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ZA26-0031-SP-1901 W Kirkwood Blvd (Dakota'a) PUBLIC HEARING NOTICE ZA26-0031 • Site Plan for Dakota’s on property described as Lot 1R1R2, Block 1, Sabre Group Campus Addition and located at 1901 W. Kirkwood Boulevard. • Current Zoning: “S-P-2” Generalized Site Plan District. • Purpose: The purpose of this request is to seek approval of a Site Plan for Dakota’s Southlake to develop an event hall and retail buildings. Dear Property Owner: Your property has been identified as being within 300 feet of the above referenced Site Plan application. If you wish to register your opposition or support to this case, you may complete the enclosed Notification Response Form and either mail to the Planning & Development Services Department (address listed at the top of notice), email (email listed at the bottom of the notice), or fax a copy to the department (fax number listed at the top of the notice). You are encouraged to follow the requested action through final approval because changes are often made during the review process. Please contact the Planning and Development Services Department if you have any questions: Project Contact: Melissa Burnett, Email: mburnett@ci.southlake.tx.us Dept. Phone: (817) 748-8621 CITY OF SOUTHLAKE PLANNING & DEVELOPMENT SERVICES 1400 Main St.; Suite 310 Southlake, TX 76092 Phone: (817) 748-8621 Fax: (817) 748-8077 www.cityofsouthlake.com Planning and Zoning Commission Thursday, June 4, 2026 6:30 PM Town Hall Council Chambers 1400 Main Street Southlake, Texas Notification Response Form ZA26-0031: Site Plan for Dakota’s P&Z Meeting Date: June 4, 2026 Fill out: Owner: _____________________________ Address: ____________________________ City, State, Zip Code: __________________ PLEASE PROVIDE COMPLETED FORMS VIA MAIL, FAX OR HAND DELIVERY BEFORE THE START OF THE SCHEDULED PUBLIC HEARING. Being the owner(s) of the property so noted above, are hereby in favor of opposed to undecided about (circle or underline one) the proposed application referenced above. Space for comments regarding your position: ___________________________________________________________ ___________________________________________________________ ___________________________________________________________ ___________________________________________________________ ___________________________________________________________ Signature: _______________________________________ Date: ______ Additional Signature: _______________________________ Date: ______ Printed Name(s): _____________________________________________ Must be property owner(s). Otherwise contact the Planning Department. One form per property. Phone Number (optional): ______________________________________ Direct questions and mail responses to: City of Southlake Planning & Development Services Notification Response 1400 Main St; Ste 310 Southlake, TX 76092 Phone : (817) 748-8621 S H 1 1 4 KIRKWOO D KIRKWOODTWKINGKIRKWOOD K I RKWOO D S H 1 1 4 S C H W A B 1901 1999 1900 1900 1900190019001900190019001900 1300 1298 1900 19001900 1900 Vicinity Map ¯ 1901 W Kirkwood Blvd ZA26-0031 0 0.03 0.05 0.08 0.10.01 Miles May 13, 2025 Narrative for Zoning Change Submittal S-P-2 Generalized Site Plan District for 1901 W. Kirkwood Blvd, Southlake, Texas Case Number ZA25-0026 This site shall comply with all conditions of the City of Southlake Comprehensive Zoning Ordinance No. 480, as amended, as it pertains to Section 22, C-3 General Commercial District uses and regulations. Development Regulations: The property shall be subject to the development regulations for the C-3 Commercial District and all other applicable regulations with the following exceptions: To facilitate a contiguous development, buffer yards and building setbacks will not be required along internal boundary lines. Parking agreements for offsite parking for valet service will be in place prior to building permitting to satisfy the combined parking requirements for the development. Additional Information: The focus of this application is to revise the building plans and zoning for the parcel at 1901 W Kirkwood Blvd in Southlake from its previous configuration to a modified version. The parcel’s zoning as SP-2 will not change. The model we have been using for our zoning analysis is C3 Commercial. Please refer to Exhibit A (attached) which is a portion of the Southlake Zoning Map which identifies our site and zoning of adjacent parcels. Also refer to Exhibit B (attached) in which the site is shown as Mixed Use in the Future Land Use Map. The restaurant will be an upscale restaurant which will seat 250, for dinner only, 7 days a week. The event space will seat 200 for dining and will likely only be in use on the weekends. Parking requirements determined by the square footage of the restaurant. The site includes 5 freestanding storefronts with a total square footage of 8,385 sf. Our site plan is currently configured to provide most of the required parking on site at the property - 1 space per 100 sf of resturant and 1 space per 200 sf of retail. We have 182 out of 242 required parking spots on site and all other required spaces will be provded by a free valet service arranged by the restaurant and event space operator. We are developing a parking agreement with the property North of W Kirkwood Blvd across from VariSpace for the remainder of the required parking spaces. Regarding Tree Conservation: After further review of the previously approved Tree Conservation Plan, it appears that the preservation calculation was obtained by dividing the 41 trees to be preserved by the 254 total trees on site. 41 /254 = .16 or 16% Article VI of the Tree Preservation Ordinance, and verified by Keith Martin, Landscape Administrator at the City, tree coverage is calculated by individual tree canopy. This is based on caliper and canopy size. The old plan was not calculated correctly. We did a quick calculation of the 41 trees from the old plan, using the correct calculation method and came up with a 5.3% preservation, not 16%. Tree Preservation is 6% (more than the previous plan of 5.3%) Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. DateDrawing No.RevisionDrawing TitleProject NameDateDescriptionRevisionScale@ ANSI BDo not scale or dimension from this drawing. Incase of query refer to Elektra LightingThis drawing remains copyright Elektra Lighting and should not be copied without prior writtenpermissionThis drawing should be read in conjunction with all other drawings and schedules.The arcs connecting fixtures on this drawing indicatecontrol channels only. These are not wiring layouts.See other consultant's and control system manufacturer'sdocumentation for wiring layoutsFor design intent only. Shop drawings must besubmitted to Elektra Lighting for finalapproval before fabricationClerkenwell Workshops31 Clerkenwell CloseEC1R 0ATTel:+44 (0) 20 7288 0155instagram:elektra.lightinginfo@elektralighting.co.ukCS.403www.elektralighting.co.ukDakota's SteakhouseLinear uplight to partition wall1028-SK-301February 2026Various-19.02.26-Detail DesignLandscape DetailsANote: All Elektra sketch details are indicative. See architects / interior designers drawings for exact dimensions and set-out. Lengths to be measured on site prior to ordering.Remote drivers to be located in a dry and wellventilated location, accessible for maintenance.Detail AScale 1"=1"Plan ViewScale 1/4"=1'-0"Section A-AScale 1"=1'-0"Linear uplight to partition wallLt.U2A114" [31mm]2" [51mm]112" [38mm]916" [14mm]916" [14mm]CLPARTITION WALL BYOTHERSGROUNDLinear uplight to partition wallLt.U2GROUNDSee Detail APARITION WALLBY OTHERSLinear uplight to partition wallLt.U2Note: Mounting with channel asper manufacturer's instructionMetal trough by others to prevent burialof light fitting in soil and maintain fixedhorizontal alignment with wall base.Power cable to remote driver securedand hidden from viewDrainage by others Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. DAKOTA’S SOUTHLAKE | May 8, 2025 1 VIEW FROM KIRKWOOD BOULEVARD AND STATE HIGHWAY 141APPROVED DAKOTA’S SOUTHLAKE | May 8, 2025 2 AERIAL VIEW FROM SOUTHWEST CORNER APPROVED DAKOTA’S SOUTHLAKE | May 8, 2025 3 VIEW FROM KIRKWOOD BOULEVARDAPPROVED DAKOTA’S SOUTHLAKE | May 8, 2025 4 VIEW FROM KIRKWOOD BOULEVARDAPPROVED DAKOTA’S SOUTHLAKE | May 8, 2025 5 VIEW FROM STATE HIGHWAY 141APPROVED DAKOTA’S SOUTHLAKE | May 8, 2025 6 VIEW TO ENTRY OF RESTAURANTAPPROVED DAKOTA’S SOUTHLAKE | May 8, 2025 7 VIEW OF EVENT SPACE FROM KIRKWOOD BOULEVARD ENTRY DRIVEAPPROVED DAKOTA’S SOUTHLAKE | May 8, 2025 8 VIEW OF EVENT SPACE FRONT FACADEAPPROVED DAKOTA’S SOUTHLAKE | May 8, 2025 9 VIEW OF EVENT SPACE APPROVED DAKOTA’S SOUTHLAKE | May 8, 2025 10 VIEW FROM EVENT SPACE OUTSIDE DININGAPPROVED RETAIL RETAIL ADDENDUM ADDENDUM ADDENDUM ADDENDUM ADDENDUM ADDENDUM - _ vy'•,- IAN , ... 4 1. - �+. ��- �`V; R'TFcSS��'� '• S. .'�'` _ 4'� .��'�Y_ . ���- - •� •F F'.l�' .L •i'f` _ �•'.-1 ��f�r �r,� fi} C.� ..'�y, d,� �1iy2+ _ r-ice �.�-• � •'� ' mj •, �,it's}� - � x; .. 4Y:�r .. . ._. lllJJ� _ - _ 1 � � 4 „'# IKS 1 - 'f`_S � � „� �., �:.:r� � y ��'r � ,x� - :.( ice.. f }i .• � - .r4; ..{1'{ 1�• •' 5��. _ _ -A. ��,? � y566E+'t4t ... 7 ..:b'.'1r�F,�f-��...w���_^,>`rE' 3 iz� ..�F�q�. 7 .07 5V a i A jN6 - l7 A, IW5p tp P,L twa- 7, Ire Or Pon- Ai..f VI il A 01. 16. 4LV4 ALW .w O jel A44 . . . .................. ................................................... ... - - .t�+ •+tf r}r :} r�fil�•-..��.��{, 4 '-�, ��lr R���M ' ;.�'• _ .i� �,'-ram}� � - up .i - - - � � '.�•„�,' l.�}. �r•,�y�'.�F y'�' �`: i�� �:iy: .. ;t, �J- 'fir.4 '"�"T# ' =ti§yy�'��jf^�f�tS('t�Y'•-L•�5` .�'F t� r� ',�f;:�{ ..,�.i N� lr,h �" �� .- i.~Ir� }��� f, (K -- .'\ram.'' :'Jr..`� .! - � �••_.y y ! } �? — it � .} �.►►FF `• �.'�._•ri','' �k. `- .'':z . ..•� � +y��ii q���k�"�•j�,� r _, ' dF IT `^ 4iw' JL F r wl :n� ���,.• �- .,a v-�''`� ';- .• � -- ,,. � "ox �!' 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Kirkwood Boulevard Southlake, Texas Prepared for And May 6, 2025 Prepared by Project #13354.001 5/6/2025 ZA25-0026 Table of Contents Executive Summary ...................................................................................................... 1 Introduction ................................................................................................................... 2 Purpose .......................................................................................................................... 2 Methodology .................................................................................................................. 2 Site Location and Study Area ...................................................................................... 2 Existing Development .................................................................................................. 6 Proposed Development ................................................................................................ 6 Traffic Study Volumes .................................................................................................. 7 Existing Traffic Volumes ............................................................................................... 7 Forecasted Traffic Volumes ......................................................................................... 7 Trip Generation ............................................................................................................ 7 Trip Distribution and Traffic Assignment .................................................................... 10 Traffic Analysis ........................................................................................................... 10 Level of Service ......................................................................................................... 10 Intersection Analysis .................................................................................................. 12 2025 Existing Analysis ............................................................................................... 12 2026 Forecasted Analysis .......................................................................................... 12 2026 Forecasted and Site Analysis ............................................................................ 12 Access Management ................................................................................................... 18 Driveway Distances.................................................................................................... 18 Sight Distance Analysis .............................................................................................. 18 Auxiliary Lane Analysis .............................................................................................. 18 Conclusions/Recommendations ................................................................................ 19 Dakota’s Steakhouse and Retail Development, Southlake, Texas Traffic Impact Analysis Page 1 Executive Summary NL Group, Inc retained Dunaway Associates, LLC to prepare a traffic impact analysis (TIA) for the proposed Dakota’s Steakhouse and Retail Development (Project) to be located at 1901 W. Kirkwood Boulevard in the City of Southlake. The Project is planned to consist of a 10,000 SF Dakota’s Steakhouse restaurant, a 10,000 SF event hall and 10,975 SF of retail space. The Project is anticipated to be completed in 2026. The site, as shown in the vicinity map (Exhibit 1) is bounded by commercial office buildings on all sides. Primary access for the development will be through three right-in, right-out driveways. One driveway on the SH 114 NB Frontage Road and two driveways on W. Kirkwood Boulevard. These driveways can be found in the preliminary site plan for the proposed development (See Exhibit 2). Results of the traffic analysis for the development indicates that all of the proposed and existing intersections currently operate at LOS C or better at the 2026 Forecasted and Site scenario in both the AM and PM peak hour analysis. However, it is recommended that the SH 114 and W. Kirkwood Boulevard diamond interchange (after construction is complete and traffic has had a chance to normalize) be studied to update the traffic signal timing as needed. Site access was reviewed, and all driveways meet driveway spacing and sight distance requirements. No auxiliary lanes are recommended for all three driveways. Based on the analysis, Dunaway’s recommends the approval of the Dakota’s Steakhouse and Retail Development in the City of Southlake. Dakota’s Steakhouse and Retail Development, Southlake, Texas Traffic Impact Analysis Page 2 Introduction NL Group, Inc retained Dunaway Associates, LLC to prepare a traffic impact analysis (TIA) for the proposed Dakota’s Steakhouse and Retail Development (Project) to be located at 1901 W. Kirkwood Boulevard in the City of Southlake. The Project is planned to consist of a 10,000 SF Dakota’s Steakhouse restaurant, a 10,000 SF event hall and 10,975 SF of retail space. The Project is anticipated to be completed in 2026. Purpose This analysis is being provided as required by the City of Southlake and TxDOT Fort Worth District. The purpose of this TIA will focus on the potential impacts the development may have on the adjacent roadways within the study area. After a review of the analysis, potential level of service (LOS) impacts will be identified, and if recommended, improvements to the surrounding roadways and intersections will be proposed. The location of the proposed development can be seen in Exhibit 1. Methodology The traffic impact analysis was performed in accordance with standard transportation engineering procedures. Existing traffic volumes were collected and predicted site traffic was distributed through the study area. Historical traffic volumes were evaluated to estimate an average growth rate for application to the existing traffic volumes. The predicted site related traffic was added to the forecasted traffic volumes, and the traffic analysis was performed for the build-out of the development in 2026. Site Location and Study Area The site, as shown in the vicinity map (Exhibit 1) is bounded by commercial office buildings on all sides. Primary access for the development will be through three right-in, right-out driveways. One driveway on the SH 114 NB Frontage Road and two driveways on W. Kirkwood Boulevard. These driveways can be found in the preliminary site plan for the proposed development (See Exhibit 2). BEGINNINGEX-FOEX-FOEX-FOEX-FOEX-PLEX-WEX-WPLOTTED BY: Jetlyn Toledo ON: Thursday, March 06, 2025 AT: 5:14 PM FILEPATH: P:\013300\013354\001\Civil\CAD\Exhibits\25-0303-Arch Site Plan Overlay\Arch Site Plan Overlay.dwg EXHIBIT TITLEPROJECT NAMEPROJECT ADDRESS/LOCATION0GRAPHIC SCALE IN FEET160RETAILSURFACE PARKING(194 SPACES)DAKOTA'SEVENT SPACETRASH/DELIVERYDROP OFF / VALETROUNDABOUTCOVEREDEVENT LAWNDROPOFF /VALETDriveway 1Driveway 2Driveway 3Exhibit 1 - Preliminary Site PlanDakota's Steakhouse and Retail DevelopmentCity of Southlake, Texas BEGINNINGEX-FOEX-FOEX-FOEX-FOEX-PLEX-WEX-WPLOTTED BY: Jetlyn Toledo ON: Thursday, March 06, 2025 AT: 5:14 PM FILEPATH: P:\013300\013354\001\Civil\CAD\Exhibits\25-0303-Arch Site Plan Overlay\Arch Site Plan Overlay.dwg EXHIBIT TITLEPROJECT NAMEPROJECT ADDRESS/LOCATION0GRAPHIC SCALE IN