62 0.19 0.91 0.40 0.66 0.01 0.54 0.28 Control Delay 19.0 3.0 39.0 21.8 27.8 31.0 35.4 8.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.0 3.0 39.0 21.8 27.8 31.0 35.4 8.1 LOS B A D C C C D A Approach Delay 13.7 39.0 26.3 25.7 Approach LOS B D C C Queue Length 50th (ft) 111 6 211 54 191 1 103 0 Queue Length 95th (ft) 192 32 50 109 324 7 188 40 Internal Link Dist (ft) 487 840 687 561 Turn Bay Length (ft) 50 175 300 235 Base Capacity (vph) 733 1117 758 426 722 178 429 453 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.47 0.15 0.68 0.39 0.66 0.01 0.54 0.28 Intersection Summary Cycle Length: 90 Actuated Cycle Length: 78.4 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 26.3 Intersection LOS: C Intersection Capacity Utilization 72.0% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 8: Turnberry Road & Country Club Road Sonders Village Year 2045 Background Conditions - PM Peak Hour Turnberry Road at Mountain Vista Drive Synchro 11 Report Intersection Intersection Delay, s/veh 16.7 Intersection LOS C Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 46 425 807 660 Demand Flow Rate, veh/h 46 434 823 673 Vehicles Circulating, veh/h 695 708 322 92 Vehicles Exiting, veh/h 70 437 419 1050 Ped Vol Crossing Leg, #/h 0 0 0 1 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 6.1 18.2 22.8 8.9 Approach LOS A C C A 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 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 46 434 823 673 Cap Entry Lane, veh/h 679 670 994 1256 Entry HV Adj Factor 0.994 0.980 0.981 0.980 Flow Entry, veh/h 46 425 807 660 Cap Entry, veh/h 675 657 974 1231 V/C Ratio 0.068 0.648 0.828 0.536 Control Delay, s/veh 6.1 18.2 22.8 8.9 LOS A C C A 95th %tile Queue, veh 0 5 10 3 Sonders Village Year 2045 Background Conditions - PM Peak Hour Mountain Vista Road at Timberline Road Synchro 11 Report Intersection Intersection Delay, s/veh 10.8 Intersection LOS B Approach EB WB NB SB Entry Lanes 2 2 2 2 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 392 708 940 537 Demand Flow Rate, veh/h 400 722 959 547 Vehicles Circulating, veh/h 809 638 486 805 Vehicles Exiting, veh/h 543 806 723 555 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 9.2 10.8 11.3 11.0 Approach LOS A B B B Lane Left Right Left Right Left Right Left Right Designated Moves LT TR LT TR LT TR LT TR Assumed Moves LT TR LT TR LT TR LT TR RT Channelized Lane Util 0.470 0.530 0.470 0.530 0.470 0.530 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 188 212 339 383 451 508 257 290 Cap Entry Lane, veh/h 641 714 751 826 863 939 644 716 Entry HV Adj Factor 0.979 0.979 0.982 0.980 0.979 0.980 0.982 0.981 Flow Entry, veh/h 184 208 333 375 442 498 252 285 Cap Entry, veh/h 628 699 737 809 845 921 632 703 V/C Ratio 0.293 0.297 0.452 0.464 0.522 0.541 0.399 0.405 Control Delay, s/veh 9.6 8.8 11.1 10.6 11.4 11.1 11.4 10.6 LOS A A B B B B B B 95th %tile Queue, veh 1 1 2 2 3 3 2 2 Sonders Village Year 2045 Background Conditions - PM Peak Hour Country Club Road at Lemay Avenue Synchro 11 Report Intersection Intersection Delay, s/veh 9.9 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 506 363 393 318 Demand Flow Rate, veh/h 516 370 401 324 Vehicles Circulating, veh/h 429 284 480 410 Vehicles Exiting, veh/h 305 597 465 244 Ped Vol Crossing Leg, #/h 0 1 1 1 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 12.5 7.3 10.6 8.0 Approach LOS B A B A 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 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 516 370 401 324 Cap Entry Lane, veh/h 891 1033 846 908 Entry HV Adj Factor 0.981 0.981 0.981 0.982 Flow Entry, veh/h 506 363 393 318 Cap Entry, veh/h 874 1013 829 892 V/C Ratio 0.579 0.358 0.474 0.357 Control Delay, s/veh 12.5 7.3 10.6 8.0 LOS B A B A 95th %tile Queue, veh 4 2 3 2 Sonder’s Village Traffic Impact Analysis Appendix G Appendix G . Internal Capture Worksheets Project Name:Organization: Project Location:Performed By: Scenario Description:Date: Analysis Year:Checked By: Analysis Period:Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 0 Retail 822 27 KSF 56 33 23 Restaurant ---0 0 0 Cinema/Entertainment ---0 0 0 Residential 210, 220 751 DU 378 92 286 Hotel ---0 0 0 434 125 309 Office 1.00 0%0%1.00 0%0% Retail 1.00 0%0%1.00 0%0% Restaurant 1.00 0%0%1.00 0%0% Cinema/Entertainment 1.00 0%0%1.00 0%0% Residential 1.00 0%0%1.00 0%0% Hotel 1.00 0%0%1.00 0%0% Office Retail Restaurant Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 0 0 0 0 Retail 0 0 2 0 Restaurant 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 3 0 0 Hotel 0 0 0 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 434 125 309 Office N/A N/A Internal Capture Percentage 2%4%2%Retail 9%9% Restaurant N/A N/A AM Street Peak Hour Felsburg Holt & Ullevig Table 5-A: Computations Summary Table 6-A: Internal Trip Capture Percentages by Land Use Trip Generation Manual , published by the Institute of Transportation Engineers. Trip Generation Manual ). 4Enter vehicle occupancy assumed in Table 1-A vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be made to Tables 5-A, 9-A (O and D). Enter transit, non-motorized percentages that will result with proposed mixed-use project complete. Table 2-A: Mode Split and Vehicle Occupancy Estimates Table 4-A: Internal Person-Trip Origin-Destination Matrix* Destination (To)Origin (From) Origin (From) Land Use Table 3-A: Average Land Use Interchange Distances (Feet Walking Distance) NCHRP 684 Internal Trip Capture Estimation Tool Table 1-A: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) For Information Only ) 0 0 0 Estimated Vehicle-Trips3 Land Use Sonders Village Project Name:Organization: Project Location:Performed By: Scenario Description:Date: Analysis Year:Checked By: Analysis Period:Date: ITE LUCs1 Quantity Units Total Entering Exiting Office KSF 0 Retail 822 27 KSF 159 79 80 Restaurant ---0 0 0 Cinema/Entertainment ---0 0 0 Residential 210, 220 749 DU 498 314 184 Hotel ---0 0 0 657 393 264 Office 1.00 0%0%1.00 0%0% Retail 1.00 0%0%1.00 0%0% Restaurant 1.00 0%0%1.00 0%0% Cinema/Entertainment 1.00 0%0%1.00 0%0% Residential 1.00 0%0%1.00 0%0% Hotel 1.00 0%0%1.00 0%0% Office Retail Restaurant Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 0 0 0 0 Retail 0 0 21 0 Restaurant 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 8 0 0 Hotel 0 0 0 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 657 393 264 Office N/A N/A Internal Capture Percentage 9%7%11%Retail 10%26% Restaurant N/A N/A Trip Generation Manual , published by the Institute of Transportation Engineers. Trip Generation Manual ). Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use Table 4-P: Internal Person-Trip Origin-Destination Matrix* Origin (From) Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance) Origin (From) NCHRP 684 Internal Trip Capture Estimation Tool PM Street Peak Hour Table 1-P: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) Land Use For Information Only )Estimated Vehicle-Trips3 Table 2-P: Mode Split and Vehicle Occupancy Estimates Land Use Sonder’s Village Traffic Impact Analysis Appendix H Appendix H . Traffic Analysis Worksheets – Year 2030 Build -Out Conditions Sonders Village Build-Oout (2030) Conditions - AM Peak Hour Turnberry Road at Douglas Road Synchro 11 Report 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 1 76 105 19 38 2 65 2 29 2 6 1 Future Vol, veh/h 1 76 105 19 38 2 65 2 29 2 6 1 Conflicting Peds, #/hr 0 0 1 1 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 83 83 83 85 85 85 90 90 90 50 50 50 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 92 127 22 45 2 72 2 32 4 12 2 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 47 0 0 220 0 0 256 250 157 265 312 46 Stage 1 -- - - - - 159 159 - 90 90 - Stage 2 -- - - - - 97 91 - 175 222 - 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 1560 - - 1349 - - 697 653 889 688 603 1023 Stage 1 -- - - - - 843 766 - 917 820 - Stage 2 -- - - - - 910 820 - 827 720 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1560 - - 1348 - - 675 641 888 652 592 1023 Mov Cap-2 Maneuver -- - - - - 675 641 - 652 592 - Stage 1 -- - - - - 841 764 - 916 806 - Stage 2 -- - - - - 879 806 - 794 719 - Approach EB WB NB SB HCM Control Delay, s 0 2.5 10.8 10.8 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 727 1560 - - 1348 - - 635 HCM Lane V/C Ratio 0.147 0.001 - - 0.017 - - 0.028 HCM Control Delay (s) 10.8 7.3 0 - 7.7 0 - 10.8 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.5 0 - - 0.1 - - 0.1 Sonders Village Build-Oout (2030) Conditions - AM Peak Hour Turnberry Road at Sonders Access Synchro 11 Report Intersection Int Delay, s/veh 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 21 4 112 7 1 129 Future Vol, veh/h 21 4 112 7 1 129 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 23 4 122 8 1 140 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 268 126 0 0 130 0 Stage 1 126 - - - - - Stage 2 142 - - - - - 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 721 924 - - 1455 - Stage 1 900 - - - - - Stage 2 885 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 720 924 - - 1455 - Mov Cap-2 Maneuver 720 - - - - - Stage 1 900 - - - - - Stage 2 884 - - - - - Approach WB NB SB HCM Control Delay, s 10 0 0.1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 746 1455 - HCM Lane V/C Ratio - - 0.036 0.001 - HCM Control Delay (s) - - 10 7.5 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.1 0 - Sonders Village Build-Oout (2030) Conditions - AM Peak Hour Turnberry Road at Serramonte Drive Synchro 11 Report 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 2 1 10 30 1 20 2 96 18 8 138 2 Future Vol, veh/h 2 1 10 30 1 20 2 96 18 8 138 2 Conflicting Peds, #/hr 1 0 1 0 0 0 1 0 0 0 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -- - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 69 92 69 92 92 92 77 77 92 92 81 81 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 3 1 14 33 1 22 3 125 20 9 170 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 344 341 173 339 332 136 173 0 0 145 0 0 Stage 1 190 190 - 141 141 - - - - - - - Stage 2 154 151 - 198 191 - - - - - - - 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 610 581 871 615 588 913 1404 - - 1437 - - Stage 1 812 743 - 862 780 - - - - - - - Stage 2 848 772 - 804 742 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 589 575 870 599 582 912 1403 - - 1437 - - Mov Cap-2 Maneuver 589 575 - 599 582 - - - - - - - Stage 1 810 737 - 860 778 - - - - - - - Stage 2 824 770 - 783 736 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.7 10.7 0.1 0.4 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1403 - - 787 692 1437 - - HCM Lane V/C Ratio 0.002 - - 0.023 0.08 0.006 - - HCM Control Delay (s) 7.6 0 - 9.7 10.7 7.5 0 - HCM Lane LOS A A -A B A A - HCM 95th %tile Q(veh) 0 - - 0.1 0.3 0 - - Sonders Village Build-Oout (2030) Conditions - AM Peak Hour Turnberry Road at Morningstar Way Synchro 11 Report Intersection Int Delay, s/veh 5.