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Item 7A - TIA 8-14-20IN Traffic Impact Analysis GNII Headquarters Southlake, Texas 14 August 2020 , - rRAFFICIMPACT GROUP, LLC 1431 Greenway Drive, Suite 800 Irving, TX 75038 972.358.6383 TRAFFIC IMPACT CROUP, LLC GMI Headquarters - Southlake hereby certify that this report was prepared by me or under my direct superWsicn, arrd that I am a duly Licensed Professional Engineer unutr the haws of the State of Texas. F alb;lsa.y Y.s.s. • .c ir• .. (f Y le'-05. Scott P. Israelson, P. E.,'PTOE License No. 116712 TRAFFIC IMPACT GROUP, LLC Executive Summary Project Description The GMI Headquarters development is proposed in Southlake, Texas. The site is located in the northwest corner of Nolen Drive It Crooked Lane. The development is proposed to consist of three office buildings totaling 21,000 SF and four flex office/showroom buildings totaling 136,770 SF. The site will have a full -access driveway to Nolen Drive, a full -access driveway to Village Center Drive, which is under construction, and will also have access to Kimball Avenue through the adjacent Pinnacle Point development. The City of Southlake requires a TIA for developments generating 1,000 daily trips or more. Trip Generation The proposed new development is expected to generate 1,652 daily trips, with 151 entering trips and 24 exiting trips in the AM peak hour, and 28 entering and 148 exiting trips in the PM peak hour. Traffic Impacts Analysis shows that the development is expected to have minimal impacts to the surrounding roadways and intersections. No improvements are recommended. GMI Headquarters — Southlake Executive Summary 1 TRAFFIC IMPACT GROUP, LLC Table of Contents I. Introduction................................................................................................2 Figure1 - Site Plan.........................................................................................3 Figure2 - Vicinity Map....................................................................................4 II. Existing Conditions.....................................................................................5 A. Existing Roadway Conditions.......................................................................................5 B. Existing Intersection Geometry...................................................................................5 C. Traffic Volumes..........................................................................................................6 D. Other Trips.................................................................................................................6 Figure 3 - Existing Traffic Volumes..................................................................7 Figure4 - Other Trips.....................................................................................8 III. Methodology..............................................................................................9 A. Base Assumptions.......................................................................................................9 B. Background Growth....................................................................................................9 C. Trip Generation..........................................................................................................9 D. Trip Distribution.........................................................................................................9 Figure 5 - Trip Distribution............................................................................10 Figure6 - Site Trips......................................................................................11 Figure 7 - Full Build 2021 Volumes.................................................................12 IV. Turn Lane Analysis...................................................................................13 A. Right -Turn Lanes......................................................................................................13 V. Capacity Analysis......................................................................................14 A. Kimball Avenue Et Crooked Lane................................................................................15 B. Nolen Drive Et Crooked Lane......................................................................................16 C. Kimball Avenue Et Middle School driveway/Pinnacle Point driveway ............................17 D. Nolen Drive Et Village Center Drive............................................................................17 E. Nolen Drive Et Project Access....................................................................................18 VI. Summary and Conclusion.........................................................................19 Appendix...................................................................................................... 20 GMI Headquarters — Southlake Page 1 TRAFFIC IMPACT GROUP, LLC I. Introduction The GMI Headquarters develpoment is proposed in Southlake, Texas. The site is located in the northwest corner of Nolen Drive Et Crooked Lane. The development is proposed to consist of three office buildings totaling 21,000 SF and four flex office/showroom buildings totaling 136,770 SF. The site will have a full -access driveway to Nolen Drive, a full -access driveway to Village Center Drive, which is under construction, and will also have access to Kimball Avenue through the adjacent Pinnacle Point development. The Pinnacle Point Traffic Impact Analysis was prepared in July 2018 and is under construction. Estimated trips from that development has been added to this analysis. The City of Southlake requires a TIA for developments generating 1,000 daily trips or more. The study area included the following intersections: • Kimball Avenue Et Dawson Middle School entrance/Pinnacle Point access • Kimball Avenue Et Crooked Lane • Nolen Drive Et Village Center Drive • Nolen Drive Et Access • Nolen Drive Et Crooked Lane The study analyzed the following scenarios: • 2020 Existing Conditions • Full Build 2021 Conditions The AM peak hour and PM peak hour were analyzed. Figure 1 shows the most recent site plan. Figure 2 shows the project vicinity map. GMI Headquarters — Southlake Page 2 _ ♦ sa '� - � _�, � xl� ,Idly LF ;=I v 1 1 1 I I 1 n I I I I I INO- 1 I \ LJTPft,E�, BBL N� ! (�f lIIIIIF-''U11���flm z-. b, V Mao- o c.nq.r1 >Pemmt EH /�I " f U II I I III I III �� / I �' I \` - � W Illflllllil IIIIIIIIIII Lj_f ''//�� __ --- - A\ I I / URMYIl14 JVMLC !P Site Plan Figure 1 Date: 23 July 2020 TRAFFIC IMPACT GROUP, LLC GMI Headquarters - Southlake li z i,lfa[ Ln L Carlto wnlal Blvd �t11fitj„� O Dov" Rd 5ra�f v'.'