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Item 6C - TIA
el IOW Pinnacle Point Traffic Impact Analysis TBPE Registration #: F-6324 Prepared for: Brown Company Partners, LLC Prepared by: Meron Shiferaw, PE July 20, 2018 PINNACLE POINT TRAFFIC IMPACT ANALYSIS 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 CENTERDRIVE............................................................................................................22 6.0 DRIVEWAY ANALYSIS................................................................................................24 6.1 AUXILIARY LANE ANALYSIS.......................................................................................24 6.2 INTERSECTION SIGHT DISTANCE.............................................................................24 7.0 CONCLUSIONS............................................................................................................26 0� Stantec PINNACLE POINT TRAFFIC IMPACT ANALYSIS 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 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 Figure 1. Proposed Site Location............................................................................................... 3 Figure2. 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 VillageCenter 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 ® Stantec PINNACLE POINT TRAFFIC IMPACT ANALYSIS Introduction July 20, 2018 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. (30 Stantec sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 3 PINNACLE POINT TRAFFIC IMPACT ANALYSIS Introduction July 20, 2018 Figure 2. Proposed Site Plan s 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. ® Stantec sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft 07.13.2018.docx 4 PINNACLE POINT TRAFFIC IMPACT ANALYSIS Introduction July 20, 2018 Figure 3. Mobility Plan with Project Site Location 0 "1 65 LDV Mobility Plan Crc okeWKPmbaN Spe6al Plan Area L.y_,,.j �AIwy 1141,9W 5m AUTf� �3iNWI kIIAW 193a 111#IROWark*ey? _FM 17097M 12NOW W RC W A117-124e41+r N —AW -44 Antral - A4] -10U All"I A40-ee'Amr4a _A21J-W AjarW •+'�+' AW - 77 A14rw C2U •adCo-7n+:�r ..+...� 0241, 88 CA -3. Cwnrnoi4A.c eM, Eaten'inn6 C—k.d K-b.17bn Aare ---- ❑4'eV Atpa 1. Nett Ci4r1 aw ;,tale: i �,Od6 1 �nt>ti = 9;14 feat oac� . ra •Yted'. 79.1 „'a7:A rs} �•rr wYYnIN W ri4.e�w M1.rM -N FY[N+3 aw�po�.rwawres +u'y+x 11bm14 :if�rrf .rM.. Source: Adaptec! From City of Southlake Crooked/ rnball Small Area Pion, page 17 (A, Stantec sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 5 PINNACLE POINT TRAFFIC IMPACT ANALYSIS Data Collection and Existing Conditions July 20, 2018 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. ® Stantec sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 6 PINNACLE POINT TRAFFIC IMPACT ANALYSIS Data Collection and Existing Conditions July 20, 2018 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 i. rr A.), I 1► Stantec 1 d 6, v E r E ua o Y N School Drwy. v u o CD CJ N M "' AM vph (PM vph) sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 7 PINNACLE POINT TRAFFIC IMPACT ANALYSIS Projected Future Background Traffic July 20, 2018 PRUJECTED -UTURE 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. (30 Stantec sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 8 PINNACLE POINT TRAFFIC IMPACT ANALYSIS Projected Future Background Traffic July 20, 2018 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 JMF2 01 C 2 k-TC2 CS 0� Stantec ILII F2 01 C2 sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 9 PINNACLE POINT TRAFFIC IMPACT ANALYSIS Projected Future Background Traffic July 20, 2018 Table 1. Trip Generation for Vacant Parcels Zoninq Description ITE intensity Unit AM In AM Out PM In PM Out Code Code DETAILED SITE PLAN (traffic volumes added to Phase 2 2019 background traffic) 01 Office district 710 16 1,000 sq.ft. 36 6 3 17 GLFA MIXED USE SITE (traffic volumes added to Full Build -out 2021 background traffic) MF2 Apartments 220 34 Dwelling Units 4 14 15 9 01 Office district 710 123 1,000 sq.ft. 124 20 23 118 GLFA C2 Retail Shopping 820 123 1,000 sq.ft. 133 54 pp g 203 220 GLFA RETAIL SHOPPING (traffic volumes added to Full Build -out 2021 background traffic) C2 Retail Shopping 820 60 1,000 sq.ft. 113 46 pp g 118 128 GLFA 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 01 Office district 710 284 1,000 sq.ft. 252 41 49 258 GLFA C2 Retail Shopping 820 284 1,000 sq.ft. 182 74 pp g 373 404 GLFA (31 Stantec sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 10 PINNACLE POINT TRAFFIC IMPACT ANALYSIS Projected Site and Future Build Traffic July 20, 2018 "ROJECTED 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 Table 3. Cumulative Proposed Site Trips Phase 1 Traffic (Buildings 1 & 2) Volumes Total Trips In 202 Total Trips In Daily Trips 404 202 AM Peak 61 52 PM Peak 44 7 Table 3. Cumulative Proposed Site Trips Phase 2 (Buildings 3 & 5) Out Total Trips In 202 573 287 9 76 65 37 62 10 Table 3. Cumulative Proposed Site Trips Traffic Final Phase Year 2019 (Building 4) Year 2021 Out Total Trips In Out 286 298 149 149 11 52 45 7 52 33 5 28 Traffic Existing Year 2019 Year 2021 Volumes 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 Stantec sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 11 PINNACLE POINT TRAFFIC IMPACT ANALYSIS Projected Site and Future Build Traffic July 20, 2018 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 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. 0� Stantec sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 12 PINNACLE POINT TRAFFIC IMPACT ANALYSIS Projected Site and Future Build Traffic July 20, 2018 Figure 7. Phase 1 Site Volumes Figure 8. 2018 Existing Traffic Volumes 4.4 PHASE 2 VOLUMES d Car �, Site Driveway 7 (28) N School Qrwy. 0 (0) !� 2 (9) aaN ao� AM vph m V E��� Y WIWIWI! Site Driveway fi— 7 (28) N School drwy. 1� 0 (0) k— 2 (9) v in c� r m AM vph (PI 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. 