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 16 5 79 103 5 15 29 91 50 6 167 6 Future Vol, veh/h 16 5 79 103 5 15 29 91 50 6 167 6 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 100 100 - - 100 - - 100 - 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 17 5 86 112 5 16 32 99 54 7 182 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 397 413 182 435 393 126 189 0 0 153 0 0 Stage 1 196 196 - 190 190 - - - - - - - Stage 2 201 217 - 245 203 - - - - - - - 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 563 529 861 531 543 924 1385 - - 1428 - - Stage 1 806 739 - 812 743 - - - - - - - Stage 2 801 723 - 759 733 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 537 514 861 464 528 924 1385 - - 1428 - - Mov Cap-2 Maneuver 537 514 - 464 528 - - - - - - - Stage 1 787 735 - 793 726 - - - - - - - Stage 2 763 706 - 675 729 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.1 14.3 1.3 0.3 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1385 - - 531 861 464 778 1428 - - HCM Lane V/C Ratio 0.023 - - 0.043 0.1 0.241 0.028 0.005 - - HCM Control Delay (s) 7.7 - - 12.1 9.6 15.2 9.8 7.5 - - HCM Lane LOS A - - B A C A A - - HCM 95th %tile Q(veh) 0.1 - - 0.1 0.3 0.9 0.1 0 - - Sonders Village Build-Oout (2030) Conditions - AM Peak Hour Turnberry Road at Brightwater Drive Synchro 11 Report Intersection Int Delay, s/veh 5.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 2 77 62 3 13 25 146 24 7 337 4 Future Vol, veh/h 10 2 77 62 3 13 25 146 24 7 337 4 Conflicting Peds, #/hr 0 0 1 1 0 1 1 0 1 1 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 55 55 55 75 75 75 69 69 69 83 83 83 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 18 4 140 83 4 17 36 212 35 8 406 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 739 746 411 801 731 232 412 0 0 248 0 0 Stage 1 426 426 - 303 303 - - - - - - - Stage 2 313 320 - 498 428 - - - - - - - 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 333 342 641 303 349 807 1147 - - 1318 - - Stage 1 606 586 - 706 664 - - - - - - - Stage 2 698 652 - 554 585 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 313 329 640 228 335 806 1146 - - 1317 - - Mov Cap-2 Maneuver 313 329 - 228 335 - - - - - - - Stage 1 587 582 - 683 643 - - - - - - - Stage 2 657 631 - 427 581 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.9 27.4 1.1 0.2 HCM LOS B D Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1146 - - 316 640 263 1317 - - HCM Lane V/C Ratio 0.032 - - 0.069 0.219 0.395 0.006 - - HCM Control Delay (s) 8.2 - - 17.2 12.2 27.4 7.8 - - HCM Lane LOS A - - C B D A - - HCM 95th %tile Q(veh) 0.1 - - 0.2 0.8 1.8 0 - - Sonders Village Build-Oout (2030) Conditions - AM Peak Hour Turnberry Road at Richards Lake Road Synchro 11 Report Intersection Int Delay, s/veh 11.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 2 18 100 4 26 7 183 50 33 496 1 Future Vol, veh/h 1 2 18 100 4 26 7 183 50 33 496 1 Conflicting Peds, #/hr 9 0 10 4 0 3 10 0 4 3 0 9 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 100 - - 330 - 240 90 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 79 79 79 61 61 61 72 72 72 79 79 79 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 3 23 164 7 43 10 254 69 42 628 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1066 1070 649 1014 1001 267 639 0 0 327 0 0 Stage 1 723 723 - 278 278 - - - - - - - Stage 2 343 347 - 736 723 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 200 221 470 217 243 772 945 - - 1233 - - Stage 1 417 431 - 728 680 - - - - - - - Stage 2 672 635 - 411 431 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 176 209 462 195 230 764 937 - - 1229 - - Mov Cap-2 Maneuver 176 209 - 195 230 - - - - - - - Stage 1 409 413 - 718 670 - - - - - - - Stage 2 617 626 - 372 413 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 15 63.2 0.3 0.5 HCM LOS C F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 937 - - 387 195 583 1229 - - HCM Lane V/C Ratio 0.01 - - 0.069 0.841 0.084 0.034 - - HCM Control Delay (s) 8.9 - - 15 78.6 11.7 8 - - HCM Lane LOS A - - C F B A - - HCM 95th %tile Q(veh) 0 - - 0.2 6.1 0.3 0.1 - - Sonders Village Build-Oout (2030) Conditions - AM Peak Hour Richards Lake Road at Bar Harbor Drive Synchro 11 Report Intersection Int Delay, s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 75 4 4 79 9 4 2 11 33 2 41 Future Vol, veh/h 12 75 4 4 79 9 4 2 11 33 2 41 Conflicting Peds, #/hr 9 0 9 10 0 9 10 0 10 9 0 9 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 83 83 83 63 63 63 75 75 75 86 86 86 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 14 90 5 6 125 14 5 3 15 38 2 48 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 148 0 0 105 0 0 310 291 113 293 286 151 Stage 1 -- - - - - 131 131 - 153 153 - Stage 2 -- - - - - 179 160 - 140 133 - 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 1434 - - 1486 - - 642 619 940 659 623 895 Stage 1 -- - - - - 873 788 - 849 771 - Stage 2 -- - - - - 823 766 - 863 786 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1423 - - 1474 - - 589 601 924 629 605 881 Mov Cap-2 Maneuver -- - - - - 589 601 - 629 605 - Stage 1 -- - - - - 857 774 - 835 763 - Stage 2 -- - - - - 766 758 - 831 772 - Approach EB WB NB SB HCM Control Delay, s 1 0.3 9.8 10.5 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 772 1423 - - 1474 - - 743 HCM Lane V/C Ratio 0.029 0.01 - - 0.004 - - 0.119 HCM Control Delay (s) 9.8 7.6 - - 7.5 - - 10.5 HCM Lane LOS A A - - A - - B HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.4 Sonders Village Build-Oout (2030) Conditions - AM Peak Hour Richards Lake Road at Clarion Lane Synchro 11 Report 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 8 108 3 2 59 2 11 1 4 5 1 22 Future Vol, veh/h 8 108 3 2 59 2 11 1 4 5 1 22 Conflicting Peds, #/hr 0 0 9 10 0 0 9 0 10 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 90 90 67 67 92 75 92 75 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 9 120 3 3 88 2 15 1 5 5 1 24 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 90 0 0 133 0 0 267 246 142 248 246 98 Stage 1 -- - - - - 150 150 - 95 95 - Stage 2 -- - - - - 117 96 - 153 151 - 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 1505 - - 1452 - - 686 656 906 706 656 958 Stage 1 -- - - - - 853 773 - 912 816 - Stage 2 -- - - - - 888 815 - 849 772 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1505 - - 1440 - - 653 646 891 690 646 951 Mov Cap-2 Maneuver -- - - - - 653 646 - 690 646 - Stage 1 -- - - - - 841 762 - 907 814 - Stage 2 -- - - - - 856 813 - 831 761 - Approach EB WB NB SB HCM Control Delay, s 0.5 0.2 10.3 9.3 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 700 1505 - - 1440 - - 877 HCM Lane V/C Ratio 0.03 0.006 - - 0.002 - - 0.035 HCM Control Delay (s) 10.3 7.4 - - 7.5 - - 9.3 HCM Lane LOS B A - - A - - A HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1 Sonders Village Build-Oout (2030) Conditions - AM Peak Hour Richards Lake Road at Thoreau Drive Synchro 11 Report Intersection Int Delay, s/veh 1.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 112 7 6 57 5 19 Future Vol, veh/h 112 7 6 57 5 19 Conflicting Peds, #/hr 0 2 2 0 2 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 79 79 63 63 73 73 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 142 9 10 90 7 26 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 153 0 261 151 Stage 1 - - - - 149 - Stage 2 - - - - 112 - 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 - - 1428 - 728 895 Stage 1 - - - - 879 - Stage 2 - - - - 913 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1426 - 720 892 Mov Cap-2 Maneuver - - - - 720 - Stage 1 - - - - 877 - Stage 2 - - - - 905 - Approach EB WB NB HCM Control Delay, s 0 0.7 9.4 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 850 - - 1426 - HCM Lane V/C Ratio 0.039 - - 0.007 - HCM Control Delay (s) 9.4 - - 7.5 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0.1 - - 0 - Sonders Village Build-Oout (2030) Conditions - AM Peak Hour Richards Lake Road at Giddings Road Synchro 11 Report Intersection Int Delay, s/veh 6.