€ Traa1 z % Southlake Tcrwn 114 TEXAS z Z ems, C2 Square 114 '� TX.tf4 �a Southlake -_ WV TEXAS ,09 E Soulhlake Blvd �'• E South,'3 Ee 11Pi11lEl`9 (11d3. W Morthv�rest Hvey E Northwest Hwy.' + fyof Gateway Playa � 1709 Grapevine S,4 p tin M driaE C to = evone lyd 'V'�food� Aire 6 :E ,y G LA 00 Ei Continental Blvd cr, , Ttma.rron Country Curb s� Vicinity Map Figure 2 GMI Headquarters - Southlake DT V � - 114 Project Location h J�CCSS a----HW114,S-ACCfL5 m 121 '�+ a TEXAS M.,i�t.imi Dr •;,� Date: 23 July 2020 TRAFFIC IMPACT TRAFFIC IMPACT GROUP, LLC II. Existing Conditions A. Existing Roadway Conditions Table 2.1 presents a summary of the existing roadway conditions in the study area. Figure 3 shows the roadways in the study area. The Pinnacle Point Traffic Impact Analysis was completed in July 2018. That development is located immediately west of this site and is included in this analysis. B. Existing Intersection Geometry Kimball Avenue Et Dawson Middle School entrance/Pinnacle Point driveway is unsignalized. Kimball Avenue has left -turn lanes in both approaches. The Middle School entrance is an enter - only driveway. The Pinnacle Point driveway westbound approach has a left -turn lane and a right -turn lane. Kimball Avenue Et Crooked Lane is unsignalized. Kimball Avenue has left -turn lanes in both approaches. The eastbound and westbound approaches both consist of a single lane. Village Center Drive is currently under construction north of this development. It intersects Nolen Drive approximately 600 feet north of Crooked Lane This development will have a full -access driveway to Nolen Drive located approximately 230 feet north of Crooked Lane. Nolen Drive Et Crooked Lane is unsignalized. The southbound approach has a right -turn lane. GMI Headquarters — Southlake Page 5 TRAFFIC IMPACT GROUP, LLC C. Traffic Volumes Traffic data collection for study area intersections was performed on June 3, 2020. Since these volumes have been impacted by stay-at-home orders, this analysis examines traffic data collected by the Pinnacle Point TIA in 2015 for the Kimball Avenue Et Middle School driveway. The Pinnacle Point TIA shows northbound and southbound peak hour volumes on Kimball Avenue was 1,044 vehicles per hour. In June 2020, the northbound and southbound volumes on Kimball Avenue at Crooked Lane was 489 vph. 2020 traffic volumes have been increased by 1044 : 489, or 2.13, to estimate "normal" traffic patterns. Figure 3 displays 2020 traffic volumes. These volumes can be found in the Appendix. D. Other Trips Figure 4 displays trips from the Pinnacle Point TIA. Kimball Avenue Et Pinnacle Point driveway - looking east GMI Headquarters — Southlake Page 6 LEGEND N Turn F NOT TO SCALE r;. movement Nolen Or & Cr Village Center Or XX/XX AM/PM — XX/XX peak co XX/XX volumes Ln N M Kimball Ave &school/ 45 Pinnacle Pt drwy N e- V O k i 00 Ln M O Ln 0/0 O M N �0/0 f� 0/0 IL Nolen Dr & V Crooked Ln v ,n `rn n � .0 �00 6 Ln N Kimball Ave & Nolen Or & Crooked Ln Project Access 43/66 00 rn 00 6 / 13 ==i1 Ln M M � � Ln N O � N - M� Mrn M 6/11 40/75 — 23/15 �q 81/143 36/45 21 /30 1 1 M MLn N_ V �f '00, ,00 F''�9 m, Df _ N O M M N Existing Traffic Volumes Figure 3 Date: 23 July 2020 TRAFFIC IMPACT GROUP, LLC GMI Headquarters - Southlake LEGEND N Turn 0 NOT TO SCALE movement Q.Nolen Or & <++ Village Center Or XX/XX AM/PM — • XX/XX peak XX/XX volumes • °' Kimball Ave & school/ Pinnacle Pt drwy 45 17/71 0 V 7/30 „ 4/17 Village Center Or M & access M N C] r 99/15 (Exchange Blvd r''raVO R# antc D# Offsite Development Trips Figure 4 Date: 14 August 2020 TRAFFIC IMPACT GROUP, LLC GMI Headquarters - Southlake TRAFFIC IMPACT GROUP, LLC III. Methodology A. Base Assumptions Intersection capacity analysis was conducted using Synchro v10.0. Trip generation was calculated using the 10th edition of the Institute of Transportation Engineers (ITE) Trip Generation Manual. Right -turn and left -turn lanes were examined using the National Cooperative Highway Research Program (NCHRP) Report No. 279 Intersection Channelization Design Guide. B. Background Growth The average annual background growth rate is calculated using historical AADT volumes. Calculations show that the background growth on Southlake Boulevard west of Kimball Avenue is 0.95% per year. These calculations can be found in the Appendix. Adjusted 2020 volumes were increased by 1% per year to estimate background growth for Full Build 2021 conditions. C. Trip Generation The development is proposed to consist of 21,000 SF of office space and 136,770 SF of flex office/showroom space. The Pinnacle Point TIA used #710 "General Office Building" to estimate trips for flex office/showroom. The ITE Trip Generation Manual, 10th Edition was used to estimate the projected trips by this development. Table 3.1 contains the summary of the land uses and sizes used for trip generation estimates D. Trip Distribution Trips for this proposed development were assigned to the surrounding roadway network based on the trip distribution used in the Pinnacle Point TIA. The proposed trip distribution for this project can be found in Figure 5, and the projected site trips are shown in Figure 6. Full Build 2021 volumes are shown in Figure 7. GMI Headquarters — Southlake Page 9 LEGEND • 4 N xx% Site Trip \o Distribution M NOT TO SCALE em 10% 15 % M TO/FROM f Trip 0-D xx% development uq access • a Cn 4 Kimball Hall Ct P+Ointe Trip Distribution Figure 5 GMI Headquarters - Southlake E Exchange Blvv t <fLn V Date: 23 July 2020 TRAFFIC IMPACT LEGEND N 0 Turn; NOT TO SCALE movement `°= Nolen Or & 6 f,. Village Center Or XX/XX AM/PM — XX/XX peak XX/XX volumes Kimball Ave & school/ Pinnacle Pt drwy 45 - 1 /7 i fb k .c. 1 /8 1 Ok �M1 . N 1' W 1 0/10 2/2 Village Center Or Nolen Dr & & access Crooked Ln O_ N � M N O Kimball Ave & 1 CrookedLn 15/3 Nolen Or & Project Access 8/2 14/3 1 0/0 �00 \ N O 00 W OO 0/0 J 2/14 d 12/72 t 7/43 I I M O00 N V N_ rracr, F6m, Dr 400 Site Trips Figure 6 Date: 14 August 2020 TRAFFIC IMPACT GROUP, LLC GMI Headquarters - Southlake LEGEND Turn movement XX/XX AM/PM