0� Stantec sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 13 PINNACLE POINT TRAFFIC IMPACT ANALYSIS Projected Site and Future Build Traffic July 20, 2018 Figure 9. Phase 2 Site Volumes d a g OJ O `} Y Site Driveway N School Drwy. 0 (0) 3 (13) 0 o ri 0 0 NO Figure 10. Phase 2 Background Site Traffic Volumes from Detailed Site Plans Stantec d } a o � o 9 a a Y Site Driveway 0 (0) N School Drwy. 0 (0) 0 (0) ©� o CD o 0 AM sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 14 PINNACLE POINT TRAFFIC IMPACT ANALYSIS Projected Site and Future Build Traffic July 20, 2018 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 Stantec Q a Q o 0 o o s Y Site Driveway 5 (21) N Schaal Drwy. 0 (0) !l 2 (7) 0 0 _ 0 0 AM sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 15 E Y G W1 Site Driveway 7-- 15 (67) N Schaal Drwy. 0 (0) k- 5 (22) n m c1d N o AM vph (PI 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 Stantec Q a Q o 0 o o s Y Site Driveway 5 (21) N Schaal Drwy. 0 (0) !l 2 (7) 0 0 _ 0 0 AM sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 15 PINNACLE POINT TRAFFIC IMPACT ANALYSIS Projected Site and Future Build Traffic July 20, 2018 Figure 13. Final Build Background Site Traffic Volumes from Vacant Parcels Figure 14.2021 Final Build Volumes d m Q n 9 0J C o Y Site Driveway a (a) N Scholl Drwy. < 0 (0) 0 (D) o o r o m a AM vph (PI 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 0� Stantec sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 16 r7 o N N o E Y lv/J Site Driveway (88) N School Drwy. 0 ( � 0 (0) 7 (29) on � u7 r AM vph (PM 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 0� Stantec sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 16 PINNACLE POINT TRAFFIC IMPACT ANALYSIS Projected Site and Future Build Traffic July 20, 2018 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 Stantec d a o E JG�� Y Site Driveway F� 7(30) N School Drwy. � f? (D)0) 4 (17) AM 3 m m Dv o Co y � o 7 LL Bkrd Driveway 8 (33) --/7 Q (Q) 0 (Q) 0 (o) S Site Drwy AM vph (PM vph) sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 17 d m O m d � � L 9 (38) LL �7 0 (©) �y N Site Drwy y� o� u � m AM vph (PM vph) 3 m m Dv o Co y � o 7 LL Bkrd Driveway 8 (33) --/7 Q (Q) 0 (Q) 0 (o) S Site Drwy AM vph (PM vph) sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 17 PINNACLE POINT TRAFFIC IMPACT ANALYSIS Projected Site and Future Build Traffic July 20, 2018 Figure 16. Final Build Background Traffic Volumes from Vacant Parcel with South Village Center Drive Stantec d m o v E a o Y Site Driveway N School Drwy. 0 (0 {0) 0 (0) o � o o � o 0 AM vph (PI 2 v CD m o d � LLL W W 3 9 (0) 0 (0) N Site Drwy �. O M �. N C] (V V AM vph (PIv1 vp`,)11 3 Q � o � V L p (3) y o r L 3 LL Bkrd Driveway Q (0) 49 (223) 9 (0) O(G) S Site Drwy AH vph (Plv1 vph) sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_07.132018.docx 18 PINNACLE POINT TRAFFIC IMPACT ANALYSIS Projected Site and Future Build Traffic July 20, 2018 Figure 17. 2021 Final Build Volumes with South Village Center Drive Stantec 2 m w d � O u rn y u7 L 3 LL 0 (0) N Site Drwy y� o N r �7 AM vph (PM vph) 3 d d � L 5 LL Bkrd Driveway 8 (33) 7-- 49 (223) a (0) 0 (0) S Site Drwy AM vph (Plvl vph) sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 19 =�N E c2 0 E Y Site Driveway 7 (30) N School Drwy_ < 0 (0) 4 (17) � N M 017 19 r 017 Alin vph (PI 2 m w d � O u rn y u7 L 3 LL 0 (0) N Site Drwy y� o N r �7 AM vph (PM vph) 3 d d � L 5 LL Bkrd Driveway 8 (33) 7-- 49 (223) a (0) 0 (0) S Site Drwy AM vph (Plvl vph) sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 19 PINNACLE POINT TRAFFIC IMPACT ANALYSIS Traffic Analysis July 20, 2018 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 SynchroTM 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 Control Delay Per Vehicle LOS (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. ® Stantec sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 20 PINNACLE POINT TRAFFIC IMPACT ANALYSIS Traffic Analysis July 20, 2018 Table 5. 2018 Existing Conditions Capacity Analysis 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 LOS (Delay [s]) & 95th Percentile Queue vehicles No. Intersection Control Type Movement AM Peak Hour PM Peak Hour LOS Queue UDa Queue WBL D 26 0 C 19 1 Kimball Ave & Side -Street WBR B 11 0 B 11 1 1 School N Entrance Stop -Controlled NBL B 12 1 A 10 1 1 Loop/Site Driveway Stop -Controlled SBL A (9) 1 A (9) 0 Loop/Site Driveway 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 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. ® Stantec sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 21 LOS (Delay [s]) & 95th Percentile Queue vehicles No. Intersection Control Type Movement AM Peak Hour PM Peak Hour LOS Queue UDa Queue WBL D 28 1 C 22 1 Kimball Ave & Side -Street WBR B 11 1 B 12 1 1 School N Entrance Stop -Controlled NBL B 12 1 B 10 1 Loop/Site Driveway 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. ® Stantec sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 21 PINNACLE POINT TRAFFIC IMPACT ANALYSIS Traffic Analysis July 20, 2018 Table 7. 2021 Future Final Build Traffic Analysis 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 LOS (Delay [s]) & 95th Percentile Queue LOS (Delay [s]) & 95th Percentile Queue vehicles No. Intersection Control Type Movement AM Peak Hour PM Peak Hour No. Intersection LOS Queue UDa Movement AM Peak Hour PM Peak Hour Queue WBL E 40 1 D 32 1 Kimball Ave & Side -Street WBR B 12 1 B 14 1 1 School N Entrance Stop -Controlled NBL B 13 1 B 12 1 1 Loop/Site Driveway 1 SBL B (11) 1 A (10) 1 B 11 0 B 12 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 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 (30 Stantec sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 22 LOS (Delay [s]) & 95th Percentile Queue vehicles No. Intersection Control Type Movement AM Peak Hour PM Peak Hour U Da Queue LOS Queue Kimball Ave & WBL E 35 1 D 29 1 WBR B 11 0 B 12 1 1 School N Entrance Loop/N Site Side -Street Stop -Controlled NBL B 13 2 B 12 1 Driveway 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 L EBA 0 0 A 0 BSB_ 1 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 (30 Stantec sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 22 PINNACLE POINT TRAFFIC IMPACT ANALYSIS Traffic Analysis July 20, 2018 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. (31 Stantec sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 23 PINNACLE POINT TRAFFIC IMPACT ANALYSIS Driveway Analysis July 20, 2018 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 City of Southlake Requirement N Site Driveway NE Site Driveway SE Site Driveway Deceleration Lane (based on Deceleration right -turn Lane ingress) Required? >50 vph 41 No 51 Yes 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, 6t" 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. ® Stantec sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 24 PINNACLE POINT TRAFFIC IMPACT ANALYSIS Driveway Analysis July 20, 2018 Table 10. Intersection Sight Distance Driveway Movement Design Speed (mph) Grade Recommended Intersection Sight Distance ft Actual Sight Sight Distance (ft) Distance OK? Right -turn -3% 385 470 Yes Proposed Site Driveway 40 Left w/ trees -3% 500 95 No Left w/o trees 600 1 Yes Figure 18. Trees Obstructing Sight Distance Looking North from Proposed Site Driveway Image source: Google Earth (31 Stantec r] Q sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 25 PINNACLE POINT TRAFFIC IMPACT ANALYSIS Conclusions July 20, 2018 In CONCLUSI 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. (31 Stantec sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 26 APPENDIX PROPOSED SITE PLAN a Y M O m s SITE DATA TABLE - LOT 3R-1 PROPERTY DATA EXISTING ZONING SP -2 EXISTING L.U.D. FAIXED USE PROPOSED ZONING SP -2 NUMBER OF PROPOSED LOTS 1 AREA OF LOT 3R-1 Z. I)AC=104,280SF PERCENTAGE OF SITE COVERAGE (BY BLDG) 26,493 SFI104,280 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 BE (MIXED USE) FLOOR AREA RATIO 0264: 1 PARKING SPACES REQUIRED 4.5 SPACES/1,000 SF 119 SPACES REQUIRED PARKING SPACES PROVIDED 113SPACES (8 ADA SPACES) IMPERVIOUS COVERAGE 75,042 SF=72% MAXIMUM BUILDING HEIGHT ALLOWED BY ZONING (351 gCTUAL BUILDING HEIGHT (24') SITE DATA TABLE - LOT 3R-2 PROPERTY DATA EXISTING ZONING SP -2 EXISTING L.U.D. MIXED USE PROPOSED ZONING SP -2 NUMBER OF PROPOSED LOTS 1 AREA OF LOT 3R-2 2.55 AC=110,982 SF PERCENTAGE OF SITE COVERAGE (BY BLDG) V.695 SF / 110,982 SF = 24.95% AREA OF OPEN SPACE 28,059 SF = 25.28% OUTSIDE STORAGE 0% TOTAL BUILDING FOOTPRINT AREA 27,6955E SQUARE FOOTAGE BY USE 27,695 BF (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=]4.72% MAXIMUM BUILDING HEI35')GHT ALLOWED BY ZONING ( ACTUAL BUILDING HEIGHT (24' ) SITE DATA TABLE - LOT 3R-3 PROPERTY DATA EXISTING ZONING SP -2 EXISTING L.U.D. MIXED USE PROPOSED ZONING SP -2 NUMBER OF PROPOSED LOTS 1 AREA OF LOT 3R-3 2.24 AC=WAI8 SF PERCENTAGE OF SITE COVERAGE (BY BLDG) 27071 SF/9],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 11,000 SF 121 SPACES REQUIRED PARKING SPACES PROVIDED 126SPACES (6 ADA SPACES) IMPERVIOUS COVERAGE 82,299 SF=MAS % MAXIMUM BUILDING HEIGHT ALLOWED BY ZONING (35') gCTUAL BUILDING HEIGHT (24') 1 .. o �}}FF 1 55' SSI DUTY CONCRETE PAVEMENT _ \\ TO REMAIN SUMMARY CHART- INTERIOR LANDSCAPE LOT 1, BLOCK A PINNACLE POINT DOC. NO. D21]057810 Requiretl Lentlsppa %Mereain Cenopy Accenl Sbmbs Ground Seasonal Color Are (Sq,B.) frantdrside Trees Trees Cover(Sq. " \ Requiretl 38,598 SF' 75% 78 155 965 5,760 SF 768 SF P.R.T.CT. ZONED, SP2 5,800 BF ]91 SF ooc. .a.r.c.r. PROVIDED 370101,1 spaces p !Nng beNreen bldg. and R.O.W. 5,550 sf 10,361 sf L.U.D =MIXED Ueawccess OLANDSCAPE x Nate: 5%reducflon In In1e.Nor area for water c... d,atlon ° U DDDDDDD MOUNTED TRANSFORMER EXIST. ST GRATE INLE INLET "• 5 ° EXIST. CONRETE PV TO REMAIN REAR - • )PROP. P. ._ __ D TO REMAINiCt \ TYP 4 6• 8 10%50• °e o = m 24'FIRELANE, DRAINAGE, & UTILITY LOADING ZONE (TYP.) 3 B lyO ESMT. BY PLAT LOT 3R-2 TYP 6 d •' C ooFl. ciao \_ 5 8 24'I 18' it FFE=677.75 EI Ae r.K.T.c.T. °-' me P. EXIST. H (8 ADA SPACES) TYP. O Inl UTILITY ESMT. BY PIAT - BY TO REMAIN — Flom N, J �I � VIP — _ _ — — _ — °u P EXIST. POWER POLE TO REMAIN e R - 2 a O t v v b 9' Y , h / - � — .• , ,8 u W �i 2,29 _ 9. - . , ......... v. .�'-'_'.........:.• •. •. •.': .':: ::': .'.'.'.'.'....: .. . � ° LOT I, BLOCK CARROLL ISD N0.4 AD DIT ION CABINETA, / I ;•; I ;•; EXIST. CONCRETE f�' HEADWALL TO REMAIN k" ryP y 5 PROP. BSMH ; SLIDE fi417P.R.T.0 T. ZONED: AG III I PROP.GRATE-- _ : G �I IIIA / EXIST. TREE INLET (TYP.) K TO REMAIN(TYP.) DRAINAGE. fi24'FIREI-ANE, {UTILITY ESMT. BY PLATPROP.FDC. 7EXI� RETAINING WALL T PRT.c••9 , EXIST. POWER PO TO REMAIN LE PROP. CONCRETE E I HEADWALL _ 9 9 i 1L ~ I �• &NYv .PROP. FIT �. z alio S89"25'4B"W _ 54440 — ��� � Y >0rs]eto -4. R3, -- C a c ,qy - g• g, 32 •ryP. .. `.` 210 of AP \"" $@1 dpi ryP' 5 4 _ 'T Epi Vfi PROP. FDC EXIST. POWER POLE TO REIVAIN �I SUMMARY CHART - BUFFERYARDS ENGINEER ARCHITECT ae,neala+nA„gx«,.,,a GUIDE ARCHITECTURE REQUIRED/ BUFFERYARD CANOPY ACCENT FENCE/ �I 2001 N. LAMAR ST.,SUITE 550 � w LOCATION LENGTH SHRUBS mw PROVIDED WIDTH - TYPE TREES TREES SCREENING214-960-97 DALLAS, Tx 75202 0 NORTH REQUIRED 819.47' N/A N/A N/A N/A none i " CONTACT:73 ` 'g PROVIDED 819.47' N/A N/A N/A N/Anone PAUL LOWERS W EAST REQUIRED 381.50' 10'- B 4 8 31 NA ENGINEERING LL PROVIDED 381.50' 10'-B 4 8 33 NA OWNER w SOUTH REQUIRED 819.76' 10'-F1 25 50 66 Fence TEXAS REGISTRATION 914199 SP SOUTHLAKE-KIMBALL LLC PROVIDED 819.76' 10' -Fl 25 52 66 Fence 1903 CENTRAL DRIVE 800 E 96TH ST. #175 SUITE#406 INDIANAPOLIS, IN 462401� _$ WEST REQUIRED 381.5' 10'-E 1 4 8 31 H1 -Hedgerow BEDFORD, TX 76034 PH. 214.506.3205 GRAPHIC SCALE z PROVIDED 381.5 10'-E 4 8 31 H1 -Hedgerow PH. 817.281.0572 EMAIL:DAVID@BROWNDFW.COM 40 0 20 40 80I�Lu g CONTACT: CLAY CRISTY, PE m TOTALS EMAIL: CLAY@CLAYMOOREENG.COM b. NOIe:20%retluc4on taken for tloubling l6e wld6, of t686u0er yaN 1Inch =40 fl. City of Southlake, Texas 1 LANDSCAPE CALCULATIONS DUTY CONCRETE PAVEMENT Building Flaor Area 80,833 SF TO REMAIN SUMMARY CHART- INTERIOR LANDSCAPE --'•' Requiretl Lentlsppa %Mereain Cenopy Accenl Sbmbs Ground Seasonal Color Are (Sq,B.) frantdrside Trees Trees Cover(Sq. F—N.d Ft.) Requiretl 38,598 SF' 75% 78 155 965 5,760 SF 768 SF Provided 45.345 SF 100% 79 155 971 5,800 BF ]91 SF Parking Lo, Landscape 20SFperstall REQUIRED PROVIDED 370101,1 spaces p !Nng beNreen bldg. and R.O.W. 5,550 sf 10,361 sf 39spaces 10.6% 370 15 SF= 5,559 OLANDSCAPE x Nate: 5%reducflon In In1e.Nor area for water c... d,atlon R rl DDDDDDD MOUNTED TRANSFORMER LOT 1 21030.56 S.F. FF=676.50 92 PARKING SPACES PROVIDED -EXIST.CONRETEPVMT. ooc x TO REMAIN P.BT.c.T. 819AT� n / n1 PROP. LOT 3R-1 26,493 SF FEE=677.50 113 PARKING SPACES PROVIDED n,P 4 (8 ADA SPACES) fi ryP ryP. PROP. GRATE 9 INLET (TYPT REAR - 9' 9 9 9 �- 9• y � Y v 3 } 2 TYP 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'. ANTICIPATED SCDEVELOPMENT START COSCHEDULE OF NSTRUCTION OCTOBER 2018 ENO CONSTRUCTION APRIL 2019 LOT2 BLOGKA poc x0 os 7ane,aPx TCT PINNACLE POINT - + . DOC. NO. 02nB_c LOT 2 P R.T.0 T. L.U.D.