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Item 7C - TIAPINNACLE POINT TRAFFIC IMPACT ANALYSIS i TABLE OF CONTENTS 1.0 INTRODUCTION ............................................................................................................ 3 2.0 DATA COLLECTION AND EXISTING CONDITIONS .................................................... 6 2.1 TRAFFIC COUNTS ........................................................................................................ 6 2.2 SITE VISIT ..................................................................................................................... 6 2.3 ROADWAY NETWORK .................................................................................................. 6 2.4 EXISTING TRAFFIC VOLUMES .................................................................................... 7 3.0 PROJECTED FUTURE BACKGROUND TRAFFIC ....................................................... 8 3.1 BACKGROUND TRAFFIC GROWTH ............................................................................. 8 3.2 ADJACENT LAND DEVELOPMENT .............................................................................. 8 4.0 PROJECTED SITE AND FUTURE BUILD TRAFFIC ....................................................11 4.1 TRIP GENERATION ......................................................................................................11 4.2 TRIP DISTRIBUTION ....................................................................................................12 4.3 PHASE 1 VOLUMES .....................................................................................................12 4.4 PHASE 2 VOLUMES .....................................................................................................13 4.5 FINAL BUILD VOLUMES ..............................................................................................15 4.6 FINAL BUILD VOLUMES WITH SOUTH VILLAGE CENTER DRIVE ............................16 5.0 TRAFFIC ANALYSIS ....................................................................................................20 5.1 TRAFFIC MODELING METHODOLOGY ......................................................................20 5.2 2018 EXISTING TRAFFIC ANALYSIS...........................................................................20 5.3 2019 FUTURE PHASE 2 TRAFFIC ANALYSIS .............................................................21 5.4 2021 FUTURE FINAL BUILD TRAFFIC ANALYSIS ......................................................21 5.5 2021 FUTURE FINAL BUILD TRAFFIC ANALYSIS WITH SOUTH VILLAGE CENTER DRIVE ............................................................................................................22 6.0 DRIVEWAY ANALYSIS ................................................................................................24 6.1 AUXILIARY LANE ANALYSIS .......................................................................................24 6.2 INTERSECTION SIGHT DISTANCE .............................................................................24 7.0 CONCLUSIONS ............................................................................................................26 PINNACLE POINT TRAFFIC IMPACT ANALYSIS ii APPENDICES Appendix A: Proposed Site Plan Appendix B: Collected Traffic Counts Appendix C: Background Trip Generation Appendix D: Project Site Trip Generation Appendix E: Synchro Analysis Worksheets LIST OF TABLES Table 1. Trip Generation for Vacant Parcels .............................................................................10 Table 2. Proposed Site Trip Generation ....................................................................................11 Table 3. Cumulative Proposed Site Trips ..................................................................................11 Table 4. Intersection Level of Service Thresholds .....................................................................20 Table 5. 2018 Existing Conditions Capacity Analysis ................................................................21 Table 6. 2019 Future Phase 2 Traffic Analysis ..........................................................................21 Table 7. 2021 Future Final Build Traffic Analysis ......................................................................22 Table 8. 2021 Future Final Build Traffic Analysis with South Village Center Drive .....................22 Table 9. Auxiliary Lane Analysis ...............................................................................................24 Table 10. Intersection Sight Distance ........................................................................................25 LIST OF FIGURES Figure 1. Proposed Site Location ............................................................................................... 3 Figure 2. Proposed Site Plan ..................................................................................................... 4 Figure 3. Mobility Plan with Project Site Location ....................................................................... 5 Figure 4. 2018 Base Traffic Volumes ......................................................................................... 7 Figure 5. Estimated Parcel Development Locations ................................................................... 9 Figure 6. Proposed Site Trip Distribution ...................................................................................12 Figure 7. Phase 1 Site Volumes ................................................................................................13 Figure 8. 2018 Existing Traffic Volumes ....................................................................................13 Figure 9. Phase 2 Site Volumes ................................................................................................14 Figure 10. Phase 2 Background Site Traffic Volumes from Detailed Site Plans.........................14 Figure 11. 2019 Phase 2 Total Build Volumes ..........................................................................15 Figure 12. Final Phase Site Volumes ........................................................................................15 Figure 13. Final Build Background Site Traffic Volumes from Vacant Parcels ...........................16 Figure 14. 2021 Final Build Volumes .........................................................................................16 Figure 15. Final Phase Site Volumes with South Village Center Drive ......................................17 Figure 16. Final Build Background Traffic Volumes from Vacant Parcel with South Village Center Drive .................................................................................................18 Figure 17. 2021 Final Build Volumes with South Village Center Drive .......................................19 Figure 18. Trees Obstructing Sight Distance Looking North from Proposed Site Driveway .......25 PINNACLE POINT TRAFFIC IMPACT ANALYSIS Introduction July 20, 2018 sm v:\2142\active\214220123\tia\report\pinnacle point_tia update_final draft_07.13.2018.docx 3 1.0 INTRODUCTION Stantec Consulting Ltd. (Stantec) was retained by Brown Company Partners (Client) to complete a traffic impact analysis for the Pinnacle Point proposed office development (formerly known as Southlake Oaks) in Southlake, TX. The site is expected to contain 117,000 square feet of floor area, to be built out over three phases. The first phase contains two buildings (Lots 1 and 2 on the site plan) with a total of 37,000 square feet of floor area and has been built but is not currently occupied. The second phase will contain two buildings (Lots 3 and 5 on the site plan) with a total of 53,000 square feet of floor area and is expected to be built-out in 2019. The third phase contains one building (Lot 4 on the site plan) with a total of 27,000 square feet of floor area and is expected to be built-out in 2021. The location of the proposed site is shown in Figure 1. The site plan is shown in a condensed form in Figure 2, with the full-sized plan provided in Appendix A. This traffic impact analysis is to be considered an update to the previously submitted traffic impact analysis on February 9, 2016. Figure 1. Proposed Site Location One entrance to the site located on Kimball Avenue will be analyzed as part of this study for all build scenarios. It forms the fourth, eastern leg of the intersection of Kimball Avenue and the north loop of the George Dawson Middle School/Eubanks Intermediate School entrance. This entrance was constructed as part of Phase 1. PINNACLE POINT TRAFFIC IMPACT ANALYSIS Introduction July 20, 2018 sm v:\2142\active\214220123\tia\report\pinnacle point_tia update_final draft_07.13.2018.docx 4 Figure 2. Proposed Site Plan The City of Southlake’s Mobility Master Plan updated in 2014 and the Mobility Plan for the Crooked/Kimball Special Plan Area show a future 2-lane east-west undivided collector roadway, South Village Center Drive, which will run adjacent to the northeast corner of the site, as shown in Figure 3. A short segment of South Village Center Drive (visible in Figure 1) has recently been constructed west of Kimball Avenue and north of George Dawson Middle School in conjunction with development occurring there. The Mobility Master Plan identifies that this segment will connect to the existing north-south segment of South Village Center Drive that currently intersects Southlake Boulevard (FM 1709) at Village Center Drive east of Kimball Avenue to Nolen Drive as Project MT17 and lists it as a Priority Tier 3 project with implementation at least 7 years in the future. The Pinnacle Point developer will provide two driveways on the east side of the site that will connect to a future access easement and drive isle, which will in turn connect to South Village Center Drive once it is built. Development on the east side of the future drive isle is expected to also have driveways connecting to it, but specifics are not yet known. This study analyses a future scenario where the South Village Center Drive has been constructed. PINNACLE POINT TRAFFIC IMPACT ANALYSIS Introduction July 20, 2018 sm v:\2142\active\214220123\tia\report\pinnacle point_tia update_final draft_07.13.2018.docx 5 Figure 3. Mobility Plan with Project Site Location PINNACLE POINT TRAFFIC IMPACT ANALYSIS Data Collection and Existing Conditions July 20, 2018 sm v:\2142\active\214220123\tia\report\pinnacle point_tia update_final draft_07.13.2018.docx 6 2.0 DATA COLLECTION AND EXISTING CONDITIONS The data collection for this project included peak hour turning movement counts for one intersection near the proposed site. In addition, a site visit was made by Stantec staff. 