XX/XX peak XX/XX volumes Kimball Ave & school/ Pinnacle Pt drwy o co zz zz :"t O 1, �Lr' L, 9/40 0/0 ll 4/19 Ln Ln I -, M o Ln 00 M W N / Ln 7 Kimball Ave & Crooked Ln O L^ \ O � N � M 6/11 40/76 25/29 K82/144rnO Ir�'�IJ p } .p O �N r"'�h 4{�` Ln M / Full Build 2021 Volumes Figure 7 GMI Headquarters - Southlake f:. Nolen Or & Project Access c IDID N n N M Jl 12/72 7/43 1 lf1 \ ,I- N Date: 23 July 2020 N 0 NOT TO SCALE Nolen Or & Village Center Or �L C4 N o � � M Jl 18/78 1/8 1 \ M N LP 00 N Nolen Dr & Crooked Ln O N O N N N � N 57/70 6/13 M M O \ v11 r4 r, N N E TRAFFIC IMPACT GROUP, LLC TRAFFIC IMPACT GROUP, LLC IV. Turn Lane Analysis A. Right -Turn Lanes The National Cooperative Highway Research Program (NCHRP) Report 279 Intersection Channelization Design Guide was used to determine right -turn lane and left -turn lane thresholds for this study. For public officials that do not have formal thresholds for determining when new access requires turn lane treatments, the NCHRP Report 279 is a tool in assessing the impacts from development. Specifically, this report allows the traffic engineering professional to input roadway type, posted speed, advancing volume (and opposing volume for left turns), and number of turning vehicles. The result is a plot on a graph defined by the above inputs recommending turn lanes or not. Table 4.1 shows the volumes used for analysis. mdINE Table 4.1 - Right -Turn Lane Analysis Nolen Dr Et Project Access Based on Full Build 2021 volumes, no turn lanes from Nolen Drive are required for the Access driveway. These calculations can be found in the Appendix. GMI Headquarters — Southlake Page 13 TRAFFIC IMPACT GROUP, LLC V. Capacity Analysis The Transportation Research Board's Highway Capacity Manual (HCM) utilizes a term "level of service" (LOS) to measure how traffic operates in intersections. There are currently six levels of service ranging from A to F. Level of Service "A" represents the best conditions and Level of Service "F" represents the worst. Synchro software was used to determine the level of service for intersections in the study area. All worksheet reports from the analyses can be found in the Appendix. Table 5.1 shows the control delay per vehicle associated with LOS A through F for signalized and unsignalized intersections. Table... -'=�-. - - D-lay -. - - Level of Service Control Delay per Level of Vehicle (sec) Service Control Delay per Vehicle (sec) A <10 A _<10 B >10and <_20 B >10and _<15 C > 20 and <_ 35 C > 15 and <_ 25 D > 35 and <_ 55 D > 25 and _< 35 E > 55 and <_ 80 E > 35 and <_ 50 F > 80 F > 50 GMI Headquarters — Southlake Page 14 TRAFFIC IMPACT GROUP, LLC A. Kimball Avenue £t Crooked Lane Table 5.2 shows the current LOS, control delay, and 95th percentile queue length for existing conditions. Table 5.2 - Intersection Intersection Kimball- Et Crooked Ln LOS, Approach Delay, and Queue Movement LOS by Movement - 2020 AM Delay Queue Existing LOS PM Delay Queue Table 5.3 shows the expected LOS, control delay, and 95th percentile queue length for Full Build 2021 conditions. Table 5.3 - Intersection Intersection Kimball- Et Crooked Ln LOS, Approach Delay, and Queue Movement LOS by Movement AM Delay - 2021 Full Build PM Queue LOS Delay Queue Analysis shows that the eastbound approach currently sees LOS F, although it should be noted that traffic counts in 2020 have been increased by over 200% to account for reduced volumes due to "social distancing". No improvements recommended. GMI Headquarters — Southlake Page 15 TRAFFIC IMPACT GROUP, LLC B. Nolen Drive £t Crooked Lane FM 664 Et FM 983 is unsignalized with stop control for northbound FM 683. The eastbound and northbound approaches consist of a single lane. The westbound approach has a left -turn lane and a through lane. Table 5.4 shows the current LOS, control delay, and 95th percentile queue length for existing conditions. Table 5.4 - Intersection LOS, Delay, and Queue by Movement - 2020 Existing Intersection Approach Movjej-__®_® Nolen Dr Et Crooked Ln Table 5.5 shows the expected LOS, control delay, and 95th percentile queue length for Full Build 2021 conditions. GMI Headquarters — Southlake Page 16 TRAFFIC IMPACT GROUP. LLc C. Kimball Avenue £t Middle School driveway/Pinnacle Point driveway Table 5.6 shows the expected LOS, control delay, and 95th percentile queue length for Full Build 2021 conditions. Table 5.6 - Intersection LOS, Delay, and Queue by Movement - 2021 Full Build Intersection Approach Movement LOS AM Delay Queue LOS PM Delay Que • :. Kimball Ave Et School Pinnacle Point driveway D. Nolen Drive Et Village Center Drive Table 5.7 shows the expected LOS, control delay, and 95th percentile queue length for Full Build 2021 conditions. Table 5.7 - Intersection —FrApproach-'FMovemen, LOS, Delay, and Queue by Movement - 2021 Full Build Intersection � AM� LOS Delay Queue L0__ Nolen Dr Et Village Center Dr GMI Headquarters — Southlake Page 17 TRAFFIC IMPACT GROUP, LLC E. Nolen Drive Et Project Access Table 5.8 shows the expected LOS, control delay, and 95th percentile queue length for Full Build 2021 conditions. Table 5.8 - Intersection LOS, Delay, and Queue by Movement - 2021 Full Build Intersection Approach Movement LOS Del _-__ Nolen Dr Et Project ® - Access Nolen Drive Et Village Center Dr - looking south GMI Headquarters — Southlake Page 18 TRAFFIC IMPACT GROUP, LLC VI. Summary and Conclusion This study serves as an analysis of the traffic impacts from the proposed Crooked Lane Development in Southlake, Texas. This analysis was necessary due to City of Southlake guidelines that require a TIA for developments that generate 1,000 daily trips. Trip Generation The proposed new development is expected to generate 1,652 daily trips, with 151 entering trips and 24 exiting trips in the AM peak hour, and 28 entering and 148 exiting trips in the PM peak hour. Traffic Impacts The eastbound approach at Kimball Avenue Et Crooked Lane shows LOS F for existing conditions in the PM peak. It should be noted that traffic volumes were increased by over 200% to account for reduced traffic volumes due to "social distancing". Analysis shows that the development is expected to have minimal impacts to the surrounding roadways and intersections. No improvements are recommended. Nolen Drive Et Crooked Lane - looking east GMI Headquarters — Southlake Page 19 TRAFFIC IMPACT GROUP, LLC Appendix