=MIXED USE 15,469.50 S.F. FF=679.00 72 PARKING SPACES PROVIDED EXIST. STORM ZONED: SP2 GRATEINLET TO REMAIN ooc.xo. oz,]os]a,s P.BT.A ZONED: SFIA S89°2705"W 819.7E 8 3 rone,e LOT4, MEADOW OAKS' PROP. B' HIGH voL.s PxTc Y.L.s PR7 a1 PxTCT. SUBDIVISION MASONRY SCREENING C.T. WALL VOL. 388-12 39 vc. ss� P.- L.U.D =RESREST. IDENTIAL I-" PROP. FI 3°34'11"E 589"25'49"W 10'BUFFERYARD-TYPE FI 1.49 99.62' PROP. FDC — Ice - PROP. GRINLATE LOT 3R-3 27,071 SF FFE=681.00 126 PARKING SPACES PROVIDED G (6 ADA SPACES) 8 4 ryP. PROP. Wx50') LOADING DDLE ZONE (TYP.) 10.T V 9 ryP. PROP. GRATE - 8 INLET 1 P. 6.T EXISTING SCREENING FENCE TO REMAIN I III I' I II I I I I II I I I I I II I I I I I II I I II EXIST. CONRETE PVM TO REMAIN EXIST. FH .. TO REMAIN r I ] I I I I aG.3s I cess THE ZELDAM]WHITE '. ESTATE TRUST ELSERT c1RK WHITE, JR. TRUBTEE m OOC NO. D206196920 O P.R T C.T. .I W ZONED: AG L U D.=MIXED USE 1 —EXISTINGFENCE DUTY CONCRETE PAVEMENT 10 I TO REMAIN ® --'•' PROP. PAD PROPOSED CONCRETE SIDEWALK :;:;: •5d I S89' PROPOSED CONCRETE CURB AND GUTTER FL — 9' 9, I R• � I I I HANDICAP RAMPS, 12:1 MAX SLOPE I I I I I OLANDSCAPE AREA DDDDDDD DDDDDDD 6( DDDDDDD MOUNTED TRANSFORMER "• 5 REAR - • )PROP. P. ._ __ P a TYP 4 6• 8 10%50• °e o = m 24'FIRELANE, DRAINAGE, & UTILITY LOADING ZONE (TYP.) 3 B lyO ESMT. BY PLAT LOT 3R-2 TYP 6 d •' C 27,695 SIF 5 8 24'I 18' it FFE=677.75 EI Ae 131 PARKING SPACES PROVIDED PROP. GRATE5 1 P. ° r 24' FIRELANE, DRAINAGE, (8 ADA SPACES) INLET O Inl UTILITY ESMT. BY PIAT - BY N, ZONED: SFIA S89°2705"W 819.7E 8 3 rone,e LOT4, MEADOW OAKS' PROP. B' HIGH voL.s PxTc Y.L.s PR7 a1 PxTCT. SUBDIVISION MASONRY SCREENING C.T. WALL VOL. 388-12 39 vc. ss� P.- L.U.D =RESREST. IDENTIAL I-" PROP. FI 3°34'11"E 589"25'49"W 10'BUFFERYARD-TYPE FI 1.49 99.62' PROP. FDC — Ice - PROP. GRINLATE LOT 3R-3 27,071 SF FFE=681.00 126 PARKING SPACES PROVIDED G (6 ADA SPACES) 8 4 ryP. PROP. Wx50') LOADING DDLE ZONE (TYP.) 10.T V 9 ryP. PROP. GRATE - 8 INLET 1 P. 6.T EXISTING SCREENING FENCE TO REMAIN I III I' I II I I I I II I I I I I II I I I I I II I I II EXIST. CONRETE PVM TO REMAIN EXIST. FH .. TO REMAIN r I ] I I I I aG.3s I cess THE ZELDAM]WHITE '. ESTATE TRUST ELSERT c1RK WHITE, JR. TRUBTEE m OOC NO. D206196920 O P.R T C.T. .I W ZONED: AG L U D.=MIXED USE 1 —EXISTINGFENCE DUTY CONCRETE PAVEMENT 10 I TO REMAIN ® --'•' PROP. PAD PROPOSED CONCRETE SIDEWALK :;:;: EXIBT. TREE Q PROPOSED CONCRETE CURB AND GUTTER FL — 9' PROP I- I R• � I I I HANDICAP RAMPS, 12:1 MAX SLOPE I I I I I OLANDSCAPE AREA DDDDDDD DDDDDDD PUBLIC CONCRETE SIDEWALK DDDDDDD MOUNTED TRANSFORMER "• 5 9 Q °e o EXISTING FENCE �' 3 TO REMAIN PROP. 3Hr ryP �. 3 p. 5 TVP Ae ° 3 2 5 ° J �I � EXIST. POWER POLE TO REMAIN � e R - 2 a O � v v b 9' Y h 15 SIDEVARD SETBA K _ - u EX. RETAINING WALL ° 4M1,� : � :':':-:::' ':'::-.... .. ., - . , ......... v. .�'-'_'.........:.• •. •. •.': .':: ::': .'.'.'.'.'....: .. . ZONED: SFIA S89°2705"W 819.7E 8 3 rone,e LOT4, MEADOW OAKS' PROP. B' HIGH voL.s PxTc Y.L.s PR7 a1 PxTCT. SUBDIVISION MASONRY SCREENING C.T. WALL VOL. 388-12 39 vc. ss� P.- L.U.D =RESREST. IDENTIAL I-" PROP. FI 3°34'11"E 589"25'49"W 10'BUFFERYARD-TYPE FI 1.49 99.62' PROP. FDC — Ice - PROP. GRINLATE LOT 3R-3 27,071 SF FFE=681.00 126 PARKING SPACES PROVIDED G (6 ADA SPACES) 8 4 ryP. PROP. Wx50') LOADING DDLE ZONE (TYP.) 10.T V 9 ryP. PROP. GRATE - 8 INLET 1 P. 6.T EXISTING SCREENING FENCE TO REMAIN I III I' I II I I I I II I I I I I II I I I I I II I I II EXIST. CONRETE PVM TO REMAIN EXIST. FH .. TO REMAIN r I ] I I I I aG.3s I cess THE ZELDAM]WHITE '. ESTATE TRUST ELSERT c1RK WHITE, JR. TRUBTEE m OOC NO. D206196920 O P.R T C.T. .I W ZONED: AG L U D.=MIXED USE VICINITY MAP N.T.S. 1 —EXISTINGFENCE DUTY CONCRETE PAVEMENT 10 I TO REMAIN ® --'•' 10 BUFFERYARD- PROPOSED CONCRETE SIDEWALK :;:;: TYPE Q PROPOSED CONCRETE CURB AND GUTTER FL — 10 PROP I- I R• � I I I HANDICAP RAMPS, 12:1 MAX SLOPE I I I I I OLANDSCAPE AREA VICINITY MAP N.T.S. CASE NO.: ZA18-0014 SITE PLAN PINNACLE POINT SOUTHLAKE LEGAL DESCRIPTION: LOTS 3 BLOCK A PINNACLE POINT 7.178 ACRES - 312,683 SF CITY: STATE: SOUTLAKE TEXAS COUNTY SURVEY: ABSTRACT NO. TARRANT FAA. FREEMAN SURVEY 522 PRELIMINARY FOR REVIEW ONLY Not for construction purpose,. CLAYMOORE ENGINEERING CLAY CRISTY "No109800 O_ 7/23/2018 � z SHEET SP -1 LEGEND DSTANDARD DUTY CONCRETE PAVEMENT DHEAVY DUTY CONCRETE PAVEMENT ® DUMPSTER PAVEMENT 0 PROPOSED CONCRETE SIDEWALK ------ FULL DEPTH SAWCUT © PROPOSED CONCRETE CURB AND GUTTER FL PROPOSED FIRE LANE 10 PARKING COUNT ® HANDICAP RAMPS, 12:1 MAX SLOPE OBUFFERYARD CURB STOP OLANDSCAPE AREA DDDDDDD DDDDDDD PUBLIC CONCRETE SIDEWALK DDDDDDD PER CITY DETAILS CASE NO.: ZA18-0014 SITE PLAN PINNACLE POINT SOUTHLAKE LEGAL DESCRIPTION: LOTS 3 BLOCK A PINNACLE POINT 7.178 ACRES - 312,683 SF CITY: STATE: SOUTLAKE TEXAS COUNTY SURVEY: ABSTRACT NO. TARRANT FAA. FREEMAN SURVEY 522 PRELIMINARY FOR REVIEW ONLY Not for construction purpose,. CLAYMOORE ENGINEERING CLAY CRISTY "No109800 O_ 7/23/2018 � z SHEET SP -1 CONSTRUCTION SCHEDULE O SAW CUT FULL DEPTH EXISTING PAVEMENT O HANDICAP SYMBOL O PAVEMENT STRIPING ® HANDICAP SIGN 0 4" PARKING STALL STRIPING COLOR: WHITE (TYP) © CONCRETE SIDEWALK PER DETAILS O7 PROPOSED DUMPSTER AREA AND ENCLOSURE REFER TO ARCH PLANS FOR DETAILS ® HANDICAP RAMPS, 12:1 MAX SLOPE O9 CURB STOP CASE NO.: ZA18-0014 SITE PLAN PINNACLE POINT SOUTHLAKE LEGAL DESCRIPTION: LOTS 3 BLOCK A PINNACLE POINT 7.178 ACRES - 312,683 SF CITY: STATE: SOUTLAKE TEXAS COUNTY SURVEY: ABSTRACT NO. TARRANT FAA. FREEMAN SURVEY 522 PRELIMINARY FOR REVIEW ONLY Not for construction purpose,. CLAYMOORE ENGINEERING CLAY CRISTY "No109800 O_ 7/23/2018 � z SHEET SP -1 APPENDIX B TURNING MOVEMENT COUNTS s soc AHetnats savant@cjhensch.com 5215 Sycamore Ave Pasadena, Texas, United States 77503 281-487-5417 Turning Movement Data Count Name: 1.Kimball Avenue at George Dawson Middle School North Loop Entrance Site Code: 1 Start Date: 11/04/2015 Page No: 1 Start Time Thru Right Kimball Avenue Southbound U -Turn Peds Total Left Thru Kimball Avenue Northbound U -Turn Peds Total Left School Driveway Eastbound Right U -Turn Peds 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 - AII 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 - - N Hensyii�J Assoctat 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 Kimball Avenue [N] Out In Total 1971 1994 3965 0 0 0 1971 1994 3965 R T U P N 1 000�� co75 M J S 3 � 11/04/2015 7:00 AM o � � 0 � — Ending At 11/04/2015 6:15 PM 0 0 0 0 of Z All Vehicles (no p 0 classification) Pedestrians h T 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 U L T P 1 254 1967 0 0 0 0 0 1 254 1967 0 1594 2222 3816 0 0 0 1594 2222 3816 Out In Total Kimball Avenue [S] Turning Movement Data Plot s soc AHetnats savant@cjhensch.com 5215 Sycamore Ave Pasadena, Texas, United States 77503 281-487-5417 Y� •17�C�111'i�i7fiCl�_1TA1! Count Name: 1.Kimball Avenue at George Dawson Middle School North Loop Entrance Site Code: 1 Start Date: 11/04/2015 Page No: 3 Start Time Thru Right Kimball Avenue Southbound U -Turn Peds Total Left Thru Kimball Avenue Northbound U -Turn Peds Total Left School Driveway Eastbound Right U -Tum Peds 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 - Pedestrians 1 - - - - - - - - - - 1 - - - 100.0 - - N Hensyii�J Assoctat 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 Kimball Avenue [N] Out In Total 533 703 1236 0 0 0 533 703 1236 R T U P N 1 Ll'� � Peak Hour Data S Q CO O O M O O O J S 3 11/04/2015 7:45 AM E o o O Ending At 11/04/2015 8:45 AM 0 0 o O of Z V All Vehicles (no U) p 0 0 classification) fication) Pedestrians h T 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 U L T P 1 126 532 0 0 0 0 0 1 126 532 0 525 659 1184 0 0 0 525 659 1184 Out In Total Kimball Avenue [S] Turning Movement Peak Hour Data Plot (7:45 AM) s soc AHeinats savant@cjhensch.com 5215 Sycamore Ave Pasadena, Texas, United States 77503 281-487-5417 laws M14 MANYWINTOMM.1.06=110 WENNUAIII Count Name: 1.Kimball Avenue at George Dawson Middle School North Loop Entrance Site Code: 1 Start Date: 11/04/2015 Page No: 5 Start Time Thru Right Kimball Avenue Southbound U -Turn Peds Total Left Thru Kimball Avenue Northbound U -Turn Peds Total Left School Driveway Eastbound Right U -Tum Peds 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 - - - - - - - - - - - - - - - - N Hensyii�J Assoctat 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 Kimball Avenue [N] Out In Total 591 569 1160 0 0 0 591 569 1160 R T U P N 1 is m � r Peak Hour Data T~ SN � O � J 3 11/04/2015 4:15 P M C:, o — Ending At 11/04/2015 5:15 PM 0 0 0 0 of All Vehicles (no 0 o classification) Pedestrians 0 0 o a h T 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 U L T P 0 68 590 0 0 0 0 0 0 68 590 0 451 658 1109 0 0 0 451 658 1109 Out In Total Kimball Avenue [S] Turning Movement Peak Hour Data Plot (4:15 PM) N Hensyii�J Associat 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 GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 john@gramntx.com Turnina Movement Data Count Name: S KIMBALL AVE @ DRIVEWAY Site Code: Start Date: 06/19/2018 Page No: 1 Start Time Right Thru S KIMBALL AVE Southbound Left U -Turn App. Total Right Thru DRIVEWAY Westbound Left U -Turn App. Total Right Thru S KIMBALL AVE Northbound Left U -Turn App. Total Right Thru DRIVEWAY Eastbound Left U -Tum App. Total Int. Total 7:00 AM 1 45 0 0 46 0 0 0 0 0 0 41 0 0 41 0 0 0 0 0 87 7:15 AM 0 67 0 1 68 0 0 0 0 0 0 43 2 0 45 0 0 0 0 0 113 7:30 AM 1 68 0 0 69 0 0 0 0 0 0 69 1 1 71 0 0 0 0 0 140 7:45 AM 1 81 0 0 82 0 0 0 0 0 0 67 1 0 68 0 0 0 0 0 150 Hourly Total 3 261 0 1 265 0 0 0 0 0 0 220 4 1 225 0 0 0 0 0 490 8:00 AM 1 81 0 1 83 0 0 0 0 0 0 78 0 0 78 0 0 0 0 0 161 8:15 AM 1 93 1 1 96 2 0 0 0 2 1 96 0 0 97 0 0 0 0 0 195 8:30 AM 1 86 0 0 87 0 0 0 0 0 0 81 0 1 82 0 0 0 0 0 169 8:45 AM 2 103 1 0 106 0 0 0 0 0 0 78 1 0 79 0 0 0 0 0 185 Hourly Total 5 363 2 2 372 2 0 0 0 2 1 333 1 1 336 0 0 0 0 0 710 9:00 AM 0 0 0 0 0 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 0 0 0 0 0 4:00 PM 1 70 0 0 71 0 0 0 0 0 0 105 0 0 105 0 0 0 0 0 176 4:15 PM 0 79 0 0 79 0 0 0 0 0 0 91 0 0 91 0 0 0 0 0 170 4:30 PM 1 76 0 0 77 0 0 0 0 0 0 114 1 1 116 0 0 1 0 1 194 4:45 PM 1 95 0 0 96 0 0 0 0 0 0 115 0 0 115 0 0 0 0 0 211 Hourly Total 3 320 0 0 323 0 0 0 0 0 0 425 1 1 427 0 0 1 0 1 751 5:00 PM 0 78 0 1 79 0 0 0 0 0 0 153 0 0 153 0 0 0 0 0 232 5:15 PM 0 67 1 0 68 1 0 0 0 1 2 116 0 0 118 0 0 0 0 0 187 5:30 PM 0 82 0 0 82 1 0 0 0 1 0 123 0 0 123 0 0 0 0 0 206 5:45 PM 2 85 0 0 87 1 0 0 0 1 0 106 0 0 106 0 0 0 0 0 194 Hourly Total 2 312 1 1 316 3 0 0 0 3 2 498 0 0 500 0 0 0 0 0 819 6:00 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Grand Total 13 1257 3 4 1277 5 0 0 0 5 3 1476 6 3 1488 0 0 1 0 1 2771 Approach % 1.0 98.4 0.2 0.3 - 100.0 0.0 0.0 0.0 - 0.2 99.2 0.4 0.2 - 0.0 0.0 100.0 0.0 - - Total % 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 - Lights 13 1228 3 4 1248 5 0 0 0 5 3 1456 6 3 1468 0 0 1 0 1 2722 Lights 100.0 97.7 100.0 100.0 97.7 100.0 - - - 100.0 100.0 98.6 100.0 100.0 98.7 - - 100.0 - 100.0 98.2 Mediums 0 28 0 0 28 0 0 0 0 0 0 19 0 0 19 0 0 0 0 0 47 Mediums 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 Articulated Trucks 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 