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 77 50 75 11 28 8 39 117 9 6 263 24 Future Vol, veh/h 77 50 75 11 28 8 39 117 9 6 263 24 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -- - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 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 84 54 82 12 30 9 42 127 10 7 286 26 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 549 534 299 597 542 132 312 0 0 137 0 0 Stage 1 313 313 - 216 216 - - - - - - - Stage 2 236 221 - 381 326 - - - - - - - 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 446 452 741 415 447 917 1248 - - 1447 - - Stage 1 698 657 - 786 724 - - - - - - - Stage 2 767 720 - 641 648 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 405 433 741 323 428 917 1248 - - 1447 - - Mov Cap-2 Maneuver 405 433 - 323 428 - - - - - - - Stage 1 673 653 - 758 698 - - - - - - - Stage 2 700 694 - 520 644 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 17.9 14.4 1.9 0.2 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1248 - - 497 434 1447 - - HCM Lane V/C Ratio 0.034 - - 0.442 0.118 0.005 - - HCM Control Delay (s) 8 0 - 17.9 14.4 7.5 0 - HCM Lane LOS A A - C B A A - HCM 95th %tile Q(veh) 0.1 - - 2.2 0.4 0 - - Sonders Village Build-Oout (2030) Conditions - AM Peak Hour Turnberry Road at Country Club Road Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 147 26 176 26 62 1 186 127 8 1 312 422 Future Volume (vph) 147 26 176 26 62 1 186 127 8 1 312 422 Satd. Flow (prot) 0 1786 1583 1770 1858 0 1770 1843 0 1770 1863 1583 Flt Permitted 0.706 0.515 0.501 0.654 Satd. Flow (perm) 0 1309 1583 956 1858 0 933 1843 0 1207 1863 1543 Satd. Flow (RTOR) 192 1 6 521 Lane Group Flow (vph) 0 199 202 31 75 0 224 163 0 1 385 521 Turn Type Perm NA Perm Perm NA Perm NA Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 2 6 6 Total Split (s) 37.0 37.0 37.0 37.0 37.0 53.0 53.0 53.0 53.0 53.0 Total Lost Time (s) 4.0 4.0 5.0 4.0 4.0 4.0 4.0 4.0 4.0 Act Effct Green (s) 18.0 18.0 17.0 18.0 49.8 49.8 49.8 49.8 49.8 Actuated g/C Ratio 0.24 0.24 0.22 0.24 0.66 0.66 0.66 0.66 0.66 v/c Ratio 0.64 0.39 0.14 0.17 0.37 0.13 0.00 0.32 0.44 Control Delay 35.3 6.4 23.8 22.4 9.4 6.2 7.0 7.6 2.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.3 6.4 23.8 22.4 9.4 6.2 7.0 7.6 2.0 LOS D A C C A A A A A Approach Delay 20.8 22.8 8.1 4.4 Approach LOS C C A A Queue Length 50th (ft) 83 4 12 27 39 23 0 65 0 Queue Length 95th (ft) 141 45 30 54 100 58 2 134 22 Internal Link Dist (ft) 487 840 687 561 Turn Bay Length (ft) 50 175 300 235 Base Capacity (vph) 572 800 405 813 612 1211 792 1222 1191 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.35 0.25 0.08 0.09 0.37 0.13 0.00 0.32 0.44 Intersection Summary Cycle Length: 90 Actuated Cycle Length: 75.8 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.64 Intersection Signal Delay: 9.9 Intersection LOS: A Intersection Capacity Utilization 52.9% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 8: Turnberry Road & Country Club Road Sonders Village Build-Out (2030) Conditions - AM Peak Hour Turnberry Road at Mountain Vista Drive All-Way Stop Synchro 11 Report Intersection Intersection Delay, s/veh 19.9 Intersection LOS C Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 18 29 8 266 507 4 Future Vol, veh/h 18 29 8 266 507 4 Peak Hour Factor 0.90 0.90 0.81 0.81 0.92 0.92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 20 32 10 328 551 4 Number of Lanes 0 1 1 0 1 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 9.7 12.4 25.4 HCM LOS A B D Lane EBLn1 WBLn1 SBLn1 Vol Left, % 38% 0% 99% Vol Thru, % 62% 3% 0% Vol Right, % 0% 97% 1% Sign Control Stop Stop Stop Traffic Vol by Lane 47 274 511 LT Vol 18 0 507 Through Vol 29 8 0 RT Vol 0 266 4 Lane Flow Rate 52 338 555 Geometry Grp 1 1 1 Degree of Util (X) 0.088 0.472 0.798 Departure Headway (Hd) 6.09 5.02 5.169 Convergence, Y/N Yes Yes Yes Cap 587 721 700 Service Time 4.141 3.02 3.195 HCM Lane V/C Ratio 0.089 0.469 0.793 HCM Control Delay 9.7 12.4 25.4 HCM Lane LOS A B D HCM 95th-tile Q 0.3 2.5 8.1 Sonders Village Build-Out (2030) Conditions - AM Peak Hour Mountain Vista Drive at Timberline Road Roundabout Synchro 11 Report Intersection Intersection Delay, s/veh 22.0 Intersection LOS C Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 758 499 352 224 Demand Flow Rate, veh/h 772 510 360 229 Vehicles Circulating, veh/h 501 233 581 604 Vehicles Exiting, veh/h 332 708 692 139 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 39.6 8.7 11.4 8.6 Approach LOS E A B A 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 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 772 510 360 229 Cap Entry Lane, veh/h 828 1088 763 745 Entry HV Adj Factor 0.981 0.979 0.979 0.979 Flow Entry, veh/h 758 499 352 224 Cap Entry, veh/h 812 1065 747 730 V/C Ratio 0.933 0.469 0.472 0.307 Control Delay, s/veh 39.6 8.7 11.4 8.6 LOS E A B A 95th %tile Queue, veh 14 3 3 1 Sonders Village Build-Out (2030) Conditions - AM Peak Hour Country Club Road at Lemay Avenue All-Way Stop Synchro 11 Report Intersection Intersection Delay, s/veh 116 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 215 95 354 313 12 29 58 136 27 139 9 Future Vol, veh/h 3 215 95 354 313 12 29 58 136 27 139 9 Peak Hour Factor 0.79 0.79 0.79 0.94 0.94 0.94 0.78 0.78 0.78 0.79 0.79 0.79 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 272 120 377 333 13 37 74 174 34 176 11 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 34.2 226.6 23.5 21 HCM LOS D F C C Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 13% 1% 52% 15% Vol Thru, % 26% 69% 46% 79% Vol Right, % 61% 30% 2% 5% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 223 313 679 175 LT Vol 29 3 354 27 Through Vol 58 215 313 139 RT Vol 136 95 12 9 Lane Flow Rate 286 396 722 222 Geometry Grp 1 1 1 1 Degree of Util (X) 0.597 0.783 1.433 0.497 Departure Headway (Hd) 8.577 7.972 7.141 9.22 Convergence, Y/N Yes Yes Yes Yes Cap 423 456 513 394 Service Time 6.577 5.972 5.219 7.22 HCM Lane V/C Ratio 0.676 0.868 1.407 0.563 HCM Control Delay 23.5 34.2 226.6 21 HCM Lane LOS C D F C HCM 95th-tile Q 3.8 6.9 34.7 2.7 Sonders Village Build-Out (2030) Conditions - AM Peak Hour Country Club Road at Lemay Avenue Roundabout Synchro 11 Report Intersection Intersection Delay, s/veh 10.5 Intersection LOS B Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 396 723 285 221 Demand Flow Rate, veh/h 403 738 290 226 Vehicles Circulating, veh/h 600 117 316 763 Vehicles Exiting, veh/h 389 489 687 92 Ped Vol Crossing Leg, #/h 0 1 1 1 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 13.2 10.5 6.6 10.8 Approach LOS B B A B 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 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 403 738 290 226 Cap Entry Lane, veh/h 748 1225 1000 634 Entry HV Adj Factor 0.982 0.980 0.981 0.980 Flow Entry, veh/h 396 723 285 221 Cap Entry, veh/h 735 1200 981 621 V/C Ratio 0.539 0.603 0.290 0.357 Control Delay, s/veh 13.2 10.5 6.6 10.8 LOS B B A B 95th %tile Queue, veh 3 4 1 2 Sonders Village Build-Oout (2030) Conditions - PM Peak Hour Turnberry Road at Douglas Road Synchro 11 Report 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 2 102 113 41 78 2 67 3 36 1 3 1 Future Vol, veh/h 2 102 113 41 78 2 67 3 36 1 3 1 Conflicting Peds, #/hr 0 0 1 1 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 83 83 83 85 85 85 90 90 90 50 50 50 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 123 136 48 92 2 74 3 40 2 6 2 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 94 0 0 260 0 0 389 386 192 406 453 93 Stage 1 -- - - - - 196 196 - 189 189 - Stage 2 -- - - - - 193 190 - 217 264 - 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 1500 - - 1304 - - 570 548 850 555 503 964 Stage 1 -- - - - - 806 739 - 813 744 - Stage 2 -- - - - - 809 743 - 785 690 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1500 - - 1303 - - 545 525 849 510 482 964 Mov Cap-2 Maneuver -- - - - - 545 525 - 510 482 - Stage 1 -- - - - - 804 737 - 811 715 - Stage 2 -- - - - - 769 714 - 743 688 - Approach EB WB NB SB HCM Control Delay, s 0.1 2.7 12.2 11.8 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 620 1500 - - 1303 - - 542 HCM Lane V/C Ratio 0.19 0.002 - - 0.037 - - 0.018 HCM Control Delay (s) 12.2 7.4 0 - 7.9 0 - 11.8 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.7 0 - - 0.1 - - 0.1 Sonders Village Build-Oout (2030) Conditions - PM Peak Hour Turnberry Road at Sonders Access Synchro 11 Report Intersection Int Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 13 2 134 14 3 156 Future Vol, veh/h 13 2 134 14 3 156 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 14 2 146 15 3 170 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 330 154 0 0 161 0 Stage 1 154 - - - - - Stage 2 176 - - - - - 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 665 892 - - 1418 - Stage 1 874 - - - - - Stage 2 855 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 664 892 - - 1418 - Mov Cap-2 Maneuver 664 - - - - - Stage 1 874 - - - - - Stage 2 853 - - - - - Approach WB NB SB HCM Control Delay, s 10.4 0 0.1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 687 1418 - HCM Lane V/C Ratio - - 0.024 0.002 - HCM Control Delay (s) - - 10.4 7.5 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.1 0 - Sonders Village Build-Oout (2030) Conditions - PM Peak Hour Turnberry Road at Serramonte Drive Synchro 11 Report Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 1 8 19 1 19 8 129 39 26 139 4 Future Vol, veh/h 1 1 8 19 1 19 8 129 39 26 139 4 Conflicting Peds, #/hr 1 0 1 0 0 0 1 0 0 0 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -- - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 69 92 69 92 92 92 77 77 92 92 81 81 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 1 12 21 1 21 10 168 42 28 172 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 453 462 177 447 443 190 178 0 0 210 0 0 Stage 1 232 232 - 209 209 - - - - - - - Stage 2 221 230 - 238 234 - - - - - - - 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 517 497 866 522 509 852 1398 - - 1361 - - Stage 1 771 713 - 793 729 - - - - - - - Stage 2 781 714 - 765 711 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 491 481 865 502 493 851 1397 - - 1361 - - Mov Cap-2 Maneuver 491 481 - 502 493 - - - - - - - Stage 1 764 696 - 787 723 - - - - - - - Stage 2 754 708 - 736 694 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.8 11.2 0.4 1.1 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1397 - - 759 627 1361 - - HCM Lane V/C Ratio 0.007 - - 0.019 0.068 0.021 - - HCM Control Delay (s) 7.6 0 - 9.8 11.2 7.7 0 - HCM Lane LOS A A -A B A A - HCM 95th %tile Q(veh) 0 - - 0.1 0.2 0.1 - - Sonders Village Build-Oout (2030) Conditions - PM Peak Hour Turnberry Road at Morningstar Way Synchro 11 Report Intersection Int Delay, s/veh 5.