FEET160RETAILExhibit 2 - Site and VicinityDakota's Steakhouse and Retail DevelopmentCity of Southlake, TexasDriveway 1Driveway 3Driveway 2101102103201902903W KirkwoodBoulevardSH 114SH 114901SolanaBoulevardSITE Dakota’s Steakhouse and Retail Development, Southlake, Texas Traffic Impact Analysis Page 5 Roadways in the Study Area: • SH 114 NB Frontage Road – is a northbound one-way, three-lane roadway. The road intersects W. Kirkwood Boulevard/Solana Boulevard as a signalized intersection. The road intersects the proposed Driveway 1 as a stop controlled intersection. The posted speed limit is 40 mph. • SH 114 SB Frontage Road – is a southbound one-way, two-lane roadway. The road intersects W. Kirkwood Boulevard/Solana Boulevard as a signalized intersection. The posted speed limit is 40 mph. • Solana Boulevard/W. Kirkwood Boulevard – is a two-way, six-lane divided roadway that runs from west to east. Per the City of Southlake Master Thoroughfare Plan the roadway is classified as A4D 100’ Arterial. To the west of SH 114 the road is named Solana Boulevard; to the east of SH 114 the road is named W. Kirkwood Boulevard. The road intersects the SH 114 frontage roads and T. W. King Road as signalized intersections. W. Kirkwood Boulevard intersects the existing Varispace Driveway and the proposed Driveway 2 and Driveway 3 as stop controlled intersections. The posted speed limit is 30 mph. • T. W. King Road – is a two-way, four-lane undivided roadway. Per the City of Southlake Master Thoroughfare Plan the roadway is classified as C2U 70’ Collector. The road intersects W. Kirkwood Boulevard as a signalized intersection. The posted speed limit is 30 mph. Intersections in the Study Area include: (See Exhibit 1) W. Kirkwood Boulevard (from West to East) at: • SH 114 SB Frontage Road - [SIGNALIZED] is currently under construction and proposed as a signalized intersection with three approaches. The eastbound approach has one advanced left turn lane, two thru lanes, and one channelized right turn lane. The southbound approach has one channelized U-turn lane, one left turn lane, one shared thru and left lane, and one share thru and right turn lane. The westbound approach has one left turn lane, one shared left and thru lane, and one thru lane. • SH 114 NB Frontage Road - [SIGNALIZED] is currently under construction and proposed as a signalized intersection with three approaches. The northbound approach has one channelized U-turn lane, one left turn lane, one shared left and thru lane, one thru lane and one channelized right turn lane. The westbound approach has one advanced left turn lane, two thru lanes and one channelized right turn lane. The eastbound approach has one left turn lane, one shared left and thru lane, and one thru lane. • Site Driveway 2 - [UNSIGNALIZED] is proposed as a stop controlled intersection with three approaches. The northbound approach will have one right turn lane. The eastbound approach will have two thru lanes and one shared thru and right lane. The westbound approach will have three thru lanes. Dakota’s Steakhouse and Retail Development, Southlake, Texas Traffic Impact Analysis Page 6 · Varispace Driveway - [UNSIGNALIZED] exists as an unsignalized intersection with three approaches. The eastbound approach has one left turn lane and three thru lanes. The southbound approach has one left turn lane and one right turn lane. The westbound approach has one shared thru and left lane, one thru lane and one shared thru and right lane. The site driveway is stop controlled. · Site Driveway 3 - [UNSIGNALIZED] is proposed as a stop controlled intersection with three approaches. The northbound approach will have one right turn lane. The eastbound approach will have two thru lanes and one shared thru and right lane. The westbound approach will have three thru lanes. · T. W. King Road – [SIGNALIZED] exists as a signalized intersection with four approaches. The northbound approach has one left turn lane and shared thru and right lane. The eastbound approach has one left turn lane, two thru lanes, and one right turn lane. The southbound approach has one left turn lane, one shared thru and right turn lane, and one right turn lane. The westbound approach has one shared thru and left turn lane and one shared thru and right turn lane. SH 114 NB Frontage Road at: · Site Driveway 1 - [UNSIGNALIZED] is proposed as a stop controlled intersection with two approaches. The northbound approach will have two thru lanes and one shared thru and right lane. The westbound approach will have one right turn lane. Existing Development The site is vacant with undeveloped land. Existing surrounding developments consist of commercial office buildings on all sides. Proposed Development The restaurant and retail development is planned to consist of a 10,000 SF Dakota’s Steakhouse restaurant, a 10,000 SF event hall and 10,975 SF of retail space with an anticipated completion in 2026. Primary access for the development will be through three right-in, right-out driveways. One driveway on the SH 114 NB Frontage Road and two driveways on W. Kirkwood Boulevard. Exhibit 2 shows the proposed preliminary site plan. Table 1 summarizes the assumed land use and quantities for the purpose of this traffic study. Table 1. Land Use Assumptions *In the ITE Trip Generation, 11th Edition, a use does not exist for an Event Hall, therefore Dunaway has assumed that a Recreational Community Center (ITE Code 495) is a suitable substitute for an Event Hall use. ITE Code Land Use Description Unit Expected Units 931 Fine Dining Restaurant SF 10,000 495 Recreational Community Center (Event Hall)* SF 10,000 822 Strip Retail Plaza (<40k) SF 10,975 Dakota’s Steakhouse and Retail Development, Southlake, Texas Traffic Impact Analysis Page 7 Traffic Study Volumes Existing Traffic Volumes The traffic data was collected in February 2025 at four existing intersections. These counts can be found in the Appendix. The locations are as follows: 1. W. Kirkwood Boulevard and SH 114 SB Frontage Road (Signalized) 2. W. Kirkwood Boulevard and SH 114 NB Frontage Road (Signalized) 3. W. Kirkwood Boulevard and Varispace Driveway (Unsignalized) 4. W. Kirkwood Boulevard and T. W. King Road (Signalized) The peak turning movement volumes for each day were used in the analysis of the study area intersections as a conservative approach to reflect the existing conditions. The raw traffic count data is provided in the Appendix. Exhibit 3a and 3b shows the existing 2024 traffic counts during the AM and PM peak hours, respectively. Signal timing plans provided by the City of Southlake and TxDOT, video observation of signal operations, and engineering judgment were used to simulate existing conditions at the signalized intersections. These traffic volumes and signal timings were utilized for the background volumes and operations in the SYNCHRO analysis. Forecasted Traffic Volumes To assist in developing a predicted annual growth rate for the analysis of future traffic volumes, Dunaway reviewed the historical traffic volumes in the vicinity of the site. Using the information from TxDOT’s STARS II system and obtained traffic volumes, a growth rate of 1.5 percent was calculated. This growth rate will be applied to the existing traffic volumes to project the anticipated traffic conditions in 2026. Calculations and supporting data are provided in the Appendix. Trip Generation The Institute of Transportation Engineers (ITE) provides predicted trip generation rates and equations for several land uses as provided in ITE Trip Generation, 11th Edition. These rates are based on individual sites to compute driveway volumes for particular land uses. The summary of trip generation rates provided by ITE Trip Generation, 11th Edition for the development is provided in Table 2. The summary of trips entering/exiting the development based on the ITE Trip Generation, 11th Edition are provided in Table 3. Table 2. Summary of Trip Generation Rates Land Use ITE Code Unit Period Trip Rate Distribution Rate (%) In Out Fine Dining Restaurant 931 SF Daily 83.84 (X) 50 50 AM 0.73 (X) 50 50 PM 7.80 (X) 67 33 Recreational Community Center (Event Hall) 495 SF Daily 28.82 (X) 50 50 AM 1.91 (X) 66 34 PM 2.50 (X) 47 53 Strip Retail Plaza (<40k) 822 SF Daily 54.45 (X) 50 50 AM 2.36 (X) 60 40 PM 6.59 (X) 50 50 BEGINNINGEX-FOEX-FOEX-FOEX-FOEX-PLEX-WEX-WPLOTTED BY: Jetlyn Toledo ON: Thursday, March 06, 2025 AT: 5:14 PM FILEPATH: P:\013300\013354\001\Civil\CAD\Exhibits\25-0303-Arch Site Plan Overlay\Arch Site Plan Overlay.dwg EXHIBIT TITLEPROJECT NAMEPROJECT ADDRESS/LOCATION0GRAPHIC SCALE IN FEET160RETAILSURFACE PARKING(194 SPACES)DAKOTA'SEVENT SPACETRASH/DELIVERYDROP OFF / VALETROUNDABOUTCOVEREDEVENT LAWNDROPOFF /VALETExhibit 3a - 2025 Existing AM Turning Movement CountsDakota's Steakhouse and Retail DevelopmentCity of Southlake, Texas1234567111210110210320112345671112Solana Boulevard 186135 137494 SH 114 SB Frontage Road307170202101SH 114 NB Frontage Road428115105W. Kirkwo o d B o u l e v a r d 2 2 1 2 6 8 20921102T W King Road East1006317741W. Kirkwood Boulevard05034T W King Road East753174103W. K i rkwood Bou le va rd 88284W. Kirkwood Boulevard02187Varispace Driveway09201T160 BEGINNINGEX-FOEX-FOEX-FOEX-FOEX-PLEX-WEX-WPLOTTED BY: Jetlyn Toledo ON: Thursday, March 06, 2025 AT: 5:14 PM FILEPATH: P:\013300\013354\001\Civil\CAD\Exhibits\25-0303-Arch Site Plan Overlay\Arch Site Plan Overlay.dwg EXHIBIT TITLEPROJECT NAMEPROJECT ADDRESS/LOCATION0GRAPHIC SCALE IN FEET160RETAILSURFACE PARKING(194 SPACES)DAKOTA'SEVENT SPACETRASH/DELIVERYDROP OFF / VALETROUNDABOUTCOVEREDEVENT LAWNDROPOFF /VALETExhibit 3b - 2025 Existing PM Turning Movement CountsDakota's Steakhouse and Retail DevelopmentCity of Southlake, Texas1234567111210110210320112345671112Solana Boulevard 290508 224163 SH 114 SB Frontage Road2309390101SH 114 NB Frontage Road9032211W. Kirkwo o d B o u l e v a r d 4 4 9 7 5 301292102T W King Road East290027561W. Kirkwood Boulevard027964T W King Road East400180103W. K i rkwood Bou leva rd 680W. Kirkwood Boulevard04824Varispace Driveway4103201T160 Dakota’s Steakhouse and Retail Development, Southlake, Texas Traffic Impact Analysis Page 10 Table 3. Summary of Gross Primary Trips ITE Code Unit Qty. Daily AM Peak Hour PM Peak Hour Enter Exit Enter Exit Fine Dining Restaurant 931 SF 10,000 838 4 4 52 26 Recreational Community Center 495 SF 10,000 288 13 6 12 13 Strip Retail Plaza (<40k) 822 SF 10,975 598 16 10 36 36 Total 1724 33 20 100 75 Due to the low quantity of proposed land uses, as a conservative approach, internal capture or pass-by will not be considered in the TIA. Trip Distribution and Traffic Assignment The assumed trip origin and destination of peak hour site traffic assignment to and from the development were based on the existing traffic counts and proposed land use. The following are the general orientation calculations for the various land uses: Detailed Trip Distribution: • 30 percent to/from the north via SH 114 • 50 percent to/from the south via SH 114 • 15 percent to/from the west via Solana Boulevard • 5 percent to/from the east via W. Kirkwood Boulevard The calculated trip distribution was based on a percentage of the total amount of inbound/outbound trips and turning movement traffic counts. Entering and exiting primary site trip assignment was calculated by multiplying the calculated percentages by the total entering and exiting primary trip generation for both peak hours. Exhibit 4 shows the trip distribution percentages. Traffic Analysis Level of Service For intersection analysis, Level of Service (LOS) is defined by delay in seconds per vehicle at an intersection within a critical peak hour as detailed in Table 4 for both signalized and unsignalized intersections. Table 4. Intersection Level of Service (LOS) Level of Service, LOS Signalized Intersection Average Delay per Vehicle, seconds Unsignalized Intersection Average Delay per Vehicle, seconds A ≤ 10 ≤ 10 B > 10 ≤ 20 > 10 ≤ 15 C > 20 ≤ 35 > 15 ≤ 25 D > 35 ≤ 55 > 25 ≤ 35 E > 55 ≤ 80 >35 ≤ 50 F > 80 > 50 Source: Highway Capacity Manual 7th Edition, Transportation Research Board, 2022 BEGINNINGEX-FOEX-FOEX-FOEX-FOEX-PLEX-WEX-WPLOTTED BY: Jetlyn Toledo ON: Thursday, March 06, 2025 AT: 5:14 PM FILEPATH: P:\013300\013354\001\Civil\CAD\Exhibits\25-0303-Arch Site Plan Overlay\Arch Site Plan Overlay.dwg EXHIBIT TITLEPROJECT NAMEPROJECT ADDRESS/LOCATION0GRAPHIC SCALE IN FEET160RETAILSURFACE PARKING(194 SPACES)DAKOTA'SEVENT SPACETRASH/DELIVERYDROP OFF / VALETROUNDABOUTCOVEREDEVENT LAWNDROPOFF /VALETExhibit 4 - Trip Distribution PercentagesDakota's Steakhouse and Retail DevelopmentCity of Southlake, TexasT160na Boulevard 14 SB Frontage RoadSH 114 NB Frontage RoadW. Kirkwood Bou l e v a r d T W King Road EastW. Kirkw d EastVarispace DrivewaySH 114 NB Frontage Roa Dri v ew a y 1 SH 114 NB Frontage RoadDriveway 2W. K i r kwood Bo u l e v a rd W. K i rkwood Bou leva rd Driveway 3W. Kirkwood BoulevardW. Kirkwood BoulevardInboundOutbound50%95%50%50%15%15%45%30%2.5%50%5%5%5%45%30%15%22.5%27.5%2.5%22.5% Dakota’s Steakhouse and Retail Development, Southlake, Texas Traffic Impact Analysis Page 12 Intersection Analysis AM and PM peak hour intersection analyses were performed for all study intersections, as discussed below, utilizing SYNCHRO software. The LOS for each approach is shown, along with the delay/vehicle in seconds. For signalized intersections, overall LOS is also shown. 2025 Existing Analysis The traffic data in the project area was collected on a weekday in February 2025. The peak turning movement volumes collected at the intersections mentioned previously reflect the existing 2025 traffic conditions. The existing 2025 traffic counts can be seen in Exhibit 3a and 3b. The raw traffic count data is provided in the Appendix. The diamond interchange at SH 114 is currently under construction and this scenario was analyzed with current conditions, which exclude the channelized U-turns and the channelized right turn lane from the SH 114 NB Frontage Road to eastbound W. Kirkwood Boulevard. The study intersections were analyzed within SYNCHRO 12. All the existing intersections currently operate at LOS C or better during both the AM and PM peak hours. The results of the intersection capacity analyses are provided in Table 5 and the SYNCHRO analysis reports are provided in the Appendix. 2026 Forecasted Analysis To analyze the impacts of the background traffic growth prior to the development opening, the existing traffic was grown using the 1.5 percent growth rate and the intersections were configured to match the plans for the full buildout of the diamond interchange. To consider the new channelized U-turns, left turns on to W. Kirkwood Boulevard at the southbound and northbound SH 114 frontage roads were decreased by 10 percent. The 2026 Forecasted volumes for both peak hours can be seen in Exhibit 5a and 5b. All the existing intersections currently operate at LOS C or better during both the AM and PM peak hours. The results of the intersection capacity analyses are provided in Table 5. The SYNCHRO analysis reports and the interchange plans are provided in the Appendix. 