2.1 TRAFFIC COUNTS As part of this update to the previous traffic study completed, GRAM Traffic NTX Inc. was contracted to collect new traffic counts for the study intersection of Kimball Avenue and the George Dawson Middle School/Eubanks Intermediate School northern entrance driveway/site driveway. Turning movement counts were collected on Tuesday, June 19, 2018, from 7:00-9:00 AM and from 4:00-6:00 PM. These counts did not include the traffic turning into the school driveway; however, school traffic was captured in the turning movement counts collected for the previous traffic study on Wednesday, November 4, 2015. When compared to the 2015 turning movement counts, the newly collected counts were found to be lower. Therefore, to be conservative, the 2015 turning movement counts were grown using a 3% growth rate to obtain the base 2018 volumes for this study. The collected counts for this study and the previous study are provided in Appendix B. 2.2 SITE VISIT A site visit was conducted by Stantec staff on Tuesday, December 1, 2015, during the AM peak period and student drop-off period for the adjacent George Dawson Middle School. During the site visit, geometric information was collected for the intersection of Kimball Avenue and the school’s north loop entrance, the sight distances were measured at the locations of the proposed site’s driveway along Kimball Avenue, and the build-out of the background site, located northwest of the proposed Pinnacle Point development, was noted. During the school drop-off period, a 20 mph speed limit was in effect along Kimball Avenue for the school zone instead of the usual posted speed limit of 35 mph. Throughout the site visit, neither heavy congestion nor long turning delays were observed. An additional site visit was not conducted as part of this update to the original study. 2.3 ROADWAY NETWORK Kimball Avenue is a four-lane divided roadway, operating with a speed limit of 35 mph within the study area. In the City of Southlake Master Thoroughfare Plan, the roadway is classified as an arterial. At its intersection with the George Dawson Middle School north loop driveway, left turn bays are present for the northbound and southbound approaches. The north loop driveway is one-way for entering traffic only at this intersection, so the intersection is only stop controlled for the westbound leg. PINNACLE POINT TRAFFIC IMPACT ANALYSIS Data Collection and Existing Conditions July 20, 2018 sm v:\2142\active\214220123\tia\report\pinnacle point_tia update_final draft_07.13.2018.docx 7 2.4 EXISTING TRAFFIC VOLUMES The existing 2018 traffic volumes were obtained by growing the existing 2015 traffic volumes collected for the previous study by the approved 3% annual growth rate. The calculated 2018 base traffic volumes are shown in Figure 4 for the AM and PM peak hours. Phase 1 of the proposed site has been constructed and the trips generated from Phase 1 will be added to the calculated 2018 base traffic volumes. The total will be considered the 2018 existing traffic volumes. More details on these volumes can be found in the Projected Site and Future Build Traffic section of this report. Figure 4. 2018 Base Traffic Volumes PINNACLE POINT TRAFFIC IMPACT ANALYSIS Projected Future Background Traffic July 20, 2018 sm v:\2142\active\214220123\tia\report\pinnacle point_tia update_final draft_07.13.2018.docx 8 3.0 PROJECTED FUTURE BACKGROUND TRAFFIC 3.1 BACKGROUND TRAFFIC GROWTH Phase 1 for the proposed site is complete. Phase 2 is expected to be completed in 2019, and the full build- out is expected to be completed in 2021. Between the existing condition year of 2018 and the two build-out years, traffic in the area is expected to increase. By comparing historical average daily traffic counts in the area, obtained through both TxDOT and the City of Southlake, a background growth rate of 3% per year was determined, and applied to the 2018 turning movement counts to estimate the background traffic for years 2019 and 2021. 3.2 ADJACENT LAND DEVELOPMENT From the time the previous traffic counts were collected in 2015 for the previous traffic study until the existing conditions of 2018, multiple vacant lots in the surrounding area of the proposed site have changed zoning. The new zoning was determined using the City of Southlake interactive zoning map. The vacant land surrounding the proposed site is zoned for detailed site plans, office district, and single family residential. The current vacant parcels have future lane use designations based on the recommendations from the City of Southlake Crooked/Kimball Small Area Plan. The current zoning and future land uses for the parcels surrounding the proposed site are shown in Figure 5. Two sites on Kimball Avenue are designated as detailed site plan sites and have been constructed since the submittal of the previous traffic study. These sites are expected to be fully occupied by the time Phase 2 of the proposed site is built. A detailed site plan for the parcel north of the proposed site was found in the City of Southlake Crooked/Kimball Small Area Plan and includes three office buildings totaling approximately 10,000 square feet. The number of trips generated for these office buildings was estimated using trip generation analysis. A detailed site plan was not available for the parcel south of the proposed site; however, based on parcel ownership and the connected business address of the parcel, the land use for this detailed site plan was determined to be a church. The number of trips generated for the church was estimated based on the City of Southlake Development Ordinances for each this zoning type and the approximate site area. Estimates of the number of trips produced by the two detailed site plan sites were added to the expected background traffic for the Phase 2 build-out year 2019. The City of Southlake Crooked/Kimball Small Area Plan recommended future land use designations for three vacant parcels adjacent to the proposed site: two mixed use (apartments, office district, and retail shopping) sites and one retail shopping site. In addition to the detailed site plan sites, the estimated number of trips generated by these adjacent vacant parcels were added to the expected background traffic for the full build-out year 2021. In the 2021 build scenario with the South Village Center Drive extension completed, trips generated from the mixed-use site east of the proposed site was added to the expected background traffic for the two proposed site driveways along the future drive isle. PINNACLE POINT TRAFFIC IMPACT ANALYSIS Projected Future Background Traffic July 20, 2018 sm v:\2142\active\214220123\tia\report\pinnacle point_tia update_final draft_07.13.2018.docx 9 The trip generation estimates for the detailed site plans and vacant parcels are shown in Table 1 and more details are included in Appendix C. Figure 5. Estimated Parcel Development Locations PINNACLE POINT TRAFFIC IMPACT ANALYSIS Projected Future Background Traffic July 20, 2018 sm v:\2142\active\214220123\tia\report\pinnacle point_tia update_final draft_07.13.2018.docx 10 Table 1. Trip Generation for Vacant Parcels Zoning Code Description ITE Code Intensity Unit AM In AM Out PM In PM Out DETAILED SITE PLAN (traffic volumes added to Phase 2 2019 background traffic) O1 Office district 710 16 1,000 sq.ft. GLFA 36 6 3 17 MIXED USE SITE (traffic volumes added to Full Build-out 2021 background traffic) MF2 Apartments 220 34 Dwelling Units 4 14 15 9 O1 Office district 710 123 1,000 sq.ft. GLFA 124 20 23 118 C2 Retail Shopping 820 123 1,000 sq.ft. GLFA 133 54 203 220 RETAIL SHOPPING (traffic volumes added to Full Build-out 2021 background traffic) C2 Retail Shopping 820 60 1,000 sq.ft. GLFA 113 46 118 128 DETAILED SITE PLAN (traffic volumes added to Phase 2 2019 background traffic) CS Church 560 2 1,000 sq.ft. 1 1 1 1 MIXED USE SITE (traffic volumes added to Full Build-out 2021 background traffic with future Village Center Drive extension) MF2 Apartments 220 78 Dwelling Units 9 29 30 18 O1 Office district 710 284 1,000 sq.ft. GLFA 252 41 49 258 C2 Retail Shopping 820 284 1,000 sq.ft. GLFA 182 74 373 404 PINNACLE POINT TRAFFIC IMPACT ANALYSIS Projected Site and Future Build Traffic July 20, 2018 sm v:\2142\active\214220123\tia\report\pinnacle point_tia update_final draft_07.13.2018.docx 11 4.0 PROJECTED SITE AND FUTURE BUILD TRAFFIC The proposed site traffic was estimated through trip generation and trip distribution analyses. This section provides the resulting turning movement volumes at the study intersection that will be generated by the proposed site, and the overall projected future traffic volumes including site and background traffic. 4.1 TRIP GENERATION The proposed site is expected to be built-out in two phases: the first phase is already constructed and includes two office buildings (Lots 1 and 2 on the site plan) with a gross floor area of 37,000 square feet; for the second phase, an additional two office buildings (Lot 3 and Lot 5 on the site plan) will be built, bringing the total floor area to 90,000 square feet; for the final build-out, an additional office building (Lot 4 on the site plan) will be built, bringing the total floor area to 117,000 square feet. The standard practice for estimating site trip generation is to use the Institute of Transportation Engineers’ (ITE) Trip Generation Manual, 10th Edition. For the proposed site, the land use type “General Office Building” (ITE code 710) was used. The resulting peak hour trips for all phases of the proposed site build- out are shown in Table 1. The resulting cumulative trips are shown in Table 2. The corresponding ITE worksheets are provided in Appendix D. Table 2. Proposed Site Trip Generation Traffic Volumes Phase 1 (Buildings 1 & 2) Phase 2 (Buildings 3 & 5) Final Phase (Building 4) Total Trips In Out Total Trips In Out Total Trips In Out Daily Trips 404 202 202 573 287 286 298 149 149 AM Peak 61 52 9 76 65 11 52 45 7 PM Peak 44 7 37 62 10 52 33 5 28 Table 3. Cumulative Proposed Site Trips Traffic Volumes Existing Year 2019 Year 2021 Total Trips In Out Total Trips In Out Total Trips In Out Daily Trips 404 202 202 977 489 488 1275 638 637 AM Peak 61 52 9 137 117 20 189 162 27 PM Peak 44 7 37 106 17 89 139 22 117 PINNACLE POINT TRAFFIC IMPACT ANALYSIS Projected Site and Future Build Traffic July 20, 2018 sm v:\2142\active\214220123\tia\report\pinnacle point_tia update_final draft_07.13.2018.docx 12 4.2 TRIP DISTRIBUTION A trip distribution analysis is used to estimate how site-generated trips enter and exit the project’s study area. For this study, the external trip distribution was based on the current traffic volumes and the expected traffic patterns around the proposed site. The trip distribution, shown in Figure 6, was developed for all phases. It was assumed to be the same for both peak hours and for inbound and outbound traffic. Figure 6. Proposed Site Trip Distribution Without the Future South Village Center Drive Extension With the Future South Village Center Drive Extension 4.3 PHASE 1 VOLUMES The Phase 1 volumes consider the completed first stage of the proposed site’s build-out, including two of the five proposed buildings. The proposed site volumes are shown in Figure 7. These site trips were added to the 2018 base traffic volumes and totaled to the 2018 existing traffic volumes shown in Figure 8. PINNACLE POINT TRAFFIC IMPACT ANALYSIS Projected Site and Future Build Traffic July 20, 2018 sm v:\2142\active\214220123\tia\report\pinnacle point_tia update_final draft_07.13.2018.docx 13 Figure 7. Phase 1 Site Volumes Figure 8. 