Background Information Traffic Volumes Trip Generation Capacity Analysis Turn Lanes GMI Headquarters — Southlake Page 20 BACKGROUND INFORMATION Traffic Trends - V2.0 Southlake Blvd --west of Kimball Location 0 50000 40000 30000 20000 10000 C County: Tarrant Station #: 220H30 Highway: Southlake Blvd 2007 2012 2017 2022 2027 2032 2037 Year ** Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2019 to Design Year): Printed: 353 15.19% 0.95% 0.79% 10-Jun-20 Traffic (ADT/AADT) Year Count* Trend** 2007 35000 37700 2008 41000 38100 2009 43000 38400 2010 40000 38800 2011 35000 39100 2012 36000 39500 2013 39600 39800 2014 36500 40200 2015 43500 40500 2016 43900 40900 2017 41600 41200 2018 40800 41600 2007 Opening Year Trend 2007 1 N/A 1 37700 2020 • - • 2020 1 N/A 1 42300 2022 Design• 2022 1 N/A 1 43000 TRANPLAN Forecasts/Trends *Axle -Adjusted 0 8 ■ ML Im ZADT 2017 41,596 .TAUT 2016 43,856 =_AUT 2015 43,463 -ADT 2014 36,496 1709 �- =AUT 2013 39,568 TAUT 2012 36„000 AAUT 2011. 35,000 AAUT 2010 40,000 AAUT 2009 43.0C- AAUT 2008 41,&_--_ ,AAUT 2007 135,000 Y 1 tl TRAFFIC VOLUMES 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.), Stantec f 1► 1 d 6, v E r E ua o Y N School Drwy. v u o r v -- o 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 GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Turninq Movement Peak Hour Data (8:00 AM) Count Name: KIMBALL AVE @ CROOKEDLN Site Code: Start Date: 06/04/2020 Page No: 3 Start Time Left KIMBALL AVE Southbound Thru Right U-Turn Total Left CROOKED LN Westbound Thru Right U-Turn Total Left KIMBALL AVE Northbound Thru Right U-Tum Total Left CROOKED LN Eastbound Thru Right U-Turn Total Total 8:00 AM 0 43 7 0 50 2 5 0 0 7 0 37 0 0 37 7 2 2 0 11 105 8:15 AM 0 36 10 0 46 4 3 0 0 7 0 41 0 0 41 15 6 5 0 26 120 8:30 AM 0 45 7 0 52 2 4 1 0 7 0 38 2 0 40 5 3 1 0 9 108 8:45 AM 1 43 9 0 53 3 7 2 0 12 3 47 1 0 51 11 6 2 0 19 135 Total 1 167 33 0 201 11 19 3 0 33 3 163 3 0 169 38 17 10 0 65 468 Approach % 0.5 83.1 16.4 0.0 - 33.3 57.6 9.1 0.0 - 1.8 96.4 1.8 0.0 - 58.5 26.2 15.4 0.0 - - Total % 0.2 35.7 7.1 0.0 42.9 2.4 4.1 0.6 0.0 7.1 0.6 34.8 0.6 0.0 36.1 8.1 3.6 2.1 0.0 13.9 - PHF 0.250 0.928 0.825 0.000 0.948 0.688 0.679 0.375 0.000 0.688 0.250 0.867 0.375 0.000 0.828 0.633 0.708 0.500 0.000 0.625 0.867 Lights 0 165 33 0 198 10 18 2 0 30 3 157 3 0 163 38 17 10 0 65 456 Lights 0.0 98.8 100.0 - 98.5 90.9 94.7 66.7 - 90.9 100.0 96.3 100.0 - 96.4 100.0 100.0 100.0 - 100.0 97.4 Mediums 1 2 0 0 3 1 1 1 0 3 0 4 0 0 4 0 0 0 0 0 10 Mediums 100.0 1.2 0.0 - 1.5 9.1 5.3 33.3 - 9.1 0.0 2.5 0.0 - 2.4 0.0 0.0 0.0 - 0.0 2.1 Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 2 Articulated Trucks 0.0 0.0 0.0 - 0.0 0.0 0.0 0.0 - 0.0 0.0 1.2 0.0 - 1.2 0.0 0.0 0.0 - 0.0 0.4 GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Turninq Movement Peak Hour Data (4:15 PM) Count Name: KIMBALL AVE @ CROOKEDLN Site Code: Start Date: 06/04/2020 Page No: 5 Start Time Left KIMBALL AVE Southbound Thru Right U-Turn Total Left CROOKED LN Westbound Thru Right U-Turn Total Left KIMBALL AVE Northbound Thru Right U-Tum Total Left CROOKED LN Eastbound Thru Right U-Turn Total Total 4:15 PM 2 46 18 0 66 0 14 3 0 17 5 59 3 0 67 14 6 4 0 24 174 4:30 PM 1 53 15 0 69 2 6 1 0 9 2 55 2 0 59 12 7 3 0 22 159 4:45 PM 3 51 27 0 81 1 8 1 0 10 6 75 4 0 85 25 2 4 0 31 207 5:00 PM 0 56 14 0 70 4 7 0 0 11 4 94 2 0 100 16 6 3 0 25 206 Total 6 206 74 0 286 7 35 5 0 47 17 283 11 0 311 67 21 14 0 102 746 Approach % 2.1 72.0 25.9 0.0 - 14.9 74.5 10.6 0.0 - 5.5 91.0 3.5 0.0 - 65.7 20.6 13.7 0.0 - - Total % 0.8 27.6 9.9 0.0 38.3 0.9 4.7 0.7 0.0 6.3 2.3 37.9 1.5 0.0 41.7 9.0 2.8 1.9 0.0 13.7 - PHF 0.500 0.920 0.685 0.000 0.883 0.438 0.625 0.417 0.000 0.691 0.708 0.753 0.688 0.000 0.778 0.670 0.750 0.875 0.000 0.823 0.901 Lights 5 197 74 0 276 7 35 5 0 47 17 275 11 0 303 65 21 14 0 100 726 Lights 83.3 95.6 100.0 - 96.5 100.0 100.0 100.0 - 100.0 100.0 97.2 100.0 - 97.4 97.0 100.0 100.0 - 98.0 97.3 Mediums 0 8 0 0 8 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 15 Mediums 0.0 3.9 0.0 - 2.8 0.0 0.0 0.0 - 0.0 0.0 2.5 0.0 - 2.3 0.0 0.0 0.0 - 0.0 2.0 Articulated Trucks 1 1 0 0 2 0 0 0 0 0 0 1 0 0 1 2 0 0 0 2 5 Articulated Trucks 16.7 0.5 0.0 - 0.7 0.0 0.0 0.0 - 0.0 0.0 0.4 0.0 - 0.3 3.0 0.0 0.0 - 2.0 0.7 GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Turninq Movement Peak Hour Data (8:00 AM) Count Name: NOLEN DR @ CROOKEDLN Site Code: Start Date: 06/04/2020 Page No: 3 Start Time Left NOLEN DR Southbound Thru Right U-Turn Total Left COMMERCIAL DWY Westbound Thru Right U-Turn Total Left Thru NOLEN DR Northbound Right U-Tum Total Left CROOKED LN Eastbound Thru Right U-Turn Total Total 8:00 AM 1 26 3 0 30 0 0 1 0 1 2 19 0 0 21 3 0 0 0 3 55 8:15 AM 0 30 7 0 37 0 0 1 0 1 0 20 0 0 20 5 0 1 0 6 64 8:30 AM 0 33 8 0 41 0 0 0 0 0 0 29 0 0 29 5 0 0 0 5 75 8:45 AM 0 30 11 0 41 0 0 1 0 1 0 20 0 0 20 7 0 2 0 9 71 Total 1 119 29 0 149 0 0 3 0 3 2 88 0 0 90 20 0 3 0 23 265 Approach % 0.7 79.9 19.5 0.0 - 0.0 0.0 100.0 0.0 - 2.2 97.8 0.0 0.0 - 87.0 0.0 13.0 0.0 - - Total % 0.4 44.9 10.9 0.0 56.2 0.0 0.0 1.1 0.0 1.1 0.8 33.2 0.0 0.0 34.0 7.5 0.0 1.1 0.0 8.7 - PHF 0.250 0.902 0.659 0.000 0.909 0.000 0.000 0.750 0.000 0.750 0.250 0.759 0.000 0.000 0.776 0.714 0.000 0.375 0.000 0.639 0.883 Lights 1 119 29 0 149 0 0 3 0 3 1 85 0 0 86 20 0 3 0 23 261 Lights 100.0 100.0 100.0 - 100.0 - - 100.0 - 100.0 50.0 96.6 - - 95.6 100.0 - 100.0 - 100.0 98.5 Mediums 0 0 0 0 0 0 0 0 0 0 1 2 0 0 3 0 0 0 0 0 3 Mediums 0.0 0.0 0.0 - 0.0 - - 0.0 - 0.0 50.0 2.3 - - 3.3 0.0 - 0.0 - 0.0 1.1 Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1 Articulated Trucks 0.0 0.0 0.0 - 0.0 0.0 - 0.0 0.0 1.1 - - 1.1 0.0 - 0.0 - 0.0 0.4 GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Turninq Movement Peak Hour Data (4:15 PM) Count Name: NOLEN DR @ CROOKEDLN Site Code: Start Date: 06/04/2020 Page No: 5 Start Time Left NOLEN DR Southbound Thru Right U-Turn Total Left COMMERCIAL DWY Westbound Thru Right U-Turn Total Left Thru NOLEN DR Northbound Right U-Tum Total Left CROOKED LN Eastbound Thru Right U-Turn Total Total 4:15 PM 0 19 11 0 30 0 1 1 0 2 2 36 0 0 38 11 0 1 0 12 82 4:30 PM 0 26 9 0 35 0 0 1 0 1 1 47 0 0 48 6 1 1 0 8 92 4:45 PM 0 12 8 0 20 1 0 0 0 1 1 42 0 1 44 7 0 3 0 10 75 5:00 PM 0 24 12 0 36 0 0 0 0 0 1 59 0 0 60 7 0 1 0 8 104 Total 0 81 40 0 121 1 1 2 0 4 5 184 0 1 190 31 1 6 0 38 353 Approach % 0.0 66.9 33.1 0.0 - 25.0 25.0 50.0 0.0 - 2.6 