2026 Forecasted and Site Analysis To analyze the impacts of the proposed restaurant and retail development opening in 2026; site traffic was added to the previous roadway network and study intersections. The 2026 Forecasted and Site traffic volumes for both peak hours can be seen in Exhibit 6a and 6b. All the existing intersections currently operate at LOS C or better during both the AM and PM peak hours. The results of the intersection capacity analyses are provided in Table 5 and the SYNCHRO analysis reports are provided in the Appendix. Dakota’s Steakhouse and Retail Development, Southlake, Texas Traffic Impact Analysis Page 13 Table 5. Peak Hour Intersection Capacity Analysis Results, Level Of Service (LOS) and Queue Delay Intersection 2025 Existing 2026 Forecasted 2026 Forecasted and Site W. Kirkwood Boulevard at SH 114 SB Frontage Road 1 101 AM PM AM PM AM PM EB LOS Delay C 34.5 D 38.3 C 30.1 D 36.7 C 30.3 D 37.2 WB A 6.0 B 11.5 A 5.0 A 4.8 A 5.1 A 5.0 SB C 28.5 D 42.1 B 19.3 D 36.3 B 19.6 D 37.3 Overall C 21.8 C 33.3 B 16.3 C 29.5 B 16.5 C 30.1 W. Kirkwood Boulevard at SH 114 NB Frontage Road 1 102 AM PM AM PM AM PM EB LOS Delay A 6.7 B 12.1 A 3.3 A 3.3 A 3.3 A 4.1 WB D 48.4 D 44.4 D 46.4 D 44.3 D 45.7 D 45.7 NB D 36.7 D 43.8 C 32.3 D 41.0 C 32.6 D 40.8 Overall C 27.7 C 32.9 C 23.9 C 29.0 C 23.8 C 28.9 W .Kirkwood Boulevard at T. W. King Road 1 103 AM PM AM PM AM PM EB LOS Delay A 7.6 A 8.6 A 7.6 A 8.7 A 7.6 A 8.6 WB B 13.1 B 15.2 B 13.2 B 15.3 B 13.2 B 15.4 NB C 21.0 C 20.5 C 21.1 C 20.6 C 21.1 C 20.6 SB B 13.6 B 14.9 B 13.6 B 14.8 B 13.6 B 14.9 Overall B 11.0 B 14.2 B 11.0 B 14.3 B 11.0 B 14.3 W. Kirkwood Boulevard at Varispace Driveway 2 201 AM PM AM PM AM PM EB LOS Delay B 10.2 B 10.4 B 10.2 B 10.5 B 10.2 B 10.5 SBL A 0.0 B 12.5 A 0.0 B 12.5 A 0.0 B 12.8 SBR B 10.0 B 12.7 B 10.0 B 12.8 B 10.0 B 12.8 SH 114 NB Frontage Road at Driveway 1 2 901 AM PM AM PM AM PM WB LOS Delay N/A N/A N/A N/A B 12.0 B 11.5 W. Kirkwood Boulevard at Driveway 2 2 902 AM PM AM PM AM PM NB LOS Delay N/A N/A N/A N/A B 10.4 A 9.4 W. Kirkwood Boulevard at Driveway 3 2 903 AM PM AM PM AM PM NB LOS Delay N/A N/A N/A N/A A 10.0 A 9.3 1 – Signalized Intersection, (A, B, C, D, E, F = LOS) 2 – Two-Way Stop, (A, B, C, D, E, F = LOS) BEGINNINGEX-FOEX-FOEX-FOEX-FOEX-PLEX-WEX-WPLOTTED BY: Jetlyn Toledo ON: Thursday, March 06, 2025 AT: 5:14 PM FILEPATH: P:\013300\013354\001\Civil\CAD\Exhibits\25-0303-Arch Site Plan Overlay\Arch Site Plan Overlay.dwg EXHIBIT TITLEPROJECT NAMEPROJECT ADDRESS/LOCATION0GRAPHIC SCALE IN FEET160RETAILSURFACE PARKING(194 SPACES)DAKOTA'SEVENT SPACETRASH/DELIVERYDROP OFF / VALETROUNDABOUTCOVEREDEVENT LAWNDROPOFF /VALETExhibit 5a - 2026 Forecasted AM Turning Movement CountsDakota's Steakhouse and Retail DevelopmentCity of Southlake, TexasT160Solana Boulevard 189137 139501 SH 114 SB Frontage Road280173205SH 114 NB Frontage Road391117107W. Kirkwo o d B o u l e v a r d 2 2 4 2 7 2 21221T W King Road East1006418042W. Kirkwood Boulevard05135T W King Road East7631778928802217Varispace Driveway09W. K i r kwood Bo u l e v a rd W. K i rkwood Bou leva rd W. Kirkwood BoulevardW. Kirkwood Boulevard BEGINNINGEX-FOEX-FOEX-FOEX-FOEX-PLEX-WEX-WPLOTTED BY: Jetlyn Toledo ON: Thursday, March 06, 2025 AT: 5:14 PM FILEPATH: P:\013300\013354\001\Civil\CAD\Exhibits\25-0303-Arch Site Plan Overlay\Arch Site Plan Overlay.dwg EXHIBIT TITLEPROJECT NAMEPROJECT ADDRESS/LOCATION0GRAPHIC SCALE IN FEET160RETAILSURFACE PARKING(194 SPACES)DAKOTA'SEVENT SPACETRASH/DELIVERYDROP OFF / VALETROUNDABOUTCOVEREDEVENT LAWNDROPOFF /VALETExhibit 5b - 2026 Forecasted PM Turning Movement CountsDakota's Steakhouse and Retail DevelopmentCity of Southlake, TexasT160Solana Boulevard 294516 227165 SH 114 SB Frontage Road2109491SH 114 NB Frontage Road8232711W. Kirkwo o d B o u l e v a r d 4 5 6 7 6 306296T W King Road East290027571W. Kirkwood Boulevard028365T W King Road East410183W. K i rkwood Bou leva rd 681W. Kirkwood Boulevard04894Varispace Driveway4105 BEGINNINGEX-FOEX-FOEX-FOEX-FOEX-PLEX-WEX-WPLOTTED BY: Jetlyn Toledo ON: Thursday, March 06, 2025 AT: 5:14 PM FILEPATH: P:\013300\013354\001\Civil\CAD\Exhibits\25-0303-Arch Site Plan Overlay\Arch Site Plan Overlay.dwg EXHIBIT TITLEPROJECT NAMEPROJECT ADDRESS/LOCATION0GRAPHIC SCALE IN FEET160RETAILSURFACE PARKING(194 SPACES)DAKOTA'SEVENT SPACETRASH/DELIVERYDROP OFF / VALETROUNDABOUTCOVEREDEVENT LAWNDROPOFF /VALETExhibit 6a - 2026 Forecasted and Site AM Turning Movement CountsDakota's Steakhouse and Retail DevelopmentCity of Southlake, TexasT160 BEGINNINGEX-FOEX-FOEX-FOEX-FOEX-PLEX-WEX-WPLOTTED BY: Jetlyn Toledo ON: Thursday, March 06, 2025 AT: 5:14 PM FILEPATH: P:\013300\013354\001\Civil\CAD\Exhibits\25-0303-Arch Site Plan Overlay\Arch Site Plan Overlay.dwg EXHIBIT TITLEPROJECT NAMEPROJECT ADDRESS/LOCATION0GRAPHIC SCALE IN FEET160RETAILSURFACE PARKING(194 SPACES)DAKOTA'SEVENT SPACETRASH/DELIVERYDROP OFF / VALETROUNDABOUTCOVEREDEVENT LAWNDROPOFF /VALETExhibit 6b - 2026 Forecasted and Site PM Turning Movement CountsDakota's Steakhouse and Retail DevelopmentCity of Southlake, TexasT1604 30 430Solana Boulevard 189137 139501 SH 114 SB Frontage Road280173205SH 114 NB Frontage Road391117107W. K i r kw o o d B o u l e v a r d 2 2 4 2 7 2 21221T W King Road East1006418042W. Kirkwood Boulevard05135T W King Road East7631778928802217Varispace Driveway09SH 114 NB Frontage Road6580Dri v ew a y 1 0 SH 114 NB Frontage RoadDriveway 20W. K i r kwood Bo u l e v a rd 3 7 9 0 W. K i rkwood Bou leva rd 230Driveway 30W. Kirkwood Boulevard2880W. Kirkwood Boulevard22890 90Solana Boulevard 294516 227165 SH 114 SB Frontage Road2109491SH 114 NB Frontage Road8232711W. K i r kw o o d B o u l e v a r d 4 5 6 7 6 306296T W King Road East290027571W. Kirkwood Boulevard028365T W King Road East41018368104894Varispace Driveway4105SH 114 NB Frontage Road4290D r i v ew a y 1 0 SH 114 NB Frontage RoadDriveway 20W. K i r kwood Bou l e v a rd 8 7 0 W. K i rkwood Bou leva rd 594Driveway 30W. Kirkwood Boulevard850W. Kirkwood Boulevard495 Dakota’s Steakhouse and Retail Development, Southlake, Texas Traffic Impact Analysis Page 18 Access Management Driveway Distances The proposed development will have three points of access; two that will be located on W. Kirkwood Boulevard and one that will be located on the SH 114 NB Frontage Road. All three driveways will operate as right in, right out. W. Kirkwood Boulevard is under the jurisdiction of the City of Southlake and the SH 114 NB Frontage Road is under the jurisdiction of TxDOT. However, the City of Southlake, in their Driveway Ordinance No. 634 has more restrictive requirements than TxDOT. Therefore, only the City of Southlake requirements are evaluated. According to the City of Southlake Master Throughfare Plan, W. Kirkwood Boulevard is considered an ARTERIAL street and the SH 114 Frontage Roads are classified in their own category. The minimum distances approved for city streets are provided in Table 6. The proposed future streets/driveways are listed in Table 7. As indicated in Table 7, the proposed driveways meet the required separation distance. Table 6. City of Southlake Minimum Driveway Spacing Criteria Street Type Driveway Spacing (ft) ARTERIAL 200’ SH 114 & Frontage Roads 200’ Source: Table One. Driveway Ordinance, Ordinance No. 634, City of Southlake Table 7. City of Southlake Driveway Spacing Criteria Evaluation Intersection Next Intersection Previous Intersection Criteria Satisfied W. Kirkwood Boulevard Commercial Driveway Driveway 1 at SH 114 NB Frontage Road 410’ >1000’ YES Driveway 3 SH 114 NB Frontage Road Driveway 2 at W. Kirkwood Boulevard 380’’ 235’ YES T. W. King Road Driveway 2 Driveway 3 at W. Kirkwood Boulevard 230’ 380’ YES Sight Distance Analysis Sight distance at the proposed driveways was analyzed for the design sight distance and stopping sight distance. W. Kirkwood Boulevard has a posted speed limit of 30 mph. Based on the location of Driveway 2 and Driveway 3 and that W. Kirkwood Boulevard is relatively straight and free of visual obstructions, no sight distance issues are anticipated at these driveways. SH 114 NB Frontage Road has a posted speed limit of 40 mph. Due to the recent construction of the frontage road, visibility has been improved and no sight distance issues are anticipated at Driveway 1. Auxiliary Lane Analysis Based on the trip generation numbers, a right or left turn deceleration lane is not required at any site driveway (speed limit ≤ 40 mph, no driveway above 120 peak hour trips). The proposed Dakota’s Steakhouse and Retail Development, Southlake, Texas Traffic Impact Analysis Page 19 driveway along the SH 114 Northbound Frontage Road already includes a right turn deceleration lane as part of the SH 114 corridor improvements. Conclusions/Recommendations Results of the traffic analysis for the development indicates that all of the proposed and existing intersections currently operate at LOS C or better at the 2026 Forecasted and Site scenario in both the AM and PM peak hour analysis. However, it is recommended that the SH 114 and W. Kirkwood Boulevard diamond interchange (after construction is complete and traffic has had a chance to normalize) be studied to update the traffic signal timing as needed. Site access was reviewed, and all driveways meet driveway spacing and sight distance requirements. No auxiliary lanes are recommended for all three driveways. Based on the analysis, Dunaway’s recommends the approval of the Dakota’s Steakhouse and Retail Development in the City of Southlake. TXDOT DATA APPENDIX TXDOT DATA APPENDIXTXDOT PLANS 160 T 160 TXDOT DATA 2009 5010 2014 5385 1.5% 2019 6819 5.3% 2024 5990 -2.4% 1.5% Estimated from traffic counts---> TURNING MOVEMENT COUNTS SUMMARY Project D SZCZESNY - ROANOKE - KIRKWOOD BLVD & SH 114 FR - DUNAWAY Project Code 19C Site Name A. SH 114 EBFR @ SOLANA BLVD Legs and Movements All Processed Legs & Movements Count Interval 15 Start Time 07:00 End Time 17:45 Location A. SH 114 EBFR @ SOLANA BLVD Latitude and Longitude (32.981846, -97.167808) START END PHF AM PEAK PM PEAK Mid-Day PEAK Forced Peak AM Forced Peak PM 2025-02-13 07:30:00 2025-02-13 08:30:00 0.92 2025-02-13 16:45:00 2025-02-13 17:45:00 0.8 Page No - 1 A. SH 114 EBFR @ SOLANA BLVD 32.9818460012394, -97.16780765014668 2025-02-13 Lights Leg SOLANA BLVD SH 114 EBFR SOLANA BLVD SH 114 EBFR Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW 07:00 40 57 0 0 0 0 0 0 0 0 0 0 0 27 24 0 0 0 35 38 18 0 0 0 07:15 37 73 0 0 0 0 0 0 0 0 0 0 0 27 29 0 0 0 41 67 26 0 0 0 07:30 49 114 0 0 0 0 0 0 0 0 0 0 0 41 38 0 0 0 60 81 40 0 0 0 07:45 30 128 0 0 0 0 0 0 0 0 0 0 0 56 40 0 0 0 95 38 53 0 0 0 Hourly Total 156 372 0 0 0 0 0 0 0 0 0 0 0 151 131 0 0 0 231 224 137 0 0 0 08:00 26 131 0 0 0 0 0 0 0 0 0 0 0 51 30 0 0 0 81 32 42 0 0 0 08:15 29 118 0 0 0 0 0 0 0 0 0 0 0 38 23 0 0 0 67 17 67 0 0 0 08:30 41 92 0 0 0 0 0 0 0 0 0 0 0 41 25 0 0 0 64 20 32 0 0 0 08:45 33 87 0 0 0 0 0 0 0 0 0 0 0 33 18 0 0 0 110 22 44 0 0 0 Hourly Total 129 428 0 0 0 0 0 0 0 0 0 0 0 163 96 0 0 0 322 91 185 0 0 0 16:00 33 41 0 0 0 0 0 0 0 0 0 0 0 38 94 0 0 0 51 30 22 0 0 0 16:15 33 40 0 0 0 0 0 0 0 0 0 0 0 26 82 0 0 0 29 16 16 0 0 0 16:30 43 41 0 0 0 0 0 0 0 0 0 0 0 65 89 0 0 0 28 12 19 0 0 0 16:45 38 37 0 0 0 0 0 0 0 0 0 0 0 47 73 0 0 0 67 7 30 0 0 0 Hourly Total 147 159 0 0 0 0 0 0 0 0 0 0 0 176 338 0 0 0 175 65 87 0 0 0 17:00 60 46 0 0 0 0 0 0 0 0 0 0 0 92 222 0 0 0 46 11 18 0 0 0 17:15 40 34 0 0 0 0 0 0 0 0 0 0 0 93 124 0 0 0 70 41 24 0 0 0 17:30 81 45 0 0 0 0 0 0 0 0 0 0 0 56 89 0 0 0 45 32 17 0 0 0 17:45 47 48 0 0 0 0 0 0 0 0 0 0 0 47 52 0 0 0 48 6 17 0 0 0 Hourly Total 228 173 0 0 0 0 0 0 0 0 0 0 0 288 487 0 0 0 209 90 76 0 0 0 Total 660 1132 0 0 0 0 0 0 0 0 0 0 0 778 1052 0 0 0 937 470 485 0 0 0 Page No - 2 A. SH 114 EBFR @ SOLANA BLVD 32.9818460012394, -97.16780765014668 2025-02-13 Mediums Leg SOLANA BLVD SH 114 EBFR SOLANA BLVD SH 114 EBFR Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW 07:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 07:15 1 1 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 07:30 1 1 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 07:45 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 Hourly Total 2 3 0 0 0 0 0 0 0 0 0 0 0 3 3 0 0 0 4 0 0 0 0 0 08:00 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 08:15 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 08:30 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 Hourly Total 3 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 2 1 0 0 0 16:00 1 1 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 0 0 0 0 16:15 2 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 1 0 0 0 16:45 1 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 1 0 1 0 0 0 Hourly Total 4 4 0 0 0 0 0 0 0 0 0 0 0 5 1 0 0 0 2 2 2 0 0 0 17:00 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:15 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 17:30 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 4 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 Total 13 8 0 0 0 0 0 0 0 0 0 0 0 8 6 0 0 0 7 5 3 0 0 0 Page No - 3 A. SH 114 EBFR @ SOLANA BLVD 32.9818460012394, -97.16780765014668 2025-02-13 Articulated Trucks Leg SOLANA BLVD SH 114 EBFR SOLANA BLVD SH 114 EBFR Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW 07:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 16:00 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 Total 1 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 Page No - 4 A. SH 114 EBFR @ SOLANA BLVD 32.9818460012394, -97.16780765014668 2025-02-13 Bicycles on Road Leg SOLANA BLVD SH 114 EBFR SOLANA BLVD SH 114 EBFR Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW 07:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Page No - 5 A. SH 114 EBFR @ SOLANA BLVD 32.9818460012394, -97.16780765014668 2025-02-13 Total Volume Class Breakdown Leg SOLANA BLVD SH 114 EBFR SOLANA BLVD SH 114 EBFR Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Int Total 07:00 40 57 0 0 97 0 0 0 0 0 0 0 0 0 0 27 25 0 52 0 0 35 38 18 0 91 0 0 240 07:15 38 74 0 0 112 0 0 0 0 0 0 0 0 0 0 30 29 0 59 0 0 41 67 26 0 134 0 0 305 07:30 50 116 0 0 166 0 0 0 0 0 0 0 0 0 0 41 40 0 81 0 0 62 81 40 0 183 0 0 430 07:45 30 129 0 0 159 0 0 0 0 0 0 0 0 0 0 56 40 0 96 0 0 97 38 53 0 188 0 0 443 Hourly Total 158 376 0 0 534 0 0 0 0 0 0 0 0 0 0 154 134 0 288 0 0 235 224 137 0 596 0 0 1418 08:00 27 131 0 0 158 0 0 0 0 0 0 0 0 0 0 51 31 0 82 0 0 81 33 42 0 156 0 0 396 08:15 30 118 0 0 148 0 0 0 0 0 0 0 0 0 0 38 24 0 62 0 0 67 18 67 0 152 0 0 362 08:30 42 92 0 0 134 0 0 0 0 0 0 0 0 0 0 41 25 0 66 0 0 64 20 32 0 116 0 1 316 08:45 33 87 0 0 120 0 0 0 0 0 0 0 0 0 0 34 18 0 52 0 0 110 22 45 0 177 0 0 349 Hourly Total 132 428 0 0 560 0 0 0 0 0 0 0 0 0 0 164 98 0 262 0 0 322 93 186 0 601 0 1 1423 16:00 35 42 0 0 77 0 0 0 0 0 0 0 0 0 0 40 94 0 134 0 0 51 32 22 0 105 0 1 316 16:15 35 43 0 0 78 0 0 0 0 0 0 0 0 0 0 26 82 0 108 0 0 30 16 16 0 62 0 0 248 16:30 43 41 0 0 84 0 0 0 0 0 0 0 0 0 0 66 90 0 156 0 0 28 12 20 0 60 0 0 300 16:45 39 37 0 0 76 0 0 0 0 0 0 0 0 0 0 49 73 0 122 0 0 68 7 31 0 106 0 0 304 Hourly Total 152 163 0 0 315 0 0 0 0 0 0 0 0 0 0 181 339 0 520 0 0 177 67 89 0 333 0 1 1168 17:00 61 47 0 0 108 0 0 0 0 0 0 0 0 0 0 92 222 0 314 0 0 46 11 18 0 75 2 0 497 17:15 42 34 0 0 76 0 0 0 0 0 0 0 0 0 0 93 124 0 217 0 0 71 41 24 0 136 0 0 429 17:30 82 45 0 0 127 0 0 0 0 0 0 0 0 0 0 56 89 0 145 0 0 45 34 17 0 96 0 0 368 17:45 47 48 0 0 95 0 0 0 0 0 0 0 0 0 0 47 52 0 99 0 0 48 6 17 0 71 0 0 265 Hourly Total 232 174 0 0 406 0 0 0 0 0 0 0 0 0 0 288 487 0 775 0 0 210 92 76 0 378 2 0 1559 Grand Total 674 1141 0 0 1815 0 0 0 0 0 0 0 0 0 0 787 1058 0 1845 0 0 944 476 488 0 1908 2 2 5568 approach %37 62 0 0 99 0 0 0 0 0 0 0 0 0 0 42 57 0 99 0 0 49 24 25 0 98 0 0 296 Total %12 20 0 0 32 0 0 0 0 0 0 0 0 0 0 14 19 0 33 0 0 16 8 8 0 34 0 0 100 Lights 660 1132 0 0 1792 0 0 0 0 0 0 0 0 0 0 778 1052 0 1830 0 0 937 470 485 0 1892 0 0 5514 Lights %97 99 0 0 98 0 0 0 0 0 0 0 0 0 0 98 99 0 99 0 0 99 98 99 0 99 0 0 99 Mediums 13 8 0 0 21 0 0 0 0 0 0 0 0 0 0 8 6 0 14 0 0 7 5 3 0 15 0 0 50 Mediums %1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 Articulated Trucks 1 1 0 0 2 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 1 0 0 1 0 0 4 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 0 0 0 Bicycles on Road 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 0 0 0 Bicycles on Road %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 0 0 0 Ped 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 2 2 0 Ped %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 0 100 0 0 Pcl 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 0 0 0 Pcl %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 0 0 0 Page No - 6 A. SH 114 EBFR @ SOLANA BLVD 32.9818460012394, -97.16780765014668 2025-02-13 Turning Movement Data Plot Page No - 7 A. SH 114 EBFR @ SOLANA BLVD 32.9818460012394, -97.16780765014668 2025-02-13 Peak AM Class Breakdown Leg SOLANA BLVD SH 114 EBFR SOLANA BLVD SH 114 EBFR Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Int Total 07:30:00 50 116 0 0 166 0 0 0 0 0 0 0 0 0 0 41 40 0 81 0 0 62 81 40 0 183 0 0 430 07:45:00 30 129 0 0 159 0 0 0 0 0 0 0 0 0 0 56 40 0 96 0 0 97 38 53 0 188 0 0 443 08:00:00 27 131 0 0 158 0 0 0 0 0 0 0 0 0 0 51 31 0 82 0 0 81 33 42 0 156 0 0 396 08:15:00 30 118 0 0 148 0 0 0 0 0 0 0 0 0 0 38 24 0 62 0 0 67 18 67 0 152 0 0 362 Grand Total 137 494 0 0 631 0 0 0 0 0 0 0 0 0 0 186 135 0 321 0 0 307 170 202 0 679 0 0 1631 approach %21 78 0 0 99 0 0 0 0 0 0 0 0 0 0 57 42 0 99 0 0 45 25 29 0 99 0 0 297 Total %8 30 0 0 39 0 0 0 0 0 0 0 0 0 0 11 8 0 20 0 0 19 10 12 0 42 0 0 100 Lights 134 491 0 0 625 0 0 0 0 0 0 0 0 0 0 186 131 0 317 0 0 303 168 202 0 673 0 0 1615 Lights %98 99 0 0 99 0 0 0 0 0 0 0 0 0 0 100 97 0 99 0 0 99 99 100 0 99 0 0 99 Mediums 3 2 0 0 5 0 0 0 0 0 0 0 0 0 0 0 4 0 4 0 0 4 2 0 0 6 0 0 15 Mediums %2 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 3 0 1 0 0 1 1 0 0 1 0 0 1 Articulated Trucks 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 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 0 0 0 Bicycles on Road 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 0 0 0 Bicycles on Road %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 0 0 0 Ped 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 0 0 0 Ped %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 0 0 0 Pcl 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 0 0 0 Pcl %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 0 0 0 PHF 0.68 0.94 0.0 0.0 0.95 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.83 0.84 0.0 0.84 0.0 0.0 0.79 0.52 0.75 0.0 0.9 0.0 0.0 0.92 Page No - 8 A. SH 114 EBFR @ SOLANA BLVD 32.9818460012394, -97.16780765014668 2025-02-13 AM Peak Turning Movement Data Summary Page No - 9 A. SH 114 EBFR @ SOLANA BLVD 32.9818460012394, -97.16780765014668 2025-02-13 Peak PM Class Breakdown Leg SOLANA BLVD SH 114 EBFR SOLANA BLVD SH 114 EBFR Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Int Total 16:45:00 39 37 0 0 76 0 0 0 0 0 0 0 0 0 0 49 73 0 122 0 0 68 7 31 0 106 0 0 304 17:00:00 61 47 0 0 108 0 0 0 0 0 0 0 0 0 0 92 222 0 314 0 0 46 11 18 0 75 2 0 497 17:15:00 42 34 0 0 76 0 0 0 0 0 0 0 0 0 0 93 124 0 217 0 0 71 41 24 0 136 0 0 429 17:30:00 82 45 0 0 127 0 0 0 0 0 0 0 0 0 0 56 89 0 145 0 0 45 34 17 0 96 0 0 368 Grand Total 224 163 0 0 387 0 0 0 0 0 0 0 0 0 0 290 508 0 798 0 0 230 93 90 0 413 2 0 1598 approach %57 42 0 0 99 0 0 0 0 0 0 0 0 0 0 36 63 0 99 0 0 55 22 21 0 98 0 0 296 Total %14 10 0 0 24 0 0 0 0 0 0 0 0 0 0 18 32 0 50 0 0 14 6 6 0 26 0 0 