2018 Existing Traffic Volumes 4.4 PHASE 2 VOLUMES The Phase 2 total build volumes include the existing traffic volumes, Phase 2 site trips, and the background trips generated by the detailed site plan sites (office district and church) adjacent to the proposed site. The Phase 2 volumes for the proposed site are shown in Figure 9. The background site trips are shown in Figure 10. The total estimated Phase 2 total build volumes are shown in Figure 11. PINNACLE POINT TRAFFIC IMPACT ANALYSIS Projected Site and Future Build Traffic July 20, 2018 sm v:\2142\active\214220123\tia\report\pinnacle point_tia update_final draft_07.13.2018.docx 14 Figure 9. Phase 2 Site Volumes Figure 10. Phase 2 Background Site Traffic Volumes from Detailed Site Plans PINNACLE POINT TRAFFIC IMPACT ANALYSIS Projected Site and Future Build Traffic July 20, 2018 sm v:\2142\active\214220123\tia\report\pinnacle point_tia update_final draft_07.13.2018.docx 15 Figure 11. 2019 Phase 2 Total Build Volumes 4.5 FINAL BUILD VOLUMES The final build phase site volumes for the proposed site are shown in Figure 12. The background traffic volumes generated from the adjacent vacant parcels trips generated by the two mixed use sites and one retail shopping site are shown in Figure 13. The total final build volumes include the Phase 2 build traffic volumes, final phase site trips, and background traffic volumes from adjacent vacant parcels as shown in Figure 14. Figure 12. Final Phase Site Volumes PINNACLE POINT TRAFFIC IMPACT ANALYSIS Projected Site and Future Build Traffic July 20, 2018 sm v:\2142\active\214220123\tia\report\pinnacle point_tia update_final draft_07.13.2018.docx 16 Figure 13. Final Build Background Site Traffic Volumes from Vacant Parcels Figure 14. 2021 Final Build Volumes 4.6 FINAL BUILD VOLUMES WITH SOUTH VILLAGE CENTER DRIVE The final build phase site volumes for the proposed site with the construction of South Village Center Drive are shown in Figure 15. The background traffic volumes generated from the adjacent vacant parcel trips generated by one single family residential are shown in Figure 16. The total final build volumes include PINNACLE POINT TRAFFIC IMPACT ANALYSIS Projected Site and Future Build Traffic July 20, 2018 sm v:\2142\active\214220123\tia\report\pinnacle point_tia update_final draft_07.13.2018.docx 17 the Phase 2 build traffic volumes, final phase site trips, and background traffic volumes from adjacent vacant parcels as shown in Figure 17. Figure 15. Final Phase Site Volumes with South Village Center Drive PINNACLE POINT TRAFFIC IMPACT ANALYSIS Projected Site and Future Build Traffic July 20, 2018 sm v:\2142\active\214220123\tia\report\pinnacle point_tia update_final draft_07.13.2018.docx 18 Figure 16. Final Build Background Traffic Volumes from Vacant Parcel with South Village Center Drive PINNACLE POINT TRAFFIC IMPACT ANALYSIS Projected Site and Future Build Traffic July 20, 2018 sm v:\2142\active\214220123\tia\report\pinnacle point_tia update_final draft_07.13.2018.docx 19 Figure 17. 2021 Final Build Volumes with South Village Center Drive PINNACLE POINT TRAFFIC IMPACT ANALYSIS Traffic Analysis July 20, 2018 sm v:\2142\active\214220123\tia\report\pinnacle point_tia update_final draft_07.13.2018.docx 20 5.0 TRAFFIC ANALYSIS The traffic analysis performed for this study includes a level of service and queue length analysis for the study intersections. This section describes the methodology used in the traffic analysis and presents the traffic performance for each intersection movement studied. 5.1 TRAFFIC MODELING METHODOLOGY Synchro™ Version 9 was used to perform capacity analysis at the study intersection. The capacity analysis functions are based on the Transportation Research Board’s Highway Capacity Manual (HCM) 2010. The HCM is a nationally recognized standard for performing capacity analyses. The reports generated from each Synchro model are shown in Appendix E. Capacity analyses are evaluated based on a level of service (LOS) that ranges from A (excellent) to F (poor). Levels of service A through D are generally considered acceptable and levels of service E and F are considered unacceptable. The level of service thresholds from the Highway Capacity Manual are shown in Table 4. For side-street stop-controlled intersections, the major street movements have right-of-way, and thus don’t have any delay passing through the intersection. Therefore, these approaches were not considered for this study. Overall level of service values for such intersections are not computed, as these free-flow movements would cause overall delay to be misleadingly low. For this study, both the delay (and respective level of service) and 95th-percentile queue length was computed for each applicable movement. Table 4. Intersection Level of Service Thresholds LOS Control Delay Per Vehicle (seconds) Stop-Controlled Intersection A ≤ 10 B >10 and ≤15 C >15 and ≤25 D >25 and ≤35 E >35 and ≤50 F > 50 5.2 2018 EXISTING TRAFFIC ANALYSIS The existing traffic analysis incorporates the traffic volumes grown from the existing 2015 traffic counts, the Phase 1 site trips, and the current geometric conditions with the site driveway and Phase 1 built (two of the proposed five buildings). The results of the existing conditions capacity analysis are shown in Table 5. PINNACLE POINT TRAFFIC IMPACT ANALYSIS Traffic Analysis July 20, 2018 sm v:\2142\active\214220123\tia\report\pinnacle point_tia update_final draft_07.13.2018.docx 21 Table 5. 2018 Existing Conditions Capacity Analysis No. Intersection Control Type Movement LOS (Delay [s]) & 95th Percentile Queue [vehicles] AM Peak Hour PM Peak Hour LOS (Delay) Queue LOS (Delay) Queue 1 Kimball Ave & School N Entrance Loop/Site Driveway Side-Street Stop-Controlled WBL D (26) 0 C (19) 1 WBR B (11) 0 B (11) 1 NBL B (12) 1 A (10) 1 SBL A (9) 1 A (9) 0 Since the intersection is side-street stop controlled, the northbound and southbound through movements do not experience any delay. All the turning movements operate at an acceptable level of service in the AM and PM peak hours; therefore, no improvements are needed in the existing conditions. 5.3 2019 FUTURE PHASE 2 TRAFFIC ANALYSIS Phase 2 of the proposed site’s build-out includes two of the five planned office buildings and is projected for the year 2019. The traffic analysis for Phase 2 is shown in Table 6. Table 6. 2019 Future Phase 2 Traffic Analysis No. Intersection Control Type Movement LOS (Delay [s]) & 95th Percentile Queue [vehicles] AM Peak Hour PM Peak Hour LOS (Delay) Queue LOS (Delay) Queue 1 Kimball Ave & School N Entrance Loop/Site Driveway Side-Street Stop-Controlled WBL D (28) 1 C (22) 1 WBR B (11) 1 B (12) 1 NBL B (12) 1 B (10) 1 SBL A (10) 1 A (9) 1 Since the intersection is side-street stop controlled, the northbound and southbound through movements do not experience any delay. All the turning movements operate at acceptable levels of service in the AM and PM peak hours; therefore, no improvements are needed in the 2019 future Phase 2 build conditions. 5.4 2021 FUTURE FINAL BUILD TRAFFIC ANALYSIS The final build includes the full build-out of all five office buildings in the proposed site, projected for the year 2021. The traffic analysis for the final build out is shown in Table 7. PINNACLE POINT TRAFFIC IMPACT ANALYSIS Traffic Analysis July 20, 2018 sm v:\2142\active\214220123\tia\report\pinnacle point_tia update_final draft_07.13.2018.docx 22 Table 7. 2021 Future Final Build Traffic Analysis No. Intersection Control Type Movement LOS (Delay [s]) & 95th Percentile Queue [vehicles] AM Peak Hour PM Peak Hour LOS (Delay) Queue LOS (Delay) Queue 1 Kimball Ave & School N Entrance Loop/Site Driveway Side-Street Stop-Controlled WBL E (40) 1 D (32) 1 WBR B (12) 1 B (14) 1 NBL B (13) 1 B (12) 1 SBL B (11) 1 A (10) 1 The northbound left turn, southbound left turn, and westbound right turn movements operate at acceptable levels of service in the AM and PM peak hours. The westbound left turn movement operates at an acceptable level of service in the PM peak hour and a LOS E in the AM peak hour. However, the 95th percentile queue for this movement is only one vehicle during the AM peak hour. The site design includes storage for three vehicles between the stop bar and the internal site roundabout, so queues would be unlikely to affect conflicting movements at the roundabout. With the low expected queue for the westbound exit from the proposed site onto Kimball Avenue, neither improvements to the site driveway along Kimball Avenue nor an additional driveway would be warranted in the 2021 future final build conditions. 5.5 2021 FUTURE FINAL BUILD TRAFFIC ANALYSIS WITH SOUTH VILLAGE CENTER DRIVE The final build includes the full build-out of all five office buildings in the proposed site and three site driveways, projected for the year 2021. The traffic analysis for the final build out with the South Village Center Drive constructed is shown in Table 8. Table 8. 