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 10 54 104 8 11 86 155 144 12 134 18 Future Vol, veh/h 10 10 54 104 8 11 86 155 144 12 134 18 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 100 100 - - 100 - - 100 - 100 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 11 59 113 9 12 93 168 157 13 146 20 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 615 683 146 650 625 247 166 0 0 325 0 0 Stage 1 172 172 - 433 433 - - - - - - - Stage 2 443 511 - 217 192 - - - - - - - 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 403 372 901 382 401 792 1412 - - 1235 - - Stage 1 830 756 - 601 582 - - - - - - - Stage 2 594 537 - 785 742 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 367 344 901 329 371 792 1412 - - 1235 - - Mov Cap-2 Maneuver 367 344 - 329 371 - - - - - - - Stage 1 775 748 - 561 544 - - - - - - - Stage 2 538 502 - 716 734 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.1 20.1 1.7 0.6 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1412 - - 355 901 329 536 1235 - - HCM Lane V/C Ratio 0.066 - - 0.061 0.065 0.344 0.039 0.011 - - HCM Control Delay (s) 7.7 - - 15.8 9.3 21.6 12 7.9 - - HCM Lane LOS A - - C A C B A - - HCM 95th %tile Q(veh) 0.2 - - 0.2 0.2 1.5 0.1 0 - - Sonders Village Build-Oout (2030) Conditions - PM Peak Hour Turnberry Road at Brightwater Drive Synchro 11 Report Intersection Int Delay, s/veh 9.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 9 1 75 62 2 9 70 367 57 19 284 6 Future Vol, veh/h 9 1 75 62 2 9 70 367 57 19 284 6 Conflicting Peds, #/hr 0 0 1 1 0 1 1 0 1 1 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 55 55 55 75 75 75 69 69 69 83 83 83 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 16 2 136 83 3 12 101 532 83 23 342 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1177 1211 348 1239 1173 576 350 0 0 616 0 0 Stage 1 393 393 - 777 777 - - - - - - - Stage 2 784 818 - 462 396 - - - - - - - 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 168 182 695 152 192 517 1209 - - 964 - - Stage 1 632 606 - 390 407 - - - - - - - Stage 2 386 390 - 580 604 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 149 162 694 111 171 516 1208 - - 963 - - Mov Cap-2 Maneuver 149 162 - 111 171 - - - - - - - Stage 1 579 591 - 357 372 - - - - - - - Stage 2 343 357 - 453 589 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.9 97.9 1.2 0.5 HCM LOS B F Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1208 - - 150 694 124 963 - - HCM Lane V/C Ratio 0.084 - - 0.121 0.196 0.785 0.024 - - HCM Control Delay (s) 8.3 - - 32.3 11.5 97.9 8.8 - - HCM Lane LOS A - - D B F A - - HCM 95th %tile Q(veh) 0.3 - - 0.4 0.7 4.6 0.1 - - Sonders Village Build-Oout (2030) Conditions - PM Peak Hour Turnberry Road at Richards Lake Road Synchro 11 Report Intersection Int Delay, s/veh 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 3 14 65 4 44 22 517 115 31 409 1 Future Vol, veh/h 2 3 14 65 4 44 22 517 115 31 409 1 Conflicting Peds, #/hr 9 0 10 4 0 3 10 0 4 3 0 9 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 100 - - 330 - 240 90 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 79 79 79 61 61 61 72 72 72 79 79 79 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 3 4 18 107 7 72 31 718 160 39 518 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1516 1551 539 1402 1391 731 529 0 0 882 0 0 Stage 1 607 607 - 784 784 - - - - - - - Stage 2 909 944 - 618 607 - - - - - - - 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 98 114 542 117 142 422 1038 - - 767 - - Stage 1 483 486 - 386 404 - - - - - - - Stage 2 329 341 - 477 486 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 72 104 533 ~ 102 129 417 1029 - - 764 - - Mov Cap-2 Maneuver 72 104 - ~ 102 129 - - - - - - - Stage 1 465 457 - 373 391 - - - - - - - Stage 2 258 330 - 430 457 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 22.6 110.9 0.3 0.7 HCM LOS C F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1029 - - 229 102 352 764 - - HCM Lane V/C Ratio 0.03 - - 0.105 1.045 0.224 0.051 - - HCM Control Delay (s) 8.6 - - 22.6 179.5 18.1 10 - - HCM Lane LOS A - - C F C A - - HCM 95th %tile Q(veh) 0.1 - - 0.3 6.6 0.8 0.2 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Sonders Village Build-Oout (2030) Conditions - PM Peak Hour Richards Lake Road at Bar Harbor Drive Synchro 11 Report 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 40 97 9 11 92 39 3 2 9 23 5 20 Future Vol, veh/h 40 97 9 11 92 39 3 2 9 23 5 20 Conflicting Peds, #/hr 9 0 9 10 0 9 10 0 10 9 0 9 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 83 83 83 63 63 63 75 75 75 86 86 86 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 48 117 11 17 146 62 4 3 12 27 6 23 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 217 0 0 138 0 0 465 480 143 456 454 196 Stage 1 -- - - - - 229 229 - 220 220 - Stage 2 -- - - - - 236 251 - 236 234 - 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 1353 - - 1446 - - 508 485 905 515 502 845 Stage 1 -- - - - - 774 715 - 782 721 - Stage 2 -- - - - - 767 699 - 767 711 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1343 - - 1434 - - 464 455 890 480 471 832 Mov Cap-2 Maneuver -- - - - - 464 455 - 480 471 - Stage 1 -- - - - - 740 684 - 748 707 - Stage 2 -- - - - - 725 686 - 721 680 - Approach EB WB NB SB HCM Control Delay, s 2.1 0.6 10.5 11.9 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 668 1343 - - 1434 - - 581 HCM Lane V/C Ratio 0.028 0.036 - - 0.012 - - 0.096 HCM Control Delay (s) 10.5 7.8 - - 7.5 - - 11.9 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 0.3 Sonders Village Build-Oout (2030) Conditions - PM Peak Hour Richards Lake Road at Clarion Lane Synchro 11 Report Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 25 87 7 10 133 6 1 1 3 3 1 14 Future Vol, veh/h 25 87 7 10 133 6 1 1 3 3 1 14 Conflicting Peds, #/hr 0 0 9 10 0 0 9 0 10 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 90 90 67 67 92 75 92 75 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 27 97 8 15 199 7 1 1 4 3 1 15 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 206 0 0 115 0 0 415 401 121 401 402 212 Stage 1 -- - - - - 165 165 - 233 233 - Stage 2 -- - - - - 250 236 - 168 169 - 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 1365 - - 1474 - - 548 538 930 560 537 828 Stage 1 -- - - - - 837 762 - 770 712 - Stage 2 -- - - - - 754 710 - 834 759 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1365 - - 1462 - - 517 518 915 539 517 822 Mov Cap-2 Maneuver -- - - - - 517 518 - 539 517 - Stage 1 -- - - - - 814 741 - 755 705 - Stage 2 -- - - - - 726 703 - 806 738 - Approach EB WB NB SB HCM Control Delay, s 1.6 0.5 10.1 10 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 710 1365 - - 1462 - - 734 HCM Lane V/C Ratio 0.009 0.02 - - 0.01 - - 0.027 HCM Control Delay (s) 10.1 7.7 - - 7.5 - - 10 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0 0.1 - - 0 - - 0.1 Sonders Village Build-Oout (2030) Conditions - PM Peak Hour Richards Lake Road at Thoreau Drive Synchro 11 Report Intersection Int Delay, s/veh 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 93 7 14 144 9 8 Future Vol, veh/h 93 7 14 144 9 8 Conflicting Peds, #/hr 0 2 2 0 2 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 79 79 63 63 73 73 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 118 9 22 229 12 11 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 129 0 400 127 Stage 1 - - - - 125 - Stage 2 - - - - 275 - 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 - - 1457 - 606 923 Stage 1 - - - - 901 - Stage 2 - - - - 771 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1455 - 594 920 Mov Cap-2 Maneuver - - - - 594 - Stage 1 - - - - 899 - Stage 2 - - - - 758 - Approach EB WB NB HCM Control Delay, s 0 0.7 10.2 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 713 - - 1455 - HCM Lane V/C Ratio 0.033 - - 0.015 - HCM Control Delay (s) 10.2 - - 7.5 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.1 - - 0 - Sonders Village Build-Oout (2030) Conditions - PM Peak Hour Richards Lake Road at Giddings Road Synchro 11 Report Intersection Int Delay, s/veh 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 37 46 38 18 51 11 79 212 15 9 162 15 Future Vol, veh/h 37 46 38 18 51 11 79 212 15 9 162 15 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -- - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 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 40 50 41 20 55 12 86 230 16 10 176 16 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 648 622 184 660 622 238 192 0 0 246 0 0 Stage 1 204 204 - 410 410 - - - - - - - Stage 2 444 418 - 250 212 - - - - - - - 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 383 403 858 376 403 801 1381 - - 1320 - - Stage 1 798 733 - 619 595 - - - - - - - Stage 2 593 591 - 754 727 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 314 371 858 302 371 801 1381 - - 1320 - - Mov Cap-2 Maneuver 314 371 - 302 371 - - - - - - - Stage 1 741 727 - 574 552 - - - - - - - Stage 2 488 548 - 663 721 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 17.3 17.3 2 0.4 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1381 - - 423 380 1320 - - HCM Lane V/C Ratio 0.062 - - 0.311 0.229 0.007 - - HCM Control Delay (s) 7.8 0 - 17.3 17.3 7.7 0 - HCM Lane LOS A A - C C A A - HCM 95th %tile Q(veh) 0.2 - - 1.3 0.9 0 - - Sonders Village Build-Oout (2030) Conditions - PM Peak Hour Turnberry Road at Country Club Road Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 439 62 259 18 25 1 223 309 26 2 257 285 Future Volume (vph) 439 62 259 18 25 1 223 309 26 2 257 285 Satd. Flow (prot) 0 1785 1583 1770 1852 0 1770 1837 0 1770 1863 1583 Flt Permitted 0.730 0.228 0.482 0.400 Satd. Flow (perm) 0 1353 1583 425 1852 0 898 1837 0 742 1863 1543 Satd. Flow (RTOR) 114 1 6 352 Lane Group Flow (vph) 0 576 298 21 31 0 269 403 0 2 317 352 Turn Type Perm NA Perm Perm NA Perm NA Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 2 6 6 Total Split (s) 45.0 45.0 45.0 45.0 45.0 45.0 45.0 45.0 45.0 45.0 Total Lost Time (s) 4.0 4.0 5.0 4.0 4.0 4.0 4.0 4.0 4.0 Act Effct Green (s) 39.8 39.8 38.8 39.8 41.0 41.0 41.0 41.0 41.0 Actuated g/C Ratio 0.45 0.45 0.44 0.45 0.46 0.46 0.46 0.46 0.46 v/c Ratio 0.95 0.39 0.11 0.04 0.65 0.47 0.01 0.37 0.39 Control Delay 51.7 11.3 16.7 13.5 27.8 18.8 13.5 17.4 3.