100 Lights 219 162 0 0 381 0 0 0 0 0 0 0 0 0 0 288 508 0 796 0 0 228 91 89 0 408 0 0 1585 Lights %98 99 0 0 98 0 0 0 0 0 0 0 0 0 0 99 100 0 100 0 0 99 98 99 0 99 0 0 99 Mediums 5 1 0 0 6 0 0 0 0 0 0 0 0 0 0 2 0 0 2 0 0 2 1 1 0 4 0 0 12 Mediums %2 1 0 0 2 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 1 1 0 1 0 0 1 Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 1 Articulated Trucks %0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 Bicycles on Road 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 0 0 0 Bicycles on Road %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 0 0 0 Ped 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 2 0 0 Ped %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 0 100 0 0 Pcl 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 0 0 0 Pcl %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 0 0 0 PHF 0.68 0.87 0.0 0.0 0.76 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.78 0.57 0.0 0.64 0.0 0.0 0.81 0.57 0.73 0.0 0.76 0.25 0.0 0.8 Page No - 10 A. SH 114 EBFR @ SOLANA BLVD 32.9818460012394, -97.16780765014668 2025-02-13 PM Peak Turning Movement Data Summary Page No - 11 SUMMARY Project D SZCZESNY - ROANOKE - KIRKWOOD BLVD & SH 114 FR - DUNAWAY Project Code 19C Site Name B. SH 114 WBFR @ KIRKWOOD BLVD Legs and Movements All Processed Legs & Movements Count Interval 15 Start Time 07:00 End Time 17:45 Location B. SH 114 WBFR @ KIRKWOOD BLVD Latitude and Longitude (32.982245, -97.166744) START END PHF AM PEAK PM PEAK Mid-Day PEAK Forced Peak AM Forced Peak PM 2025-02-13 07:30:00 2025-02-13 08:30:00 0.91 2025-02-13 16:45:00 2025-02-13 17:45:00 0.95 Page No - 1 B. SH 114 WBFR @ KIRKWOOD BLVD 32.98224464892129, -97.16674440700247 2025-02-13 Lights Leg SOLANA BLVD SH 114 WBFR SOLANA BLVD SH 114 WBFR Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW 07:00 0 40 2 0 0 0 54 12 8 0 0 0 34 28 0 0 0 0 0 0 0 0 0 0 07:15 0 44 6 0 0 0 69 21 10 0 0 0 35 34 0 0 0 0 0 0 0 0 0 0 07:30 0 70 8 0 0 0 94 17 21 0 0 0 49 51 0 0 0 0 0 0 0 0 0 0 07:45 0 46 5 0 0 0 116 27 28 0 0 0 77 73 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 200 21 0 0 0 333 77 67 0 0 0 195 186 0 0 0 0 0 0 0 0 0 0 08:00 0 44 2 0 0 0 110 35 30 0 0 0 56 78 0 0 0 0 0 0 0 0 0 0 08:15 0 45 6 0 0 0 106 30 25 0 0 0 35 66 0 0 0 0 0 0 0 0 0 0 08:30 0 48 6 0 0 0 81 29 21 0 0 0 51 58 0 1 0 0 0 0 0 0 0 0 08:45 0 37 3 0 0 0 82 23 23 0 0 0 47 97 0 1 0 0 0 0 0 0 0 0 Hourly Total 0 174 17 0 0 0 379 117 99 0 0 0 189 299 0 2 0 0 0 0 0 0 0 0 16:00 0 42 55 0 0 0 32 49 6 0 0 0 79 14 0 0 0 0 0 0 0 0 0 0 16:15 0 53 63 0 0 0 22 54 3 0 0 0 42 14 0 0 0 0 0 0 0 0 0 0 16:30 0 56 76 0 0 0 27 79 6 0 0 0 81 13 0 0 0 0 0 0 0 0 0 0 16:45 0 58 73 0 0 0 18 67 3 0 0 0 94 17 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 209 267 0 0 0 99 249 18 0 0 0 296 58 0 0 0 0 0 0 0 0 0 0 17:00 0 83 83 0 0 0 24 64 4 0 0 0 132 10 0 0 0 0 0 0 0 0 0 0 17:15 0 56 63 0 0 0 19 95 3 0 0 0 122 34 0 0 0 0 0 0 0 0 0 0 17:30 0 102 72 0 0 0 25 94 1 0 0 0 97 12 0 0 0 0 0 0 0 0 0 0 17:45 0 64 44 0 0 0 32 95 2 0 0 0 78 10 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 305 262 0 0 0 100 348 10 0 0 0 429 66 0 0 0 0 0 0 0 0 0 0 Total 0 888 567 0 0 0 911 791 194 0 0 0 1109 609 0 2 0 0 0 0 0 0 0 0 Page No - 2 B. SH 114 WBFR @ KIRKWOOD BLVD 32.98224464892129, -97.16674440700247 2025-02-13 Mediums Leg SOLANA BLVD SH 114 WBFR SOLANA BLVD SH 114 WBFR Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW 07:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 0 1 0 0 0 0 1 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 07:30 0 2 0 0 0 0 0 2 1 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 07:45 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 4 0 0 0 0 1 2 1 0 0 0 3 3 0 0 0 0 0 0 0 0 0 0 08:00 0 1 0 0 0 0 0 2 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 08:15 0 0 0 0 0 0 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 0 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 2 0 0 0 0 1 5 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 16:00 0 0 2 0 0 0 2 1 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 16:15 0 4 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 1 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 4 2 0 0 0 4 1 0 0 0 0 5 0 0 0 0 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 2 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 17:15 0 2 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 17:30 0 0 1 0 0 0 1 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 17:45 0 0 1 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 2 2 0 0 0 3 4 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 0 Total 0 12 4 0 0 0 9 12 1 0 0 0 11 4 0 0 0 0 0 0 0 0 0 0 Page No - 3 B. SH 114 WBFR @ KIRKWOOD BLVD 32.98224464892129, -97.16674440700247 2025-02-13 Articulated Trucks Leg SOLANA BLVD SH 114 WBFR SOLANA BLVD SH 114 WBFR Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW 07:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 16:00 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 1 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 1 0 0 0 0 1 2 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 Page No - 4 B. SH 114 WBFR @ KIRKWOOD BLVD 32.98224464892129, -97.16674440700247 2025-02-13 Bicycles on Road Leg SOLANA BLVD SH 114 WBFR SOLANA BLVD SH 114 WBFR Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW 07:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 Page No - 5 B. SH 114 WBFR @ KIRKWOOD BLVD 32.98224464892129, -97.16674440700247 2025-02-13 Total Volume Class Breakdown Leg SOLANA BLVD SH 114 WBFR SOLANA BLVD SH 114 WBFR Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Int Total 07:00 0 40 2 0 42 0 0 54 12 8 0 74 0 0 34 28 0 0 62 0 0 0 0 0 0 0 0 0 178 07:15 0 45 6 0 51 0 0 70 21 10 0 101 0 0 35 37 0 0 72 0 0 0 0 0 0 0 0 0 224 07:30 0 72 8 0 80 0 0 95 19 22 0 136 0 0 51 51 0 0 102 0 0 0 0 0 0 0 0 0 318 07:45 0 47 5 0 52 0 0 116 27 28 0 171 0 0 78 73 0 0 151 1 0 0 0 0 0 0 0 0 374 Hourly Total 0 204 21 0 225 0 0 335 79 68 0 482 0 0 198 189 0 0 387 1 0 0 0 0 0 0 0 0 1094 08:00 0 45 2 0 47 0 0 110 37 30 0 177 0 0 57 78 0 0 135 0 0 0 0 0 0 0 0 0 359 08:15 0 45 6 0 51 1 1 107 32 25 0 164 0 0 35 66 0 0 101 0 0 0 0 0 0 0 0 0 316 08:30 0 49 6 0 55 0 0 81 30 21 0 132 0 0 51 58 0 1 110 0 0 0 0 0 0 0 0 0 297 08:45 0 37 3 0 40 0 0 82 23 23 0 128 0 0 47 98 0 1 146 0 0 0 0 0 0 0 0 0 314 Hourly Total 0 176 17 0 193 1 1 380 122 99 0 601 0 0 190 300 0 2 492 0 0 0 0 0 0 0 0 0 1286 16:00 0 43 57 0 100 0 0 34 50 6 0 90 0 0 81 14 0 0 95 0 0 0 0 0 0 0 0 0 285 16:15 0 57 63 0 120 0 0 23 54 3 0 80 0 0 42 14 0 0 56 0 0 0 0 0 0 0 0 0 256 16:30 0 56 76 0 132 0 0 27 81 6 0 114 0 0 82 13 0 0 95 0 0 0 0 0 0 0 0 0 341 16:45 0 58 73 0 131 0 0 19 67 3 0 89 0 0 96 17 0 0 113 0 0 0 0 0 0 0 0 0 333 Hourly Total 0 214 269 0 483 0 0 103 252 18 0 373 0 0 301 58 0 0 359 0 0 0 0 0 0 0 0 0 1215 17:00 0 83 83 0 166 0 0 26 65 4 0 95 0 0 132 11 0 0 143 0 0 0 0 0 0 0 1 0 404 17:15 0 58 63 0 121 0 0 19 95 3 0 117 0 0 123 35 0 0 158 0 0 0 0 0 0 0 1 0 396 17:30 0 102 73 0 175 0 0 26 95 1 0 122 0 0 98 12 0 0 110 0 0 0 0 0 0 0 0 0 407 17:45 0 64 45 0 109 0 0 32 97 2 0 131 0 0 78 10 0 0 88 0 0 0 0 0 0 0 0 0 328 Hourly Total 0 307 264 0 571 0 0 103 352 10 0 465 0 0 431 68 0 0 499 0 0 0 0 0 0 0 2 0 1535 Grand Total 0 901 571 0 1472 1 1 921 805 195 0 1921 0 0 1120 615 0 2 1737 1 0 0 0 0 0 0 2 0 5130 approach %0 61 38 0 99 0 0 47 41 10 0 98 0 0 64 35 0 0 99 0 0 0 0 0 0 0 0 0 296 Total %0 17 11 0 28 0 0 17 15 3 0 37 0 0 21 11 0 0 33 0 0 0 0 0 0 0 0 0 100 Lights 0 888 567 0 1455 0 0 911 791 194 0 1896 0 0 1109 609 0 2 1720 0 0 0 0 0 0 0 0 0 5071 Lights %0 98 99 0 98 0 0 98 98 99 0 98 0 0 99 99 0 100 99 0 0 0 0 0 0 0 0 0 98 Mediums 0 12 4 0 16 0 0 9 12 1 0 22 0 0 11 4 0 0 15 0 0 0 0 0 0 0 0 0 53 Mediums %0 1 0 0 1 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Articulated Trucks 0 1 0 0 1 0 0 1 2 0 0 3 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 5 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 0 0 0 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 1 Bicycles on Road %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 0 0 0 Ped 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 2 0 0 Ped %0 0 0 0 0 100 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0 0 0 0 0 0 100 0 0 Pcl 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 0 0 0 Pcl %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 0 0 0 Page No - 6 B. SH 114 WBFR @ KIRKWOOD BLVD 32.98224464892129, -97.16674440700247 2025-02-13 Turning Movement Data Plot Page No - 7 B. SH 114 WBFR @ KIRKWOOD BLVD 32.98224464892129, -97.16674440700247 2025-02-13 Peak AM Class Breakdown Leg SOLANA BLVD SH 114 WBFR SOLANA BLVD SH 114 WBFR Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Int Total 07:30:00 0 72 8 0 80 0 0 95 19 22 0 136 0 0 51 51 0 0 102 0 0 0 0 0 0 0 0 0 318 07:45:00 0 47 5 0 52 0 0 116 27 28 0 171 0 0 78 73 0 0 151 1 0 0 0 0 0 0 0 0 374 08:00:00 0 45 2 0 47 0 0 110 37 30 0 177 0 0 57 78 0 0 135 0 0 0 0 0 0 0 0 0 359 08:15:00 0 45 6 0 51 1 1 107 32 25 0 164 0 0 35 66 0 0 101 0 0 0 0 0 0 0 0 0 316 Grand Total 0 209 21 0 230 1 1 428 115 105 0 648 0 0 221 268 0 0 489 1 0 0 0 0 0 0 0 0 1367 approach %0 90 9 0 99 0 0 66 17 16 0 99 0 0 45 54 0 0 99 0 0 0 0 0 0 0 0 0 297 Total %0 15 2 0 17 0 0 31 8 8 0 47 0 0 16 20 0 0 36 0 0 0 0 0 0 0 0 0 100 Lights 0 205 21 0 226 0 0 426 109 104 0 639 0 0 217 268 0 0 485 0 0 0 0 0 0 0 0 0 1350 Lights %0 98 100 0 98 0 0 100 95 99 0 99 0 0 98 100 0 0 99 0 0 0 0 0 0 0 0 0 99 Mediums 0 4 0 0 4 0 0 1 6 1 0 8 0 0 4 0 0 0 4 0 0 0 0 0 0 0 0 0 16 Mediums %0 2 0 0 2 0 0 0 5 1 0 1 0 0 2 0 0 0 1 0 0 0 0 0 0 0 0 0 1 Articulated Trucks 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 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 0 0 0 Bicycles on Road 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 0 0 0 Bicycles on Road %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 0 0 0 Ped 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 Ped %0 0 0 0 0 100 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0 0 0 0 0 0 0 0 0 Pcl 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 0 0 0 Pcl %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 0 0 0 PHF 0.0 0.73 0.66 0.0 0.72 0.25 0.25 0.92 0.78 0.88 0.0 0.92 0.0 0.0 0.71 0.86 0.0 0.0 0.81 0.25 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.91 Page No - 8 B. SH 114 WBFR @ KIRKWOOD BLVD 32.98224464892129, -97.16674440700247 2025-02-13 AM Peak Turning Movement Data Summary Page No - 9 B. SH 114 WBFR @ KIRKWOOD BLVD 32.98224464892129, -97.16674440700247 2025-02-13 Peak PM Class Breakdown Leg SOLANA BLVD SH 114 WBFR SOLANA BLVD SH 114 WBFR Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Int Total 16:45:00 0 58 73 0 131 0 0 19 67 3 0 89 0 0 96 17 0 0 113 0 0 0 0 0 0 0 0 0 333 17:00:00 0 83 83 0 166 0 0 26 65 4 0 95 0 0 132 11 0 0 143 0 0 0 0 0 0 0 1 0 404 17:15:00 0 58 63 0 121 0 0 19 95 3 0 117 0 0 123 35 0 0 158 0 0 0 0 0 0 0 1 0 396 17:30:00 0 102 73 0 175 0 0 26 95 1 0 122 0 0 98 12 0 0 110 0 0 0 0 0 0 0 0 0 407 Grand Total 0 301 292 0 593 0 0 90 322 11 0 423 0 0 449 75 0 0 524 0 0 0 0 0 0 0 2 0 1540 approach %0 50 49 0 99 0 0 21 76 2 0 99 0 0 85 14 0 0 99 0 0 0 0 0 0 0 0 0 297 Total %0 20 19 0 39 0 0 6 21 1 0 27 0 0 29 5 0 0 34 0 0 0 0 0 0 0 0 0 100 Lights 0 299 291 0 590 0 0 86 320 11 0 417 0 0 445 73 0 0 518 0 0 0 0 0 0 0 0 0 1525 Lights %0 99 100 0 99 0 0 96 99 100 0 99 0 0 99 97 0 0 99 0 0 0 0 0 0 0 0 0 99 Mediums 0 2 1 0 3 0 0 4 2 0 0 6 0 0 4 1 0 0 5 0 0 0 0 0 0 0 0 0 14 Mediums %0 1 0 0 1 0 0 4 1 0 0 1 0 0 1 1 0 0 1 0 0 0 0 0 0 0 0 0 1 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 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 0 0 0 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 1 Bicycles on Road %0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped 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 2 0 0 Ped %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 0 100 0 0 Pcl 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 0 0 0 Pcl %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 0 0 0 PHF 0.0 0.74 0.88 0.0 0.85 0.0 0.0 0.87 0.85 0.69 0.0 0.87 0.0 0.0 0.85 0.54 0.0 0.0 0.83 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.95 Page No - 10 B. SH 114 WBFR @ KIRKWOOD BLVD 32.98224464892129, -97.16674440700247 2025-02-13 PM Peak Turning Movement Data Summary Page No - 11 SUMMARY Project D SZCZESNY - ROANOKE - KIRKWOOD BLVD & SH 114 FR - DUNAWAY Project Code 19C Site Name C. KIRKWOOD BLVD @ EXISTING MEDIAN Legs and Movements All Processed Legs & Movements Count Interval 15 Start Time 07:00 End Time 17:45 Location C. KIRKWOOD BLVD @ EXISTING MEDIAN Latitude and Longitude (32.982791, -97.165292) START END PHF AM PEAK PM PEAK Mid-Day PEAK Forced Peak AM Forced Peak PM 2025-02-13 07:30:00 2025-02-13 08:30:00 0.97 2025-02-13 16:45:00 2025-02-13 17:45:00 0.91 Page No - 1 C. KIRKWOOD BLVD @ EXISTING MEDIAN 32.98279117572953, -97.16529207026348 2025-02-13 Lights Leg KIRKWOOD BLVD N/A KIRKWOOD BLVD EXISTING MEDIAN Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW 07:00 0 47 0 0 0 0 0 0 0 0 0 0 3 33 0 0 0 0 0 0 1 0 0 0 07:15 0 49 1 0 0 0 0 0 0 0 0 0 7 37 0 0 0 0 0 0 0 0 0 0 07:30 0 76 2 0 0 0 0 0 0 0 0 0 17 54 0 0 0 0 0 0 3 0 0 0 07:45 0 50 2 0 0 0 0 0 0 0 0 0 33 66 0 0 0 0 0 0 2 0 0 0 Hourly Total 0 222 5 0 0 0 0 0 0 0 0 0 60 190 0 0 0 0 0 0 6 0 0 0 08:00 0 40 2 0 0 0 0 0 0 0 0 0 24 88 0 1 0 0 0 0 0 0 0 0 08:15 0 48 1 0 0 0 0 0 0 0 0 0 14 75 0 1 0 0 0 0 4 0 0 0 08:30 0 45 2 0 0 0 0 0 0 0 0 0 12 69 0 1 0 0 1 0 4 0 0 0 08:45 0 40 1 0 0 0 0 0 0 0 0 0 28 88 0 0 0 0 0 0 4 0 0 0 Hourly Total 0 173 6 0 0 0 0 0 0 0 0 0 78 320 0 3 0 0 1 0 12 0 0 0 16:00 0 94 1 0 0 0 0 0 0 0 0 0 2 16 0 1 0 0 0 0 9 0 0 0 16:15 0 109 0 0 0 0 0 0 0 0 0 0 1 16 0 0 0 0 0 0 4 0 0 0 16:30 0 124 0 0 0 0 0 0 0 0 0 0 3 16 0 0 0 0 0 0 8 0 0 0 16:45 0 122 0 0 0 0 0 0 0 0 0 0 1 19 0 0 0 0 0 0 9 0 0 0 Hourly Total 0 449 1 0 0 0 0 0 0 0 0 0 7 67 0 1 0 0 0 0 30 0 0 0 17:00 0 120 0 0 0 0 0 0 0 0 0 0 1 13 0 0 0 0 1 0 39 0 0 0 17:15 0 111 3 0 0 0 0 0 0 0 0 0 2 33 0 1 0 0 0 0 13 0 0 0 17:30 0 126 1 0 0 0 0 0 0 0 0 0 1 13 0 0 0 0 3 0 42 0 0 0 17:45 0 83 0 0 0 0 0 0 0 0 0 0 1 10 0 1 0 0 0 0 22 0 0 0 Hourly Total 0 440 4 0 0 0 0 0 0 0 0 0 5 69 0 2 0 0 4 0 116 0 0 0 Total 0 1284 16 0 0 0 0 0 0 0 0 0 150 646 0 6 0 0 5 0 164 0 0 0 Page No - 2 C. KIRKWOOD BLVD @ EXISTING MEDIAN 32.98279117572953, -97.16529207026348 2025-02-13 Mediums Leg KIRKWOOD BLVD N/A KIRKWOOD BLVD EXISTING MEDIAN Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW 07:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 0 1 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 07:30 0 2 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 07:45 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 4 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 08:00 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:00 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 17:15 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:30 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 Hourly Total 0 2 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 Total 0 15 0 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 1 0 0 0 Page No - 3 C. KIRKWOOD BLVD @ EXISTING MEDIAN 32.98279117572953, -97.16529207026348 2025-02-13 Articulated Trucks Leg KIRKWOOD BLVD N/A KIRKWOOD BLVD EXISTING MEDIAN Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW 07:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 16:00 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 Page No - 4 C. KIRKWOOD BLVD @ EXISTING MEDIAN 32.98279117572953, -97.16529207026348 2025-02-13 Bicycles on Road Leg KIRKWOOD BLVD N/A KIRKWOOD BLVD EXISTING MEDIAN Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW 07:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 Page No - 5 C. KIRKWOOD BLVD @ EXISTING MEDIAN 32.98279117572953, -97.16529207026348 2025-02-13 Total Volume Class Breakdown Leg KIRKWOOD BLVD N/A KIRKWOOD BLVD EXISTING MEDIAN Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Int Total 07:00 0 47 0 0 47 0 0 0 0 0 0 0 0 0 3 33 0 0 36 0 0 0 0 1 0 1 0 0 84 07:15 0 50 1 0 51 0 0 0 0 0 0 0 0 0 7 40 0 0 47 0 0 0 0 0 0 0 0 0 98 07:30 0 78 2 0 80 0 0 0 0 0 0 0 0 0 17 55 0 0 72 0 0 0 0 3 0 3 0 0 155 07:45 0 51 2 0 53 0 0 0 0 0 0 0 0 0 33 66 0 0 99 0 0 0 0 2 0 2 0 0 154 Hourly Total 0 226 5 0 231 0 0 0 0 0 0 0 0 0 60 194 0 0 254 0 0 0 0 6 0 6 0 0 491 08:00 0 41 2 0 43 0 0 0 0 0 0 0 0 0 24 88 0 1 113 0 0 0 0 0 0 0 0 0 156 08:15 0 48 1 0 49 0 0 0 0 0 0 0 0 0 14 75 0 1 90 0 0 0 0 4 0 4 0 0 143 08:30 0 46 2 0 48 0 0 0 0 0 0 0 0 0 12 69 0 1 82 0 0 1 0 4 0 5 0 0 135 08:45 0 40 1 0 41 0 0 0 0 0 0 0 0 0 28 89 0 0 117 0 0 0 0 4 0 4 0 0 162 Hourly Total 0 175 6 0 181 0 0 0 0 0 0 0 0 0 78 321 0 3 402 0 0 1 0 12 0 13 0 0 596 16:00 0 97 1 0 98 0 0 0 0 0 0 0 0 0 2 16 0 1 19 0 0 0 0 9 0 9 0 0 126 16:15 0 113 0 0 113 0 0 0 0 0 0 0 0 0 1 16 0 0 17 0 0 0 0 4 0 4 0 0 134 16:30 0 124 0 0 124 0 0 0 0 0 0 0 0 0 3 16 0 0 19 0 0 0 0 8 0 8 0 0 151 16:45 0 123 0 0 123 0 0 0 0 0 0 0 0 0 1 19 0 0 20 0 0 0 0 9 0 9 0 0 152 Hourly Total 0 457 1 0 458 0 0 0 0 0 0 0 0 0 7 67 0 1 75 0 0 0 0 30 0 30 0 0 563 17:00 0 120 0 0 120 0 0 0 0 0 0 0 0 0 1 14 0 0 15 0 0 1 0 39 0 40 0 0 175 17:15 0 112 3 0 115 0 0 0 0 0 0 0 0 0 2 34 0 1 37 0 0 0 0 13 0 13 0 0 165 17:30 0 127 1 0 128 0 0 0 0 0 0 0 0 0 1 13 0 0 14 0 0 3 0 42 0 45 0 0 187 17:45 0 83 0 0 83 0 0 0 