96.8 0.0 0.5 - 81.6 2.6 15.8 0.0 - - Total % 0.0 22.9 11.3 0.0 34.3 0.3 0.3 0.6 0.0 1.1 1.4 52.1 0.0 0.3 53.8 8.8 0.3 1.7 0.0 10.8 - PHF 0.000 0.779 0.833 0.000 0.840 0.250 0.250 0.500 0.000 0.500 0.625 0.780 0.000 0.250 0.792 0.705 0.250 0.500 0.000 0.792 0.849 Lights 0 78 40 0 118 1 1 2 0 4 5 181 0 1 187 31 1 5 0 37 346 Lights - 96.3 100.0 - 97.5 100.0 100.0 100.0 - 100.0 100.0 98.4 - 100.0 98.4 100.0 100.0 83.3 - 97.4 98.0 Mediums 0 1 0 0 1 0 0 0 0 0 0 2 0 0 2 0 0 1 0 1 4 Mediums - 1.2 0.0 - 0.8 0.0 0.0 0.0 - 0.0 0.0 1.1 - 0.0 1.1 0.0 0.0 16.7 - 2.6 1.1 Articulated Trucks 0 2 0 0 2 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 3 Articulated Trucks - 2.5 0.0 - 1.7 0.0 0.0 0.0 - 0.0 0.0 0.5 - 0.0 0.5 0.0 0.0 0.0 - 0.0 0.8 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 d a E JG�� Y Site Driveway F� 7(30) N School Drwy. � f? (0)8) 4 (17) AM 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 0 v o Co y � o 7 LL Bkrd Driveway 8 (33) --/7 Q ((}) 0 (0) 0 (0) S Site Drwy AM vph (PM vph) Stantec sm v:\2142\active\214220123\tia\report\pinnacle point_tia update final draft_ 07.13.2018.docx 17 Generated with MZ= Traffic Impact Group Version 7.00-08 Crooked Lane Development - Southlake Vistro File: C:\...\Southlake vistro.vistro Report File: C:\...\vistro AM.pdf Crooked Lane Development - Southlake Turning Movement Volume: Detail ID Intersection Name Volume Type Yp Northbound Southbound Westbound Total Volume Left FThruj Right Left Thru Right Left Thru Right 1 Kimball Ave & school entrance Final Base 138 582 0 0 573 195 0 0 0 1488 Growth Factor 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 - In Process 0 0 23 40 0 0 4 0 7 74 Net New Trips p 0 0 2 10 0 0 0 0 2 14 Other 0 0 0 0 0 0 0 0 0 0 Future Total 139 588 25 50 579 197 4 0 9 1591 Scenario 1 AM 6/17/2020 ID Intersection Name Volume Type Yp Northbound Southbound Eastbound Westbound Total Volume Left Thru Right Left Thru Right Left Thru Right Left Thru Right Final Base 6 347 6 2 356 70 81 36 21 23 40 6 994 Growth Factor 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 - 2 Kimball Ave & In Process 0 0 0 0 0 0 0 0 0 0 0 0 0 Crooked Lane Net New Trips p 0 2 14 0 0 0 0 0 0 2 0 0 18 Other 0 0 0 0 0 0 0 0 0 0 0 0 0 Future Total 6 352 20 2 360 71 82 36 21 25 40 6 1021 ID Intersection Name Volume Type Yp Northbound Southbound Eastbound Total Volume Left Thru Thru Right Left Right 3 Nolen Dr & Crooked Lane Final Base 4 187 253 62 43 6 555 Growth Factor 1.01 1.01 1.01 1.01 1.01 1.01 - In Process 0 0 0 0 0 0 0 Net New Trips p 0 38 6 2 14 0 60 Other 0 0 0 0 0 0 0 Future Total 4 227 262 65 57 6 621 ID Intersection Name Volume Type Yp Northbound Southbound Eastbound Total Volume Left Thru Thru Right Left Right 4 Nolen Dr & Access B Final Base 0 230 317 0 0 0 547 Growth Factor 1.00 1.01 1.01 1.00 1.00 1.00 - In Process 0 0 0 0 0 0 0 Net New Trips p 44 8 1 74 12 7 146 Other 0 0 0 0 0 0 0 Future Total 44 240 321 74 12 7 698 Generated with mz� Traffic Impact Group Version 7.00-08 Crooked Lane Development - Southlake ID Intersection Name Volume Type Northbound Southbound Eastbound Total Volume Left Thru Thru Right Left Right 5 Nolen Dr & Village Center Dr Final Base 0 230 317 0 0 0 547 Growth Factor 1.00 1.01 1.01 1.00 1.00 1.00 - In Process 0 0 0 99 17 0 1 116 Net New Trips 8 12 74 7 1 1 103 Other 0 0 0 0 0 0 0 Future Total 8 244 394 106 18 1 771 ID Intersection Name Volume Type yp Northbound Eastbound Westbound Total Volume Left Right Thru Right Left Thru 6 Village Center Dr & Access A Final Base 0 0 0 0 0 0 0 Growth Factor 1.00 1.00 1.00 1.00 1.00 1.00 - In Process 0 17 0 0 99 0 116 Net New Trips p 1 2 0 8 15 0 26 Other 0 0 0 0 0 0 0 Future Total 1 19 0 8 114 0 142 Generated with MZ= Traffic Impact Group Version 7.00-08 Crooked Lane Development - Southlake Vistro File: CA ... \Southlake vistro.vistro Report File: CA ... \vstro PM.pdf Crooked Lane Development - Southlake Turning Movement Volume: Detail ID Intersection Name Volume Type Yp Northbound Southbound Westbound Total Volume Left FThruj Right Left Thru Right Left Thru Right 1 Kimball Ave & school entrance Final Base 74 645 0 0 493 129 0 0 0 1341 Growth Factor 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 - In Process 0 0 3 6 0 0 17 0 30 56 Net New Trips p 0 0 0 2 0 0 2 0 10 14 Other 0 0 0 0 0 0 0 0 0 0 Future Total 75 651 3 8 498 130 19 0 40 1424 Scenario 2 PM 6/17/2020 ID Intersection Name Volume Type Yp Northbound Southbound Eastbound Westbound Total Volume Left Thru Right Left Thru Right Left Thru Right Left Thru Right Final Base 36 603 23 13 439 158 143 45 30 15 75 11 1591 Growth Factor 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 - 2 Kimball Ave & In Process 0 0 0 0 0 0 0 0 0 0 0 0 0 Crooked Lane Net New Trips p 0 0 3 0 2 0 0 0 0 14 0 0 19 Other 0 0 0 0 0 0 0 0 0 0 0 0 0 Future Total 36 609 26 13 445 160 144 45 30 29 76 11 1624 ID Intersection Name Volume Type Yp Northbound Southbound Eastbound Total Volume Left Thru Thru Right Left Right 3 Nolen Dr & Crooked Lane Final Base 13 392 173 85 66 13 742 Growth Factor 1.01 1.01 1.01 1.01 1.01 1.01 - In Process 0 0 0 0 0 0 0 Net New Trips p 0 7 37 14 3 0 61 Other 0 0 0 0 0 0 0 Future Total 13 403 212 100 70 13 811 ID Intersection Name Volume Type Yp Northbound Southbound Eastbound Total Volume Left Thru Thru Right Left Right 4 Nolen Dr & Access B Final Base 0 458 258 0 0 0 716 Growth Factor 1.00 1.01 1.01 1.00 1.00 1.00 - In Process 0 0 0 0 0 0 0 Net New Trips p 8 2 8 14 72 43 147 Other 0 0 0 0 0 0 0 Future Total 8 465 269 14 72 43 871 Generated with mz� Traffic Impact Group Version 7.00-08 Crooked Lane Development - Southlake ID Intersection Name Volume Type Northbound Southbound Eastbound Total Volume Left Thru Thru Right Left Right 5 Nolen Dr & Village Center Dr Final Base 0 458 258 0 0 0 716 Growth Factor 1.00 1.01 1.01 1.00 1.00 1.00 - In Process 0 0 0 15 71 0 1 86 Net New Trips 2 72 14 1 7 8 104 Other 0 0 0 0 0 0 0 Future Total 2 535 275 16 78 8 914 ID Intersection Name Volume Type yp Northbound Eastbound Westbound Total Volume Left Right Thru Right Left Thru 6 Village Center Dr & Access A Final Base 0 0 0 0 0 0 0 Growth Factor 1.00 1.00 1.00 1.00 1.00 1.00 - In Process 0 71 0 0 15 0 86 Net New Trips p 8 14 0 2 3 0 27 Other 0 0 0 0 0 0 0 Future Total 8 85 0 2 18 0 113 TRIP GENERATION Project Information Project Name: Southlake Crooked No: Date: 6/10/2020 City: Southlake State/Province: TX Zip/Postal