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.7 11.3 16.7 13.5 27.8 18.8 13.5 17.4 3.1 LOS D B B B C B B B A Approach Delay 37.9 14.8 22.4 9.9 Approach LOS D B C A Queue Length 50th (ft) 300 62 7 9 115 151 1 114 0 Queue Length 95th (ft) #491 116 21 23 184 207 4 155 29 Internal Link Dist (ft) 487 840 687 561 Turn Bay Length (ft) 50 175 300 235 Base Capacity (vph) 624 792 191 856 415 851 343 860 901 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.92 0.38 0.11 0.04 0.65 0.47 0.01 0.37 0.39 Intersection Summary Cycle Length: 90 Actuated Cycle Length: 88.8 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 24.5 Intersection LOS: C Intersection Capacity Utilization 70.1% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 8: Turnberry Road & Country Club Road Sonders Village Build-Out (2030) Conditions - PM Peak Hour Turnberry Road at Mountain Vista Drive All-Way Stop Synchro 11 Report Intersection Intersection Delay, s/veh 44.2 Intersection LOS E Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 11 17 36 519 469 17 Future Vol, veh/h 11 17 36 519 469 17 Peak Hour Factor 0.90 0.90 0.81 0.81 0.92 0.92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 12 19 44 641 510 18 Number of Lanes 0 1 1 0 1 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 10.4 49.9 38.8 HCM LOS B E E Lane EBLn1 WBLn1 SBLn1 Vol Left, % 39% 0% 97% Vol Thru, % 61% 6% 0% Vol Right, % 0% 94% 3% Sign Control Stop Stop Stop Traffic Vol by Lane 28 555 486 LT Vol 11 0 469 Through Vol 17 36 0 RT Vol 0 519 17 Lane Flow Rate 31 685 528 Geometry Grp 1 1 1 Degree of Util (X) 0.06 0.972 0.885 Departure Headway (Hd) 6.938 5.105 6.028 Convergence, Y/N Yes Yes Yes Cap 519 706 597 Service Time 4.938 3.182 4.085 HCM Lane V/C Ratio 0.06 0.97 0.884 HCM Control Delay 10.4 49.9 38.8 HCM Lane LOS B E E HCM 95th-tile Q 0.2 14.7 10.4 Sonders Village Build-Out (2030) Conditions - PM Peak Hour Mountain Vista Drive at Timberline Road Roundabout Synchro 11 Report Intersection Intersection Delay, s/veh 19.8 Intersection LOS C Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 561 657 678 203 Demand Flow Rate, veh/h 573 670 691 206 Vehicles Circulating, veh/h 387 510 451 916 Vehicles Exiting, veh/h 735 632 509 264 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 13.2 25.2 22.2 12.7 Approach LOS B D C B 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 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 573 670 691 206 Cap Entry Lane, veh/h 930 820 871 542 Entry HV Adj Factor 0.979 0.981 0.981 0.984 Flow Entry, veh/h 561 657 678 203 Cap Entry, veh/h 911 804 854 533 V/C Ratio 0.616 0.817 0.793 0.380 Control Delay, s/veh 13.2 25.2 22.2 12.7 LOS B D C B 95th %tile Queue, veh 4 9 8 2 Sonders Village Build-Out (2030) Conditions - PM Peak Hour Country Club Road at Lemay Avenue All-Way Stop Synchro 11 Report Intersection Intersection Delay, s/veh 210.3 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 423 69 270 243 16 58 143 354 26 70 12 Future Vol, veh/h 18 423 69 270 243 16 58 143 354 26 70 12 Peak Hour Factor 0.79 0.79 0.79 0.94 0.94 0.94 0.78 0.78 0.78 0.79 0.79 0.79 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 23 535 87 287 259 17 74 183 454 33 89 15 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 229.1 167.9 262.7 23.9 HCM LOS F F F C Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 10% 4% 51% 24% Vol Thru, % 26% 83% 46% 65% Vol Right, % 64% 14% 3% 11% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 555 510 529 108 LT Vol 58 18 270 26 Through Vol 143 423 243 70 RT Vol 354 69 16 12 Lane Flow Rate 712 646 563 137 Geometry Grp 1 1 1 1 Degree of Util (X) 1.504 1.416 1.259 0.361 Departure Headway (Hd) 8.906 9.866 10.373 13.499 Convergence, Y/N Yes Yes Yes Yes Cap 413 374 355 269 Service Time 6.906 7.866 8.373 11.499 HCM Lane V/C Ratio 1.724 1.727 1.586 0.509 HCM Control Delay 262.7 229.1 167.9 23.9 HCM Lane LOS F F F C HCM 95th-tile Q 32.5 26.3 19.6 1.6 Sonders Village Build-Out (2030) Conditions - PM Peak Hour Country Club Road at Lemay Avenue Roundabout Synchro 11 Report Intersection Intersection Delay, s/veh 26.4 Intersection LOS D Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 645 563 711 137 Demand Flow Rate, veh/h 658 574 725 140 Vehicles Circulating, veh/h 418 285 603 632 Vehicles Exiting, veh/h 354 1043 473 227 Ped Vol Crossing Leg, #/h 0 1 1 1 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 17.9 10.7 50.3 7.3 Approach LOS C B F A 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 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 658 574 725 140 Cap Entry Lane, veh/h 901 1032 746 724 Entry HV Adj Factor 0.981 0.981 0.981 0.980 Flow Entry, veh/h 645 563 711 137 Cap Entry, veh/h 884 1012 732 710 V/C Ratio 0.730 0.556 0.972 0.193 Control Delay, s/veh 17.9 10.7 50.3 7.3 LOS C B F A 95th %tile Queue, veh 7 4 15 1 Sonder’s Village Traffic Impact Analysis Appendix I Appendix I . Traffic Analysis Worksheets – Year 2045 Build -Out Conditions Sonders Village Year 2045 Conditions - AM Peak Hour Turnberry Road at Douglas Road Synchro 11 Report Intersection Intersection Delay, s/veh 4.0 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 213 108 129 20 Demand Flow Rate, veh/h 217 110 132 20 Vehicles Circulating, veh/h 70 99 111 202 Vehicles Exiting, veh/h 152 144 176 7 Ped Vol Crossing Leg, #/h 0 0 1 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 4.3 3.7 3.9 3.4 Approach LOS A A A A 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 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 217 110 132 20 Cap Entry Lane, veh/h 1285 1247 1232 1123 Entry HV Adj Factor 0.981 0.982 0.977 0.988 Flow Entry, veh/h 213 108 129 20 Cap Entry, veh/h 1261 1224 1204 1110 V/C Ratio 0.169 0.088 0.107 0.018 Control Delay, s/veh 4.3 3.7 3.9 3.4 LOS A A A A 95th %tile Queue, veh 1 0 0 0 Sonders Village Year 2045 Conditions - AM Peak Hour Turnberry Road at Sonders Access Synchro 11 Report Intersection Int Delay, s/veh 0.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 21 4 125 7 1 145 Future Vol, veh/h 21 4 125 7 1 145 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 23 4 136 8 1 158 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 300 140 0 0 144 0 Stage 1 140 - - - - - Stage 2 160 - - - - - 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 691 908 - - 1438 - Stage 1 887 - - - - - Stage 2 869 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 690 908 - - 1438 - Mov Cap-2 Maneuver 690 - - - - - Stage 1 887 - - - - - Stage 2 868 - - - - - Approach WB NB SB HCM Control Delay, s 10.2 0 0.1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 718 1438 - HCM Lane V/C Ratio - - 0.038 0.001 - HCM Control Delay (s) - - 10.2 7.5 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.1 0 - Sonders Village Year 2045 Conditions - AM Peak Hour Turnberry Road at Serramonte Drive Synchro 11 Report 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 3 1 10 30 1 20 2 105 18 10 155 2 Future Vol, veh/h 3 1 10 30 1 20 2 105 18 10 155 2 Conflicting Peds, #/hr 1 0 1 0 0 0 1 0 0 0 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -- - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 69 92 69 92 92 92 77 77 92 92 81 81 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 1 14 33 1 22 3 136 20 11 191 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 380 377 194 375 368 147 194 0 0 156 0 0 Stage 1 215 215 - 152 152 - - - - - - - Stage 2 165 162 - 223 216 - - - - - - - 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 578 555 847 582 561 900 1379 - - 1424 - - Stage 1 787 725 - 850 772 - - - - - - - Stage 2 837 764 - 780 724 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 558 548 846 566 554 899 1378 - - 1424 - - Mov Cap-2 Maneuver 558 548 - 566 554 - - - - - - - Stage 1 785 718 - 848 770 - - - - - - - Stage 2 813 762 - 758 717 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10 10.9 0.1 0.4 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1378 - - 741 662 1424 - - HCM Lane V/C Ratio 0.002 - - 0.027 0.084 0.008 - - HCM Control Delay (s) 7.6 0 - 10 10.9 7.5 0 - HCM Lane LOS A A -B B A A - HCM 95th %tile Q(veh) 0 - - 0.1 0.3 0 - - Sonders Village Year 2045 Conditions - AM Peak Hour Turnberry Road at Morningstar Way Synchro 11 Report Intersection Int Delay, s/veh 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 16 4 79 103 5 15 29 155 50 6 180 6 Future Vol, veh/h 16 4 79 103 5 15 29 155 50 6 180 6 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 100 100 - - 100 - - 100 - 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 17 4 86 112 5 16 32 168 54 7 196 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 480 496 196 518 476 195 203 0 0 222 0 0 Stage 1 210 210 - 259 259 - - - - - - - Stage 2 270 286 - 259 217 - - - - - - - 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 496 475 845 468 488 846 1369 - - 1347 - - Stage 1 792 728 - 746 694 - - - - - - - Stage 2 736 675 - 746 723 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 472 462 845 409 474 846 1369 - - 1347 - - Mov Cap-2 Maneuver 472 462 - 409 474 - - - - - - - Stage 1 774 724 - 729 678 - - - - - - - Stage 2 699 659 - 663 719 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.4 16 1 0.2 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1369 - - 470 845 409 707 1347 - - HCM Lane V/C Ratio 0.023 - - 0.046 0.102 0.274 0.031 0.005 - - HCM Control Delay (s) 7.7 - - 13 9.7 17.1 10.3 7.7 - - HCM Lane LOS A - - B A C B A - - HCM 95th %tile Q(veh) 0.1 - - 0.1 0.3 1.1 0.1 0 - - Sonders Village Year 2045 Conditions - AM Peak Hour Turnberry Road at Brightwater Drive Synchro 11 Report Intersection Int Delay, s/veh 6.