0 0 0 0 0 0 1 10 0 1 12 0 0 0 0 23 0 23 0 0 118 Hourly Total 0 442 4 0 446 0 0 0 0 0 0 0 0 0 5 71 0 2 78 0 0 4 0 117 0 121 0 0 645 Grand Total 0 1300 16 0 1316 0 0 0 0 0 0 0 0 0 150 653 0 6 809 0 0 5 0 165 0 170 0 0 2295 approach %0 98 1 0 99 0 0 0 0 0 0 0 0 0 18 80 0 0 98 0 0 2 0 97 0 99 0 0 296 Total %0 56 0 0 57 0 0 0 0 0 0 0 0 0 6 28 0 0 35 0 0 0 0 7 0 7 0 0 100 Lights 0 1284 16 0 1300 0 0 0 0 0 0 0 0 0 150 646 0 6 802 0 0 5 0 164 0 169 0 0 2271 Lights %0 98 100 0 98 0 0 0 0 0 0 0 0 0 100 98 0 100 99 0 0 100 0 99 0 99 0 0 98 Mediums 0 15 0 0 15 0 0 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 1 0 1 0 0 21 Mediums %0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Articulated Trucks 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 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 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 1 Bicycles on Road %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 0 0 0 Ped 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 0 0 0 Ped %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 0 0 0 Pcl 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 0 0 0 Pcl %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 0 0 0 Page No - 6 C. KIRKWOOD BLVD @ EXISTING MEDIAN 32.98279117572953, -97.16529207026348 2025-02-13 Turning Movement Data Plot Page No - 7 C. KIRKWOOD BLVD @ EXISTING MEDIAN 32.98279117572953, -97.16529207026348 2025-02-13 Peak AM Class Breakdown Leg KIRKWOOD BLVD N/A KIRKWOOD BLVD EXISTING MEDIAN Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Int Total 07:30:00 0 78 2 0 80 0 0 0 0 0 0 0 0 0 17 55 0 0 72 0 0 0 0 3 0 3 0 0 155 07:45:00 0 51 2 0 53 0 0 0 0 0 0 0 0 0 33 66 0 0 99 0 0 0 0 2 0 2 0 0 154 08:00:00 0 41 2 0 43 0 0 0 0 0 0 0 0 0 24 88 0 1 113 0 0 0 0 0 0 0 0 0 156 08:15:00 0 48 1 0 49 0 0 0 0 0 0 0 0 0 14 75 0 1 90 0 0 0 0 4 0 4 0 0 143 Grand Total 0 218 7 0 225 0 0 0 0 0 0 0 0 0 88 284 0 2 374 0 0 0 0 9 0 9 0 0 608 approach %0 96 3 0 99 0 0 0 0 0 0 0 0 0 23 75 0 0 98 0 0 0 0 100 0 100 0 0 297 Total %0 36 1 0 37 0 0 0 0 0 0 0 0 0 14 47 0 0 62 0 0 0 0 1 0 1 0 0 100 Lights 0 214 7 0 221 0 0 0 0 0 0 0 0 0 88 283 0 2 373 0 0 0 0 9 0 9 0 0 603 Lights %0 98 100 0 98 0 0 0 0 0 0 0 0 0 100 100 0 100 100 0 0 0 0 100 0 100 0 0 99 Mediums 0 4 0 0 4 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 5 Mediums %0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 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 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 0 0 0 Bicycles on Road 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 0 0 0 Bicycles on Road %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 0 0 0 Ped 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 0 0 0 Ped %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 0 0 0 Pcl 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 0 0 0 Pcl %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 0 0 0 PHF 0.0 0.7 0.88 0.0 0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.67 0.81 0.0 0.5 0.83 0.0 0.0 0.0 0.0 0.56 0.0 0.56 0.0 0.0 0.97 Page No - 8 C. KIRKWOOD BLVD @ EXISTING MEDIAN 32.98279117572953, -97.16529207026348 2025-02-13 AM Peak Turning Movement Data Summary Page No - 9 C. KIRKWOOD BLVD @ EXISTING MEDIAN 32.98279117572953, -97.16529207026348 2025-02-13 Peak PM Class Breakdown Leg KIRKWOOD BLVD N/A KIRKWOOD BLVD EXISTING MEDIAN Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Int Total 16:45:00 0 123 0 0 123 0 0 0 0 0 0 0 0 0 1 19 0 0 20 0 0 0 0 9 0 9 0 0 152 17:00:00 0 120 0 0 120 0 0 0 0 0 0 0 0 0 1 14 0 0 15 0 0 1 0 39 0 40 0 0 175 17:15:00 0 112 3 0 115 0 0 0 0 0 0 0 0 0 2 34 0 1 37 0 0 0 0 13 0 13 0 0 165 17:30:00 0 127 1 0 128 0 0 0 0 0 0 0 0 0 1 13 0 0 14 0 0 3 0 42 0 45 0 0 187 Grand Total 0 482 4 0 486 0 0 0 0 0 0 0 0 0 5 80 0 1 86 0 0 4 0 103 0 107 0 0 679 approach %0 99 0 0 99 0 0 0 0 0 0 0 0 0 5 93 0 1 99 0 0 3 0 96 0 99 0 0 297 Total %0 71 1 0 72 0 0 0 0 0 0 0 0 0 1 12 0 0 13 0 0 1 0 15 0 16 0 0 100 Lights 0 479 4 0 483 0 0 0 0 0 0 0 0 0 5 78 0 1 84 0 0 4 0 103 0 107 0 0 674 Lights %0 99 100 0 99 0 0 0 0 0 0 0 0 0 100 98 0 100 98 0 0 100 0 100 0 100 0 0 99 Mediums 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 4 Mediums %0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 1 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 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 0 0 0 Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 1 Bicycles on Road %0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 Ped 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 0 0 0 Ped %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 0 0 0 Pcl 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 0 0 0 Pcl %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 0 0 0 PHF 0.0 0.95 0.33 0.0 0.95 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.62 0.59 0.0 0.25 0.58 0.0 0.0 0.33 0.0 0.61 0.0 0.59 0.0 0.0 0.91 Page No - 10 C. KIRKWOOD BLVD @ EXISTING MEDIAN 32.98279117572953, -97.16529207026348 2025-02-13 PM Peak Turning Movement Data Summary Page No - 11 SUMMARY Project D SZCZESNY - ROANOKE - KIRKWOOD BLVD & SH 114 FR - DUNAWAY Project Code 19C Site Name D. KIRKWOOD BLVD @ TW KING RD Legs and Movements All Processed Legs & Movements Count Interval 15 Start Time 07:00 End Time 17:45 Location D. KIRKWOOD BLVD @ TW KING RD Latitude and Longitude (32.982954, -97.163883) START END PHF AM PEAK PM PEAK Mid-Day PEAK Forced Peak AM Forced Peak PM 2025-02-13 07:30:00 2025-02-13 08:30:00 0.94 2025-02-13 16:45:00 2025-02-13 17:45:00 0.94 Page No - 1 D. KIRKWOOD BLVD @ TW KING RD 32.98295354526164, -97.16388294281946 2025-02-13 Lights Leg KIRKWOOD BLVD TW KING RD KIRKWOOD BLVD TW KING RD Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW 07:00 0 3 0 0 0 0 1 0 0 0 0 0 8 19 3 0 0 0 4 0 46 0 0 0 07:15 0 8 5 0 0 0 1 0 0 0 0 0 9 27 4 0 0 0 10 0 41 0 0 0 07:30 0 18 6 0 0 0 0 0 0 0 0 0 11 36 4 0 0 0 27 0 60 0 0 0 07:45 0 12 8 0 0 0 1 0 0 0 0 0 15 42 11 0 0 0 26 1 39 0 0 0 Hourly Total 0 41 19 0 0 0 3 0 0 0 0 0 43 124 22 0 0 0 67 1 186 0 0 0 08:00 0 7 10 0 0 0 0 0 0 0 0 0 22 55 11 0 0 0 11 2 35 0 0 0 08:15 0 12 8 0 0 0 0 0 0 0 0 0 14 44 15 0 0 0 9 0 37 0 0 0 08:30 0 11 5 0 0 0 0 0 0 0 0 0 13 44 14 0 0 0 16 1 36 0 0 0 08:45 0 5 7 0 0 0 1 0 0 0 0 0 13 49 23 0 0 0 11 1 37 0 0 0 Hourly Total 0 35 30 0 0 0 1 0 0 0 0 0 62 192 63 0 0 0 47 4 145 0 0 0 16:00 0 60 9 0 0 0 8 0 0 0 0 0 5 10 1 0 0 0 4 0 26 0 0 0 16:15 0 68 4 0 0 0 10 0 0 0 0 0 6 9 2 0 0 0 10 0 30 0 0 0 16:30 0 81 19 0 0 0 9 0 0 0 0 0 4 12 0 0 0 0 4 0 36 0 0 0 16:45 0 79 12 0 0 0 8 0 0 0 0 0 5 14 0 0 0 0 7 0 34 0 0 0 Hourly Total 0 288 44 0 0 0 35 0 0 0 0 0 20 45 3 0 0 0 25 0 126 0 0 0 17:00 0 71 16 0 0 0 6 0 0 0 0 0 4 8 1 1 0 0 11 0 42 0 0 0 17:15 0 67 17 0 0 0 7 0 0 0 0 0 13 20 0 0 0 0 12 0 41 0 0 0 17:30 0 60 18 0 0 0 8 0 0 0 0 0 3 13 0 0 0 0 10 0 62 0 0 0 17:45 0 50 12 0 0 0 0 0 0 0 0 0 5 6 0 0 0 0 6 0 29 0 0 0 Hourly Total 0 248 63 0 0 0 21 0 0 0 0 0 25 47 1 1 0 0 39 0 174 0 0 0 Total 0 612 156 0 0 0 60 0 0 0 0 0 150 408 89 1 0 0 178 5 631 0 0 0 Page No - 2 D. KIRKWOOD BLVD @ TW KING RD 32.98295354526164, -97.16388294281946 2025-02-13 Mediums Leg KIRKWOOD BLVD TW KING RD KIRKWOOD BLVD TW KING RD Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW 07:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 07:15 0 0 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 1 0 0 0 07:30 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 07:45 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 Hourly Total 0 1 2 0 0 0 0 0 0 0 0 0 3 1 0 0 0 0 2 0 3 0 0 0 08:00 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 08:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 08:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 08:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 2 0 0 0 16:00 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 16:45 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 3 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 4 0 0 0 17:00 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 17:30 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 Total 0 5 5 0 0 0 0 0 0 0 0 0 4 1 0 0 0 0 4 0 10 0 0 0 Page No - 3 D. KIRKWOOD BLVD @ TW KING RD 32.98295354526164, -97.16388294281946 2025-02-13 Articulated Trucks Leg KIRKWOOD BLVD TW KING RD KIRKWOOD BLVD TW KING RD Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW 07:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 16:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 17:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 Page No - 4 D. KIRKWOOD BLVD @ TW KING RD 32.98295354526164, -97.16388294281946 2025-02-13 Bicycles on Road Leg KIRKWOOD BLVD TW KING RD KIRKWOOD BLVD TW KING RD Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW Left Thru Right U- Turn Peds CW Peds CCW 07:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 17:30 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 Total 0 0 2 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 Page No - 5 D. KIRKWOOD BLVD @ TW KING RD 32.98295354526164, -97.16388294281946 2025-02-13 Total Volume Class Breakdown Leg KIRKWOOD BLVD TW KING RD KIRKWOOD BLVD TW KING RD Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Int Total 07:00 0 3 0 0 3 0 0 1 0 0 0 1 0 0 8 19 3 0 30 0 0 5 0 46 0 51 0 0 85 07:15 0 8 6 0 14 0 0 1 0 0 0 1 0 0 11 28 4 0 43 0 0 10 0 42 0 52 0 0 110 07:30 0 19 6 0 25 0 0 0 0 0 0 0 0 0 12 36 4 0 52 0 0 27 0 61 0 88 0 0 165 07:45 0 12 9 0 21 0 0 1 0 0 0 1 0 0 15 42 11 0 68 0 0 27 1 40 0 68 0 0 158 Hourly Total 0 42 21 0 63 0 0 3 0 0 0 3 0 0 46 125 22 0 193 0 0 69 1 189 0 259 0 0 518 08:00 0 7 11 0 18 0 0 0 0 0 0 0 0 0 22 55 11 0 88 0 0 11 2 36 0 49 0 0 155 08:15 0 12 8 0 20 0 0 0 0 0 0 0 0 0 14 44 15 0 73 0 0 10 0 37 0 47 0 0 140 08:30 0 11 5 0 16 0 0 0 0 0 0 0 0 0 13 44 14 0 71 0 0 16 1 37 0 54 0 0 141 08:45 0 5 7 0 12 0 0 1 0 0 0 1 0 0 13 49 24 0 86 0 0 11 1 37 0 49 0 0 148 Hourly Total 0 35 31 0 66 0 0 1 0 0 0 1 0 0 62 192 64 0 318 0 0 48 4 147 0 199 0 0 584 16:00 0 62 9 0 71 0 0 8 0 0 0 8 0 0 5 10 1 0 16 0 0 4 0 27 0 31 0 0 126 16:15 0 68 7 0 75 0 0 10 0 0 0 10 0 0 6 9 2 0 17 0 0 10 0 34 0 44 0 0 146 16:30 0 81 19 0 100 0 0 9 0 0 0 9 0 0 4 12 0 0 16 0 0 5 0 36 0 41 0 0 166 16:45 0 80 12 0 92 0 0 8 0 0 0 8 0 0 5 14 0 0 19 0 0 7 0 34 0 41 0 0 160 Hourly Total 0 291 47 0 338 0 0 35 0 0 0 35 0 0 20 45 3 0 68 0 0 26 0 131 0 157 0 0 598 17:00 0 71 16 0 87 0 0 6 0 0 0 6 0 0 5 8 1 1 15 0 0 11 0 42 0 53 0 0 161 17:15 0 67 17 0 84 0 0 7 0 0 0 7 0 0 13 21 0 0 34 0 0 12 0 42 0 54 0 0 179 17:30 0 61 19 0 80 0 0 8 0 0 0 8 0 0 3 13 0 0 16 0 0 10 0 62 0 72 0 0 176 17:45 0 50 12 0 62 0 0 0 0 0 0 0 0 0 5 6 0 0 11 0 0 6 0 29 0 35 0 0 108 Hourly Total 0 249 64 0 313 0 0 21 0 0 0 21 0 0 26 48 1 1 76 0 0 39 0 175 0 214 0 0 624 Grand Total 0 617 163 0 780 0 0 60 0 0 0 60 0 0 154 410 90 1 655 0 0 182 5 642 0 829 0 0 2324 approach %0 79 20 0 99 0 0 100 0 0 0 100 0 0 23 62 13 0 98 0 0 21 0 77 0 98 0 0 395 Total %0 26 7 0 33 0 0 2 0 0 0 2 0 0 6 17 3 0 28 0 0 7 0 27 0 35 0 0 100 Lights 0 612 156 0 768 0 0 60 0 0 0 60 0 0 150 408 89 1 648 0 0 178 5 631 0 814 0 0 2290 Lights %0 99 95 0 98 0 0 100 0 0 0 100 0 0 97 99 98 100 98 0 0 97 100 98 0 98 0 0 98 Mediums 0 5 5 0 10 0 0 0 0 0 0 0 0 0 4 1 0 0 5 0 0 4 0 10 0 14 0 0 29 Mediums %0 0 3 0 1 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 2 0 1 0 1 0 0 1 Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1 0 1 0 0 2 Articulated Trucks %0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Road 0 0 2 0 2 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 3 Bicycles on Road %0 0 1 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 Ped 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 0 0 0 Ped %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 0 0 0 Pcl 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 0 0 0 Pcl %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 0 0 0 Page No - 6 D. KIRKWOOD BLVD @ TW KING RD 32.98295354526164, -97.16388294281946 2025-02-13 Turning Movement Data Plot Page No - 7 D. KIRKWOOD BLVD @ TW KING RD 32.98295354526164, -97.16388294281946 2025-02-13 Peak AM Class Breakdown Leg KIRKWOOD BLVD TW KING RD KIRKWOOD BLVD TW KING RD Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Int Total 07:30:00 0 19 6 0 25 0 0 0 0 0 0 0 0 0 12 36 4 0 52 0 0 27 0 61 0 88 0 0 165 07:45:00 0 12 9 0 21 0 0 1 0 0 0 1 0 0 15 42 11 0 68 0 0 27 1 40 0 68 0 0 158 08:00:00 0 7 11 0 18 0 0 0 0 0 0 0 0 0 22 55 11 0 88 0 0 11 2 36 0 49 0 0 155 08:15:00 0 12 8 0 20 0 0 0 0 0 0 0 0 0 14 44 15 0 73 0 0 10 0 37 0 47 0 0 140 Grand Total 0 50 34 0 84 0 0 1 0 0 0 1 0 0 63 177 41 0 281 0 0 75 3 174 0 252 0 0 618 approach %0 59 40 0 99 0 0 100 0 0 0 100 0 0 22 62 14 0 98 0 0 29 1 69 0 99 0 0 396 Total %0 8 6 0 14 0 0 0 0 0 0 0 0 0 10 29 7 0 45 0 0 12 0 28 0 41 0 0 100 Lights 0 49 32 0 81 0 0 1 0 0 0 1 0 0 62 177 41 0 280 0 0 73 3 171 0 247 0 0 609 Lights %0 98 94 0 96 0 0 100 0 0 0 100 0 0 98 100 100 0 100 0 0 97 100 98 0 98 0 0 99 Mediums 0 1 2 0 3 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 2 0 3 0 5 0 0 9 Mediums %0 2 6 0 4 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 3 0 2 0 2 0 0 1 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 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 0 0 0 Bicycles on Road 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 0 0 0 Bicycles on Road %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 0 0 0 Ped 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 0 0 0 Ped %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 0 0 0 Pcl 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 0 0 0 Pcl %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 0 0 0 PHF 0.0 0.66 0.77 0.0 0.84 0.0 0.0 0.25 0.0 0.0 0.0 0.25 0.0 0.0 0.72 0.8 0.68 0.0 0.8 0.0 0.0 0.69 0.38 0.71 0.0 0.72 0.0 0.0 0.94 Page No - 8 D. KIRKWOOD BLVD @ TW KING RD 32.98295354526164, -97.16388294281946 2025-02-13 AM Peak Turning Movement Data Summary Page No - 9 D. KIRKWOOD BLVD @ TW KING RD 32.98295354526164, -97.16388294281946 2025-02-13 Peak PM Class Breakdown Leg KIRKWOOD BLVD TW KING RD KIRKWOOD BLVD TW KING RD Direction SouthBound WestBound NorthBound EastBound Start Time Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Left Thru Right U- Turn App Total Peds CW Peds CCW Int Total 16:45:00 0 80 12 0 92 0 0 8 0 0 0 8 0 0 5 14 0 0 19 0 0 7 0 34 0 41 0 0 160 17:00:00 0 71 16 0 87 0 0 6 0 0 0 6 0 0 5 8 1 1 15 0 0 11 0 42 0 53 0 0 161 17:15:00 0 67 17 0 84 0 0 7 0 0 0 7 0 0 13 21 0 0 34 0 0 12 0 42 0 54 0 0 179 17:30:00 0 61 19 0 80 0 0 8 0 0 0 8 0 0 3 13 0 0 16 0 0 10 0 62 0 72 0 0 176 Grand Total 0 279 64 0 343 0 0 29 0 0 0 29 0 0 26 56 1 1 84 0 0 40 0 180 0 220 0 0 676 approach %0 81 18 0 99 0 0 100 0 0 0 100 0 0 30 66 1 1 98 0 0 18 0 81 0 99 0 0 396 Total %0 41 9 0 51 0 0 4 0 0 0 4 0 0 4 8 0 0 12 0 0 6 0 27 0 33 0 0 100 Lights 0 277 63 0 340 0 0 29 0 0 0 29 0 0 25 55 1 1 82 0 0 40 0 179 0 219 0 0 670 Lights %0 99 98 0 99 0 0 100 0 0 0 100 0 0 96 98 100 100 98 0 0 100 0 99 0 100 0 0 99 Mediums 0 2 0 0 2 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 1 0 1 0 0 4 Mediums %0 1 0 0 1 0 0 0 0 0 0 0 0 0 4 0 0 0 1 0 0 0 0 1 0 0 0 0 1 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 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 0 0 0 Bicycles on Road 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 2 Bicycles on Road %0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 1 0 0 0 0 0 0 0 0 0 0 Ped 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 0 0 0 Ped %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 0 0 0 Pcl 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 0 0 0 Pcl %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 0 0 0 PHF 0.0 0.87 0.84 0.0 0.93 0.0 0.0 0.91 0.0 0.0 0.0 0.91 0.0 0.0 0.5 0.67 0.25 0.25 0.62 0.0 0.0 0.83 0.0 0.73 0.0 0.76 0.0 0.0 0.94 Page No - 10 D. KIRKWOOD BLVD @ TW KING RD 32.98295354526164, -97.16388294281946 2025-02-13 PM Peak Turning Movement Data Summary Page No - 11 SYNCHRO REPORTS SYNCHRO REPORTS 2025 EXISTING AM Lanes, Volumes, Timings 1. 2025 Existing 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Timing Plan: AM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 186 135 137 494 0 0 0 0 307 170 202 Future Volume (vph) 0 186 135 137 494 0 0 0 0 307 170 202 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 0 0 0 0 Storage Lanes 1 1 1 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.850 0.936 Flt Protected 0.950 0.950 0.997 Satd. Flow (prot) 0 3610 1568 1770 3574 0 0 0 0 1698 1675 0 Flt Permitted 0.600 0.950 0.997 Satd. Flow (perm) 0 3610 1568 1118 3574 0 0 0 0 1698 1675 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 164 43 Link Speed (mph) 30 30 30 30 Link Distance (ft) 545 376 581 622 Travel Time (s) 12.4 8.5 13.2 14.1 Peak Hour Factor 1.00 0.83 0.84 0.68 0.94 1.00 1.00 1.00 1.00 0.79 0.52 0.75 Heavy Vehicles (%) 0% 0% 3% 2% 1% 0% 0% 0% 0% 1% 1% 0% Adj. Flow (vph) 0 224 161 201 526 0 0 0 0 389 327 269 Shared Lane Traffic (%) 10% Lane Group Flow (vph) 0 224 161 201 526 0 0 0 0 350 635 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 20 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 1 1 2 1 2 Detector Template Thru Right Left Thru Left Thru Leading Detector (ft) 100 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 6 20 20 6 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type NA Perm D.P+P NA Perm NA Protected Phases 2 1 1 2 4 12 Lanes, Volumes, Timings 1. 