2021 Future Final Build Traffic Analysis with South Village Center Drive No. Intersection Control Type Movement LOS (Delay [s]) & 95th Percentile Queue [vehicles] AM Peak Hour PM Peak Hour LOS (Delay) Queue LOS (Delay) Queue 1 Kimball Ave & School N Entrance Loop/N Site Driveway Side-Street Stop-Controlled WBL E (35) 1 D (29) 1 WBR B (11) 0 B (12) 1 NBL B (13) 2 B (12) 1 SBL A (10) 1 B (10) 0 2 Drive Isle & NE Site Driveway Side-Street Stop-Controlled EBL B (10) 0 B (12) 1 NBL A (0) 0 A (0) 0 3 Drive Isle & SE Site Driveway All-way Stop-Controlled WBR A (0) 1 A (0) 1 EBL A (0) 0 A (0) 1 SB A (0) 1 A (0) 1 At the intersection of Kimball Avenue & School N Entrance Loop/N Site Driveway, the northbound left turn, southbound left turn, and westbound right turn movements operate at acceptable levels of service in the AM and PM peak hours. The westbound left turn movement operates at an acceptable level of service in PINNACLE POINT TRAFFIC IMPACT ANALYSIS Traffic Analysis July 20, 2018 sm v:\2142\active\214220123\tia\report\pinnacle point_tia update_final draft_07.13.2018.docx 23 the PM peak hour and a LOS E in the AM peak hour. However, the 95th percentile queue for this movement is only one vehicle during the AM peak hour. With the low expected queue for the westbound exit from the proposed site onto Kimball Avenue, no improvements are needed for this intersection in the 2021 future final build conditions with South Village Center Drive constructed. Since the intersection of the future Drive Isle & NE Site Driveway is side-street stop controlled, the northbound and southbound through movements do not experience any delay. All the turning movements operate at acceptable levels of service in the AM and PM peak hours; therefore, no improvements are needed for this intersection in the 2021 future final build conditions with South Village Center Drive constructed. The intersection of the future Drive Isle & SE Site Driveway is all-way stop controlled. With the expected volumes from the proposed and background sites, no significant delay was measured at this intersection; therefore, no improvements are needed for this intersection in the 2021 future final build conditions with South Village Center Drive constructed. PINNACLE POINT TRAFFIC IMPACT ANALYSIS Driveway Analysis July 20, 2018 sm v:\2142\active\214220123\tia\report\pinnacle point_tia update_final draft_07.13.2018.docx 24 6.0 DRIVEWAY ANALYSIS 6.1 AUXILIARY LANE ANALYSIS An auxiliary lane analysis was conducted to determine if a right turn deceleration lane would be required the proposed driveway to the site, per City of Southlake Standards. The right turn ingress volumes and volume threshold are shown in Table 9. As shown in the table, if South Village Center Drive is constructed, the NE site driveway may require a right turn deceleration lane. Table 9. Auxiliary Lane Analysis Deceleration Lane (based on right-turn ingress) Deceleration Lane Required? City of Southlake Requirement >50 vph N Site Driveway 41 No NE Site Driveway 51 Yes SE Site Driveway 48 No 6.2 INTERSECTION SIGHT DISTANCE An intersection sight distance analysis was conducted for the proposed site driveway along Kimball Avenue. The American Association of State Highway and Transportation Officials’ A Policy on Geometric Design of Highways and Streets, 6th Edition (“Green Book”) was consulted to compute the required intersection sight distance based on the major roadway design speed and grade. The actual sight distance for the driveway was measured during the site visit. Although the speed limit along Kimball Avenue is 35 mph, a design speed of 40 mph was assumed to consider vehicles that may be speeding along that roadway. The results of the sight distance analysis are shown in Table 10. Right turns out of the site driveway will have adequate sight distance. For left turns out of the driveway, however, the small trees in the median just north of the intersection inhibit that movement’s sight distance and would make for an unsafe turn out of the proposed site. An image showing this location when trees are in full bloom is shown in Figure 18. Due to this sight distance issue, it is recommended that the trees along the median north of the proposed site driveway be removed. As part of the site driveway construction in the Phase 1 build out, the trees were replaced with short bushes to provide adequate sight distance for the site driveway left turn movement. PINNACLE POINT TRAFFIC IMPACT ANALYSIS Driveway Analysis July 20, 2018 sm v:\2142\active\214220123\tia\report\pinnacle point_tia update_final draft_07.13.2018.docx 25 Table 10. Intersection Sight Distance Driveway Movement Design Speed (mph) Grade Recommended Intersection Sight Distance (ft) Actual Sight Distance (ft) Sight Distance OK? Proposed Site Driveway Right-turn 40 -3% 385 470 Yes Left (w/ trees) -3% 500 95 No Left (w/o trees) 600 Yes Figure 18. Trees Obstructing Sight Distance Looking North from Proposed Site Driveway Image source: Google Earth PINNACLE POINT TRAFFIC IMPACT ANALYSIS Conclusions July 20, 2018 sm v:\2142\active\214220123\tia\report\pinnacle point_tia update_final draft_07.13.2018.docx 26 7.0 CONCLUSIONS The proposed Pinnacle Point development is expected to include five office buildings with a total floor area of 117,000 square feet. The first phase of development has been constructed and includes two of the five buildings. The second phase will include two additional buildings and is expected to be complete in 2019. The final build out of all five buildings is expected to be complete in 2021. With Existing Roadway Network One driveway was constructed on the northwest part of the proposed site along Kimball Avenue with the Phase 1 construction. Traffic capacity analyses for the existing conditions, Phase 2 build-out, and the final build-out were determined to be adequate for the projected traffic demand. Therefore, no improvements to the surrounding Kimball Avenue or to the site driveway would be needed. With South Village Center Drive Extension The Pinnacle Point developer will provide two driveways on the east side of the site that will connect to a future access easement and drive isle, which will in turn connect to South Village Center Drive once it is built. Development on the east side of the future drive isle is expected to also have driveways connecting to it, but specifics are not yet known. Traffic capacity analysis for the final build-out with the South Village Center Drive extension and two additional driveways were determined to be adequate for the projected traffic demand. Therefore, no improvements to Kimball Avenue or the three site driveways would be needed due to delay. A right turn deceleration lane may need to be considered for the southbound right turn movement at the intersection of the future drive isle & NE site driveway. APPENDIX A PROPOSED SITE PLAN LOT 1 LOT 2 FF=676.50 92 PARKING SPACES PROVIDED FF=679.00 72 PARKING SPACES PROVIDED 15,469.50 S.F. 21030.56 S.F. 30 ' F R O N T Y A R D S E T B A C K 15' SIDEYARD SETBACK T LOT 1, BLOCK A PINNACLE POINT DOC. NO. D217057810 P.R.T.C.T. S. K I M B A L L R O A D VA R I A B L E W I D T H R I G H T - O F - W A Y (A S S H O W N O N D O C . N O . D 2 1 7 0 5 7 8 1 0 , P . R . T . C . T . ) LOT 2, BLOCK A PINNACLE POINT DOC. NO. D217057810 P.R.T.C.T. LOT 4, MEADOW OAKS SUBDIVISION VOL. 388-129, PG. 39 P.R.T.C.T. THE ZELDA M. WHITE ESTATE TRUST ELBERT CLARK WHITE, JR. TRUSTEE DOC. NO. D206196920 O.P.R.T.C.T. S89°27'05"W 819.76' DRAINAGE & UTILITY EASEMENT DOC. NO. D217057810 P.R.T.C.T. 15' UTILITY EASEMENT DOC. NO. D217057810 P.R.T.C.T. 24' FIRELANE, UTILITY, DRAINAGE & ACCESS EASEMENT DOC. NO. D217057810 P.R.T.C.T. 24' DRAINAGE & UTILITY EASEMENT DOC. NO. D217057810 P.R.T.C.T. 15' UTILITY EASEMENT DOC. NO. D217057810 P.R.T.C.T. 24' DIRELANE, UTILITY, DRAINAGE & ACCESS EASEMENT DOC. NO. D217057810 P.R.T.C.T. 15' COMMON ACCESS EASEMENT DOC. NO. D217057810 P.R.T.C.T. 10' REAR YARD SETBACK DOC. NO. D217057810 P.R.T.C.T. 5' UTILITY EASEMENT VOL. 388-129, PG. 39 P.R.T.C.T. 15' SIDE YARD SETBACK DOC. NO. D217057810 P.R.T.C.T. 30' SIDE YARD SETBACK DOC. NO. D217057810 P.R.T.C.T. DRAINAGE & UTILITY EASEMENT DOC. NO. D217057810 P.R.T.C.T. 100' BUILDING LINE VOL. 388-129, PG. 39 P.R.T.C.T. 30' SIDE YARD SETBACK VOL. 388-129, PG. 39 P.R.T.C.T. 300' REAR YARD SETBACK VOL. 388-129, PG. 39 P.R.T.C.T. S0 0 ° 3 4 ' 1 1 " E 3 8 1 . 5 0 ' N89°27'05"E 819.47' LOT 1, BLOCK 1 CARROLL ISD NO.4 ADDITION CABINET A, SLIDE 6417 P.R.T.C.T. 30' SIDE YARD SETBACK DOC. NO. D217057810 P.R.T.C.T. LOT 3R-1 26,493 SF FFE=677.50 LOT 3R-2 27,695 SF FFE=677.75 LOT 3R-3 27,071 SF FFE=681.00 S0 ° 3 4 ' 1 1 " E 19 5 . 0 1 ' S0 ° 3 4 ' 1 1 " E 17 0 . 0 0 ' S89°25'49"W 544.40' S89°25'49"W 60.00' S0°34'11"E 41.49' S89°25'49"W 99.62' 35 32 13 10 9 32 30 8 30 9 17 19 11 11 36 12 14 31 ZONED: SP2 L.U.D.=MIXED USE L.U.D.=MIXED USE ZONED: SP2 ZONED: SF1-A FH FH FH FH FH FH ZONED: AG ZONED: AG 1 1 2 TYP. 2TYP. 2TYP. 2 TYP. 2 TYP.2TYP. 2TYP. 2TYP. 3 3 3 3 3 3 3 4 TYP. 4 TYP. 4 TYP.4TYP. 4 TYP.4TYP. 3 4 TYP. 4TYP. 4 TYP. 4 TYP. 4 TYP. 5 5TYP. 5 TYP. 5TYP. 5TYP. 5TYP. 5TYP.5TYP.5TYP. 5 TYP. 5TYP. 5 TYP. 5 TYP. 5TYP. 6TYP. 6TYP. 6TYP. 6 TYP. 6 TYP. 6 TYP. 6TYP. 6TYP. 6TYP.6 TYP. 7 7 7 8 8 88 8 8 8 8 8 8 8 9 TYP. 9TYP. 9 TYP. 9TYP. 9 TYP. 9TYP. 9TYP. 9 TYP. 9 TYP. 9 TYP. 9 TYP. EXIST. FH TO REMAIN EXIST. CONCRETE HEADWALL TO REMAIN EXIST. SSMH TO REMAIN EXIST. STORM GRATE INLET TO REMAIN EXIST. STORM GRATE INLET TO REMAIN EXIST. SSMH TO REMAIN EXIST. STORM GRATE INLET TO REMAIN PROP. SSMH PROP. SSMH PROP. CONCRETE HEADWALL PROP. FH PROP. FH PROP. FH PROP. FH PROP. FH PROP. FH PROP. FDC PROP. FDC PROP. FDC EXIST. FH TO REMAIN EXIST. CONRETE PVMT. TO REMAIN EXIST. CONRETE PVMT. TO REMAIN EXIST. CONRETE PVMT TO REMAIN PROP. GRATE INLET (TYP.) PROP. GRATE INLET PROP. GRATE INLET 24'18' 18'24'18'18'24'18' 24 ' 18 ' 18 ' 24 ' 18 ' 9. 4 ' 9'9'9'9' TYP. 9' TYP. 9' TYP. 9'9'9' 9'9'9'9'9'9' 9'9'9' 9'9'9' 9' TYP. 9' TYP. 9' TYP. 9' TYP. 24' 18' 18 ' 24 ' 18 ' 11 . 7 ' 8. 3 ' 24 ' 18 ' 18'24'18'18'24'18' 10.9' 5' 11 . 8 ' 15 . 7 ' 8.9' 8' 12 . 1 ' 8' 12 . 1 ' 9' 15 . 8 ' 9' R3' R 3 0 ' R3 ' TYP. R 3 ' R30' R30' R 3 ' R3' R3' R 3 0 ' R1 0 ' R 3 ' R 1 0 ' R3' R3 ' R30' R3' R 2 ' R3' R 3 ' R30' R 3 ' R3' R3 0 ' R 3 ' R 2 ' R3 0 ' R 1 0 ' R10 ' R30' R30' R 3 ' R3' R3 ' R144.23' R 3 ' 11 . 6 ' 11 . 4 ' 30' 15 ' R30' R 3 ' R 3 ' R3'R3' 9' TYP. 10.9' 24'18' 9' TY P . 9' TY P . 9' TY P . 9' TY P . 9' TY P . 9' TY P . 24'18' 18' 9' TY P . 9' TY P . 9' 9' 113 PARKING SPACES PROVIDED (8 ADA SPACES) 131 PARKING SPACES PROVIDED (8 ADA SPACES) 24 ' 18 ' 9. 5 ' 5. 5 ' 13' 126 PARKING SPACES PROVIDED (6 ADA SPACES) 39' 33 ' 3 8 . 0 2 ' R 3 0 ' 190.27' 9' TY P . 87 . 1 3 ' 185.35' 69.2' 6 6 ' 35.8'78.2' 14 ' 3 0 ' 14 ' 3 0 ' 1 3 ' 1 3 ' 14 ' 1 3 ' 3 0 ' 15 ' PROP. GRATE INLET PROP. GRATE INLET PROP. GRATE INLET EXISTING FENCE TO REMAIN EXISTING SCREENING FENCE TO REMAIN EXISTING FENCE TO REMAIN EXIST. TREE TO REMAIN (TYP.) EXIST. TREE TO REMAIN (TYP.) R100.5' 44 . 5 ' 212.64' 99' 3 8 . 