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11 2 81 65 4 14 26 210 25 8 350 5 Future Vol, veh/h 11 2 81 65 4 14 26 210 25 8 350 5 Conflicting Peds, #/hr 0 0 1 1 0 1 1 0 1 1 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 55 55 55 75 75 75 69 69 69 83 83 83 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 20 4 147 87 5 19 38 304 36 10 422 6 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 857 863 427 921 848 324 429 0 0 341 0 0 Stage 1 446 446 - 399 399 - - - - - - - Stage 2 411 417 - 522 449 - - - - - - - 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 277 292 628 251 298 717 1130 - - 1218 - - Stage 1 591 574 - 627 602 - - - - - - - Stage 2 618 591 - 538 572 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 257 279 627 184 285 716 1129 - - 1217 - - Mov Cap-2 Maneuver 257 279 - 184 285 - - - - - - - Stage 1 571 569 - 606 581 - - - - - - - Stage 2 576 570 - 405 567 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.6 38.3 0.8 0.2 HCM LOS B E Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1129 - - 260 627 215 1217 - - HCM Lane V/C Ratio 0.033 - - 0.091 0.235 0.515 0.008 - - HCM Control Delay (s) 8.3 - - 20.2 12.5 38.3 8 - - HCM Lane LOS A - - C B E A - - HCM 95th %tile Q(veh) 0.1 - - 0.3 0.9 2.6 0 - - Sonders Village Year 2045 Conditions - AM Peak Hour Turnberry Road at Richards Lake Road Synchro 11 Report Intersection Int Delay, s/veh 20.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 2 20 110 4 40 8 205 55 35 535 1 Future Vol, veh/h 1 2 20 110 4 40 8 205 55 35 535 1 Conflicting Peds, #/hr 9 0 10 4 0 3 10 0 4 3 0 9 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 50 100 - - 330 - 240 90 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 79 79 79 61 61 61 72 72 72 79 79 79 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 3 25 180 7 66 11 285 76 44 677 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1167 1163 698 1101 1087 298 688 0 0 365 0 0 Stage 1 776 776 - 311 311 - - - - - - - Stage 2 391 387 - 790 776 - - - - - - - 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 171 195 440 189 216 741 906 - - 1194 - - Stage 1 390 407 - 699 658 - - - - - - - Stage 2 633 610 - 383 407 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 144 183 433 ~ 168 203 733 898 - - 1190 - - Mov Cap-2 Maneuver 144 183 - ~ 168 203 - - - - - - - Stage 1 382 389 - 688 648 - - - - - - - Stage 2 559 601 - 342 389 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 15.5 107.7 0.3 0.5 HCM LOS C F Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 898 - - 168 433 168 592 1190 - - HCM Lane V/C Ratio 0.012 - - 0.023 0.058 1.073 0.122 0.037 - - HCM Control Delay (s) 9.1 - - 26.9 13.8 146 11.9 8.1 - - HCM Lane LOS A - - D B F B A - - HCM 95th %tile Q(veh) 0 - - 0.1 0.2 9 0.4 0.1 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Sonders Village Year 2045 Conditions - AM Peak Hour Richards Lake Road at Bar Harbor Drive Synchro 11 Report Intersection Int Delay, s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11 85 5 5 85 10 5 1 13 36 2 45 Future Vol, veh/h 11 85 5 5 85 10 5 1 13 36 2 45 Conflicting Peds, #/hr 9 0 9 10 0 9 10 0 10 9 0 9 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 83 83 83 63 63 63 75 75 75 86 86 86 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 13 102 6 8 135 16 7 1 17 42 2 52 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 160 0 0 118 0 0 337 317 125 318 312 162 Stage 1 -- - - - - 141 141 - 168 168 - Stage 2 -- - - - - 196 176 - 150 144 - 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 1419 - - 1470 - - 617 599 926 635 603 883 Stage 1 -- - - - - 862 780 - 834 759 - Stage 2 -- - - - - 806 753 - 853 778 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1408 - - 1458 - - 562 582 911 605 586 869 Mov Cap-2 Maneuver -- - - - - 562 582 - 605 586 - Stage 1 -- - - - - 847 767 - 820 750 - Stage 2 -- - - - - 745 744 - 821 765 - Approach EB WB NB SB HCM Control Delay, s 0.8 0.4 9.9 10.7 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 764 1408 - - 1458 - - 724 HCM Lane V/C Ratio 0.033 0.009 - - 0.005 - - 0.133 HCM Control Delay (s) 9.9 7.6 - - 7.5 - - 10.7 HCM Lane LOS A A - - A - - B HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.5 Sonders Village Year 2045 Conditions - AM Peak Hour Richards Lake Road at Clarion Lane Synchro 11 Report 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 8 115 4 2 60 2 13 1 5 5 1 22 Future Vol, veh/h 8 115 4 2 60 2 13 1 5 5 1 22 Conflicting Peds, #/hr 0 0 9 10 0 0 9 0 10 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 90 90 67 67 92 75 92 75 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 9 128 4 3 90 2 17 1 7 5 1 24 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 92 0 0 142 0 0 277 256 150 259 257 100 Stage 1 -- - - - - 158 158 - 97 97 - Stage 2 -- - - - - 119 98 - 162 160 - 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 1503 - - 1441 - - 675 648 896 694 647 956 Stage 1 -- - - - - 844 767 - 910 815 - Stage 2 -- - - - - 885 814 - 840 766 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1503 - - 1429 - - 643 638 881 678 637 949 Mov Cap-2 Maneuver -- - - - - 643 638 - 678 637 - Stage 1 -- - - - - 832 756 - 905 813 - Stage 2 -- - - - - 853 812 - 821 755 - Approach EB WB NB SB HCM Control Delay, s 0.5 0.2 10.4 9.3 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 692 1503 - - 1429 - - 872 HCM Lane V/C Ratio 0.036 0.006 - - 0.002 - - 0.035 HCM Control Delay (s) 10.4 7.4 - - 7.5 - - 9.3 HCM Lane LOS B A - - A - - A HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1 Sonders Village Year 2045 Conditions - AM Peak Hour Richards Lake Road at Thoreau Drive Synchro 11 Report Intersection Int Delay, s/veh 1.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 125 8 7 65 7 23 Future Vol, veh/h 125 8 7 65 7 23 Conflicting Peds, #/hr 0 2 2 0 2 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 79 79 63 63 73 73 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 158 10 11 103 10 32 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 170 0 292 167 Stage 1 - - - - 165 - Stage 2 - - - - 127 - 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 - - 1407 - 699 877 Stage 1 - - - - 864 - Stage 2 - - - - 899 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1405 - 691 874 Mov Cap-2 Maneuver - - - - 691 - Stage 1 - - - - 862 - Stage 2 - - - - 890 - Approach EB WB NB HCM Control Delay, s 0 0.7 9.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 823 - - 1405 - HCM Lane V/C Ratio 0.05 - - 0.008 - HCM Control Delay (s) 9.6 - - 7.6 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0.2 - - 0 - Sonders Village Year 2045 Conditions - AM Peak Hour Richards Lake Road at Giddings Road Synchro 11 Report Intersection Intersection Delay, s/veh 5.8 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 193 49 340 404 Demand Flow Rate, veh/h 197 50 347 412 Vehicles Circulating, veh/h 389 372 112 96 Vehicles Exiting, veh/h 119 87 474 326 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 6.1 4.3 5.6 6.0 Approach LOS A A A A 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 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 197 50 347 412 Cap Entry Lane, veh/h 928 944 1231 1251 Entry HV Adj Factor 0.979 0.986 0.981 0.980 Flow Entry, veh/h 193 49 340 404 Cap Entry, veh/h 908 931 1207 1227 V/C Ratio 0.212 0.053 0.282 0.329 Control Delay, s/veh 6.1 4.3 5.6 6.0 LOS A A A A 95th %tile Queue, veh 1 0 1 1 Sonders Village Year 2045 Conditions - AM Peak Hour Turnberry Road at Country Club Road Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 95 52 120 30 122 9 115 280 9 1 555 240 Future Volume (vph) 95 52 120 30 122 9 115 280 9 1 555 240 Satd. Flow (prot) 0 1805 1583 1770 1838 0 1770 1852 0 1770 1863 1583 Flt Permitted 0.644 0.560 0.321 0.535 Satd. Flow (perm) 0 1196 1583 1039 1838 0 598 1852 0 991 1863 1543 Satd. Flow (RTOR) 138 5 3 296 Lane Group Flow (vph) 0 169 138 36 156 0 139 348 0 1 685 296 Turn Type Perm NA Perm Perm NA Perm NA Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 2 6 6 Total Split (s) 37.0 37.0 37.0 37.0 37.0 53.0 53.0 53.0 53.0 53.0 Total Lost Time (s) 4.0 4.0 5.0 4.0 4.0 4.0 4.0 4.0 4.0 Act Effct Green (s) 15.3 15.3 14.3 15.3 49.8 49.8 49.8 49.8 49.8 Actuated g/C Ratio 0.21 0.21 0.20 0.21 0.68 0.68 0.68 0.68 0.68 v/c Ratio 0.68 0.31 0.18 0.40 0.34 0.28 0.00 0.54 0.26 Control Delay 40.1 6.5 25.5 26.6 9.0 6.0 5.0 8.8 1.