Code: Country: Client Name: Claymoore Analyst's Name: SPI Edition: ITrip Gen Manual, 10th Ed Land Use Size Daily AM PM Entry JExit Entry Exit Entry Exit 710 - General Office Building (General Urban/Suburban) 157.8 1000 Sq. Ft. GFA 826 826 151 24 28 148 Reduction 0 0 0 0 0 0 Internal 0 0 0 0 0 0 Pass -by 0 0 0 0 0 0 Non -pass -by 826 826 151 24 28 148 Total 826 826 151 24 28 148 Total Reduction 0 0 0 0 0 0 Total Internal 0 0 0 0 0 0 Total Pass -by 0 0 0 0 0 0 Total Non -pass -by 826 826 151 241 281 148 CAPACITY ANALYSIS Existing Conditions Crooked Lane Existing AM 3: Kimball Ave & Crooked Lane 06/18/2020 Intersection Int Delay, s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4r 4i Vii tip ) 0 Traffic Vol, veh/h 81 36 21 23 40 6 6 347 6 2 356 70 Future Vol, veh/h 81 36 21 23 40 6 6 347 6 2 356 70 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 200 - - 200 - - Veh in Median Storage; # 1 - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, % 0 0 0 9 5 33 0 3 0 100 1 0 Mvmt Flow 93 41 24 26 46 7 7 399 7 2 409 80 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 690 873 245 646 910 203 489 0 0 406 0 0 Stage 453 453 - 417 417 - - - - - - - Stage 2 237 420 - 229 493 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.68 6.6 7.56 4.1 - - 6.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.68 5.6 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.68 5.6 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.59 4.05 3.63 2.2 - - 3.2 - - Pot Cap-1 Maneuve635 291 762 343 268 716 1085 - - 674 - - Stage 1 561 573 - 565 582 - - - - - - - Stage 2 751 593 - 733 538 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 ManeuvEit98 288 762 304 266 716 1085 - - 674 - - Mov Cap-2 Maneuv*13 396 - 412 373 - - - - - - - Stage 1 558 571 - 562 579 - - - - - - - Stage 2 680 589 - 656 536 - - - - - - - Approach EB WB NB SIB HCM Control Delay,19.8 16.1 0.1 0 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBFEBLnMVBLnl SBL SBT SBR Capacity (veh/h) 1085 - - 439 402 674 - - HCM Lane V/C Ratio 0.006 - - 0.361 0.197 0.003 - - HCM Control Delay (s) 8.3 - - 17.8 16.1 10.4 - - HCM Lane LOS A - - C C B - - HCM 95th %tile Q(veh) 0 - - 1.6 0.7 0 - - Southlake existing AM.syn HCM 2010 TWSC SPI Page 1 Crooked Lane Existing AM 11: Nolen Dr & Crooked Ln 06/18/2020 Intersection Int Delay, s/veh 1.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +' t r Traffic Vol, veh/h 43 6 4 187 253 62 Future Vol, veh/h 43 6 4 187 253 62 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 - - - - 0 Veh in Median StorageQ# - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 0 0 50 2 0 0 Mvmt Flow 49 7 5 213 288 70 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 511 288 358 0 - 0 Stage 1 288 - - - - - Stage 2 223 - - - - - Critical Hdwy 6.4 6.2 4.6 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.65 - - - Pot Cap-1 Maneuvei526 756 978 - - - Stage 1 766 - - - - - Stage 2 819 - - - - - Platoon blocked, % - - - Mov Cap-1 ManeuvEK3 756 978 - - - Mov Cap-2 ManeuvE923 - - - - - Stage 1 761 - - - - - Stage 2 819 - - - - - HCM Control Delay,12.4 0.2 HCM LOS B Minor Lane/Major Mvmt NBL NBIEBLn1 SBT SBR Capacity (veh/h) 978 - 544 - - HCM Lane V/C Ratio 0.005 - 0.102 - - HCM Control Delay (s) 8.7 0 12.4 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0.3 - - Southlake existing AM.syn HCM 2010 TWSC SPI Page 3 Crooked Lane Existing PM 3: Kimball Ave & Crooked Lane 06/18/2020 Intersection Int Delay, s/veh 11.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) t ) 0 Traffic Vol, veh/h 143 45 30 15 75 11 36 603 23 13 439 158 Future Vol, veh/h 143 45 30 15 75 11 36 603 23 13 439 158 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 200 - - 200 - - Veh in Median Storage; # 1 - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 0 3 0 0 4 0 Mvmt Flow 159 50 33 17 83 12 40 670 26 14 488 176 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All1061 1380 332 1060 1455 348 664 0 0 696 0 0 Stage 604 604 - 763 763 - - - - - - - Stage 2 457 776 - 297 692 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 ManeuveM 81 146 670 181 131 654 935 - - 909 - - Stage 1 457 491 - 367 416 - - - - - - - Stage 2 558 410 - 693 448 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuvet24 138 670 140 124 654 935 - - 909 - - Mov Cap-2 Maneuvdk47 255 - 254 239 - - - - - - - Stage 1 437 484 - 351 398 - - - - - - - Stage 2 414 392 - 581 441 - - - - - - - Approach EB WB NB SIB HCM Control Delay,70.5 29.1 0.5 0.2 HCM LOS F D Minor Lane/Major Mvmt NBL NBT NBFEBLnWBLn1 SBL SBT SBR Capacity (veh/h) 935 - - 272 259 909 - - HCM Lane V/C Ratio 0.043 - - 0.891 0.433 0.016 - - HCM Control Delay (s) 9 - - 70.5 29.1 9 - - HCM Lane LOS A - - F D A - - HCM 95th %tile Q(veh) 0.1 - - 7.9 2.1 0 - - Notes --: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Southlake existing PM.syn HCM 2010 TWSC SPI Page 1 Crooked Lane Existing PM 11: Nolen Dr & Crooked Ln 06/18/2020 Intersection Int Delay, s/veh 1.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +' t r Traffic Vol, veh/h 66 13 13 392 173 85 Future Vol, veh/h 66 13 13 392 173 85 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 - - - - 0 Veh in Median StorageQ# - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 0 17 0 1 1 0 Mvmt Flow 78 15 15 461 204 100 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 695 204 304 0 - 0 Stage 1 204 - - - - - Stage 2 491 - - - - - Critical Hdwy 6.4 6.37 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.453 2.2 - - - Pot Cap-1 Maneuvei411 800 1268 - - - Stage 1 835 - - - - - Stage 2 619 - - - - - Platoon blocked, % - - - Mov Cap-1 ManeuvW4 800 1268 - - - Mov Cap-2 ManeuvW4 - - - - - Stage 1 822 - - - - - Stage 2 619 - - - - - HCM Control Delay,16.4 0.3 HCM LOS C Minor Lane/Major Mvmt NBL NBIEBLn1 SBT SBR Capacity (veh/h) 1268 - 440 - - HCM Lane V/C Ratio 0.012 - 0.211 - - HCM Control Delay (s) 7.9 0 15.4 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0 - 0.8 - - Southlake existing PM.syn HCM 2010 TWSC SPI Page 3 Full Build 2021 Conditions Crooked Lane Full Build AM 3: Kimball Ave & Crooked Lane 06/18/2020 Intersection Int Delay, s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Vii tip ) 0 Traffic Vol, veh/h 82 36 21 25 40 6 6 352 20 2 360 71 Future Vol, veh/h 82 36 21 25 40 6 6 352 20 2 360 71 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 200 - - 200 - - Veh in Median Storage; # 1 - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, % 0 0 0 9 5 33 0 3 0 100 1 0 Mvmt Flow 94 41 24 29 46 7 7 405 23 2 414 82 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 699 901 248 663 931 214 496 0 0 428 0 0 Stage 459 459 - 431 431 - - - - - - - Stage 2 240 442 - 232 500 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.68 6.6 7.56 4.1 - - 6.