4 ' 217.63' 24' FIRELANE, DRAINAGE, & UTILITY ESMT. BY PLAT 24' FIRELANE, DRAINAGE ESMT. BY PLAT 24' FIRELANE, DRAINAGE, UTILITY ESMT. BY PLAT 24' FIRELANE, DRAINAGE, UTILITY ESMT. BY PLAT 9' TYP. 9' TYP. 9' TYP. EXIST. POWER POLE TO REMAIN PROP. PAD MOUNTED TRANSFORMER EXIST. POWER POLE TO REMAIN EXIST. POWER POLE TO REMAIN EXIST. POWER POLE TO REMAIN 5 . 4 ' 9 . 3 ' 9'9'9' 14 . 5 ' 10 . 5 ' 5.1' PROP. GRATE INLET (TYP.) 3 3 8 8 PROP. GRATE INLET (TYP.) PROP. GRATE INLET (TYP.) 8 8 L.U.D.=MIXED USE L.U.D.=RESIDENTIAL EX. RETAINING WALL EX. RETAINING WALL FRONT REAR FRONT REAR RI G H T LE F T LE F T RI G H T FR O N T RE A R RIGHT LEFT 6.5' 8 8 8 8 8 8 8 10.6' 6.7' 12 . 2 ' 14.8' R 3 ' R 3 ' R3' R 3 ' 10.7' 10.7' 9' TY P . 9' TY P . 1 3 ' (T Y P E B ) R 2 ' 10' BUFFERYARD - TYPE B 10' BUFFERYARD - TYPE F1 10 '10 ' 10' 10' BUFFERYARD - TYPE E 3 9 . 3 ' 6 1 . 9 ' PROP. 8' HIGH MASONRY SCREENING WALL 5' 10' 104.8' PROP. 10'x50' LOADING ZONE (TYP.) PROP. 10'x50' LOADING ZONE (TYP.) 6.1' 6' 6' R 3 0 ' R30' R 1 0 ' R13' 55'55' 55'55' L.U.D.= PUBLIC / SEMI-PUBLIC 25.6' 15' 10.8' DA T E No . R E V I S I O N B Y DATE: SHEET File No. 2018-035 CHECKED: CLC DRAWN: MKT DESIGN:MKT TEXAS REGISTRATION #14199 CLAYMOORE ENGINEERING 19 0 3 C E N T R A L D R I V E , S U I T E # 4 0 6 P H O N E : 8 1 7 . 2 8 1 . 0 5 7 2 BE D F O R D , T X 7 6 0 2 1 W W W . C L A Y M O O R E E N G . C O M 7/23/2018 PI N N A C L E P O I N T 39 5 S . K I M B A L L A V E N U E LO T 3 , B L O C K A , P I N N A C L E P O I N T SO U T H L A K E , T E X A S CASE NO. : ZA18-0014 0 GRAPHIC SCALE 1 inch = ft. 40 40 80 40 20 N.T.S. VICINITY MAP SITE FM 1709 - SOUTHLAKE BLVD S. K I M B A L L A V E . CR O O K E D L N NO L E N D R I V E SI L I C O N D R . KIMBALL HILL CTEA S T W O O D D R . MA N C H E S T E R C T SITE DATA TABLE - LOT 3R-1 PROPERTY DATA EXISTING ZONING SP-2 EXISTING L.U.D. MIXED USE NUMBER OF PROPOSED LOTS 1 AREA OF LOT 3R-1 2.39 AC = 104,280 SF PERCENTAGE OF SITE COVERAGE (BY BLDG)26,493 SF / 104,280 SF = 25.40% AREA OF OPEN SPACE 29,238 SF = 28% OUTSIDE STORAGE 0% TOTAL BUILDING FOOTPRINT AREA 26,493 SF SQUARE FOOTAGE BY USE 26,493 SF (MIXED USE) FLOOR AREA RATIO 0.254 : 1 PARKING SPACES REQUIRED 4.5 SPACES / 1,000 SF 119 SPACES REQUIRED PARKING SPACES PROVIDED 113 SPACES (8 ADA SPACES) IMPERVIOUS COVERAGE 75,042 SF = 72 % MAXIMUM BUILDING HEIGHT ALLOWED BY ZONING (35')ACTUAL BUILDING HEIGHT (24') PROPOSED ZONING SP-2 LEGEND STANDARD DUTY CONCRETE PAVEMENT HEAVY DUTY CONCRETE PAVEMENT DUMPSTER PAVEMENT PROPOSED CONCRETE SIDEWALK FULL DEPTH SAWCUT PROPOSED CONCRETE CURB AND GUTTER PROPOSED FIRE LANE PARKING COUNT BUFFERYARD LANDSCAPE AREA PUBLIC CONCRETE SIDEWALK PER CITY DETAILS 10 ENGINEER 1903 CENTRAL DRIVE SUITE #406 BEDFORD, TX 76034 PH. 817.281.0572 CONTACT: CLAY CRISTY, PE EMAIL: CLAY@CLAYMOOREENG.COM ARCHITECT GUIDE ARCHITECTURE 2001 N. LAMAR ST.,SUITE 550 DALLAS, TX 75202 214-960-9773 CONTACT: PAUL LOWERS OWNER SP SOUTHLAKE -KIMBALL LLC 800 E. 96TH ST. #175 INDIANAPOLIS, IN 46240 PH. 214.506.3205 EMAIL:DAVID@BROWNDFW.COM BENCHMARK: - AN "X" CUT FOUND ON CONCRETE WITHIN S. KIMBALL ROAD, APPROXIMATELY 109' WEST AND 185' SOUTH OF THE NORTHWEST PROPERTY CORNER. ELEVATION = 671.72'. - AN "X" CUT FOUND ON CONCRETE WITHIN S. KIMBALL ROAD, APPROXIMATELY 103' WEST AND 5' SOUTH OF THE NORTHWEST PROPERTY CORNER. ELEVATION = 662.95'. - COUNTY SURVEY:ABSTRACT NO. TARRANT A.A.FREEMAN SURVEY 522 CITY: STATE: SOUTLAKE TEXAS LEGAL DESCRIPTION: LOTS 3, BLOCK A PINNACLE POINT 7.178 ACRES - 312,683 SF SITE PLAN PINNACLE POINT SOUTHLAKE CONSTRUCTION SCHEDULE SAW CUT FULL DEPTH EXISTING PAVEMENT HANDICAP SYMBOL PAVEMENT STRIPING HANDICAP SIGN 4" PARKING STALL STRIPING COLOR: WHITE (TYP) CONCRETE SIDEWALK PER DETAILS PROPOSED DUMPSTER AREA AND ENCLOSURE REFER TO ARCH PLANS FOR DETAILS HANDICAP RAMPS, 12:1 MAX SLOPE CURB STOP 1 2 3 4 5 6 7 8 9 SITE DATA TABLE - LOT 3R-2 PROPERTY DATA EXISTING ZONING SP-2 EXISTING L.U.D. MIXED USE NUMBER OF PROPOSED LOTS 1 AREA OF LOT 3R-2 2.55 AC = 110,982 SF PERCENTAGE OF SITE COVERAGE (BY BLDG)27,695 SF / 110,982 SF = 24.95% AREA OF OPEN SPACE 28,059 SF = 25.28% OUTSIDE STORAGE 0% TOTAL BUILDING FOOTPRINT AREA 27,695 SF SQUARE FOOTAGE BY USE 27,695 SF (MIXED USE) FLOOR AREA RATIO 0.249 : 1 PARKING SPACES REQUIRED 4.5 SPACES / 1,000 SF 125 SPACES REQUIRED PARKING SPACES PROVIDED 131 SPACES (8 ADA SPACES) IMPERVIOUS COVERAGE 82,923 SF = 74.72 % MAXIMUM BUILDING HEIGHT ALLOWED BY ZONING (35')ACTUAL BUILDING HEIGHT (24' ) PROPOSED ZONING SP-2 SITE DATA TABLE - LOT 3R-3 PROPERTY DATA EXISTING ZONING SP-2 EXISTING L.U.D. MIXED USE NUMBER OF PROPOSED LOTS 1 AREA OF LOT 3R-3 2.24 AC = 97,418 SF PERCENTAGE OF SITE COVERAGE (BY BLDG)27,071 SF / 97,418 SF = 27.88% AREA OF OPEN SPACE 15,119 SF = 15.52% OUTSIDE STORAGE 0% TOTAL BUILDING FOOTPRINT AREA 27,071 SF SQUARE FOOTAGE BY USE 27,071 SF (MIXED USE) FLOOR AREA RATIO 0.249 : 1 PARKING SPACES REQUIRED 4.5 SPACES / 1,000 SF 121 SPACES REQUIRED PARKING SPACES PROVIDED 126 SPACES (6 ADA SPACES) IMPERVIOUS COVERAGE 82,299 SF = 84.48 % MAXIMUM BUILDING HEIGHT ALLOWED BY ZONING (35')ACTUAL BUILDING HEIGHT (24') PROPOSED ZONING SP-2 SP-1 SI T E P L A N ANTICIPATED SCHEDULE OF DEVELOPMENT START CONSTRUCTION OCTOBER 2018 END CONSTRUCTION APRIL 2019 LANDSCAPE CALCULATIONS Building Floor Area 80,833 SF City of Southlake, Texas 38,598 SF* 45,345 SF Parking Lot Landscape PROVIDEDREQUIRED 10.5% parking between bldg. and R.O.W.370 total spaces 5,550 sf 10,361 sf 100% SUMMARY CHART - INTERIOR LANDSCAPE Required or Provided Landscape Area (Sq.ft.) % of area in front or side Canopy Trees Accent Trees Shrubs Ground Cover (Sq. Ft.) Seasonal Color Required Provided 75% 78 155 965 5,800 SF 5,760 SF 791 SF 768 SF 39 spaces 155 971 20 SF per stall SUMMARY CHART - BUFFERYARDS LOCATION REQUIRED / PROVIDED LENGTH BUFFERYARD WIDTH - TYPE CANOPY TREES ACCENT TREES SHRUBS FENCE / SCREENING NORTH REQUIRED 819.47'N/A PROVIDED EAST REQUIRED 381.50' 10' - B 4 8 31 NA PROVIDED 33 NA SOUTH REQUIRED 819.76' 10' - F1 25 50 66 Fence PROVIDED 25 52 66 WEST REQUIRED 381.5' 10' - E 4 8 31 H1-Hedgerow PROVIDED 10' - E 4 8 31 H1-Hedgerow TOTALS . . . Note: 20% reduction taken for doubling the width of the buffer yardb. 819.47' N/A N/A N/A N/A N/A N/A N/A none none 381.50' 10' - B 4 8 819.76' 10' - F1 Fence 381.5' 79 370 x 15 SF = 5,550 Note: 5% reduction in interior area for water conservation CASE NO. : ZA18-0014 APPENDIX B TURNING MOVEMENT COUNTS savant@cjhensch.com 5215 Sycamore Ave Pasadena, Texas, United States 77503 281-487-5417 Count Name: 1. Kimball Avenue at George Dawson Middle School North Loop Entrance Site Code: 1 Start Date: 11/04/2015 Page No: 1 Turning Movement Data Start Time Kimball Avenue Kimball Avenue School Driveway Southbound Northbound Eastbound Thru Right U-Turn Peds App. Total Left Thru U-Turn Peds App. Total Left Right U-Turn Peds App. Total Int. Total 7:00 AM 47 4 0 0 51 2 72 0 0 74 0 0 0 0 0 125 7:15 AM 54 4 0 0 58 5 69 0 0 74 0 0 0 0 0 132 7:30 AM 93 14 0 0 107 9 76 0 0 85 0 0 0 0 0 192 7:45 AM 139 73 1 0 213 38 139 0 0 177 0 0 0 0 0 390 Hourly Total 333 95 1 0 429 54 356 0 0 410 0 0 0 0 0 839 8:00 AM 150 58 0 0 208 40 149 1 0 190 0 0 0 0 0 398 8:15 AM 146 28 0 0 174 28 133 0 0 161 0 0 0 0 0 335 8:30 AM 89 19 0 0 108 20 111 0 0 131 0 0 0 1 0 239 8:45 AM 59 6 0 0 65 4 77 0 0 81 0 0 0 0 0 146 Hourly Total 444 111 0 0 555 92 470 1 0 563 0 0 0 1 0 1118 9:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 *** BREAK ***---------------- Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 94 22 0 0 116 12 141 0 0 153 0 0 0 0 0 269 4:15 PM 90 43 0 0 133 19 157 0 0 176 0 0 0 0 0 309 4:30 PM 108 24 0 0 132 15 114 0 0 129 0 0 0 0 0 261 4:45 PM 125 29 0 0 154 19 155 0 0 174 0 0 0 0 0 328 Hourly Total 417 118 0 0 535 65 567 0 0 632 0 0 0 0 0 1167 5:00 PM 128 22 0 0 150 15 164 0 0 179 1 0 0 0 1 330 5:15 PM 85 14 1 0 100 7 137 0 0 144 0 0 0 0 0 244 5:30 PM 92 20 0 0 112 17 135 0 0 152 0 0 0 0 0 264 5:45 PM 93 18 1 0 112 4 138 0 0 142 0 0 0 0 0 254 Hourly Total 398 74 2 0 474 43 574 0 0 617 1 0 0 0 1 1092 6:00 PM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 Grand Total 1593 398 3 0 1994 254 1967 1 0 2222 1 0 0 1 1 4217 Approach %79.9 20.0 0.2 --11.4 88.5 0.0 --100.0 0.0 0.0 --- Total %37.8 9.4 0.1 -47.3 6.0 46.6 0.0 -52.7 0.0 0.0 0.0 -0.0 - All Vehicles (no classification)1593 398 3 -1994 254 1967 1 -2222 1 0 0 -1 4217 % All Vehicles (no classification)100.0 100.0 100.0 -100.0 100.0 100.0 100.0 -100.0 100.0 ---100.0 100.0 Pedestrians ---0 ----0 ----1 -- % Pedestrians -------------100.0 -- savant@cjhensch.com 5215 Sycamore Ave Pasadena, Texas, United States 77503 281-487-5417 Count Name: 1. Kimball Avenue at George Dawson Middle School North Loop Entrance Site Code: 1 Start Date: 11/04/2015 Page No: 2 11/04/2015 7:00 AM Ending At 11/04/2015 6:15 PM All Vehicles (no classification) Pedestrians Kimball Avenue [N] Out In Total 1971 1994 3965 0 0 0 1971 1994 3965 398 1593 3 0 0 0 0 0 398 1593 3 0 R T U P 1594 2222 3816 0 0 0 1594 2222 3816 Out In Total Kimball Avenue [S] U L T P 1 254 1967 0 0 0 0 0 1 254 1967 0 Sc h o o l D r i v e w a y [ W ] To t a l 65 3 0 65 3 In 1 0 1 Ou t 65 2 0 65 2 0 0 0 U 1 0 1 L 0 0 0 R 0 1 1 P Turning Movement Data Plot savant@cjhensch.com 5215 Sycamore Ave Pasadena, Texas, United States 77503 281-487-5417 Count Name: 1. Kimball Avenue at George Dawson Middle School North Loop Entrance Site Code: 1 Start Date: 11/04/2015 Page No: 3 Turning Movement Peak Hour Data (7:45 AM) Start Time Kimball Avenue Kimball Avenue School Driveway Southbound Northbound Eastbound Thru Right U-Turn Peds App. Total Left Thru U-Turn Peds App. Total Left Right U-Turn Peds App. Total Int. Total 7:45 AM 139 73 1 0 213 38 139 0 0 177 0 0 0 0 0 390 8:00 AM 150 58 0 0 208 40 149 1 0 190 0 0 0 0 0 398 8:15 AM 146 28 0 0 174 28 133 0 0 161 0 0 0 0 0 335 8:30 AM 89 19 0 0 108 20 111 0 0 131 0 0 0 1 0 239 Total 524 178 1 0 703 126 532 1 0 659 0 0 0 1 0 1362 Approach %74.5 25.3 0.1 --19.1 80.7 0.2 --NaN NaN NaN --- Total %38.5 13.1 0.1 -51.6 9.3 39.1 0.1 -48.4 0.0 0.0 0.0 -0.0 - PHF 0.873 0.610 0.250 -0.825 0.788 0.893 0.250 -0.867 0.000 0.000 0.000 -0.000 0.856 All Vehicles (no classification)524 178 1 -703 126 532 1 -659 0 0 0 -0 1362 % All Vehicles (no classification)100.0 100.0 100.0 -100.0 100.0 100.0 100.0 -100.0 -----100.0 Pedestrians ---0 ----0 ----1 -- % Pedestrians -------------100.0 -- savant@cjhensch.com 5215 Sycamore Ave Pasadena, Texas, United States 77503 281-487-5417 Count Name: 1. Kimball Avenue at George Dawson Middle School North Loop Entrance Site Code: 1 Start Date: 11/04/2015 Page No: 4 Peak Hour Data 