2025 Existing 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Timing Plan: AM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 2 Lane Group Ø4 Ø5 Ø6 Ø8 Ø12 Ø16 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases 4 5 6 8 12 16 Lanes, Volumes, Timings 1. 2025 Existing 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Timing Plan: AM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 2 2 4 12 Detector Phase 2 2 1 1 2 4 12 4 12 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 Total Split (s) 24.5 24.5 30.0 Total Split (%) 20.4% 20.4% 25.0% Maximum Green (s) 17.5 17.5 25.5 Yellow Time (s) 4.5 4.5 3.5 All-Red Time (s) 2.5 2.5 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 7.0 7.0 4.5 Lead/Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) Flash Don't Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 15.9 15.9 46.7 51.2 57.3 57.3 Actuated g/C Ratio 0.13 0.13 0.39 0.43 0.48 0.48 v/c Ratio 0.47 0.46 0.34 0.34 0.43 0.77 Control Delay (s/veh) 51.4 11.1 6.4 5.3 22.7 31.8 Queue Delay 0.0 0.0 0.2 0.5 0.0 0.0 Total Delay (s/veh) 51.4 11.1 6.5 5.8 22.7 31.8 LOS D B A A C C Approach Delay (s/veh) 34.5 6.0 28.5 Approach LOS C A C Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 18 (15%), Referenced to phase 5:EBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.77 Intersection Signal Delay (s/veh): 21.8 Intersection LOS: C Intersection Capacity Utilization 64.5% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Lanes, Volumes, Timings 1. 2025 Existing 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Timing Plan: AM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 4 Lane Group Ø4 Ø5 Ø6 Ø8 Ø12 Ø16 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 9.5 22.5 22.5 22.5 22.5 Total Split (s) 43.0 45.0 22.5 30.0 22.5 22.5 Total Split (%) 36% 38% 19% 25% 19% 19% Maximum Green (s) 36.0 40.5 15.5 23.0 18.0 18.0 Yellow Time (s) 4.5 3.5 4.5 4.5 3.5 3.5 All-Red Time (s) 2.5 1.0 2.5 2.5 1.0 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lag Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max None None None None Walk Time (s) 7.0 7.0 Flash Don't Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay (s/veh) Queue Delay Total Delay (s/veh) LOS Approach Delay (s/veh) Approach LOS Intersection Summary Lanes, Volumes, Timings 1. 2025 Existing 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Timing Plan: AM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 6 Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph) 221 268 0 0 209 21 0 0 0 428 115 105 Future Volume (vph) 221 268 0 0 209 21 0 0 0 428 115 105 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 145 0 0 0 0 0 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.933 Flt Protected 0.950 0.950 Satd. Flow (prot) 1770 1900 0 0 5085 1615 0 0 0 1805 1718 0 Flt Permitted 0.570 0.950 Satd. Flow (perm) 1062 1900 0 0 5085 1615 0 0 0 1805 1718 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 141 39 Link Speed (mph) 30 30 30 30 Link Distance (ft) 376 492 604 263 Travel Time (s) 8.5 11.2 13.7 6.0 Peak Hour Factor 0.71 0.86 1.00 1.00 0.73 0.66 1.00 1.00 1.00 0.92 0.78 0.88 Heavy Vehicles (%) 2% 0% 0% 0% 2% 0% 0% 0% 0% 0% 5% 1% Adj. Flow (vph) 311 312 0 0 286 32 0 0 0 465 147 119 Shared Lane Traffic (%) Lane Group Flow (vph) 311 312 0 0 286 32 0 0 0 465 266 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 20 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 2 1 1 2 Detector Template Left Thru Thru Right Left Thru Leading Detector (ft) 20 100 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type D.P+P NA NA Perm Perm NA Protected Phases 5 5 6 6 8 16 Lanes, Volumes, Timings 1. 2025 Existing 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Timing Plan: AM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 7 Lane Group Ø1 Ø2 Ø4 Ø8 Ø12 Ø16 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases 1 2 4 8 12 16 Lanes, Volumes, Timings 1. 2025 Existing 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Timing Plan: AM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 8 Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Permitted Phases 6 6 8 16 Detector Phase 5 5 6 6 6 8 16 8 16 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 Total Split (s) 45.0 22.5 22.5 Total Split (%) 37.5% 18.8% 18.8% Maximum Green (s) 40.5 15.5 15.5 Yellow Time (s) 3.5 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 4.5 7.0 7.0 Lead/Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Max None None Walk Time (s) Flash Don't Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 62.4 66.9 12.9 12.9 41.6 41.6 Actuated g/C Ratio 0.52 0.56 0.11 0.11 0.35 0.35 v/c Ratio 0.38 0.29 0.52 0.11 0.74 0.43 Control Delay (s/veh) 6.6 5.9 53.8 0.7 42.2 27.1 Queue Delay 0.4 0.4 0.0 0.0 0.0 0.0 Total Delay (s/veh) 7.0 6.3 53.8 0.7 42.2 27.1 LOS A A D A D C Approach Delay (s/veh) 6.7 48.4 36.7 Approach LOS A D D Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 18 (15%), Referenced to phase 5:EBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.77 Intersection Signal Delay (s/veh): 27.7 Intersection LOS: C Intersection Capacity Utilization 64.5% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Lanes, Volumes, Timings 1. 2025 Existing 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Timing Plan: AM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 9 Lane Group Ø1 Ø2 Ø4 Ø8 Ø12 Ø16 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 30.0 24.5 43.0 30.0 22.5 22.5 Total Split (%) 25% 20% 36% 25% 19% 19% Maximum Green (s) 25.5 17.5 36.0 23.0 18.0 18.0 Yellow Time (s) 3.5 4.5 4.5 4.5 3.5 3.5 All-Red Time (s) 1.0 2.5 2.5 2.5 1.0 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Walk Time (s) 7.0 7.0 Flash Don't Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay (s/veh) Queue Delay Total Delay (s/veh) LOS Approach Delay (s/veh) Approach LOS Intersection Summary HCM 7th Signalized Intersection Capacity Analysis 1. 2025 Existing 103: T W King Road East & W. Kirkwood Boulevard Timing Plan: AM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 63 177 41 0 50 34 1 0 0 75 3 174 Future Volume (veh/h) 63 177 41 0 50 34 1 0 0 75 3 174 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 1900 1900 1900 1870 1811 1900 1900 1900 1856 1900 1870 Adj Flow Rate, veh/h 88 221 60 0 76 44 4 0 0 109 0 250 Peak Hour Factor 0.72 0.80 0.68 1.00 0.66 0.77 0.25 1.00 1.00 0.69 0.38 0.71 Percent Heavy Veh, % 2 0 0 0 2 6 0 0 0 3 0 2 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 564 1599 722 0 520 280 179 4 0 651 0 678 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.08 0.44 0.44 0.00 0.23 0.23 0.01 0.00 0.00 0.27 0.00 0.14 Unsig. Movement Delay Ln Grp Delay, s/veh 9.5 7.1 6.8 0.0 13.1 13.2 21.0 0.0 0.0 11.4 0.0 14.6 Ln Grp LOS A A A B B C B B Approach Vol, veh/h 369 120 4 359 Approach Delay, s/veh 7.6 13.1 21.0 13.6 Approach LOS A B C B Timer: 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 5 6 8 7 Case No 3.0 1.2 3.0 1.2 8.0 4.0 1.3 Phs Duration (G+Y+Rc), s 25.4 5.7 11.4 8.9 16.5 0.0 17.1 Change Period (Y+Rc), s * 6.6 5.5 * 5.5 5.7 6.6 6.1 5.5 Max Green (Gmax), s * 55 11.5 * 38 17.3 30.4 42.3 6.1 Max Allow Headway (MAH), s 5.0 3.8 4.1 3.8 5.4 0.0 3.8 Max Q Clear (g_c+l1), s 3.5 2.1 4.9 3.4 3.2 0.0 2.0 Green Ext Time (g_e), s 1.7 0.0 1.0 0.1 0.6 0.0 0.1 Prob of Phs Call (p_c) 1.00 0.05 1.00 0.65 0.99 0.00 0.72 Prob of Max Out (p_x) 0.00 0.00 0.00 0.00 0.00 0.00 0.75 Left-Turn Movement Data Assigned Mvmt 3 5 1 7 Mvmt Sat Flow, veh/h 1810 1781 0 1767 Through Movement Data Assigned Mvmt 2 4 6 8 Mvmt Sat Flow, veh/h 3610 0 2324 1900 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1610 3170 1200 0 Left Lane Group Data Assigned Mvmt 0 0 3 0 5 1 0 7 HCM 7th Signalized Intersection Capacity Analysis 1. 2025 Existing 103: T W King Road East & W. Kirkwood Boulevard Timing Plan: AM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 14 Lane Assignment L (Pr/Pm) L (Pr/Pm) L (Pr/Pm) Lanes in Grp 0 0 1 0 1 0 0 1 Grp Vol (v), veh/h 0 0 4 0 88 0 0 109 Grp Sat Flow (s), veh/h/ln 0 0 1810 0 1781 0 0 1767 Q Serve Time (g_s), s 0.0 0.0 0.1 0.0 1.4 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.1 0.0 1.4 0.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 1148 0 1272 0 0 1406 Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 0.0 0.0 0.1 0.0 11.9 0.0 0.0 0.1 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 8.7 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 9.9 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 0 179 0 564 0 0 651 V/C Ratio (X) 0.00 0.00 0.02 0.00 0.16 0.00 0.00 0.17 Avail Cap (c_a), veh/h 0 0 658 0 1153 0 0 651 Upstream Filter (I) 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 21.0 0.0 9.4 0.0 0.0 11.3 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.1 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 21.0 0.0 9.5 0.0 0.0 11.4 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.6 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.5 0.0 0.0 0.6 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.05 0.00 0.00 0.06 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 8 0 Lane Assignment T T T Lanes in Grp 0 2 0 0 0 1 1 0 Grp Vol (v), veh/h 0 221 0 0 0 59 0 0 Grp Sat Flow (s), veh/h/ln 0 1805 0 0 0 1777 1900 0 Q Serve Time (g_s), s 0.0 1.5 0.0 0.0 0.0 1.1 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 1.5 0.0 0.0 0.0 1.1 0.0 0.0 Lane Grp Cap (c), veh/h 0 1599 0 0 0 414 4 0 V/C Ratio (X) 0.00 0.14 0.00 0.00 0.00 0.14 0.00 0.00 Avail Cap (c_a), veh/h 0 4658 0 0 0 1270 1889 0 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 7.0 0.0 0.0 0.0 12.9 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 7.1 0.0 0.0 0.0 13.1 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.4 0.0 0.0 0.0 0.4 0.0 0.0 HCM 7th Signalized Intersection Capacity Analysis 1. 2025 Existing 103: T W King Road East & W. Kirkwood Boulevard Timing Plan: AM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 15 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.4 0.0 0.0 0.0 0.4 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.03 0.00 0.00 0.00 0.03 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 18 0 Lane Assignment R R T+R Lanes in Grp 0 1 0 2 0 1 0 0 Grp Vol (v), veh/h 0 60 0 250 0 61 0 0 Grp Sat Flow (s), veh/h/ln 0 1610 0 1585 0 1654 0 0 Q Serve Time (g_s), s 0.0 0.9 0.0 2.9 0.0 1.2 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.9 0.0 2.9 0.0 1.2 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 1610.2 0.0 1585.1 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.2 0.0 3.2 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 0.73 0.00 0.00 Lane Grp Cap (c), veh/h 0 722 0 678 0 385 0 0 V/C Ratio (X) 0.00 0.08 0.00 0.37 0.00 0.16 0.00 0.00 Avail Cap (c_a), veh/h 0 2086 0 3057 0 1182 0 0 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 6.7 0.0 14.3 0.0 13.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.3 0.0 0.2 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 6.8 0.0 14.6 0.0 13.2 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.2 0.0 0.9 0.0 0.4 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.2 0.0 0.9 0.0 0.4 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.02 0.00 0.08 0.00 0.03 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 11.0 HCM 7th LOS B Notes User approved volume balancing among the lanes for turning movement. * HCM 7th Edition computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 1. 2025 Existing 201: W. Kirkwood Boulevard & Varispace Driveway Timing Plan: AM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 17 Intersection Int Delay, s/veh 1.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 88 284 218 7 0 9 Future Vol, veh/h 88 284 218 7 0 9 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 70 - - - 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 67 81 70 88 100 56 Heavy Vehicles, % 0 0 2 0 0 0 Mvmt Flow 131 351 311 8 0 16 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 319 0 - 0 718 160 Stage 1 - - - - 315 - Stage 2 - - - - 403 - Critical Hdwy 5.3 - - - 5.7 7.1 Critical Hdwy Stg 1 - - - - 6.6 - Critical Hdwy Stg 2 - - - - 6 - Follow-up Hdwy 3.1 - - - 3.8 3.9 Pot Cap-1 Maneuver 830 - - - 433 734 Stage 1 - - - - 625 - Stage 2 - - - - 594 - Platoon blocked, % - - - Mov Cap-1 Maneuver 830 - - - 365 734 Mov Cap-2 Maneuver - - - - 365 - Stage 1 - - - - 526 - Stage 2 - - - - 594 - Approach EB WB SB HCM Ctrl Dly, s/v 2.77 0 10.02 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h) 830 - - - - 734 HCM Lane V/C Ratio 0.158 - - - - 0.022 HCM Ctrl Dly (s/v) 10.2 - - - 0 10 HCM Lane LOS B - - - A B HCM 95th %tile Q(veh) 0.6 - - - - 0.1 SYNCHRO REPORTS 2025 EXISTING PM Lanes, Volumes, Timings 2. 2025 Existing 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Timing Plan: PM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 290 508 224 163 0 0 0 0 230 93 90 Future Volume (vph) 0 290 508 224 163 0 0 0 0 230 93 90 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 0 0 0 0 Storage Lanes 1 1 1 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.850 0.941 Flt Protected 0.950 0.950 0.996 Satd. Flow (prot) 0 3574 1615 1770 3574 0 0 0 0 1698 1666 0 Flt Permitted 0.504 0.950 0.996 Satd. Flow (perm) 0 3574 1615 939 3574 0 0 0 0 1698 1666 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 492 28 Link Speed (mph) 30 30 30 30 Link Distance (ft) 545 376 581 622 Travel Time (s) 12.4 8.5 13.2 14.1 Peak Hour Factor 1.00 0.78 0.57 0.68 0.87 1.00 1.00 1.00 1.00 0.81 0.57 0.73 Heavy Vehicles (%) 0% 1% 0% 2% 1% 0% 0% 0% 0% 1% 2% 1% Adj. Flow (vph) 0 372 891 329 187 0 0 0 0 284 163 123 Shared Lane Traffic (%) 10% Lane Group Flow (vph) 0 372 891 329 187 0 0 0 0 256 314 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 20 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 1 1 2 1 2 Detector Template Thru Right Left Thru Left Thru Leading Detector (ft) 100 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 6 20 20 6 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type NA Perm D.P+P NA Perm NA Protected Phases 2 1 1 2 4 12 Lanes, Volumes, Timings 2. 2025 Existing 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Timing Plan: PM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 2 Lane Group Ø4 Ø5 Ø6 Ø8 Ø12 Ø16 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases 4 5 6 8 12 16 Lanes, Volumes, Timings 2. 2025 Existing 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Timing Plan: PM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 2 2 4 12 Detector Phase 2 2 1 1 2 4 12 4 12 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 Total Split (s) 52.2 52.2 22.7 Total Split (%) 43.5% 43.5% 18.9% Maximum Green (s) 45.2 45.2 18.2 Yellow Time (s) 4.5 4.5 3.5 All-Red Time (s) 2.5 2.5 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 7.0 7.0 4.5 Lead/Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) Flash Don't Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 44.5 44.5 71.4 75.9 32.6 32.6 Actuated g/C Ratio 0.37 0.37 0.60 0.63 0.27 0.27 v/c Ratio 0.28 0.98 0.45 0.08 0.56 0.67 Control Delay (s/veh) 27.0 43.0 14.7 5.7 42.0 42.2 Queue Delay 0.0 0.0 0.2 0.0 0.0 0.0 Total Delay (s/veh) 27.1 43.0 14.8 5.7 42.0 42.2 LOS C D B A D D Approach Delay (s/veh) 38.3 11.5 42.1 Approach LOS D B D Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 18 (15%), Referenced to phase 5:EBTL, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay (s/veh): 33.3 Intersection LOS: C Intersection Capacity Utilization 76.0% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Lanes, Volumes, Timings 2. 2025 Existing 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Timing Plan: PM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 4 Lane Group Ø4 Ø5 Ø6 Ø8 Ø12 Ø16 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 9.5 22.5 22.5 22.5 22.5 Total Split (s) 22.6 52.3 22.6 22.6 22.5 22.5 Total Split (%) 19% 44% 19% 19% 19% 19% Maximum Green (s) 15.6 47.8 15.6 15.6 18.0 18.0 Yellow Time (s) 4.5 3.5 4.5 4.5 3.5 3.5 All-Red Time (s) 2.5 1.0 2.5 2.5 1.0 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lag Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max None None None None Walk Time (s) 7.0 7.0 Flash Don't Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay (s/veh) Queue Delay Total Delay (s/veh) LOS Approach Delay (s/veh) Approach LOS Intersection Summary Lanes, Volumes, Timings 2. 2025 Existing 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Timing Plan: PM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 6 Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph) 449 75 0 0 301 292 0 0 0 90 322 11 Future Volume (vph) 449 75 0 0 301 292 0 0 0 90 322 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 145 0 0 0 0 0 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.994 Flt Protected 0.950 0.950 Satd. Flow (prot) 1787 1845 0 0 5136 1615 0 0 0 1736 1871 0 Flt Permitted 0.420 0.950 Satd. Flow (perm) 790 1845 0 0 5136 1615 0 0 0 1736 1871 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 239 2 Link Speed (mph) 30 30 30 30 Link Distance (ft) 376 492 604 263 Travel Time (s) 8.5 11.2 13.7 6.0 Peak Hour Factor 0.85 0.54 1.00 1.00 0.74 0.88 1.00 1.00 1.00 0.87 0.85 0.69 Heavy Vehicles (%) 1% 3% 0% 0% 1% 0% 0% 0% 0% 4% 1% 0% Adj. Flow (vph) 528 139 0 0 407 332 0 0 0 103 379 16 Shared Lane Traffic (%) Lane Group Flow (vph) 528 139 0 0 407 332 0 0 0 103 395 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 20 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 2 1 1 2 Detector Template Left Thru Thru Right Left Thru Leading Detector (ft) 20 100 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type D.P+P NA NA Perm Perm NA Protected Phases 5 5 6 6 8 16 Lanes, Volumes, Timings 2. 