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.1 6.5 25.5 26.6 9.0 6.0 5.0 8.8 1.4 LOS D A C C A A A A A Approach Delay 25.0 26.4 6.8 6.6 Approach LOS C C A A Queue Length 50th (ft) 70 0 13 58 21 50 0 128 0 Queue Length 95th (ft) 125 36 34 99 61 104 2 235 18 Internal Link Dist (ft) 487 840 687 561 Turn Bay Length (ft) 50 100 175 300 235 Base Capacity (vph) 541 791 455 834 407 1261 674 1268 1144 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.17 0.08 0.19 0.34 0.28 0.00 0.54 0.26 Intersection Summary Cycle Length: 90 Actuated Cycle Length: 73.1 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.68 Intersection Signal Delay: 11.4 Intersection LOS: B Intersection Capacity Utilization 64.7% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 8: Turnberry Road & Country Club Road Sonders Village Year 2045 Conditions - AM Peak Hour Turnberry Road at Mountain Vista Drive Synchro 11 Report Intersection Intersection Delay, s/veh 11.9 Intersection LOS B Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 61 331 465 891 Demand Flow Rate, veh/h 61 338 474 909 Vehicles Circulating, veh/h 990 423 409 97 Vehicles Exiting, veh/h 16 460 642 664 Ped Vol Crossing Leg, #/h 1 0 0 1 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 8.8 8.5 10.9 14.0 Approach LOS A A B B 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 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 61 338 474 909 Cap Entry Lane, veh/h 503 896 909 1250 Entry HV Adj Factor 0.994 0.979 0.982 0.981 Flow Entry, veh/h 61 331 465 891 Cap Entry, veh/h 500 877 892 1226 V/C Ratio 0.121 0.377 0.521 0.727 Control Delay, s/veh 8.8 8.5 10.9 14.0 LOS A A B B 95th %tile Queue, veh 0 2 3 7 Sonders Village Year 2045 Conditions - AM Peak Hour Mountain Vista Drive at Timberline Road Synchro 11 Report Intersection Intersection Delay, s/veh 11.2 Intersection LOS B Approach EB WB NB SB Entry Lanes 2 2 2 2 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 447 638 517 801 Demand Flow Rate, veh/h 456 651 527 817 Vehicles Circulating, veh/h 1187 295 616 710 Vehicles Exiting, veh/h 340 848 1027 236 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 16.4 6.8 8.4 13.7 Approach LOS C A A B Lane Left Right Left Right Left Right Left Right Designated Moves LT TR LT TR LT TR LT TR Assumed Moves LT TR L TR LT TR LT TR RT Channelized Lane Util 0.469 0.531 0.593 0.407 0.471 0.529 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 214 242 386 265 248 279 384 433 Cap Entry Lane, veh/h 453 518 1029 1105 766 841 702 777 Entry HV Adj Factor 0.982 0.979 0.979 0.982 0.980 0.982 0.981 0.981 Flow Entry, veh/h 210 237 378 260 243 274 377 425 Cap Entry, veh/h 445 507 1008 1085 750 826 689 762 V/C Ratio 0.472 0.467 0.375 0.240 0.324 0.332 0.547 0.558 Control Delay, s/veh 17.5 15.5 7.6 5.6 8.7 8.2 14.1 13.3 LOS C C A A A A B B 95th %tile Queue, veh 2 2 2 1 1 1 3 3 Sonders Village Year 2045 Conditions - AM Peak Hour Country Club Road at Lemay Avenue Synchro 11 Report Intersection Intersection Delay, s/veh 9.6 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 431 621 224 259 Demand Flow Rate, veh/h 440 634 229 264 Vehicles Circulating, veh/h 506 136 339 645 Vehicles Exiting, veh/h 403 432 607 125 Ped Vol Crossing Leg, #/h 0 1 1 1 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 12.1 9.1 6.1 10.0 Approach LOS B A A A 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 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 440 634 229 264 Cap Entry Lane, veh/h 824 1201 977 715 Entry HV Adj Factor 0.980 0.980 0.979 0.981 Flow Entry, veh/h 431 621 224 259 Cap Entry, veh/h 807 1177 956 701 V/C Ratio 0.534 0.528 0.235 0.369 Control Delay, s/veh 12.1 9.1 6.1 10.0 LOS B A A A 95th %tile Queue, veh 3 3 1 2 Sonders Village Year 2045 Conditions - PM Peak Hour Turnberry Road at Douglas Road Synchro 11 Report Intersection Intersection Delay, s/veh 4.4 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 290 161 131 12 Demand Flow Rate, veh/h 296 164 134 12 Vehicles Circulating, veh/h 64 93 150 245 Vehicles Exiting, veh/h 193 191 210 12 Ped Vol Crossing Leg, #/h 0 0 1 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 4.8 4.0 4.1 3.5 Approach LOS A A A A 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 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 296 164 134 12 Cap Entry Lane, veh/h 1293 1255 1184 1075 Entry HV Adj Factor 0.980 0.981 0.977 0.987 Flow Entry, veh/h 290 161 131 12 Cap Entry, veh/h 1267 1231 1157 1061 V/C Ratio 0.229 0.131 0.113 0.011 Control Delay, s/veh 4.8 4.0 4.1 3.5 LOS A A A A 95th %tile Queue, veh 1 0 0 0 Sonders Village Year 2045 Conditions - PM Peak Hour Turnberry Road at Sonders Access Synchro 11 Report Intersection Int Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 13 2 145 14 3 170 Future Vol, veh/h 13 2 145 14 3 170 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 14 2 158 15 3 185 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 357 166 0 0 173 0 Stage 1 166 - - - - - Stage 2 191 - - - - - 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 641 878 - - 1404 - Stage 1 863 - - - - - Stage 2 841 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 640 878 - - 1404 - Mov Cap-2 Maneuver 640 - - - - - Stage 1 863 - - - - - Stage 2 839 - - - - - Approach WB NB SB HCM Control Delay, s 10.6 0 0.1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 664 1404 - HCM Lane V/C Ratio - - 0.025 0.002 - HCM Control Delay (s) - - 10.6 7.6 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.1 0 - Sonders Village Year 2045 Conditions - PM Peak Hour Turnberry Road at Serramonte Drive Synchro 11 Report Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 1 8 19 1 19 9 140 39 28 135 5 Future Vol, veh/h 1 1 8 19 1 19 9 140 39 28 135 5 Conflicting Peds, #/hr 1 0 1 0 0 0 1 0 0 0 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -- - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 69 92 69 92 92 92 77 77 92 92 81 81 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 1 12 21 1 21 12 182 42 30 167 6 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 470 479 172 465 461 204 174 0 0 224 0 0 Stage 1 231 231 - 227 227 - - - - - - - Stage 2 239 248 - 238 234 - - - - - - - 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 504 486 872 508 497 837 1403 - - 1345 - - Stage 1 772 713 - 776 716 - - - - - - - Stage 2 764 701 - 765 711 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 477 469 871 487 479 836 1402 - - 1345 - - Mov Cap-2 Maneuver 477 469 - 487 479 - - - - - - - Stage 1 764 694 - 768 709 - - - - - - - Stage 2 736 694 - 734 693 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.8 11.3 0.4 1.2 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1402 - - 757 611 1345 - - HCM Lane V/C Ratio 0.008 - - 0.019 0.069 0.023 - - HCM Control Delay (s) 7.6 0 - 9.8 11.3 7.7 0 - HCM Lane LOS A A -A B A A - HCM 95th %tile Q(veh) 0 - - 0.1 0.2 0.1 - - Sonders Village Year 2045 Conditions - PM Peak Hour Turnberry Road at Morningstar Way Synchro 11 Report Intersection Int Delay, s/veh 5.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 10 54 104 8 11 86 175 145 13 145 18 Future Vol, veh/h 10 10 54 104 8 11 86 175 145 13 145 18 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 100 100 - - 100 - - 100 - 100 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 11 59 113 9 12 93 190 158 14 158 20 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 652 720 158 686 661 269 178 0 0 348 0 0 Stage 1 186 186 - 455 455 - - - - - - - Stage 2 466 534 - 231 206 - - - - - - - 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 381 354 887 362 383 770 1398 - - 1211 - - Stage 1 816 746 - 585 569 - - - - - - - Stage 2 577 524 - 772 731 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 346 326 887 310 353 770 1398 - - 1211 - - Mov Cap-2 Maneuver 346 326 - 310 353 - - - - - - - Stage 1 761 737 - 546 531 - - - - - - - Stage 2 522 489 - 702 722 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.2 21.4 1.6 0.6 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1398 - - 336 887 310 514 1211 - - HCM Lane V/C Ratio 0.067 - - 0.065 0.066 0.365 0.04 0.012 - - HCM Control Delay (s) 7.8 - - 16.5 9.3 23.1 12.3 8 - - HCM Lane LOS A - - C A C B A - - HCM 95th %tile Q(veh) 0.2 - - 0.2 0.2 1.6 0.1 0 - - Sonders Village Year 2045 Conditions - PM Peak Hour Turnberry Road at Brightwater Drive Synchro 11 Report Intersection Int Delay, s/veh 6.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 1 81 40 2 9 72 400 60 21 300 6 Future Vol, veh/h 10 1 81 40 2 9 72 400 60 21 300 6 Conflicting Peds, #/hr 0 0 1 1 0 1 1 0 1 1 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 55 55 55 75 75 75 69 69 69 83 83 83 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 18 2 147 53 3 12 104 580 87 25 361 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1256 1292 367 1323 1252 626 369 0 0 668 0 0 Stage 1 416 416 - 833 833 - - - - - - - Stage 2 840 876 - 490 419 - - - - - - - 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 148 163 678 133 172 484 1190 - - 922 - - Stage 1 614 592 - 363 384 - - - - - - - Stage 2 360 367 - 560 590 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 130 145 677 94 153 483 1189 - - 921 - - Mov Cap-2 Maneuver 130 145 - 94 153 - - - - - - - Stage 1 560 575 - 331 350 - - - - - - - Stage 2 318 335 - 425 573 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 14.9 77.6 1.1 0.6 HCM LOS B F Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1189 - - 131 677 112 921 - - HCM Lane V/C Ratio 0.088 - - 0.153 0.218 0.607 0.027 - - HCM Control Delay (s) 8.3 - - 37.4 11.8 77.6 9 - - HCM Lane LOS A - - E B F A - - HCM 95th %tile Q(veh) 0.3 - - 0.5 0.8 3 0.1 - - Sonders Village Year 2045 Conditions - PM Peak Hour Turnberry Road at Richards Lake Road Synchro 11 Report Intersection Int Delay, s/veh 20.