11/04/2015 7:45 AM Ending At 11/04/2015 8:45 AM All Vehicles (no classification) Pedestrians Kimball Avenue [N] Out In Total 533 703 1236 0 0 0 533 703 1236 178 524 1 0 0 0 0 0 178 524 1 0 R T U P 525 659 1184 0 0 0 525 659 1184 Out In Total Kimball Avenue [S] U L T P 1 126 532 0 0 0 0 0 1 126 532 0 Sc h o o l D r i v e w a y [ W ] To t a l 30 4 0 30 4 In 0 0 0 Ou t 30 4 0 30 4 0 0 0 U 0 0 0 L 0 0 0 R 0 1 1 P Turning Movement Peak Hour Data Plot (7:45 AM) savant@cjhensch.com 5215 Sycamore Ave Pasadena, Texas, United States 77503 281-487-5417 Count Name: 1. Kimball Avenue at George Dawson Middle School North Loop Entrance Site Code: 1 Start Date: 11/04/2015 Page No: 5 Turning Movement Peak Hour Data (4:15 PM) Start Time Kimball Avenue Kimball Avenue School Driveway Southbound Northbound Eastbound Thru Right U-Turn Peds App. Total Left Thru U-Turn Peds App. Total Left Right U-Turn Peds App. Total Int. Total 4:15 PM 90 43 0 0 133 19 157 0 0 176 0 0 0 0 0 309 4:30 PM 108 24 0 0 132 15 114 0 0 129 0 0 0 0 0 261 4:45 PM 125 29 0 0 154 19 155 0 0 174 0 0 0 0 0 328 5:00 PM 128 22 0 0 150 15 164 0 0 179 1 0 0 0 1 330 Total 451 118 0 0 569 68 590 0 0 658 1 0 0 0 1 1228 Approach %79.3 20.7 0.0 --10.3 89.7 0.0 --100.0 0.0 0.0 --- Total %36.7 9.6 0.0 -46.3 5.5 48.0 0.0 -53.6 0.1 0.0 0.0 -0.1 - PHF 0.881 0.686 0.000 -0.924 0.895 0.899 0.000 -0.919 0.250 0.000 0.000 -0.250 0.930 All Vehicles (no classification)451 118 0 -569 68 590 0 -658 1 0 0 -1 1228 % All Vehicles (no classification)100.0 100.0 --100.0 100.0 100.0 --100.0 100.0 ---100.0 100.0 Pedestrians ---0 ----0 ----0 -- % Pedestrians ---------------- savant@cjhensch.com 5215 Sycamore Ave Pasadena, Texas, United States 77503 281-487-5417 Count Name: 1. Kimball Avenue at George Dawson Middle School North Loop Entrance Site Code: 1 Start Date: 11/04/2015 Page No: 6 Peak Hour Data 11/04/2015 4:15 PM Ending At 11/04/2015 5:15 PM All Vehicles (no classification) Pedestrians Kimball Avenue [N] Out In Total 591 569 1160 0 0 0 591 569 1160 118 451 0 0 0 0 0 0 118 451 0 0 R T U P 451 658 1109 0 0 0 451 658 1109 Out In Total Kimball Avenue [S] U L T P 0 68 590 0 0 0 0 0 0 68 590 0 Sc h o o l D r i v e w a y [ W ] To t a l 18 7 0 18 7 In 1 0 1 Ou t 18 6 0 18 6 0 0 0 U 1 0 1 L 0 0 0 R 0 0 0 P Turning Movement Peak Hour Data Plot (4:15 PM) savant@cjhensch.com 5215 Sycamore Ave Pasadena, Texas, United States 77503 281-487-5417 Count Name: 1. Kimball Avenue at George Dawson Middle School North Loop Entrance Site Code: 1 Start Date: 11/04/2015 Page No: 7 GR A M T r a f f i c N T X I n c . 11 2 0 W . L o v e r s L a n e Ar l i n g t o n , T e x a s , U n i t e d S t a t e s 7 6 0 1 3 81 7 . 2 6 5 . 8 9 6 8 j o h n @ g r a m n t x . c o m Count Name: S KIMBALL AVE @ DRIVEWAY Site Code:Start Date: 06/19/2018 Page No: 1 Tu r n i n g M o v e m e n t D a t a St a r t T i m e S K I M B A L L A V E DR I V E W A Y S K I M B A L L A V E DRIVEWAY So u t h b o u n d We s t b o u n d No r t h b o u n d Eastbound Ri g h t Th r u Le f t U- T u r n Ap p . T o t a l Ri g h t Th r u Le f t U- T u r n Ap p . T o t a l Ri g h t Th r u Le f t U- T u r n Ap p . T o t a l Right Thru Left U-Turn App. Total Int. Total 7: 0 0 A M 1 45 0 0 46 0 0 0 0 0 0 41 0 0 41 0 0 0 0 0 87 7: 1 5 A M 0 67 0 1 68 0 0 0 0 0 0 43 2 0 45 0 0 0 0 0 113 7: 3 0 A M 1 68 0 0 69 0 0 0 0 0 0 69 1 1 71 0 0 0 0 0 140 7: 4 5 A M 1 81 0 0 82 0 0 0 0 0 0 67 1 0 68 0 0 0 0 0 150 Ho u r l y T o t a l 3 26 1 0 1 26 5 0 0 0 0 0 0 22 0 4 1 22 5 0 0 0 0 0 490 8: 0 0 A M 1 81 0 1 83 0 0 0 0 0 0 78 0 0 78 0 0 0 0 0 161 8: 1 5 A M 1 93 1 1 96 2 0 0 0 2 1 96 0 0 97 0 0 0 0 0 195 8: 3 0 A M 1 86 0 0 87 0 0 0 0 0 0 81 0 1 82 0 0 0 0 0 169 8: 4 5 A M 2 10 3 1 0 10 6 0 0 0 0 0 0 78 1 0 79 0 0 0 0 0 185 Ho u r l y T o t a l 5 36 3 2 2 37 2 2 0 0 0 2 1 33 3 1 1 33 6 0 0 0 0 0 710 9: 0 0 A M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ** * B R E A K * * * - - - - - - - - - - - - - - - ------ Ho u r l y T o t a l 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4: 0 0 P M 1 70 0 0 71 0 0 0 0 0 0 10 5 0 0 10 5 0 0 0 0 0 176 4: 1 5 P M 0 79 0 0 79 0 0 0 0 0 0 91 0 0 91 0 0 0 0 0 170 4: 3 0 P M 1 76 0 0 77 0 0 0 0 0 0 11 4 1 1 11 6 0 0 1 0 1 194 4: 4 5 P M 1 95 0 0 96 0 0 0 0 0 0 11 5 0 0 11 5 0 0 0 0 0 211 Ho u r l y T o t a l 3 32 0 0 0 32 3 0 0 0 0 0 0 42 5 1 1 42 7 0 0 1 0 1 751 5: 0 0 P M 0 78 0 1 79 0 0 0 0 0 0 15 3 0 0 15 3 0 0 0 0 0 232 5: 1 5 P M 0 67 1 0 68 1 0 0 0 1 2 11 6 0 0 11 8 0 0 0 0 0 187 5: 3 0 P M 0 82 0 0 82 1 0 0 0 1 0 12 3 0 0 12 3 0 0 0 0 0 206 5: 4 5 P M 2 85 0 0 87 1 0 0 0 1 0 10 6 0 0 10 6 0 0 0 0 0 194 Ho u r l y T o t a l 2 31 2 1 1 31 6 3 0 0 0 3 2 49 8 0 0 50 0 0 0 0 0 0 819 6: 0 0 P M 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Gr a n d T o t a l 13 12 5 7 3 4 12 7 7 5 0 0 0 5 3 14 7 6 6 3 14 8 8 0 0 1 0 1 2771 Ap p r o a c h % 1. 0 98 . 4 0. 2 0. 3 - 10 0 . 0 0. 0 0. 0 0. 0 - 0. 2 99 . 2 0. 4 0. 2 - 0.0 0.0 100.0 0.0 -- To t a l % 0. 5 45 . 4 0. 1 0. 1 46 . 1 0. 2 0. 0 0. 0 0. 0 0. 2 0. 1 53 . 3 0. 2 0. 1 53 . 7 0.0 0.0 0.0 0.0 0.0 - Li g h t s 13 12 2 8 3 4 12 4 8 5 0 0 0 5 3 14 5 6 6 3 14 6 8 0 0 1 0 1 2722 % L i g h t s 10 0 . 0 97 . 7 10 0 . 0 10 0 . 0 97 . 7 10 0 . 0 - - - 10 0 . 0 10 0 . 0 98 . 6 10 0 . 0 10 0 . 0 98 . 7 --100.0 -100.0 98.2 Me d i u m s 0 28 0 0 28 0 0 0 0 0 0 19 0 0 19 0 0 0 0 0 47 % M e d i u m s 0. 0 2. 2 0. 0 0. 0 2. 2 0. 0 - - - 0. 0 0. 0 1. 3 0. 0 0. 0 1. 3 --0.0 -0.0 1.7 Ar t i c u l a t e d T r u c k s 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 2 % A r t i c u l a t e d T r u c k s 0. 0 0. 1 0. 0 0. 0 0. 1 0. 0 - - - 0. 0 0. 0 0. 1 0. 0 0. 0 0. 1 --0.0 -0.0 0.1 GR A M T r a f f i c N T X I n c . 11 2 0 W . L o v e r s L a n e Ar l i n g t o n , T e x a s , U n i t e d S t a t e s 7 6 0 1 3 81 7 . 2 6 5 . 8 9 6 8 j o h n @ g r a m n t x . c o m Count Name: S KIMBALL AVE @ DRIVEWAY Site Code:Start Date: 06/19/2018 Page No: 2 06 / 1 9 / 2 0 1 8 7 : 0 0 A M En d i n g A t 06 / 1 9 / 2 0 1 8 6 : 1 5 P M Li g h t s Me d i u m s Ar t i c u l a t e d T r u c k s S K I M B A L L A V E [ N ] Ou t In To t a l 14 6 6 12 4 8 27 1 4 19 28 47 1 1 2 14 8 6 12 7 7 27 6 3 13 12 2 8 3 4 0 28 0 0 0 1 0 0 13 12 5 7 3 4 R T L U 6 0 0 6 Out 5 0 0 5 In 11 0 0 11 Total DRIVEWAY [E] R 5 0 0 5 T 0 0 0 0 L 0 0 0 0 U 0 0 0 0 12 3 1 14 6 8 26 9 9 28 19 47 1 1 2 12 6 0 14 8 8 27 4 8 Ou t In To t a l S K I M B A L L A V E [ S ] U L T R 3 6 14 5 6 3 0 0 19 0 0 0 1 0 3 6 14 7 6 3 D R I V E W A Y [ W ] T o t a l 2 0 0 0 2 0 I n 1 0 0 1 O u t 1 9 0 0 1 9 0 0 0 0 U 1 0 0 1 L 0 0 0 0 T 0 0 0 0 R Tu r n i n g M o v e m e n t D a t a P l o t GR A M T r a f f i c N T X I n c . 11 2 0 W . L o v e r s L a n e Ar l i n g t o n , T e x a s , U n i t e d S t a t e s 7 6 0 1 3 81 7 . 2 6 5 . 8 9 6 8 j o h n @ g r a m n t x . c o m Count Name: S KIMBALL AVE @ DRIVEWAY Site Code:Start Date: 06/19/2018 Page No: 3 Tu r n i n g M o v e m e n t P e a k H o u r D a t a ( 8 : 0 0 A M ) St a r t T i m e S K I M B A L L A V E DR I V E W A Y S K I M B A L L A V E DRIVEWAY So u t h b o u n d We s t b o u n d No r t h b o u n d Eastbound Ri g h t Th r u Le f t U- T u r n Ap p . T o t a l Ri g h t Th r u Le f t U- T u r n Ap p . T o t a l Ri g h t Th r u Le f t U- T u r n Ap p . T o t a l Right Thru Left U-Turn App. Total Int. Total 8: 0 0 A M 1 81 0 1 83 0 0 0 0 0 0 78 0 0 78 0 0 0 0 0 161 8: 1 5 A M 1 93 1 1 96 2 0 0 0 2 1 96 0 0 97 0 0 0 0 0 195 8: 3 0 A M 1 86 0 0 87 0 0 0 0 0 0 81 0 1 82 0 0 0 0 0 169 8: 4 5 A M 2 10 3 1 0 10 6 0 0 0 0 0 0 78 1 0 79 0 0 0 0 0 185 To t a l 5 36 3 2 2 37 2 2 0 0 0 2 1 33 3 1 1 33 6 0 0 0 0 0 710 Ap p r o a c h % 1. 3 97 . 6 0. 5 0. 5 - 10 0 . 0 0. 0 0. 0 0. 0 - 0. 3 99 . 1 0. 3 0. 3 - 0.0 0.0 0.0 0.0 -- To t a l % 0. 7 51 . 1 0. 3 0. 3 52 . 4 0. 3 0. 0 0. 0 0. 0 0. 3 0. 1 46 . 9 0. 1 0. 1 47 . 3 0.0 0.0 0.0 0.0 0.0 - PH F 0. 6 2 5 0. 8 8 1 0. 5 0 0 0. 5 0 0 0. 8 7 7 0. 2 5 0 0. 0 0 0 0. 0 0 0 0. 0 0 0 0. 2 5 0 0. 2 5 0 0. 8 6 7 0. 2 5 0 0. 2 5 0 0. 8 6 6 0.000 0.000 0.000 0.000 0.000 0.910 Li g h t s 5 35 5 2 2 36 4 2 0 0 0 2 1 32 3 1 1 32 6 0 0 0 0 0 692 % L i g h t s 10 0 . 0 97 . 8 10 0 . 0 10 0 . 0 97 . 8 10 0 . 0 - - - 10 0 . 0 10 0 . 0 97 . 0 10 0 . 0 10 0 . 0 97 . 0 -----97.5 Me d i u m s 0 8 0 0 8 0 0 0 0 0 0 10 0 0 10 0 0 0 0 0 18 % M e d i u m s 0. 0 2. 2 0. 0 0. 0 2. 2 0. 0 - - - 0. 0 0. 0 3. 0 0. 0 0. 0 3. 0 -----2.5 Ar t i c u l a t e d T r u c k s 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % A r t i c u l a t e d T r u c k s 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 - - - 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 -----0.0 GR A M T r a f f i c N T X I n c . 11 2 0 W . L o v e r s L a n e Ar l i n g t o n , T e x a s , U n i t e d S t a t e s 7 6 0 1 3 81 7 . 2 6 5 . 8 9 6 8 j o h n @ g r a m n t x . c o m Count Name: S KIMBALL AVE @ DRIVEWAY Site Code:Start Date: 06/19/2018 Page No: 4 Pe a k H o u r D a t a 06 / 1 9 / 2 0 1 8 8 : 0 0 A M En d i n g A t 06 / 1 9 / 2 0 1 8 9 : 0 0 A M Li g h t s Me d i u m s Ar t i c u l a t e d T r u c k s S K I M B A L L A V E [ N ] Ou t In To t a l 32 7 36 4 69 1 10 8 18 0 0 0 33 7 37 2 70 9 5 35 5 2 2 0 8 0 0 0 0 0 0 5 36 3 2 2 R T L U 3 0 0 3 Out 2 0 0 2 In 5 0 0 5 Total DRIVEWAY [E] R 2 0 0 2 T 0 0 0 0 L 0 0 0 0 U 0 0 0 0 35 6 32 6 68 2 8 10 18 0 0 0 36 4 33 6 70 0 Ou t In To t a l S K I M B A L L A V E [ S ] U L T R 1 1 32 3 1 0 0 10 0 0 0 0 0 1 1 33 3 1 D R I V E W A Y [ W ] T o t a l 6 0 0 6 I n 0 0 0 0 O u t 6 0 0 6 0 0 0 0 U 0 0 0 0 L 0 0 0 0 T 0 0 0 0 R Tu r n i n g M o v e m e n t P e a k H o u r D a t a P l o t ( 8 : 0 0 A M ) GR A M T r a f f i c N T X I n c . 11 2 0 W . L o v e r s L a n e Ar l i n g t o n , T e x a s , U n i t e d S t a t e s 7 6 0 1 3 81 7 . 2 6 5 . 8 9 6 8 j o h n @ g r a m n t x . c o m Count Name: S KIMBALL AVE @ DRIVEWAY Site Code:Start Date: 06/19/2018 Page No: 5 Tu r n i n g M o v e m e n t P e a k H o u r D a t a ( 4 : 4 5 P M ) St a r t T i m e S K I M B A L L A V E DR I V E W A Y S K I M B A L L A V E DRIVEWAY So u t h b o u n d We s t b o u n d No r t h b o u n d Eastbound Ri g h t Th r u Le f t U- T u r n Ap p . T o t a l Ri g h t Th r u Le f t U- T u r n Ap p . T o t a l Ri g h t Th r u Le f t U- T u r n Ap p . T o t a l Right Thru Left U-Turn App. Total Int. Total 4: 4 5 P M 1 95 0 0 96 0 0 0 0 0 0 11 5 0 0 11 5 0 0 0 0 0 211 5: 0 0 P M 0 78 0 1 79 0 0 0 0 0 0 15 3 0 0 15 3 0 0 0 0 0 232 5: 1 5 P M 0 67 1 0 68 1 0 0 0 1 2 11 6 0 0 11 8 0 0 0 0 0 187 5: 3 0 P M 0 82 0 0 82 1 0 0 0 1 0 12 3 0 0 12 3 0 0 0 0 0 206 To t a l 1 32 2 1 1 32 5 2 0 0 0 2 2 50 7 0 0 50 9 0 0 0 0 0 836 Ap p r o a c h % 0. 3 99 . 1 0. 3 0. 3 - 10 0 . 0 0. 0 0. 0 0. 0 - 0. 4 99 . 6 0. 0 0. 