2025 Existing 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Timing Plan: PM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 7 Lane Group Ø1 Ø2 Ø4 Ø8 Ø12 Ø16 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases 1 2 4 8 12 16 Lanes, Volumes, Timings 2. 2025 Existing 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Timing Plan: PM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 8 Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Permitted Phases 6 6 8 16 Detector Phase 5 5 6 6 6 8 16 8 16 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 Total Split (s) 52.3 22.6 22.6 Total Split (%) 43.6% 18.8% 18.8% Maximum Green (s) 47.8 15.6 15.6 Yellow Time (s) 3.5 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 4.5 7.0 7.0 Lead/Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Max None None Walk Time (s) Flash Don't Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 69.4 73.9 14.9 14.9 34.6 34.6 Actuated g/C Ratio 0.58 0.62 0.12 0.12 0.29 0.29 v/c Ratio 0.59 0.12 0.64 0.81 0.21 0.73 Control Delay (s/veh) 13.1 4.5 54.8 31.4 32.5 46.7 Queue Delay 1.0 0.0 0.1 0.0 0.0 0.0 Total Delay (s/veh) 14.1 4.5 55.0 31.4 32.6 46.7 LOS B A D C C D Approach Delay (s/veh) 12.1 44.4 43.8 Approach LOS B D D Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 18 (15%), Referenced to phase 5:EBTL, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay (s/veh): 32.9 Intersection LOS: C Intersection Capacity Utilization 76.0% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Lanes, Volumes, Timings 2. 2025 Existing 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Timing Plan: PM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 9 Lane Group Ø1 Ø2 Ø4 Ø8 Ø12 Ø16 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 22.7 52.2 22.6 22.6 22.5 22.5 Total Split (%) 19% 44% 19% 19% 19% 19% Maximum Green (s) 18.2 45.2 15.6 15.6 18.0 18.0 Yellow Time (s) 3.5 4.5 4.5 4.5 3.5 3.5 All-Red Time (s) 1.0 2.5 2.5 2.5 1.0 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Walk Time (s) 7.0 7.0 Flash Don't Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay (s/veh) Queue Delay Total Delay (s/veh) LOS Approach Delay (s/veh) Approach LOS Intersection Summary HCM 7th Signalized Intersection Capacity Analysis 2. 2025 Existing 103: T W King Road East & W. Kirkwood Boulevard Timing Plan: PM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 27 56 1 0 279 64 29 0 0 40 0 180 Future Volume (veh/h) 27 56 1 0 279 64 29 0 0 40 0 180 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1841 1870 1900 1900 1885 1870 1900 1900 1900 1900 1900 1885 Adj Flow Rate, veh/h 54 84 4 0 321 76 32 0 0 48 0 247 Peak Hour Factor 0.50 0.67 0.25 1.00 0.87 0.84 0.91 1.00 1.00 0.83 1.00 0.73 Percent Heavy Veh, % 4 2 0 0 1 2 0 0 0 0 0 1 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 393 1486 733 0 666 155 234 4 0 712 0 614 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.06 0.42 0.42 0.00 0.23 0.23 0.04 0.00 0.00 0.30 0.00 0.14 Unsig. Movement Delay Ln Grp Delay, s/veh 10.6 7.5 6.4 0.0 15.2 15.3 20.5 0.0 0.0 10.6 0.0 15.7 Ln Grp LOS B A A B B C B B Approach Vol, veh/h 142 397 32 295 Approach Delay, s/veh 8.6 15.2 20.5 14.9 Approach LOS A B C B Timer: 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 5 6 8 7 Case No 3.0 1.2 3.0 1.2 8.0 4.0 1.3 Phs Duration (G+Y+Rc), s 24.7 7.1 11.4 8.1 16.6 0.0 18.5 Change Period (Y+Rc), s * 6.6 5.5 * 5.5 5.7 6.6 6.1 5.5 Max Green (Gmax), s * 55 11.5 * 38 17.3 30.4 42.3 6.1 Max Allow Headway (MAH), s 5.2 3.8 4.1 3.8 5.3 0.0 3.8 Max Q Clear (g_c+l1), s 2.6 2.7 4.9 2.9 6.2 0.0 2.0 Green Ext Time (g_e), s 0.6 0.0 1.0 0.1 2.4 0.0 0.0 Prob of Phs Call (p_c) 1.00 0.32 1.00 0.48 1.00 0.00 0.44 Prob of Max Out (p_x) 0.00 0.00 0.00 0.00 0.00 0.00 0.66 Left-Turn Movement Data Assigned Mvmt 3 5 1 7 Mvmt Sat Flow, veh/h 1810 1753 0 1810 Through Movement Data Assigned Mvmt 2 4 6 8 Mvmt Sat Flow, veh/h 3554 0 2976 1900 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1610 3195 673 0 Left Lane Group Data Assigned Mvmt 0 0 3 0 5 1 0 7 HCM 7th Signalized Intersection Capacity Analysis 2. 2025 Existing 103: T W King Road East & W. Kirkwood Boulevard Timing Plan: PM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 14 Lane Assignment L (Pr/Pm) L (Pr/Pm) L (Pr/Pm) Lanes in Grp 0 0 1 0 1 0 0 1 Grp Vol (v), veh/h 0 0 32 0 54 0 0 48 Grp Sat Flow (s), veh/h/ln 0 0 1810 0 1753 0 0 1810 Q Serve Time (g_s), s 0.0 0.0 0.7 0.0 0.9 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.7 0.0 0.9 0.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 1151 0 972 0 0 1440 Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 0.0 0.0 0.1 0.0 12.0 0.0 0.0 0.1 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 5.7 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 10.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 0 234 0 393 0 0 712 V/C Ratio (X) 0.00 0.00 0.14 0.00 0.14 0.00 0.00 0.07 Avail Cap (c_a), veh/h 0 0 649 0 999 0 0 712 Upstream Filter (I) 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 20.3 0.0 10.4 0.0 0.0 10.5 Incr Delay (d2), s/veh 0.0 0.0 0.3 0.0 0.2 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 20.5 0.0 10.6 0.0 0.0 10.6 1st-Term Q (Q1), veh/ln 0.0 0.0 0.3 0.0 0.3 0.0 0.0 0.3 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.3 0.0 0.3 0.0 0.0 0.3 %ile Storage Ratio (RQ%) 0.00 0.00 0.03 0.00 0.03 0.00 0.00 0.02 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 8 0 Lane Assignment T T T Lanes in Grp 0 2 0 0 0 1 1 0 Grp Vol (v), veh/h 0 84 0 0 0 198 0 0 Grp Sat Flow (s), veh/h/ln 0 1777 0 0 0 1791 1900 0 Q Serve Time (g_s), s 0.0 0.6 0.0 0.0 0.0 4.1 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.6 0.0 0.0 0.0 4.1 0.0 0.0 Lane Grp Cap (c), veh/h 0 1486 0 0 0 414 4 0 V/C Ratio (X) 0.00 0.06 0.00 0.00 0.00 0.48 0.00 0.00 Avail Cap (c_a), veh/h 0 4520 0 0 0 1261 1862 0 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 7.5 0.0 0.0 0.0 14.3 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.9 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 7.5 0.0 0.0 0.0 15.2 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.2 0.0 0.0 0.0 1.4 0.0 0.0 HCM 7th Signalized Intersection Capacity Analysis 2. 2025 Existing 103: T W King Road East & W. Kirkwood Boulevard Timing Plan: PM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 15 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.2 0.0 0.0 0.0 1.5 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.01 0.00 0.00 0.00 0.10 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 18 0 Lane Assignment R R T+R Lanes in Grp 0 1 0 2 0 1 0 0 Grp Vol (v), veh/h 0 4 0 247 0 199 0 0 Grp Sat Flow (s), veh/h/ln 0 1610 0 1598 0 1764 0 0 Q Serve Time (g_s), s 0.0 0.1 0.0 2.9 0.0 4.2 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.1 0.0 2.9 0.0 4.2 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 1610.2 0.0 1597.6 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 1.6 0.0 2.4 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 0.38 0.00 0.00 Lane Grp Cap (c), veh/h 0 733 0 614 0 408 0 0 V/C Ratio (X) 0.00 0.01 0.00 0.40 0.00 0.49 0.00 0.00 Avail Cap (c_a), veh/h 0 2108 0 2975 0 1243 0 0 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 6.4 0.0 15.3 0.0 14.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.4 0.0 0.9 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 6.4 0.0 15.7 0.0 15.3 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.9 0.0 1.4 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.9 0.0 1.5 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.08 0.00 0.10 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 14.2 HCM 7th LOS B Notes User approved volume balancing among the lanes for turning movement. * HCM 7th Edition computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 2. 2025 Existing 201: W. Kirkwood Boulevard & Varispace Driveway Timing Plan: PM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 17 Intersection Int Delay, s/veh 2.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 6 80 482 4 4 103 Future Vol, veh/h 6 80 482 4 4 103 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 70 - - - 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 63 59 95 33 33 61 Heavy Vehicles, % 0 2 1 0 0 0 Mvmt Flow 10 136 507 12 12 169 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 519 0 - 0 587 260 Stage 1 - - - - 513 - Stage 2 - - - - 73 - Critical Hdwy 5.3 - - - 5.7 7.1 Critical Hdwy Stg 1 - - - - 6.6 - Critical Hdwy Stg 2 - - - - 6 - Follow-up Hdwy 3.1 - - - 3.8 3.9 Pot Cap-1 Maneuver 670 - - - 502 634 Stage 1 - - - - 479 - Stage 2 - - - - 871 - Platoon blocked, % - - - Mov Cap-1 Maneuver 670 - - - 495 634 Mov Cap-2 Maneuver - - - - 495 - Stage 1 - - - - 472 - Stage 2 - - - - 871 - Approach EB WB SB HCM Ctrl Dly, s/v 0.69 0 12.7 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h) 670 - - - 495 634 HCM Lane V/C Ratio 0.014 - - - 0.024 0.266 HCM Ctrl Dly (s/v) 10.4 - - - 12.5 12.7 HCM Lane LOS B - - - B B HCM 95th %tile Q(veh) 0 - - - 0.1 1.1 SYNCHRO REPORTS 2026 FORECASTED AM Lanes, Volumes, Timings 3. 2026 Forecasted 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Timing Plan: AM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 189 137 139 501 0 0 0 0 280 173 205 Future Volume (vph) 0 189 137 139 501 0 0 0 0 280 173 205 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 0 0 0 0 Storage Lanes 1 1 1 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.91 1.00 0.91 0.91 1.00 1.00 1.00 1.00 0.91 0.91 0.95 Frt 0.850 0.936 Flt Protected 0.950 0.998 0.950 0.997 Satd. Flow (prot) 0 5187 1568 1610 3416 0 0 0 0 1626 3209 0 Flt Permitted 0.604 0.954 0.950 0.997 Satd. Flow (perm) 0 5187 1568 1024 3265 0 0 0 0 1626 3209 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 163 179 Link Speed (mph) 30 30 30 30 Link Distance (ft) 545 376 581 622 Travel Time (s) 12.4 8.5 13.2 14.1 Peak Hour Factor 1.00 0.83 0.84 0.68 0.94 1.00 1.00 1.00 1.00 0.79 0.52 0.75 Heavy Vehicles (%) 0% 0% 3% 2% 1% 0% 0% 0% 0% 1% 1% 0% Adj. Flow (vph) 0 228 163 204 533 0 0 0 0 354 333 273 Shared Lane Traffic (%) 10% 10% Lane Group Flow (vph) 0 228 163 184 553 0 0 0 0 319 641 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 20 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 1 1 2 1 2 Detector Template Thru Right Left Thru Left Thru Leading Detector (ft) 100 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 6 20 20 6 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type NA Perm D.P+P NA Perm NA Protected Phases 2 1 1 2 4 12 Lanes, Volumes, Timings 3. 2026 Forecasted 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Timing Plan: AM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 2 Lane Group Ø4 Ø5 Ø6 Ø8 Ø12 Ø16 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases 4 5 6 8 12 16 Lanes, Volumes, Timings 3. 2026 Forecasted 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Timing Plan: AM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 2 2 4 12 Detector Phase 2 2 1 1 2 4 12 4 12 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 Total Split (s) 32.0 32.0 30.5 Total Split (%) 26.7% 26.7% 25.4% Maximum Green (s) 25.0 25.0 26.0 Yellow Time (s) 4.5 4.5 3.5 All-Red Time (s) 2.5 2.5 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 7.0 7.0 4.5 Lead/Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) Flash Don't Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 20.6 20.6 49.6 49.6 54.4 54.4 Actuated g/C Ratio 0.17 0.17 0.41 0.41 0.45 0.45 v/c Ratio 0.26 0.40 0.33 0.40 0.43 0.41 Control Delay (s/veh) 44.5 9.9 5.3 4.9 24.9 16.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 44.5 9.9 5.3 4.9 24.9 16.5 LOS D A A A C B Approach Delay (s/veh) 30.1 5.0 19.3 Approach LOS C A B Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 18 (15%), Referenced to phase 5:EBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.48 Intersection Signal Delay (s/veh): 16.3 Intersection LOS: B Intersection Capacity Utilization 34.5% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Lanes, Volumes, Timings 3. 2026 Forecasted 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Timing Plan: AM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 4 Lane Group Ø4 Ø5 Ø6 Ø8 Ø12 Ø16 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 9.5 22.5 22.5 22.5 22.5 Total Split (s) 35.0 44.5 26.0 27.0 22.5 22.5 Total Split (%) 29% 37% 22% 23% 19% 19% Maximum Green (s) 28.0 40.0 19.0 20.0 18.0 18.0 Yellow Time (s) 4.5 3.5 4.5 4.5 3.5 3.5 All-Red Time (s) 2.5 1.0 2.5 2.5 1.0 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lag Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max None None None None Walk Time (s) 7.0 7.0 Flash Don't Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay (s/veh) Queue Delay Total Delay (s/veh) LOS Approach Delay (s/veh) Approach LOS Intersection Summary Lanes, Volumes, Timings 3. 2026 Forecasted 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Timing Plan: AM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 6 Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph) 224 272 0 0 212 21 0 0 0 391 117 107 Future Volume (vph) 224 272 0 0 212 21 0 0 0 391 117 107 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 145 0 0 0 138 0 Storage Lanes 1 0 1 1 0 0 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.91 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 0.91 0.91 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.986 0.950 0.971 Satd. Flow (prot) 1610 3390 0 0 5085 1615 0 0 0 1643 3290 1599 Flt Permitted 0.567 0.792 0.950 0.971 Satd. Flow (perm) 961 2723 0 0 5085 1615 0 0 0 1643 3290 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 205 141 Link Speed (mph) 30 30 30 30 Link Distance (ft) 376 296 604 526 Travel Time (s) 8.5 6.7 13.7 12.0 Peak Hour Factor 0.71 0.86 1.00 1.00 0.73 0.66 1.00 1.00 1.00 0.92 0.78 0.88 Heavy Vehicles (%) 2% 0% 0% 0% 2% 0% 0% 0% 0% 0% 5% 1% Adj. Flow (vph) 315 316 0 0 290 32 0 0 0 425 150 122 Shared Lane Traffic (%) 40% 50% Lane Group Flow (vph) 189 442 0 0 290 32 0 0 0 212 363 122 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 20 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 2 1 1 2 1 Detector Template Left Thru Thru Right Left Thru Right Leading Detector (ft) 20 100 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type D.P+P NA NA Perm Perm NA Perm Protected Phases 5 5 6 6 8 16 Lanes, Volumes, Timings 3. 2026 Forecasted 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Timing Plan: AM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 7 Lane Group Ø1 Ø2 Ø4 Ø8 Ø12 Ø16 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases 1 2 4 8 12 16 Lanes, Volumes, Timings 3. 2026 Forecasted 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Timing Plan: AM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 8 Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Permitted Phases 6 6 8 16 8 16 Detector Phase 5 5 6 6 6 8 16 8 16 8 16 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 Total Split (s) 44.5 26.0 26.0 Total Split (%) 37.1% 21.7% 21.7% Maximum Green (s) 40.0 19.0 19.0 Yellow Time (s) 3.5 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 4.5 7.0 7.0 Lead/Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Max None None Walk Time (s) Flash Don't Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 72.0 72.0 14.3 14.3 32.0 32.0 32.0 Actuated g/C Ratio 0.60 0.60 0.12 0.12 0.27 0.27 0.27 v/c Ratio 0.22 0.23 0.48 0.09 0.48 0.41 0.23 Control Delay (s/veh) 3.5 3.2 51.5 0.5 40.1 37.0 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 3.5 3.2 51.5 0.5 40.1 37.0 4.6 LOS A A D A D D A Approach Delay (s/veh) 3.3 46.4 32.3 Approach LOS A D C Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 18 (15%), Referenced to phase 5:EBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.48 Intersection Signal Delay (s/veh): 23.9 Intersection LOS: C Intersection Capacity Utilization 34.5% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Lanes, Volumes, Timings 3. 2026 Forecasted 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Timing Plan: AM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 9 Lane Group Ø1 Ø2 Ø4 Ø8 Ø12 Ø16 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 30.5 32.0 35.0 27.0 22.5 22.5 Total Split (%) 25% 27% 29% 23% 19% 19% Maximum Green (s) 26.0 25.0 28.0 20.0 18.0 18.0 Yellow Time (s) 3.5 4.5 4.5 4.5 3.5 3.5 All-Red Time (s) 1.0 2.5 2.5 2.5 1.0 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Walk Time (s) 7.0 7.0 Flash Don't Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay (s/veh) Queue Delay Total Delay (s/veh) LOS Approach Delay (s/veh) Approach LOS Intersection Summary HCM 7th Signalized Intersection Capacity Analysis 3. 