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.68 5.6 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.68 5.6 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.59 4.05 3.63 2.2 - - 3.2 - - Pot Cap-1 Maneuve630 280 758 333 260 703 1078 - - 655 - - Stage 1 557 570 - 554 574 - - - - - - - Stage 2 748 580 - 730 534 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 ManeuvER93 277 758 294 258 703 1078 - - 655 - - Mov Cap-2 Maneuve409 387 - 404 367 - - - - - - - Stage 1 554 568 - 551 571 - - - - - - - Stage 2 677 577 - 653 532 - - - - - - - Approach EB WB NB SIB HCM Control Delay,1!8.1 16.4 0.1 0 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBFEBLnMVBLnl SBL SBT SBR Capacity (veh/h) 1078 - - 433 396 655 - - HCM Lane V/C Ratio 0.006 - - 0.369 0.206 0.004 - - HCM Control Delay (s) 8.4 - - 18.1 16.4 10.5 - - HCM Lane LOS A - - C C B - - HCM 95th %tile Q(veh) 0 - - 1.7 0.8 0 - - Southlake full build AM.syn HCM 2010 TWSC SPI Page 1 Crooked Lane Full Build AM 6: Kimball Ave & School drwy/Pinnacle Point drwy 06/18/2020 Intersection Int Delay, s/veh 1.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Vii T+ ) tt r ) 0 Traffic Vol, veh/h 0 0 0 4 0 9 139 588 25 50 579 179 Future Vol, veh/h 0 0 0 4 0 9 139 588 25 50 579 179 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 0 - - 200 - 200 200 - - Veh in Median Storage; # - - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 0 0 0 4 0 10 154 653 28 56 643 199 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1395 1915 327 842 0 0 681 0 0 Stage 1 961 961 - - - - - - - Stage 2 434 954 - - - - - - - Critical Hdwy 6.8 6.5 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 1 5.8 5.5 - - - - - - - Critical Hdwy Stg 2 5.8 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 135 68 675 802 - - 921 - - Stage 1 337 337 - - - - - - - Stage 2 627 340 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 102 0 675 802 - - 921 - - Mov Cap-2 Maneuver 199 0 - - - - - - - Stage 1 256 0 - - - - - - - Stage 2 627 0 - - - - - - - Approach WB NB SIB HCM Control Delay, s 14.4 2 0.6 HCM LOS B Minor Lane/Major Mvmt NBL NBT NBIA/BLnMVBLn2 SBL SBT SBR Capacity (veh/h) 802 - - 199 675 921 - - HCM Lane V/C Ratio 0.193 - - 0.022 0.015 0.06 - - HCM Control Delay (s) 10.6 - - 23.5 10.4 9.2 - - HCM Lane LOS B - - C B A - - HCM 95th %tile Q(veh) 0.7 - - 0.1 0 0.2 - - Southlake full build AM.syn HCM 2010 TWSC SPI Page 2 Crooked Lane Full Build AM 11: Nolen Dr & Crooked Ln 06/18/2020 Intersection Int Delay, s/veh 1.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +' t r Traffic Vol, veh/h 57 6 4 227 262 62 Future Vol, veh/h 57 6 4 227 262 62 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 - - - - 0 Veh in Median StorageQ# - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 0 0 50 2 0 0 Mvmt Flow 65 7 5 258 298 70 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 566 298 368 0 - 0 Stage 1 298 - - - - - Stage 2 268 - - - - - Critical Hdwy 6.4 6.2 4.6 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.65 - - - Pot Cap-1 Maneuvei489 746 969 - - - Stage 1 758 - - - - - Stage 2 782 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuvct86 746 969 - - - Mov Cap-2 Maneuvc#86 - - - - - Stage 1 753 - - - - - Stage 2 782 - - - - - HCM Control Delay,1�.3 0.2 HCM LOS B Minor Lane/Major Mvmt NBL NBIEBLn1 SBT SBR Capacity (veh/h) 969 - 503 - - HCM Lane V/C Ratio 0.005 - 0.142 - - HCM Control Delay (s) 8.7 0 13.3 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0.5 - - Southlake full build AM.syn HCM 2010 TWSC SPI Page 3 Crooked Lane Full Build AM 13: Nolen Dr & Access 06/18/2020 Intersection Int Delay, s/veh Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +'+ 0 Traffic Vol, veh/h 12 7 44 240 321 74 Future Vol, veh/h 12 7 44 240 321 74 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median StorageQ# - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 0 0 0 2 0 0 Mvmt Flow 14 8 50 273 365 84 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 644 225 449 0 - 0 Stage 1 407 - - - - - Stage 2 237 - - - - - Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuvei410 784 1122 - - - Stage 1 646 - - - - - Stage 2 786 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuvd388 784 1122 - - - Mov Cap-2 Maneuvd388 - - - - - Stage 1 612 - - - - - Stage 2 786 - - - - - HCM Control Delay,12.9 1.5 HCM LOS B Minor Lane/Major Mvmt NBL NBIEBLn1 SBT SBR Capacity (veh/h) 1122 - 477 - - HCM Lane V/C Ratio 0.045 - 0.045 - - HCM Control Delay (s) 8.4 0.2 12.9 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0.1 - 0.1 - - Southlake full build AM.syn HCM 2010 TWSC SPI Page 4 Crooked Lane Full Build AM 15: Nolen Dr & Village Center Dr 06/18/2020 Intersection Int Delay, s/veh 0.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +'+ 0 Traffic Vol, veh/h 18 1 8 244 344 106 Future Vol, veh/h 18 1 8 244 344 106 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median StorageQ# - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 0 0 0 2 0 0 Mvmt Flow 20 1 9 277 391 120 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 608 256 511 0 - 0 Stage 1 451 - - - - - Stage 2 157 - - - - - Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuvei432 749 1065 - - - Stage 1 614 - - - - - Stage 2 861 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuvct28 749 1065 - - - Mov Cap-2 Maneuv428 - - - - - Stage 1 608 - - - - - Stage 2 861 - - - - - HCM Control Delay,1�.6 0.3 HCM LOS B Minor Lane/Major Mvmt NBL NBIEBLn1 SBT SBR Capacity (veh/h) 1065 - 438 - - HCM Lane V/C Ratio 0.009 - 0.049 - - HCM Control Delay (s) 8.4 0 13.6 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0.2 - - Southlake full build AM.syn HCM 2010 TWSC SPI Page 5 Crooked Lane Full Build PM 3: Kimball Ave & Crooked Lane 06/18/2020 Intersection Int Delay, s/veh 12.