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 4 17 70 4 53 25 550 125 30 435 1 Future Vol, veh/h 2 4 17 70 4 53 25 550 125 30 435 1 Conflicting Peds, #/hr 9 0 10 4 0 3 10 0 4 3 0 9 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 50 100 - - 330 - 240 90 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 79 79 79 61 61 61 72 72 72 79 79 79 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 3 5 22 115 7 87 35 764 174 38 551 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1615 1650 572 1489 1476 777 562 0 0 942 0 0 Stage 1 638 638 - 838 838 - - - - - - - Stage 2 977 1012 - 651 638 - - - - - - - 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 83 99 520 ~ 102 126 397 1009 - - 728 - - Stage 1 465 471 - 361 382 - - - - - - - Stage 2 302 317 - 457 471 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 57 90 511 ~ 86 114 393 1001 - - 726 - - Mov Cap-2 Maneuver 57 90 - ~ 86 114 - - - - - - - Stage 1 445 443 - 347 367 - - - - - - - Stage 2 221 305 - 407 443 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 24.4 173 0.3 0.7 HCM LOS C F Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1001 - - 75 511 86 335 726 - - HCM Lane V/C Ratio 0.035 - - 0.101 0.042 1.334 0.279 0.052 - - HCM Control Delay (s) 8.7 - - 58.3 12.4 297.6 19.9 10.2 - - HCM Lane LOS A - - F B F C B - - HCM 95th %tile Q(veh) 0.1 - - 0.3 0.1 8.6 1.1 0.2 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Sonders Village Year 2045 Conditions - PM Peak Hour Richards Lake Road at Bar Harbor Drive Synchro 11 Report Intersection Int Delay, s/veh 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 41 105 10 13 100 42 4 2 10 25 7 21 Future Vol, veh/h 41 105 10 13 100 42 4 2 10 25 7 21 Conflicting Peds, #/hr 9 0 9 10 0 9 10 0 10 9 0 9 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 83 83 83 63 63 63 75 75 75 86 86 86 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 49 127 12 21 159 67 5 3 13 29 8 24 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 235 0 0 149 0 0 502 518 153 493 491 212 Stage 1 -- - - - - 241 241 - 244 244 - Stage 2 -- - - - - 261 277 - 249 247 - 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 1332 - - 1432 - - 480 462 893 486 478 828 Stage 1 -- - - - - 762 706 - 760 704 - Stage 2 -- - - - - 744 681 - 755 702 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1322 - - 1420 - - 434 432 878 451 446 815 Mov Cap-2 Maneuver -- - - - - 434 432 - 451 446 - Stage 1 -- - - - - 728 674 - 727 689 - Stage 2 -- - - - - 697 666 - 707 670 - Approach EB WB NB SB HCM Control Delay, s 2.1 0.6 10.9 12.4 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 634 1322 - - 1420 - - 547 HCM Lane V/C Ratio 0.034 0.037 - - 0.015 - - 0.113 HCM Control Delay (s) 10.9 7.8 - - 7.6 - - 12.4 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 0.4 Sonders Village Year 2045 Conditions - PM Peak Hour Richards Lake Road at Clarion Lane Synchro 11 Report Intersection Int Delay, s/veh 1.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 25 100 8 11 150 6 1 1 4 3 1 14 Future Vol, veh/h 25 100 8 11 150 6 1 1 4 3 1 14 Conflicting Peds, #/hr 0 0 9 10 0 0 9 0 10 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 90 90 67 67 92 75 92 75 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 27 111 9 16 224 7 1 1 5 3 1 15 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 231 0 0 130 0 0 457 443 136 443 444 237 Stage 1 -- - - - - 180 180 - 260 260 - Stage 2 -- - - - - 277 263 - 183 184 - 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 1337 - - 1455 - - 514 509 913 525 508 802 Stage 1 -- - - - - 822 750 - 745 693 - Stage 2 -- - - - - 729 691 - 819 747 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1337 - - 1443 - - 484 489 898 505 488 796 Mov Cap-2 Maneuver -- - - - - 484 489 - 505 488 - Stage 1 -- - - - - 799 729 - 730 685 - Stage 2 -- - - - - 701 683 - 790 726 - Approach EB WB NB SB HCM Control Delay, s 1.4 0.5 10.1 10.3 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 710 1337 - - 1443 - - 704 HCM Lane V/C Ratio 0.011 0.02 - - 0.011 - - 0.028 HCM Control Delay (s) 10.1 7.7 - - 7.5 - - 10.3 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0 0.1 - - 0 - - 0.1 Sonders Village Year 2045 Conditions - PM Peak Hour Richards Lake Road at Thoreau Drive Synchro 11 Report Intersection Int Delay, s/veh 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 105 8 17 160 10 9 Future Vol, veh/h 105 8 17 160 10 9 Conflicting Peds, #/hr 0 2 2 0 2 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 79 79 63 63 73 73 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 133 10 27 254 14 12 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 145 0 450 142 Stage 1 - - - - 140 - Stage 2 - - - - 310 - 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 - - 1437 - 567 906 Stage 1 - - - - 887 - Stage 2 - - - - 744 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1435 - 554 903 Mov Cap-2 Maneuver - - - - 554 - Stage 1 - - - - 885 - Stage 2 - - - - 728 - Approach EB WB NB HCM Control Delay, s 0 0.7 10.5 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 678 - - 1435 - HCM Lane V/C Ratio 0.038 - - 0.019 - HCM Control Delay (s) 10.5 - - 7.6 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.1 - - 0.1 - Sonders Village Year 2045 Conditions - PM Peak Hour Richards Lake Road at Giddings Road Synchro 11 Report Intersection Intersection Delay, s/veh 5.6 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 132 89 418 281 Demand Flow Rate, veh/h 134 90 426 287 Vehicles Circulating, veh/h 277 430 93 192 Vehicles Exiting, veh/h 202 89 318 328 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 4.7 5.1 6.1 5.6 Approach LOS A A A A 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 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 134 90 426 287 Cap Entry Lane, veh/h 1040 890 1255 1134 Entry HV Adj Factor 0.984 0.987 0.982 0.980 Flow Entry, veh/h 132 89 418 281 Cap Entry, veh/h 1024 878 1232 1112 V/C Ratio 0.129 0.101 0.339 0.253 Control Delay, s/veh 4.7 5.1 6.1 5.6 LOS A A A A 95th %tile Queue, veh 0 0 2 1 Sonders Village Year 2045 Conditions - PM Peak Hour Turnberry Road at Country Club Road Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 270 132 155 201 66 9 140 570 31 2 425 165 Future Volume (vph) 270 132 155 201 66 9 140 570 31 2 425 165 Satd. Flow (prot) 0 1803 1583 1770 1822 0 1770 1845 0 1770 1863 1583 Flt Permitted 0.744 0.313 0.308 0.148 Satd. Flow (perm) 0 1381 1583 582 1822 0 574 1845 0 276 1863 1543 Satd. Flow (RTOR) 85 10 4 204 Lane Group Flow (vph) 0 462 178 239 90 0 169 724 0 2 525 204 Turn Type Perm NA Perm Perm NA Perm NA Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 2 6 6 Total Split (s) 45.0 45.0 45.0 45.0 45.0 45.0 45.0 45.0 45.0 45.0 Total Lost Time (s) 4.0 4.0 5.0 4.0 4.0 4.0 4.0 4.0 4.0 Act Effct Green (s) 36.2 36.2 35.1 36.2 41.3 41.3 41.3 41.3 41.3 Actuated g/C Ratio 0.42 0.42 0.41 0.42 0.48 0.48 0.48 0.48 0.48 v/c Ratio 0.79 0.25 1.00 0.12 0.61 0.81 0.02 0.58 0.24 Control Delay 32.3 8.9 86.3 13.2 30.1 29.3 14.0 20.5 3.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.3 8.9 86.3 13.2 30.1 29.3 14.0 20.5 3.0 LOS C A F B C C B C A Approach Delay 25.8 66.3 29.4 15.6 Approach LOS C E C B Queue Length 50th (ft) 207 30 124 25 72 354 1 219 0 Queue Length 95th (ft) 315 65 #247 48 134 451 4 276 26 Internal Link Dist (ft) 487 840 687 561 Turn Bay Length (ft) 50 100 175 300 235 Base Capacity (vph) 667 808 274 885 277 892 133 899 850 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.69 0.22 0.87 0.10 0.61 0.81 0.02 0.58 0.24 Intersection Summary Cycle Length: 90 Actuated Cycle Length: 85.5 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.00 Intersection Signal Delay: 29.3 Intersection LOS: C Intersection Capacity Utilization 81.9% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 8: Turnberry Road & Country Club Road Sonders Village Year 2045 Conditions - PM Peak Hour Turnberry Road at Mountain Vista Drive Synchro 11 Report Intersection Intersection Delay, s/veh 28.2 Intersection LOS D Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 36 493 894 767 Demand Flow Rate, veh/h 36 504 912 782 Vehicles Circulating, veh/h 802 791 369 92 Vehicles Exiting, veh/h 72 490 469 1203 Ped Vol Crossing Leg, #/h 1 0 0 1 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 6.6 31.4 42.2 10.7 Approach LOS A D E B 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 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 36 504 912 782 Cap Entry Lane, veh/h 609 616 947 1256 Entry HV Adj Factor 0.994 0.979 0.980 0.981 Flow Entry, veh/h 36 493 894 767 Cap Entry, veh/h 605 603 929 1232 V/C Ratio 0.059 0.818 0.963 0.623 Control Delay, s/veh 6.6 31.4 42.2 10.7 LOS A D E B 95th %tile Queue, veh 0 8 16 5 Sonders Village Year 2045 Conditions - PM Peak Hour Mountain Vista Drive at Timberline Road Synchro 11 Report Intersection Intersection Delay, s/veh 12.3 Intersection LOS B Approach EB WB NB SB Entry Lanes 2 2 2 2 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 455 762 1006 537 Demand Flow Rate, veh/h 464 777 1025 547 Vehicles Circulating, veh/h 817 679 529 901 Vehicles Exiting, veh/h 631 875 752 555 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 10.0 12.3 13.1 12.5 Approach LOS B B B B Lane Left Right Left Right Left Right Left Right Designated Moves LT TR LT TR LT TR LT TR Assumed Moves LT TR LT TR LT TR LT TR RT Channelized Lane Util 0.470 0.530 0.470 0.530 0.470 0.530 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 218 246 365 412 482 543 257 290 Cap Entry Lane, veh/h 637 709 723 797 830 906 589 660 Entry HV Adj Factor 0.980 0.980 0.981 0.980 0.981 0.982 0.982 0.981 Flow Entry, veh/h 214 241 358 404 473 533 252 285 Cap Entry, veh/h 624 695 709 782 814 889 579 648 V/C Ratio 0.342 0.347 0.505 0.517 0.581 0.599 0.436 0.439 Control Delay, s/veh 10.5 9.6 12.7 12.0 13.3 12.9 13.1 12.0 LOS B A B B B B B B 95th %tile Queue, veh 2 2 3 3 4 4 2 2 Sonders Village Year 2045 Conditions - PM Peak Hour Country Club Road at Lemay Avenue Synchro 11 Report Intersection Intersection Delay, s/veh 18.6 Intersection LOS C Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 672 471 562 298 Demand Flow Rate, veh/h 686 481 573 304 Vehicles Circulating, veh/h 466 333 635 534 Vehicles Exiting, veh/h 372 875 517 280 Ped Vol Crossing Leg, #/h 0 1 1 1 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 23.0 9.7 25.7 9.3 Approach LOS C A D A 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 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 686 481 573 304 Cap Entry Lane, veh/h 858 983 722 800 Entry HV Adj Factor 0.980 0.979 0.980 0.982 Flow Entry, veh/h 672 471 562 298 Cap Entry, veh/h 841 962 708 786 V/C Ratio 0.800 0.490 0.794 0.380 Control Delay, s/veh 23.0 9.7 25.7 9.3 LOS C A D A 95th %tile Queue, veh 9 3 8 2