2 Articulated Trucks 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 GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 john@gramntx.com Turning Movement Data Plot Count Name: S KIMBALL AVE @DRIVEWAY Site Code: Start Date: 06/19/2018 Page No: 2 3 S KIMBALL AVE [N] 1456 3 0 0 Out In Total 0 0 0 3 1466 1248 2714 R T L U 19 28 47 1 1 2 1486 1277 2763 13 1228 3 4 0 28 0 0 0 1 0 0 13 1257 +1 � 1 4 O �7 N O O . F N O O N T O O D O 3 06/19/2018 7:00 AM m o o Ending At a o o in 5 06/19/2018 6:15 PM o 0 0 0 { m Lights Mediums � Articulated Trucks r — 0 0 0 o tY Z c o 0 0 0 11 h t r+ U L T R 1231 1468 2699 28 19 47 1 1 2 1260 1488 2748 Out In Total S KIMBALL AVE [S] Turning Movement Data Plot Count Name: S KIMBALL AVE @DRIVEWAY Site Code: Start Date: 06/19/2018 Page No: 2 3 6 1456 3 0 0 19 0 0 0 3 4 R T L U Turning Movement Data Plot Count Name: S KIMBALL AVE @DRIVEWAY Site Code: Start Date: 06/19/2018 Page No: 2 3 6 1456 3 0 0 19 0 0 0 1 0 3 6 1476 3 Turning Movement Data Plot Count Name: S KIMBALL AVE @DRIVEWAY Site Code: Start Date: 06/19/2018 Page No: 2 GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 john@gramntx.com Turning Movement Peak Hour Data (8:00 AM) Count Name: S KIMBALL AVE @ DRIVEWAY Site Code: Start Date: 06/19/2018 Page No: 3 Start Time Right Thru S KIMBALL AVE Southbound Left U -Turn App. Total Right Thru DRIVEWAY Westbound Left U -Tum App. Total Right Thru S KIMBALL AVE Northbound Left U -Turn App. Total Right Thru DRIVEWAY Eastbound Left U -Tum App. Total Int. Tot. 8:00 AM 1 81 0 1 83 0 0 0 0 0 0 78 0 0 78 0 0 0 0 0 161 8:15 AM 1 93 1 1 96 2 0 0 0 2 1 96 0 0 97 0 0 0 0 0 195 8:30 AM 1 86 0 0 87 0 0 0 0 0 0 81 0 1 82 0 0 0 0 0 169 8:45 AM 2 103 1 0 106 0 0 0 0 0 0 78 1 0 79 0 0 0 0 0 185 Total 5 363 2 2 372 2 0 0 0 2 1 333 1 1 336 0 0 0 0 0 710 Approach % 1.3 97.6 0.5 0.5 - 100.0 0.0 0.0 0.0 - 0.3 99.1 0.3 0.3 - 0.0 0.0 0.0 0.0 - - Total % 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 - PHF 0.625 0.881 0.500 0.500 0.877 0.250 0.000 0.000 0.000 0.250 0.250 0.867 0.250 0.250 0.866 0.000 0.000 0.000 0.000 0.000 0.910 Lights 5 355 2 2 364 2 0 0 0 2 1 323 1 1 326 0 0 0 0 0 692 Lights 100.0 97.8 100.0 100.0 97.8 100.0 - - - 100.0 100.0 97.0 100.0 100.0 97.0 - - - - - 97.5 Mediums 0 8 0 0 8 0 0 0 0 0 0 10 0 0 10 0 0 0 0 0 18 Mediums 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 Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Articulated Trucks 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 GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 john@gramntx.com 2 2 0 S KIMBALL AVE [N] 0 0 0 Out In Total 0 5 2 327 364 691 R L U 10 8 18 0 0 0 337 372 709 5 W3555 _ Peak Hour Data �. O 0000 S 4- o o < 06/19/2018 8:00 AM m Ending At N o o ry > D j o 06/19/2018 9:00 AM { m O' tO Lights�- Mediums Articulated Trucks — 0 ri h ? r► 356 326 682 8 10 18 0 0 0 364 336 700 Out In Total S KIMBALL AVE [S] 2 2 0 0 0 0 0 0 5 2 2 R L U oaoo as®a aomo aoao as®a Turning Movement Peak Hour Data Plot (8:00 AM) Count Name: S KIMBALL AVE @DRIVEWAY Site Code: Start Date: 06/19/2018 Page No: 4 GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 john@gramntx.com Turning Movement Peak Hour Data (4:45 PM) Count Name: S KIMBALL AVE @ DRIVEWAY Site Code: Start Date: 06/19/2018 Page No: 5 Start Time Right Thru S KIMBALL AVE Southbound Left U -Turn App. Total Right Thru DRIVEWAY Westbound Left U -Tum App. Total Right Thru S KIMBALL AVE Northbound Left U -Turn App. Total Right Thru DRIVEWAY Eastbound Left U -Tum App. Total Int. Tot 4:45 PM 1 95 0 0 96 0 0 0 0 0 0 115 0 0 115 0 0 0 0 0 211 5:00 PM 0 78 0 1 79 0 0 0 0 0 0 153 0 0 153 0 0 0 0 0 232 5:15 PM 0 67 1 0 68 1 0 0 0 1 2 116 0 0 118 0 0 0 0 0 187 5:30 PM 0 82 0 0 82 1 0 0 0 1 0 123 0 0 123 0 0 0 0 0 206 Total 1 322 1 1 325 2 0 0 0 2 2 507 0 0 509 0 0 0 0 0 836 Approach % 0.3 99.1 0.3 0.3 - 100.0 0.0 0.0 0.0 - 0.4 99.6 0.0 0.0 - 0.0 0.0 0.0 0.0 - - Total % 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 - PHF 0.250 0.847 0.250 0.250 0.846 0.500 0.000 0.000 0.000 0.500 0.250 0.828 0.000 0.000 0.832 0.000 0.000 0.000 0.000 0.000 0.901 Lights 1 317 1 1 320 2 0 0 0 2 2 500 0 0 502 0 0 0 0 0 824 Lights 100.0 98.4 100.0 100.0 98.5 100.0 - - - 100.0 100.0 98.6 - - 98.6 - - - - - 98.6 Mediums 0 4 0 0 4 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 10 Mediums 0.0 1.2 0.0 0.0 1.2 0.0 - - - 0.0 0.0 1.2 - - 1.2 - - - - - 1.2 Articulated Trucks 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 2 Articulated Trucks 0.0 0.3 0.0 0.0 0.3 0.0 - - - 0.0 0.0 0.2 - - 0.2 - - - - - 0.2 GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 john@gramntx.com a®aa aaaa S KIMBALL AVE [N] 500 2 aaao 0 Out In Total 0 a®aa� 0 1 503 320 823 ooao� 0 507 2 6 4 10 1 1 2 510 1 325 835 _ Peak Hour Data O 0000 S 4- o < 06/19/20184:45 PM m Ending At N o o ry > D j o 06/19/2018 5:45 PM { m O' Lights�- Mediums Articulated Trucks — 0 ri h ? r► 317 502 819 4 6 10 1 1 2 322 509 831 Out In Total S KIMBALL AVE [S] a®aa aaaa 0 500 2 aaao 0 6 0 a®aa� 0 1 0 ooao� 0 507 2 U L T R 0 0 500 2 0 0 6 0 0 0 1 0 0 0 507 2 Turning Movement Peak Hour Data Plot (4:45 PM) Count Name: S KIMBALL AVE @DRIVEWAY Site Code: Start Date: 06/19/2018 Page No: 6 GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 john@gramntx.com Count Name: S KIMBALL AVE @ DRIVEWAY Site Code: Start Date: 06/19/2018 Page No: 7 APPENDIX G BACKGROUND SITES TRIP GENERATION Surrounding Parcel Trip Generation *see Southlake Interactive Zoning Map for zoning codes and descriptions **zoning according to Crooked/Kimball Small Area Plan: p. 21 (Ordinance adopted Sept 2011) OSIF-A P'F 245,950 sgft 73,250, "o —_ SF1A 4qft6 gft © _ 5'P2 -- Pinnacle 'Paint O SF20A Family Home 851,000 sgft � 0 SP1— 172,930 sgft Church of Christ Our King i Zoning Lot Size Max ObiectlD Code Description s . ft. Density ITE Code Intensity Unit AM % In AM ?