0 - 0.0 0.0 0.0 0.0 -- To t a l % 0. 1 38 . 5 0. 1 0. 1 38 . 9 0. 2 0. 0 0. 0 0. 0 0. 2 0. 2 60 . 6 0. 0 0. 0 60 . 9 0.0 0.0 0.0 0.0 0.0 - PH F 0. 2 5 0 0. 8 4 7 0. 2 5 0 0. 2 5 0 0. 8 4 6 0. 5 0 0 0. 0 0 0 0. 0 0 0 0. 0 0 0 0. 5 0 0 0. 2 5 0 0. 8 2 8 0. 0 0 0 0. 0 0 0 0. 8 3 2 0.000 0.000 0.000 0.000 0.000 0.901 Li g h t s 1 31 7 1 1 32 0 2 0 0 0 2 2 50 0 0 0 50 2 0 0 0 0 0 824 % L i g h t s 10 0 . 0 98 . 4 10 0 . 0 10 0 . 0 98 . 5 10 0 . 0 - - - 10 0 . 0 10 0 . 0 98 . 6 - - 98 . 6 -----98.6 Me d i u m s 0 4 0 0 4 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 10 % M e d i u m s 0. 0 1. 2 0. 0 0. 0 1. 2 0. 0 - - - 0. 0 0. 0 1. 2 - - 1. 2 -----1.2 Ar t i c u l a t e d T r u c k s 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 2 % A r t i c u l a t e d T r u c k s 0. 0 0. 3 0. 0 0. 0 0. 3 0. 0 - - - 0. 0 0. 0 0. 2 - - 0. 2 -----0.2 GR A M T r a f f i c N T X I n c . 11 2 0 W . L o v e r s L a n e Ar l i n g t o n , T e x a s , U n i t e d S t a t e s 7 6 0 1 3 81 7 . 2 6 5 . 8 9 6 8 j o h n @ g r a m n t x . c o m Count Name: S KIMBALL AVE @ DRIVEWAY Site Code:Start Date: 06/19/2018 Page No: 6 Pe a k H o u r D a t a 06 / 1 9 / 2 0 1 8 4 : 4 5 P M En d i n g A t 06 / 1 9 / 2 0 1 8 5 : 4 5 P M Li g h t s Me d i u m s Ar t i c u l a t e d T r u c k s S K I M B A L L A V E [ N ] Ou t In To t a l 50 3 32 0 82 3 6 4 10 1 1 2 51 0 32 5 83 5 1 31 7 1 1 0 4 0 0 0 1 0 0 1 32 2 1 1 R T L U 3 0 0 3 Out 2 0 0 2 In 5 0 0 5 Total DRIVEWAY [E] R 2 0 0 2 T 0 0 0 0 L 0 0 0 0 U 0 0 0 0 31 7 50 2 81 9 4 6 10 1 1 2 32 2 50 9 83 1 Ou t In To t a l S K I M B A L L A V E [ S ] U L T R 0 0 50 0 2 0 0 6 0 0 0 1 0 0 0 50 7 2 D R I V E W A Y [ W ] T o t a l 1 0 0 1 I n 0 0 0 0 O u t 1 0 0 1 0 0 0 0 U 0 0 0 0 L 0 0 0 0 T 0 0 0 0 R Tu r n i n g M o v e m e n t P e a k H o u r D a t a P l o t ( 4 : 4 5 P M ) GR A M T r a f f i c N T X I n c . 11 2 0 W . L o v e r s L a n e Ar l i n g t o n , T e x a s , U n i t e d S t a t e s 7 6 0 1 3 81 7 . 2 6 5 . 8 9 6 8 j o h n @ g r a m n t x . c o m Count Name: S KIMBALL AVE @ DRIVEWAY Site Code:Start Date: 06/19/2018 Page No: 7 APPENDIX C BACKGROUND SITES TRIP GENERATION Su r r o u n d i n g P a r c e l T r i p G e n e r a t i o n Ob j e c t I D De s c r i p t i o n IT E C o d e In t e n s i t y Un i t AM % I n AM % O u t PM % I n PM % O u t AM I n AM O u t PM I n PM Out 1* S P 1 D E T A I L E D S I T E P L A N O1 O f f i c e d i s t r i c t 7 3 , 2 5 0 71 0 1 5 . 7 5 1 , 0 0 0 s q . f t . G L F A 8 6 % 1 4 % 1 6 % 8 4 % 3 6 6 3 1 7 2 & 3 * * MI X E D U S E S I T E 37 6 , 0 0 0 MF 2 A p a r t m e n t s 12 5 , 3 3 4 12 . 0 2 2 0 3 5 D w e l l i n g U n i t s 2 3 % 7 7 % 6 3 % 3 7 % 4 1 4 1 5 9 O1 O f f i c e d i s t r i c t 12 5 , 3 3 3 1. 0 7 1 0 1 2 5 1 , 0 0 0 s q . f t . G L F A 8 6 % 1 4 % 1 6 % 8 4 % 1 2 4 2 0 2 3 1 1 8 C2 R e t a i l S h o p p i n g 12 5 , 3 3 3 1. 0 8 2 0 1 2 5 1 , 0 0 0 s q . f t . G L F A 6 2 % 3 8 % 4 8 % 5 2 % 1 3 3 5 4 2 0 3 2 2 0 4* * C 2 R E T A I L S H O P P I N G 24 0 , 7 0 0 1. 0 8 2 0 2 4 1 1 , 0 0 0 s q . f t . G L F A 6 2 % 3 8 % 4 8 % 5 2 % 1 6 9 6 8 3 3 0 3 5 8 5* S P 1 D E T A I L E D S I T E P L A N CS C h u r c h 17 2 , 9 5 0 56 0 2 1, 0 0 0 s q . f t . 6 0 % 4 0 % 4 5 % 5 5 % 1 1 1 1 6* * MI X E D U S E S I T E 67 0 , 0 0 0 MF 2 A p a r t m e n t s 22 3 , 3 3 4 12 . 0 2 2 0 6 2 D w e l l i n g U n i t s 2 3 % 7 7 % 6 3 % 3 7 % 7 2 3 2 4 1 4 O1 O f f i c e d i s t r i c t 22 3 , 3 3 3 1. 0 7 1 0 2 2 3 1 , 0 0 0 s q . f t . G L F A 8 6 % 1 4 % 1 6 % 8 4 % 2 0 3 3 3 3 9 2 0 5 C2 R e t a i l S h o p p i n g 22 3 , 3 3 3 1. 0 8 2 0 2 2 3 1 , 0 0 0 s q . f t . G L F A 6 2 % 3 8 % 4 8 % 5 2 % 1 6 3 6 6 3 1 2 3 3 8 *s e e S o u t h l a k e I n t e r a c t i v e Z o n i n g M a p f o r z o n i n g c o d e s a n d d e s c r i p t i o n s ** zo n i n g a c c o r d i n g t o C r o o k e d / K i m b a l l S m a l l A r e a P l a n : p . 2 1 ( O r d i n a n c e a d o p t e d S e p t 2 0 1 1 ) Zo n i n g Co d e L o t S i z e (s q . f t . ) Ma x De n s i t y 2 3 4 1 5 6 2 3 4 1 5 6 APPENDIX D PROPOSED SITE TRIP GENERATION Trip Generation ITE Trip Generation, 10th Edition (2017) Project 214220123 Client Site 37 Land Use ITE Code 710 Weekday Total Number In Out In Out 404 50% 50% 202 202 AM Peak Hour: Weekday Total Number In Out In Out 61 86% 14% 52 9 PM Peak Hour: Weekday Total Number In Out In Out 44 16% 84% 7 37 Trips Percent Number Trips Percent Number Trips Percent Number General Office Building Pinnacle Point Traffic Impact Analysis Project Number Adams Engineering & Development Consultants Pinnacle Point - Phase 1 (Buildings 1 & 2) 1000 Sq. Feet Gross Floor Area Trip Generation ITE Trip Generation, 10th Edition (2017) Project 214220123 Client Site 53 Land Use ITE Code 710 Weekday Total Number In Out In Out 573 50% 50% 287 286 AM Peak Hour: Weekday Total Number In Out In Out 76 86% 14% 65 11 PM Peak Hour: Weekday Total Number In Out In Out 62 16% 84% 10 52 Trips Percent Number Trips Percent Number Trips Percent Number General Office Building Pinnacle Point Traffic Impact Analysis Project Number Adams Engineering & Development Consultants Pinnacle Point - Phase 2 (Building 3 & 5) 1000 Sq. Feet Gross Floor Area Trip Generation ITE Trip Generation, 10th Edition (2017) Project 214220123 Client Site 27 Land Use ITE Code 710 Weekday Total Number In Out In Out 298 50% 50% 149 149 AM Peak Hour: Weekday Total Number In Out In Out 52 86% 14% 45 7 PM Peak Hour: Weekday Total Number In Out In Out 33 16% 84% 5 28 General Office Building Pinnacle Point Traffic Impact Analysis Project Number Adams Engineering & Development Consultants Pinnacle Point - Final Phase (Building 4) 1000 Sq. Feet Gross Floor Area Trips Percent Number Trips Percent Number Trips Percent Number APPENDIX E SYNCHRO REPORTS HCM 2010 TWSC Pinnacle Point TIA 1: Kimball Ave & Middle School N Loop Entrance 2018 Existing AM 07/11/2018 Synchro 9 Report Page 1 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 0 00207 1 3 8 5 8 2 1 3 3 9 5 7 3 1 9 5 Future Vol, veh/h 0 00207 1 3 8 5 8 2 1 3 3 9 5 7 3 1 9 5 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------ 1 3 0-- 5 0-- Veh in Median Storage, # - - - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 92 100 92 92 92 79 89 92 92 87 61 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 00208 1 7 5 6 5 4 1 4 4 2 6 5 9 3 2 0 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1424 2073 334 978 0 0 668 0 0 Stage 1 1010 1010 ------- Stage 2 414 1063 ------- Critical Hdwy 6.84 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 5.84 5.54 ------- Critical Hdwy Stg 2 5.84 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 127 53 662 701 - - 918 - - Stage 1 313 316 ------- Stage 2 635 298 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 91 0 662 701 - - 918 - - Mov Cap-2 Maneuver 175 0 ------- Stage 1 235 0 ------- Stage 2 606 0 ------- Approach WB NB SB HCM Control Delay, s 13.9 2.5 0.4 HCM LOS B Minor Lane/Major Mvmt NBL NBT NBRWBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 701 - - 175 662 918 - - HCM Lane V/C Ratio 0.249 - - 0.012 0.011 0.046 - - HCM Control Delay (s) 11.8 - - 25.8 10.5 9.1 - - HCM Lane LOS B - - D B A - - HCM 95th %tile Q(veh) 1 - - 0 0 0.1 - - HCM 2010 TWSC Pinnacle Point TIA 1: Kimball Ave & Middle School N Loop Entrance 2018 Existing PM 07/11/2018 Synchro 9 Report Page 1 Intersection Int Delay, s/veh 0.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0090 2 8 7 4 6 4 525 4 9 3 1 2 9 Future Vol, veh/h 0 0090 2 8 7 4 6 4 525 4 9 3 1 2 9 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------ 1 3 0-- 5 0-- Veh in Median Storage, # - - - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 25 92 100 92 92 92 89 90 92 92 88 69 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 0 10 0 30 83 717 2 5 560 187 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1175 1642 359 747 0 0 719 0 0 Stage 1 884 884 ------- Stage 2 291 758 ------- Critical Hdwy 6.84 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 5.84 5.54 ------- Critical Hdwy Stg 2 5.84 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 185 99 638 857 - - 878 - - Stage 1 364 362 ------- Stage 2 733 413 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 166 0 638 857 - - 878 - - Mov Cap-2 Maneuver 263 0 ------- Stage 1 329 0 ------- Stage 2 729 0 ------- Approach WB NB SB HCM Control Delay, s 12.9 1 0.1 HCM LOS B Minor Lane/Major Mvmt NBL NBT NBRWBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 857 - - 263 638 878 - - HCM Lane V/C Ratio 0.097 - - 0.037 0.048 0.006 - - HCM Control Delay (s) 9.7 - - 19.2 10.9 9.1 - - HCM Lane LOS A - - C B A - - HCM 95th %tile Q(veh) 0.3 - - 0.1 0.1 0 - - HCM 2010 TWSC Pinnacle Point TIA 1: Kimball Ave & Middle School N Loop Entrance 2019 Build AM 07/13/2018 Synchro 9 Report Page 1 Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0050 1 5 1 4 2 6 1 0 2 9 8 8 5 9 4 2 0 1 Future Vol, veh/h 0 0050 1 5 1 4 2 6 1 0 2 9 8 8 5 9 4 2 0 1 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------ 1 3 0-- 5 0-- Veh in Median Storage, # - - - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 25 92 100 92 92 92 89 90 92 92 88 69 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0050 1 6 1 6 0 6 7 8 3 2 9 6 6 7 5 2 9 1 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1542 2171 355 966 0 0 709 0 0 Stage 1 1013 1013 ------- Stage 2 529 1158 ------- Critical Hdwy 6.84 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 5.84 5.54 ------- Critical Hdwy Stg 2 5.84 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 106 46 641 709 - - 886 - - Stage 1 312 315 ------- Stage 2 555 269 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 73 0 641 709 - - 886 - - Mov Cap-2 Maneuver 160 0 ------- Stage 1 242 0 ------- Stage 2 495 0 ------- Approach WB NB SB HCM Control Delay, s 15.2 2.1 0.9 HCM LOS C Minor Lane/Major Mvmt NBL NBT NBRWBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 709 - - 160 641 886 - - HCM Lane V/C Ratio 0.225 - - 0.034 0.025 0.108 - - HCM Control Delay (s) 11.5 - - 28.3 10.8 9.6 - - HCM Lane LOS B - - D B A - - HCM 95th %tile Q(veh) 0.9 - - 0.1 0.1 0.4 - - HCM 2010 TWSC Pinnacle Point TIA 1: Kimball Ave & Middle School N Loop Entrance 2019 Build PM 07/13/2018 Synchro 9 Report Page 1 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 0 0 0 22 0 67 77 668 4 13 515 133 Future Vol, veh/h 0 0 0 22 0 67 77 668 4 13 515 133 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------ 1 3 0-- 5 0-- Veh in Median Storage, # - - - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 92 100 92 92 92 79 89 92 92 87 61 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 0 24 0 73 97 