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) tT+ ) 0 Traffic Vol, veh/h 144 45 30 29 76 11 36 609 26 13 445 160 Future Vol, veh/h 144 45 30 29 76 11 36 609 26 13 445 160 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 200 - - 200 - - Veh in Median Storage; # 1 - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 0 3 0 0 4 0 Mvmt Flow 160 50 33 32 84 12 40 677 29 14 494 178 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All1072 1397 336 1072 1472 353 672 0 0 706 0 0 Stage 611 611 - 772 772 - - - - - - - Stage 2 461 786 - 300 700 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuved 77 142 666 177 128 649 928 - - 902 - - Stage 1 453 487 - 363 412 - - - - - - - Stage 2 555 406 - 690 444 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuvei-20 134 666 136 121 649 928 - - 902 - - Mov Cap-2 ManeuvEit43 252 - 251 236 - - - - - - - Stage 1 434 479 - 347 394 - - - - - - - Stage 2 409 389 - 578 437 - - - - - - - Approach EB WB NB SIB HCM Control Delay,79.6 32.7 0.5 0.2 HCM LOS F D Minor Lane/Major Mvmt NBL NBT NBFEBLnMVBLnl SBL SBT SBR Capacity (veh/h) 928 - - 268 255 902 - - HCM Lane V/C Ratio 0.043 - - 0.908 0.505 0.016 - - HCM Control Delay (s) 9.1 - - 74.6 32.7 9.1 - - HCM Lane LOS A - - F D A - - HCM 95th %tile Q(veh) 0.1 - - 8.1 2.6 0 - - Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined �: All major volume in platoon Southlake full build PM.syn HCM 2010 TWSC SPI Page 1 Crooked Lane Full Build PM 6: Kimball Ave & School drwy/Pinnacle Point drwy 06/18/2020 Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Vii T+ Vii tt r ) 0 Traffic Vol, veh/h 0 0 0 19 0 40 75 651 3 8 498 130 Future Vol, veh/h 0 0 0 19 0 40 75 651 3 8 498 130 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 0 - - 200 - 200 200 - - Veh in Median Storage; # - - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 0 0 0 21 0 44 83 723 3 9 553 144 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1184 1604 362 697 0 0 726 0 0 Stage 1 889 889 - - - - - - - Stage 2 295 715 - - - - - - - Critical Hdwy 6.8 6.5 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 1 5.8 5.5 - - - - - - - Critical Hdwy Stg 2 5.8 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 185 107 641 909 - - 886 - - Stage 1 367 364 - - - - - - - Stage 2 736 438 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 167 0 641 909 - - 886 - - Mov Cap-2 Maneuver 268 0 - - - - - - - Stage 1 330 0 - - - - - - - Stage 2 736 0 - - - - - - - Approach WB NB SIB HCM Control Delay, s 13.8 1 0.1 HCM LOS B Minor Lane/Major Mvmt NBL NBT NBIA/BLnMVBLn2 SBL SBT SBR Capacity (veh/h) 909 - - 268 641 886 - - HCM Lane V/C Ratio 0.092 - -0.0790.069 0.01 - - HCM Control Delay (s) 9.4 - - 19.6 11 9.1 - - HCM Lane LOS A - - C B A - - HCM 95th %tile Q(veh) 0.3 - - 0.3 0.2 0 - - Southlake full build PM.syn HCM 2010 TWSC SPI Page 2 Crooked Lane Full Build PM 11: Nolen Dr & Crooked Ln 06/18/2020 Intersection Int Delay, s/veh 1.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +' t r Traffic Vol, veh/h 70 13 13 403 212 100 Future Vol, veh/h 70 13 13 403 212 100 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 - - - - 0 Veh in Median StorageQ# - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 0 17 0 1 1 0 Mvmt Flow 82 15 15 474 249 118 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 753 249 367 0 - 0 Stage 1 249 - - - - - Stage 2 504 - - - - - Critical Hdwy 6.4 6.37 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.453 2.2 - - - Pot Cap-1 Maneuve680 754 1203 - - - Stage 1 797 - - - - - Stage 2 611 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuvd374 754 1203 - - - Mov Cap-2 Maneuvd374 - - - - - Stage 1 783 - - - - - Stage 2 611 - - - - - HCM Control Delay,16.7 0.3 HCM LOS C Minor Lane/Major Mvmt NBL NBIEBLn1 SBT SBR Capacity (veh/h) 1203 - 406 - - HCM Lane V/C Ratio 0.013 - 0.241 - - HCM Control Delay (s) 8 0 16.7 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0 - 0.9 - - Southlake full build PM.syn HCM 2010 TWSC SPI Page 3 Crooked Lane Full Build PM 13: Nolen Dr & Access 06/18/2020 Intersection Int Delay, s/veh 1.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +'+ 0 Traffic Vol, veh/h 72 43 8 465 269 14 Future Vol, veh/h 72 43 8 465 269 14 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median StorageQ# - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 0 0 0 1 1 0 Mvmt Flow 85 51 9 547 316 16 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 616 166 332 0 - 0 Stage 1 324 - - - - - Stage 2 292 - - - - - Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuvei427 856 1239 - - - Stage 1 711 - - - - - Stage 2 738 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuvct23 856 1239 - - - Mov Cap-2 Maneuve423 - - - - - Stage 1 704 - - - - - Stage 2 738 - - - - - HCM Control Delay,1s1.3 0.1 HCM LOS B Minor Lane/Major Mvmt NBL NBIEBLn1 SBT SBR Capacity (veh/h) 1239 - 522 - - HCM Lane V/C Ratio 0.008 - 0.259 - - HCM Control Delay (s) 7.9 0 14.3 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 1 - - Southlake full build PM.syn HCM 2010 TWSC SPI Page 4 Crooked Lane Full Build PM 15: Nolen Dr & Village Center Dr 06/18/2020 Intersection Int Delay, s/veh 1.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +'+ 0 Traffic Vol, veh/h 78 8 2 535 275 16 Future Vol, veh/h 78 8 2 535 275 16 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median StorageQ# - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 0 0 0 1 1 0 Mvmt Flow 92 9 2 629 324 19 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 653 172 343 0 - 0 Stage 1 334 - - - - - Stage 2 319 - - - - - Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuvei405 848 1227 - - - Stage 1 703 - - - - - Stage 2 716 - - - - - Platoon blocked, % - - - Mov Cap-1 ManeuvW4 848 1227 - - - Mov Cap-2 Maneuve404 - - - - - Stage 1 701 - - - - - Stage 2 716 - - - - - HCM Control Delay,1fi.1 HCM LOS C Minor Lane/Major Mvmt NBL NBIEBLn1 SBT SBR Capacity (veh/h) 1227 - 425 - - HCM Lane V/C Ratio 0.002 - 0.238 - - HCM Control Delay (s) 7.9 0 16.1 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0 - 0.9 - - Southlake full build PM.syn HCM 2010 TWSC SPI Page 5 TURN LANE ANALYSIS Traffic Impact Group, LLC Crooked Lane Development - Southlake Nolen Drive and Access SIB AM Figure 2 - 6. Guideline for determining the need for a major -road right -turn bay at a two-way stop-controlle INPUT Roadway geometry: 4-lane roadway Variable Value Major -road speed, mph: 35 Major -road volume (one direction), veh/h: 321 Right -turn volume, veh/h: 74 OUTPUT Variable Value Limiting right -turn volume, veh/h: 1588 Guidance for determining the need for a major -road right -turn bay for a 4-lane roadway: Do NOT add right -turn bay. 6/18/2020