/o Out PM % In PM Yo Out AM In AM Out PM In PM Out 1* SP1 DETAILED SITE PLAN 01 Office district 73,250 710 15.75 1,000 sq.ft. GLFA 86% 14% 16% 84% 36 6 3 17 2&3** MIXED USE SITE 376,000 MF2 Apartments 125,334 12.0 220 35 Dwelling Units 23% 77% 63% 37% 4 14 15 9 01 Office district 125,333 1.0 710 125 1,000 sq.ft. GLFA 86% 14% 16% 84% 124 20 23 118 C2 Retail Shopping 125,333 1.0 820 125 1,000 sq.ft. GLFA 62% 38% 48% 52% 133 54 203 220 4** C2 RETAIL SHOPPING 240,700 1.0 820 241 1,000 sq.ft. GLFA 62% 38% 48% 52% 169 68 330 358 5* SP1 DETAILED SITE PLAN CS Church 172,950 560 2 1,000 sq.ft. 60% 40% 45% 55% 1 1 1 1 6** MIXED USE SITE 670,000 MF2 Apartments 223,334 12.0 220 62 Dwelling Units 23% 77% 63% 37% 7 23 24 14 01 Office district 223,333 1.0 710 223 1,000 sq.ft. GLFA 86% 14% 16% 84% 203 33 39 205 C2 Retail Shopping 223,333 1.0 820 223 1,000 sq.ft. GLFA 62% 38% 48% 52% 163 66 312 338 *see Southlake Interactive Zoning Map for zoning codes and descriptions **zoning according to Crooked/Kimball Small Area Plan: p. 21 (Ordinance adopted Sept 2011) OSIF-A P'F 245,950 sgft 73,250, "o —_ SF1A 4qft6 gft © _ 5'P2 -- Pinnacle 'Paint O SF20A Family Home 851,000 sgft � 0 SP1— 172,930 sgft Church of Christ Our King i APPENDIX D PROPOSED SITE TRIP GENERATION Trip Generation ITE Trip Generation, 10th Edition (2017) Project Pinnacle Point Traffic Impact Analysis Client Adams Engineering & Development Consultants Site Pinnacle Point - Phase 1 (Buildings 1 & 2) Land Use General Office Building Weekday AM Peak Hour: Weekday PM Peak Hour: Weekday Project Number 214220123 1000 Sq. Feet Gross Floor Area 37 ITE Code 710 Trips Total Number Percent In Out Number In Out 404 50% 50% 202 202 Trips Total Number Percent In Out Number In Out 61 86% 14% 52 9 Trips Total Number Percent In Out Number In Out 44 16% 84% 7 37 Stantec Trip Generation ITE Trip Generation, 10th Edition (2017) Project Pinnacle Point Traffic Impact Analysis Client Adams Engineering & Development Consultants Site Pinnacle Point - Phase 2 (Building 3 & 5) Land Use General Office Building Weekday AM Peak Hour: Weekday PM Peak Hour: Weekday Project Number 214220123 1000 Sq. Feet Gross Floor Area 53 ITE Code 710 Trips Total Number Percent In Out Number In Out 573 50% 50% 287 286 Trips Total Number Percent In Out Number In Out 76 86% 14% 65 11 Trips Total Number Percent In Out Number In Out 62 16% 84% 10 52 Stantec Trip Generation ITE Trip Generation, 10th Edition (2017) Project Pinnacle Point Traffic Impact Analysis Client Adams Engineering & Development Consultants Site Pinnacle Point - Final Phase (Building 4) Land Use General Office Building Weekday AM Peak Hour: Weekday PM Peak Hour: Weekday Project Number 214220123 1000 Sq. Feet Gross Floor Area 27 ITE Code 710 Trips Total Number Percent In Out Number In Out 298 50% 50% 149 149 Trips Total Number Percent In Out Number In Out 52 86% 14% 45 7 Trips Total Number Percent In Out Number In Out 33 16% 84% 5 28 Stantec APPENDIX SYNCHRO REPORTS HCM 2010 TWSC Pinnacle Point TIA 1: Kimball Ave & Middle School N Loop Entrance 2018 Existing AM Intersection Int Delay, s/veh Movement � 1.4 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Stage 1 1010 1010 +TT+ - Vi tt Vii +T+ - Traffic Vol, veh/h 0 0 0 2 0 7 138 582 13 39 573 195 Future Vol, veh/h 0 0 0 2 0 7 138 582 13 39 573 195 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 - 91 None - - None Storage Length - 175 - - - - - - 130 - 50 - - Veh in Median Storage, # - - 0 1 - - 0 - - 0 - Grade, % - 0 - 13.9 0 - 0 - - 0 Peak Hour Factor 100 92 100 92 92 92 79 89 92 92 87 61 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 2 0 8 175 654 14 42 659 320 Major/Minor Minorl Majorl 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 NBRWBLnlWBLn2 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 - 07/11/2018 Synchro 9 Report Page 1 HCM 2010 TWSC Pinnacle Point TIA 1: Kimball Ave & Middle School N Loop Entrance 2018 Existing PM Intersection Int Delay, s/veh Movement � 0.9 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Stage 1 884 884 +TT+ - Vi tt Vii +T+ - Traffic Vol, veh/h 0 0 0 9 0 28 74 645 2 5 493 129 Future Vol, veh/h 0 0 0 9 0 28 74 645 2 5 493 129 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 - 166 None - - None Storage Length - 263 - - - - - - 130 - 50 - - Veh in Median Storage, # - - 0 1 - - 0 - - 0 - Grade, % - 0 - 12.9 0 - 0 - - 0 Peak Hour Factor 25 92 100 92 92 92 89 90 92 92 88 69 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 10 0 30 83 717 2 5 560 187 Major/Minor Minorl Majorl 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 NBRWBLnlWBLn2 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 - 07/11/2018 Synchro 9 Report Page 1 HCM 2010 TWSC Pinnacle Point TIA 1: Kimball Ave & Middle School N Loop Entrance 2019 Build AM Intersection Int Delay, s/veh Movement � 1.6 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Stage 1 1013 1013 +T1+ - Vi tt Vii +1+ - Traffic Vol, veh/h 0 0 0 5 0 15 142 610 29 88 594 201 Future Vol, veh/h 0 0 0 5 0 15 142 610 29 88 594 201 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 - 73 None - - None Storage Length - 160 - - - - - - 130 - 50 - - Veh in Median Storage, # - - 0 1 - - 0 - - 0 - Grade, % - 0 - 15.2 0 - 0 - - 0 Peak Hour Factor 25 92 100 92 92 92 89 90 92 92 88 69 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 5 0 16 160 678 32 96 675 291 Major/Minor Minorl Majorl 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 NBRWBLnlWBLn2 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 - 07/13/2018 Synchro 9 Report Page 1 HCM 2010 TWSC Pinnacle Point TIA 1: Kimball Ave & Middle School N Loop Entrance 2019 Build PM Intersection Int Delay, s/veh Movement � 1.4 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Stage 1 948 948 +TT+ - Vi tt Vii +T+ - 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 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 - 138 None - - None Storage Length - 234 - - - - - - 130 - 50 - - Veh in Median Storage, # - - 0 1 - - 0 - - 0 - Grade, % - 0 - 14.2 0 - 0 - - 0 Peak Hour Factor 100 92 100 92 92 92 79 89 92 92 87 61 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 24 0 73 97 751 4 14 592 218 Major/Minor Minorl Majorl 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 NBRWBLnlWBLn2 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 - 07/13/2018 Synchro 9 Report Page 1 HCM 2010 TWSC Pinnacle Point TIA 1: Kimball Ave & Middle School N Loop Entrance 2021 Build AM Intersection Int Delay, s/veh Movement � 1.8 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Stage 1 1202 1202 +TT+ - Vi tt Vii +T+ - Traffic Vol, veh/h 0 0 0 7 0 20 151 756 41 122 670 213 Future Vol, veh/h 0 0 0 7 0 20 151 756 41 122 670 213 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 - 40 None - - None Storage Length - 111 - - - - - - 130 - 50 - - Veh in Median Storage, # - - 0 1 - - 0 - - 0 - Grade, % - 0 - 19 0 - 0 - - 0 Peak Hour Factor 25 92 100 92 92 92 89 90 92 92 88 69 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 8 0 22 170 840 45 133 761 309 Major/Minor Minorl Majorl 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 NBRWBLnlWBLn2 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 - 07/13/2018 Synchro 9 Report Page 1 HCM 2010 TWSC Pinnacle Point TIA 1: Kimball Ave & Middle School N Loop Entrance 2021 Build PM Intersection Int Delay, s/veh Movement � 1.6 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Stage 1 1166 1166 +TT+ - Vi tt Vii +T+ - 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 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 - 77 None - - None Storage Length - 166 - - - - - - 130 - 50 - - Veh in Median Storage, # - - 0 1 - - 0 - - 0 - Grade, % - 0 - 17.9 0 - 0 - - 0 Peak Hour Factor 100 92 100 92 92 92 79 89 92 92 87 61 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 32 0 96 103 957 7 18 832 231 Major/Minor Minorl Majorl 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 NBRWBLnlWBLn2 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 - 07/13/2018 Synchro 9 Report Page 1 HCM 2010 TWSC Pinnacle Point TIA 1: Kimball Ave & Middle School N Loop Entrance/N Site Drivewa�2021 Build (South Village Center Drive) AM Intersection Int Delay, s/veh Movement � 1.5 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Stage 1 1244 - - r - - - - - +1a 472 +1. - Traffic Vol, veh/h 0 0 0 4 0 7 151 756 23 40 670 213 Future Vol, veh/h 0 0 0 4 0 7 151 756 23 40 670 213 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 - 53 None - - None Storage Length - 123 - 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 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 4 0 8 191 849 25 43 770 349 Major/Minor Minorl Majorl 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 NBRWBLnlWBLn2 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 - 07/13/2018 Synchro 9 Report Page 1 HCM 2010 TWSC Pinnacle Point TIA 2: Village Center Crt & NE Driveway 2021 Build (South Village Center Drive) AM Intersection Majorl Major2 Conflicting Flow All 304 242 Int Delay, s/veh 0.3 Stage 1 242 - - - - - Movement � EBL EBR NBL NBT SBT SBR Lane Configurations Y - Critical Hdwy Stg 1 +T T+ - Traffic Vol, veh/h 9 0 0 57 197 51 Future Vol, veh/h 9 0 0 57 197 51 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 - - - - 798 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 EB - 0 0 HCM Control Delay, s Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 10 0 0 62 214 55 Major/Minor Minor2 Majorl 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 NBT EBLn1 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 - 07/13/2018 Synchro 9 Report Page 2 HCM 2010 AWSC Pinnacle Point TIA 3: SE Driveway/Background Driveway & Village Center Crt 2021 Build (South Village Center Drive) AM Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Vol Right, % +T T+ 24% y Stop 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, % 2 2 2 2 2 2 Mvmt Flow 9 0 0 53 162 52 Number of Lanes 0 1 1 0 1 0 Approach EB 1.817 WB HCM Lane V/C Ratio SB 0.056 Opposing Approach WB 7.7 EB 8.4 HCM Lane LOS A Opposing Lanes 1 HCM 95th -tile Q 1 0.2 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 07/13/2018 Synchro 9 Report Page 1 HCM 2010 TWSC Pinnacle Point TIA 1: Kimball Ave & Middle School N Loop Entrance/N Site Drivewa�2021 Build (South Village Center Drive) PM Intersection Int Delay, s/veh 1 Movement � EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Minorl Majorl r Vi +T. 1593 - +1. 1063 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 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 - 0 None - - None Storage Length - - 0 - 0 130 82 - 50 - - 712 - - Veh in Median Storage, # - 169 - - 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 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 18 0 33 103 957 3 7 832 231 Major/Minor Minorl Majorl 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 NBRWBLnlWBLn2 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 - 07/13/2018 Synchro 9 Report Page 1 HCM 2010 TWSC Pinnacle Point TIA 2: Village Center Crt & NE Driveway 2021 Build (South Village Center Drive) PM Intersection Majorl Major2 Conflicting Flow All 451 173 Int Delay, s/veh 1 Stage 1 173 - - - - - Movements EBL EBR NBL NBT SBT SBR Lane Configurations Y - Critical Hdwy Stg 1 +T T+ - Traffic Vol, veh/h 38 0 0 256 156 7 Future Vol, veh/h 38 0 0 256 156 7 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 - - - - 857 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 EB - 0 0 HCM Control Delay, s Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 41 0 0 278 170 8 Major/Minor Minor2 Majorl 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 - PotCap-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 NBT EBLn1 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 - 07/13/2018 Synchro 9 Report Page 2 HCM 2010 AWSC Pinnacle Point TIA 3: SE Driveway/Background Driveway & Village Center Crt 2021 Build (South Village Center Drive) PM Intersection Intersection Delay, s/veh 8.4 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Vol Right, % +T T+ 4% y Stop 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, % 2 2 2 2 2 2 Mvmt Flow 36 0 0 242 163 7 Number of Lanes 0 1 1 0 1 0 Approach EB 1.812 WB HCM Lane V/C Ratio SB 0.255 Opposing Approach WB 8.1 EB 9 HCM Lane LOS A Opposing Lanes 1 HCM 95th -tile Q 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 07/13/2018 Synchro 9 Report Page 1