751 4 14 592 218 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1272 1786 377 810 0 0 755 0 0 Stage 1 948 948 ------- Stage 2 324 838 ------- Critical Hdwy 6.84 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 5.84 5.54 ------- Critical Hdwy Stg 2 5.84 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 159 81 621 812 - - 851 - - Stage 1 337 338 ------- Stage 2 705 380 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 138 0 621 812 - - 851 - - Mov Cap-2 Maneuver 234 0 ------- Stage 1 297 0 ------- Stage 2 693 0 ------- Approach WB NB SB HCM Control Delay, s 14.2 1.1 0.2 HCM LOS B Minor Lane/Major Mvmt NBL NBT NBRWBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 812 - - 234 621 851 - - HCM Lane V/C Ratio 0.12 - - 0.102 0.117 0.017 - - HCM Control Delay (s) 10 - - 22.1 11.6 9.3 - - HCM Lane LOS B - - C B A - - HCM 95th %tile Q(veh) 0.4 - - 0.3 0.4 0.1 - - HCM 2010 TWSC Pinnacle Point TIA 1: Kimball Ave & Middle School N Loop Entrance 2021 Build AM 07/13/2018 Synchro 9 Report Page 1 Intersection Int Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0070 2 0 1 5 1 7 5 6 4 1 1 2 2 6 7 0 2 1 3 Future Vol, veh/h 0 0070 2 0 1 5 1 7 5 6 4 1 1 2 2 6 7 0 2 1 3 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------ 1 3 0-- 5 0-- Veh in Median Storage, # - - - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 25 92 100 92 92 92 89 90 92 92 88 69 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0080 2 2 1 7 0 8 4 0 4 5 1 3 3 7 6 1 3 0 9 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1848 2537 442 1070 0 0 885 0 0 Stage 1 1202 1202 ------- Stage 2 646 1335 ------- Critical Hdwy 6.84 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 5.84 5.54 ------- Critical Hdwy Stg 2 5.84 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 66 27 563 647 - - 760 - - Stage 1 247 256 ------- Stage 2 484 221 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 40 0 563 647 - - 760 - - Mov Cap-2 Maneuver 111 0 ------- Stage 1 182 0 ------- Stage 2 399 0 ------- Approach WB NB SB HCM Control Delay, s 19 2 1.2 HCM LOS C Minor Lane/Major Mvmt NBL NBT NBRWBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 647 - - 111 563 760 - - HCM Lane V/C Ratio 0.262 - - 0.069 0.039 0.174 - - HCM Control Delay (s) 12.5 - - 39.8 11.7 10.7 - - HCM Lane LOS B - - E B B - - HCM 95th %tile Q(veh) 1 - - 0.2 0.1 0.6 - - HCM 2010 TWSC Pinnacle Point TIA 1: Kimball Ave & Middle School N Loop Entrance 2021 Build PM 07/13/2018 Synchro 9 Report Page 1 Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 29 0 88 81 852 6 17 724 141 Future Vol, veh/h 0 0 0 29 0 88 81 852 6 17 724 141 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------ 1 3 0-- 5 0-- Veh in Median Storage, # - - - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 92 100 92 92 92 79 89 92 92 87 61 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 0 32 0 96 103 957 7 18 832 231 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1619 2266 482 1063 0 0 964 0 0 Stage 1 1166 1166 ------- Stage 2 453 1100 ------- Critical Hdwy 6.84 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 5.84 5.54 ------- Critical Hdwy Stg 2 5.84 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 94 40 530 651 - - 710 - - Stage 1 259 266 ------- Stage 2 607 286 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 77 0 530 651 - - 710 - - Mov Cap-2 Maneuver 166 0 ------- Stage 1 218 0 ------- Stage 2 592 0 ------- Approach WB NB SB HCM Control Delay, s 17.9 1.1 0.2 HCM LOS C Minor Lane/Major Mvmt NBL NBT NBRWBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 651 - - 166 530 710 - - HCM Lane V/C Ratio 0.157 - - 0.19 0.18 0.026 - - HCM Control Delay (s) 11.6 - - 31.7 13.3 10.2 - - HCM Lane LOS B - - D B B - - HCM 95th %tile Q(veh) 0.6 - - 0.7 0.7 0.1 - - HCM 2010 TWSC Pinnacle Point TIA 1: Kimball Ave & Middle School N Loop Entrance/N Site Driveway2021 Build (South Village Center Drive) AM 07/13/2018 Synchro 9 Report Page 1 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 0 00407 1 5 1 7 5 6 2 3 4 0 6 7 0 2 1 3 Future Vol, veh/h 0 00407 1 5 1 7 5 6 2 3 4 0 6 7 0 2 1 3 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 0 - 0 130 - - 50 - - Veh in Median Storage, # - - - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 92 100 92 92 92 79 89 92 92 87 61 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 00408 1 9 1 8 4 9 2 5 4 3 7 7 0 3 4 9 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1716 - 437 1119 0 0 874 0 0 Stage 1 1244 -------- Stage 2 472 -------- Critical Hdwy 6.84 - 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 5.84 -------- Critical Hdwy Stg 2 5.84 -------- Follow-up Hdwy 3.52 - 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 81 0 567 620 - - 768 - - Stage 1 235 0 ------- Stage 2 594 0 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 53 0 567 620 - - 768 - - Mov Cap-2 Maneuver 123 0 ------- Stage 1 163 0 ------- Stage 2 561 0 ------- Approach WB NB SB HCM Control Delay, s 20.1 2.4 0.4 HCM LOS C Minor Lane/Major Mvmt NBL NBT NBRWBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 620 - - 123 567 768 - - HCM Lane V/C Ratio 0.308 - - 0.035 0.013 0.057 - - HCM Control Delay (s) 13.4 - - 35.3 11.4 10 - - HCM Lane LOS B - - E B A - - HCM 95th %tile Q(veh) 1.3 - - 0.1 0 0.2 - - HCM 2010 TWSC Pinnacle Point TIA 2: Village Center Crt & NE Driveway 2021 Build (South Village Center Drive) AM 07/13/2018 Synchro 9 Report Page 2 Intersection Int Delay, s/veh 0.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 9 0 0 57 197 51 Future Vol, veh/h 9 0 0 57 197 51 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 10 0 0 62 214 55 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 304 242 270 0 - 0 Stage 1 242 ----- Stage 2 62 ----- 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 688 797 1293 - - - Stage 1 798 ----- Stage 2 961 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 688 797 1293 - - - Mov Cap-2 Maneuver 688 ----- Stage 1 798 ----- Stage 2 961 ----- Approach EB NB SB HCM Control Delay, s 10.3 0 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 1293 - 688 - - HCM Lane V/C Ratio - - 0.014 - - HCM Control Delay (s) 0 - 10.3 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0 - - HCM 2010 AWSC Pinnacle Point TIA 3: SE Driveway/Background Driveway & Village Center Crt 2021 Build (South Village Center Drive) AM 07/13/2018 Synchro 9 Report Page 1 Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 8 0 0 49 149 48 Future Vol, veh/h 8 0 0 49 149 48 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %222222 Mvmt Flow 9 0 0 53 162 52 Number of Lanes 011010 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 7.7 7 8.4 HCM LOS A A A Lane EBLn1 WBLn1 SBLn1 Vol Left, %100% 0% 76% Vol Thru, %0% 0% 0% Vol Right, %0% 100% 24% Sign Control Stop Stop Stop Traffic Vol by Lane 8 49 197 LT Vol 8 0 149 Through Vol 0 0 0 RT Vol 0 49 48 Lane Flow Rate 9 53 214 Geometry Grp 1 1 1 Degree of Util (X)0.011 0.056 0.241 Departure Headway (Hd)4.662 3.817 4.046 Convergence, Y/N Yes Yes Yes Cap 772 944 889 Service Time 2.663 1.817 2.07 HCM Lane V/C Ratio 0.012 0.056 0.241 HCM Control Delay 7.7 7 8.4 HCM Lane LOS A A A HCM 95th-tile Q 0 0.2 0.9 HCM 2010 TWSC Pinnacle Point TIA 1: Kimball Ave & Middle School N Loop Entrance/N Site Driveway2021 Build (South Village Center Drive) PM 07/13/2018 Synchro 9 Report Page 1 Intersection Int Delay, s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 17 0 30 81 852 3 6 724 141 Future Vol, veh/h 0 0 0 17 0 30 81 852 3 6 724 141 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 0 - 0 130 - - 50 - - Veh in Median Storage, # - - - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 92 100 92 92 92 79 89 92 92 87 61 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 0 18 0 33 103 957 3 7 832 231 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1593 - 480 1063 0 0 961 0 0 Stage 1 1164 -------- Stage 2 429 -------- Critical Hdwy 6.84 - 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 5.84 -------- Critical Hdwy Stg 2 5.84 -------- Follow-up Hdwy 3.52 - 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 98 0 532 651 - - 712 - - Stage 1 259 0 ------- Stage 2 624 0 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 82 0 532 651 - - 712 - - Mov Cap-2 Maneuver 169 0 ------- Stage 1 218 0 ------- Stage 2 618 0 ------- Approach WB NB SB HCM Control Delay, s 18.2 1.1 0.1 HCM LOS C Minor Lane/Major Mvmt NBL NBT NBRWBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 651 - - 169 532 712 - - HCM Lane V/C Ratio 0.157 - - 0.109 0.061 0.009 - - HCM Control Delay (s) 11.6 - - 28.9 12.2 10.1 - - HCM Lane LOS B - - D B B - - HCM 95th %tile Q(veh) 0.6 - - 0.4 0.2 0 - - HCM 2010 TWSC Pinnacle Point TIA 2: Village Center Crt & NE Driveway 2021 Build (South Village Center Drive) PM 07/13/2018 Synchro 9 Report Page 2 Intersection Int Delay, s/veh 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 38 0 0 256 156 7 Future Vol, veh/h 38 0 0 256 156 7 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 41 0 0 278 170 8 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 451 173 177 0 - 0 Stage 1 173 ----- Stage 2 278 ----- 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 566 871 1399 - - - Stage 1 857 ----- Stage 2 769 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 566 871 1399 - - - Mov Cap-2 Maneuver 566 ----- Stage 1 857 ----- Stage 2 769 ----- Approach EB NB SB HCM Control Delay, s 11.9 0 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 1399 - 566 - - HCM Lane V/C Ratio - - 0.073 - - HCM Control Delay (s) 0 - 11.9 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.2 - - HCM 2010 AWSC Pinnacle Point TIA 3: SE Driveway/Background Driveway & Village Center Crt 2021 Build (South Village Center Drive) PM 07/13/2018 Synchro 9 Report Page 1 Intersection Intersection Delay, s/veh 8.4 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 33 0 0 223 150 6 Future Vol, veh/h 33 0 0 223 150 6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %222222 Mvmt Flow 36 0 0 242 163 7 Number of Lanes 011010 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 8.1 8.1 9 HCM LOS A A A Lane EBLn1 WBLn1 SBLn1 Vol Left, %100% 0% 96% Vol Thru, %0% 0% 0% Vol Right, %0% 100% 4% Sign Control Stop Stop Stop Traffic Vol by Lane 33 223 156 LT Vol 33 0 150 Through Vol 0 0 0 RT Vol 0 223 6 Lane Flow Rate 36 242 170 Geometry Grp 1 1 1 Degree of Util (X)0.048 0.256 0.221 Departure Headway (Hd)4.789 3.8 4.69 Convergence, Y/N Yes Yes Yes Cap 749 948 770 Service Time 2.809 1.812 2.69 HCM Lane V/C Ratio 0.048 0.255 0.221 HCM Control Delay 8.1 8.1 9 HCM Lane LOS A A A HCM 95th-tile Q 0.2 1 0.8