2026 Forecasted 103: T W King Road East & W. Kirkwood Boulevard Timing Plan: AM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 64 180 42 0 51 35 1 0 0 76 3 177 Future Volume (veh/h) 64 180 42 0 51 35 1 0 0 76 3 177 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 1900 1900 1900 1870 1811 1900 1900 1900 1856 1900 1870 Adj Flow Rate, veh/h 89 225 62 0 77 45 4 0 0 110 0 254 Peak Hour Factor 0.72 0.80 0.68 1.00 0.66 0.77 0.25 1.00 1.00 0.69 0.38 0.71 Percent Heavy Veh, % 2 0 0 0 2 6 0 0 0 3 0 2 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 562 1598 721 0 517 281 179 4 0 652 0 684 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.08 0.44 0.44 0.00 0.23 0.23 0.01 0.00 0.00 0.27 0.00 0.14 Unsig. Movement Delay Ln Grp Delay, s/veh 9.6 7.1 6.8 0.0 13.2 13.2 21.1 0.0 0.0 11.4 0.0 14.6 Ln Grp LOS A A A B B C B B Approach Vol, veh/h 376 122 4 364 Approach Delay, s/veh 7.6 13.2 21.1 13.6 Approach LOS A B C B Timer: 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 5 6 8 7 Case No 3.0 1.2 3.0 1.2 8.0 4.0 1.3 Phs Duration (G+Y+Rc), s 25.5 5.7 11.4 9.0 16.5 0.0 17.2 Change Period (Y+Rc), s * 6.6 5.5 * 5.5 5.7 6.6 6.1 5.5 Max Green (Gmax), s * 55 11.5 * 38 17.3 30.4 42.3 6.1 Max Allow Headway (MAH), s 5.0 3.8 4.1 3.8 5.4 0.0 3.8 Max Q Clear (g_c+l1), s 3.6 2.1 4.9 3.4 3.3 0.0 2.0 Green Ext Time (g_e), s 1.8 0.0 1.0 0.2 0.6 0.0 0.1 Prob of Phs Call (p_c) 1.00 0.05 1.00 0.65 0.99 0.00 0.73 Prob of Max Out (p_x) 0.00 0.00 0.00 0.00 0.00 0.00 0.75 Left-Turn Movement Data Assigned Mvmt 3 5 1 7 Mvmt Sat Flow, veh/h 1810 1781 0 1767 Through Movement Data Assigned Mvmt 2 4 6 8 Mvmt Sat Flow, veh/h 3610 0 2317 1900 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1610 3170 1207 0 Left Lane Group Data Assigned Mvmt 0 0 3 0 5 1 0 7 HCM 7th Signalized Intersection Capacity Analysis 3. 2026 Forecasted 103: T W King Road East & W. Kirkwood Boulevard Timing Plan: AM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 14 Lane Assignment L (Pr/Pm) L (Pr/Pm) L (Pr/Pm) Lanes in Grp 0 0 1 0 1 0 0 1 Grp Vol (v), veh/h 0 0 4 0 89 0 0 110 Grp Sat Flow (s), veh/h/ln 0 0 1810 0 1781 0 0 1767 Q Serve Time (g_s), s 0.0 0.0 0.1 0.0 1.4 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.1 0.0 1.4 0.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 1143 0 1269 0 0 1406 Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 0.0 0.0 0.1 0.0 11.9 0.0 0.0 0.1 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 8.7 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 9.9 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 0 179 0 562 0 0 652 V/C Ratio (X) 0.00 0.00 0.02 0.00 0.16 0.00 0.00 0.17 Avail Cap (c_a), veh/h 0 0 657 0 1149 0 0 652 Upstream Filter (I) 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 21.0 0.0 9.4 0.0 0.0 11.3 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.1 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 21.1 0.0 9.6 0.0 0.0 11.4 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.6 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.5 0.0 0.0 0.7 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.05 0.00 0.00 0.06 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 8 0 Lane Assignment T T T Lanes in Grp 0 2 0 0 0 1 1 0 Grp Vol (v), veh/h 0 225 0 0 0 60 0 0 Grp Sat Flow (s), veh/h/ln 0 1805 0 0 0 1777 1900 0 Q Serve Time (g_s), s 0.0 1.6 0.0 0.0 0.0 1.2 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 1.6 0.0 0.0 0.0 1.2 0.0 0.0 Lane Grp Cap (c), veh/h 0 1598 0 0 0 413 4 0 V/C Ratio (X) 0.00 0.14 0.00 0.00 0.00 0.15 0.00 0.00 Avail Cap (c_a), veh/h 0 4647 0 0 0 1267 1884 0 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 7.1 0.0 0.0 0.0 13.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 7.1 0.0 0.0 0.0 13.2 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.4 0.0 0.0 0.0 0.4 0.0 0.0 HCM 7th Signalized Intersection Capacity Analysis 3. 2026 Forecasted 103: T W King Road East & W. Kirkwood Boulevard Timing Plan: AM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 15 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.5 0.0 0.0 0.0 0.4 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.09 0.00 0.00 0.00 0.03 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 18 0 Lane Assignment R R T+R Lanes in Grp 0 1 0 2 0 1 0 0 Grp Vol (v), veh/h 0 62 0 254 0 62 0 0 Grp Sat Flow (s), veh/h/ln 0 1610 0 1585 0 1653 0 0 Q Serve Time (g_s), s 0.0 0.9 0.0 2.9 0.0 1.3 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.9 0.0 2.9 0.0 1.3 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 1610.2 0.0 1585.1 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.2 0.0 3.3 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 0.73 0.00 0.00 Lane Grp Cap (c), veh/h 0 721 0 684 0 385 0 0 V/C Ratio (X) 0.00 0.09 0.00 0.37 0.00 0.16 0.00 0.00 Avail Cap (c_a), veh/h 0 2081 0 3052 0 1178 0 0 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 6.8 0.0 14.3 0.0 13.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.3 0.0 0.2 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 6.8 0.0 14.6 0.0 13.2 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.2 0.0 0.9 0.0 0.4 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.2 0.0 0.9 0.0 0.4 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.05 0.00 0.08 0.00 0.03 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 11.0 HCM 7th LOS B Notes User approved volume balancing among the lanes for turning movement. * HCM 7th Edition computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 3. 2026 Forecasted 201: W. Kirkwood Boulevard & Varispace Driveway Timing Plan: AM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 17 Intersection Int Delay, s/veh 1.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 89 288 221 7 0 9 Future Vol, veh/h 89 288 221 7 0 9 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 70 - - - 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 67 81 70 88 100 56 Heavy Vehicles, % 0 0 2 0 0 0 Mvmt Flow 133 356 316 8 0 16 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 324 0 - 0 728 162 Stage 1 - - - - 320 - Stage 2 - - - - 408 - Critical Hdwy 5.3 - - - 5.7 7.1 Critical Hdwy Stg 1 - - - - 6.6 - Critical Hdwy Stg 2 - - - - 6 - Follow-up Hdwy 3.1 - - - 3.8 3.9 Pot Cap-1 Maneuver 826 - - - 429 731 Stage 1 - - - - 621 - Stage 2 - - - - 591 - Platoon blocked, % - - - Mov Cap-1 Maneuver 826 - - - 360 731 Mov Cap-2 Maneuver - - - - 360 - Stage 1 - - - - 521 - Stage 2 - - - - 591 - Approach EB WB SB HCM Ctrl Dly, s/v 2.77 0 10.03 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h) 826 - - - - 731 HCM Lane V/C Ratio 0.161 - - - - 0.022 HCM Ctrl Dly (s/v) 10.2 - - - 0 10 HCM Lane LOS B - - - A B HCM 95th %tile Q(veh) 0.6 - - - - 0.1 SYNCHRO REPORTS 2026 FORECASTED PM Lanes, Volumes, Timings 4. 2026 Forecasted 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Timing Plan: PM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 294 516 227 165 0 0 0 0 210 94 91 Future Volume (vph) 0 294 516 227 165 0 0 0 0 210 94 91 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 0 0 0 0 Storage Lanes 1 1 1 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.91 1.00 0.91 0.91 1.00 1.00 1.00 1.00 0.91 0.91 0.95 Frt 0.850 0.948 Flt Protected 0.950 0.977 0.950 0.990 Satd. Flow (prot) 0 5136 1615 1610 3330 0 0 0 0 1626 3199 0 Flt Permitted 0.520 0.660 0.950 0.990 Satd. Flow (perm) 0 5136 1615 881 2249 0 0 0 0 1626 3199 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 497 74 Link Speed (mph) 30 30 30 30 Link Distance (ft) 545 376 581 622 Travel Time (s) 12.4 8.5 13.2 14.1 Peak Hour Factor 1.00 0.78 0.57 0.68 0.87 1.00 1.00 1.00 1.00 0.81 0.57 0.73 Heavy Vehicles (%) 0% 1% 0% 2% 1% 0% 0% 0% 0% 1% 2% 1% Adj. Flow (vph) 0 377 905 334 190 0 0 0 0 259 165 125 Shared Lane Traffic (%) 50% 28% Lane Group Flow (vph) 0 377 905 167 357 0 0 0 0 186 363 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 20 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 1 1 2 1 2 Detector Template Thru Right Left Thru Left Thru Leading Detector (ft) 100 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 6 20 20 6 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type NA Perm D.P+P NA Perm NA Protected Phases 2 1 1 2 4 12 Lanes, Volumes, Timings 4. 2026 Forecasted 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Timing Plan: PM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 2 Lane Group Ø4 Ø5 Ø6 Ø8 Ø12 Ø16 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases 4 5 6 8 12 16 Lanes, Volumes, Timings 4. 2026 Forecasted 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Timing Plan: PM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 2 2 4 12 Detector Phase 2 2 1 1 2 4 12 4 12 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 Total Split (s) 52.4 52.4 22.6 Total Split (%) 43.7% 43.7% 18.8% Maximum Green (s) 45.4 45.4 18.1 Yellow Time (s) 4.5 4.5 3.5 All-Red Time (s) 2.5 2.5 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 7.0 7.0 4.5 Lead/Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) Flash Don't Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 46.2 46.2 75.8 75.8 28.2 28.2 Actuated g/C Ratio 0.39 0.39 0.63 0.63 0.24 0.24 v/c Ratio 0.19 0.98 0.23 0.21 0.49 0.45 Control Delay (s/veh) 25.0 41.6 5.3 4.6 44.0 32.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 25.0 41.6 5.3 4.6 44.0 32.4 LOS C D A A D C Approach Delay (s/veh) 36.7 4.8 36.3 Approach LOS D A D Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 18 (15%), Referenced to phase 5:EBTL, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay (s/veh): 29.5 Intersection LOS: C Intersection Capacity Utilization 51.4% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Lanes, Volumes, Timings 4. 2026 Forecasted 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Timing Plan: PM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 4 Lane Group Ø4 Ø5 Ø6 Ø8 Ø12 Ø16 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 9.5 22.5 22.5 22.5 22.5 Total Split (s) 22.5 52.4 22.6 22.5 22.5 22.5 Total Split (%) 19% 44% 19% 19% 19% 19% Maximum Green (s) 15.5 47.9 15.6 15.5 18.0 18.0 Yellow Time (s) 4.5 3.5 4.5 4.5 3.5 3.5 All-Red Time (s) 2.5 1.0 2.5 2.5 1.0 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lag Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max None None None None Walk Time (s) 7.0 7.0 Flash Don't Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay (s/veh) Queue Delay Total Delay (s/veh) LOS Approach Delay (s/veh) Approach LOS Intersection Summary Lanes, Volumes, Timings 4. 2026 Forecasted 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Timing Plan: PM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 6 Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph) 456 76 0 0 306 296 0 0 0 82 327 11 Future Volume (vph) 456 76 0 0 306 296 0 0 0 82 327 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 145 0 0 0 138 0 Storage Lanes 1 0 1 1 0 0 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.91 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 0.91 0.91 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.968 0.950 0.999 Satd. Flow (prot) 1626 3292 0 0 5136 1615 0 0 0 1579 3418 1615 Flt Permitted 0.414 0.630 0.950 0.999 Satd. Flow (perm) 709 2142 0 0 5136 1615 0 0 0 1579 3418 1615 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 240 141 Link Speed (mph) 30 30 30 30 Link Distance (ft) 376 296 604 526 Travel Time (s) 8.5 6.7 13.7 12.0 Peak Hour Factor 0.85 0.54 1.00 1.00 0.74 0.88 1.00 1.00 1.00 0.87 0.85 0.69 Heavy Vehicles (%) 1% 3% 0% 0% 1% 0% 0% 0% 0% 4% 1% 0% Adj. Flow (vph) 536 141 0 0 414 336 0 0 0 94 385 16 Shared Lane Traffic (%) 50% 10% Lane Group Flow (vph) 268 409 0 0 414 336 0 0 0 85 394 16 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 20 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 2 1 1 2 1 Detector Template Left Thru Thru Right Left Thru Right Leading Detector (ft) 20 100 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type D.P+P NA NA Perm Perm NA Perm Protected Phases 5 5 6 6 8 16 Lanes, Volumes, Timings 4. 2026 Forecasted 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Timing Plan: PM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 7 Lane Group Ø1 Ø2 Ø4 Ø8 Ø12 Ø16 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases 1 2 4 8 12 16 Lanes, Volumes, Timings 4. 2026 Forecasted 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Timing Plan: PM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 8 Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Permitted Phases 6 6 8 16 8 16 Detector Phase 5 5 6 6 6 8 16 8 16 8 16 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 Total Split (s) 52.4 22.6 22.6 Total Split (%) 43.7% 18.8% 18.8% Maximum Green (s) 47.9 15.6 15.6 Yellow Time (s) 3.5 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 4.5 7.0 7.0 Lead/Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Max None None Walk Time (s) Flash Don't Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 77.0 77.0 15.2 15.2 27.0 27.0 27.0 Actuated g/C Ratio 0.64 0.64 0.13 0.13 0.23 0.23 0.23 v/c Ratio 0.30 0.21 0.64 0.81 0.24 0.51 0.03 Control Delay (s/veh) 3.9 2.6 54.6 31.6 39.4 43.0 0.1 Queue Delay 0.4 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 4.3 2.6 54.6 31.6 39.4 43.0 0.1 LOS A A D C D D A Approach Delay (s/veh) 3.3 44.3 41.0 Approach LOS A D D Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 18 (15%), Referenced to phase 5:EBTL, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay (s/veh): 29.0 Intersection LOS: C Intersection Capacity Utilization 51.4% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Lanes, Volumes, Timings 4. 2026 Forecasted 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Timing Plan: PM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 9 Lane Group Ø1 Ø2 Ø4 Ø8 Ø12 Ø16 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 22.6 52.4 22.5 22.5 22.5 22.5 Total Split (%) 19% 44% 19% 19% 19% 19% Maximum Green (s) 18.1 45.4 15.5 15.5 18.0 18.0 Yellow Time (s) 3.5 4.5 4.5 4.5 3.5 3.5 All-Red Time (s) 1.0 2.5 2.5 2.5 1.0 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Walk Time (s) 7.0 7.0 Flash Don't Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay (s/veh) Queue Delay Total Delay (s/veh) LOS Approach Delay (s/veh) Approach LOS Intersection Summary HCM 7th Signalized Intersection Capacity Analysis 4. 2026 Forecasted 103: T W King Road East & W. Kirkwood Boulevard Timing Plan: PM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 27 57 1 0 283 65 29 0 0 41 0 183 Future Volume (veh/h) 27 57 1 0 283 65 29 0 0 41 0 183 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1841 1870 1900 1900 1885 1870 1900 1900 1900 1900 1900 1885 Adj Flow Rate, veh/h 54 85 4 0 325 77 32 0 0 49 0 251 Peak Hour Factor 0.50 0.67 0.25 1.00 0.87 0.84 0.91 1.00 1.00 0.83 1.00 0.73 Percent Heavy Veh, % 4 2 0 0 1 2 0 0 0 0 0 1 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 390 1484 732 0 665 155 233 4 0 714 0 618 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.06 0.42 0.42 0.00 0.23 0.23 0.04 0.00 0.00 0.30 0.00 0.14 Unsig. Movement Delay Ln Grp Delay, s/veh 10.6 7.5 6.5 0.0 15.3 15.4 20.6 0.0 0.0 10.6 0.0 15.7 Ln Grp LOS B A A B B C B B Approach Vol, veh/h 143 402 32 300 Approach Delay, s/veh 8.7 15.3 20.6 14.8 Approach LOS A B C B Timer: 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 5 6 8 7 Case No 3.0 1.2 3.0 1.2 8.0 4.0 1.3 Phs Duration (G+Y+Rc), s 24.7 7.1 11.5 8.1 16.6 0.0 18.6 Change Period (Y+Rc), s * 6.6 5.5 * 5.5 5.7 6.6 6.1 5.5 Max Green (Gmax), s * 55 11.5 * 38 17.3 30.4 42.3 6.1 Max Allow Headway (MAH), s 5.2 3.8 4.1 3.8 5.3 0.0 3.8 Max Q Clear (g_c+l1), s 2.6 2.7 5.0 2.9 6.3 0.0 2.0 Green Ext Time (g_e), s 0.6 0.0 1.0 0.1 2.4 0.0 0.0 Prob of Phs Call (p_c) 1.00 0.32 1.00 0.48 1.00 0.00 0.44 Prob of Max Out (p_x) 0.00 0.00 0.00 0.00 0.00 0.00 0.67 Left-Turn Movement Data Assigned Mvmt 3 5 1 7 Mvmt Sat Flow, veh/h 1810 1753 0 1810 Through Movement Data Assigned Mvmt 2 4 6 8 Mvmt Sat Flow, veh/h 3554 0 2976 1900 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1610 3195 673 0 Left Lane Group Data Assigned Mvmt 0 0 3 0 5 1 0 7 HCM 7th Signalized Intersection Capacity Analysis 4. 2026 Forecasted 103: T W King Road East & W. Kirkwood Boulevard Timing Plan: PM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 14 Lane Assignment L (Pr/Pm) L (Pr/Pm) L (Pr/Pm) Lanes in Grp 0 0 1 0 1 0 0 1 Grp Vol (v), veh/h 0 0 32 0 54 0 0 49 Grp Sat Flow (s), veh/h/ln 0 0 1810 0 1753 0 0 1810 Q Serve Time (g_s), s 0.0 0.0 0.7 0.0 0.9 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.7 0.0 0.9 0.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 1147 0 967 0 0 1440 Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 0.0 0.0 0.1 0.0 12.0 0.0 0.0 0.1 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 5.7 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 10.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 0 233 0 390 0 0 714 V/C Ratio (X) 0.00 0.00 0.14 0.00 0.14 0.00 0.00 0.07 Avail Cap (c_a), veh/h 0 0 648 0 995 0 0 714 Upstream Filter (I) 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 20.3 0.0 10.4 0.0 0.0 10.5 Incr Delay (d2), s/veh 0.0 0.0 0.3 0.0 0.2 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 20.6 0.0 10.6 0.0 0.0 10.6 1st-Term Q (Q1), veh/ln 0.0 0.0 0.3 0.0 0.3 0.0 0.0 0.3 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.3 0.0 0.3 0.0 0.0 0.3 %ile Storage Ratio (RQ%) 0.00 0.00 0.03 0.00 0.03 0.00 0.00 0.02 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 8 0 Lane Assignment T T T Lanes in Grp 0 2 0 0 0 1 1 0 Grp Vol (v), veh/h 0 85 0 0 0 200 0 0 Grp Sat Flow (s), veh/h/ln 0 1777 0 0 0 1791 1900 0 Q Serve Time (g_s), s 0.0 0.6 0.0 0.0 0.0 4.2 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.6 0.0 0.0 0.0 4.2 0.0 0.0 Lane Grp Cap (c), veh/h 0 1484 0 0 0 413 4 0 V/C Ratio (X) 0.00 0.06 0.00 0.00 0.00 0.48 0.00 0.00 Avail Cap (c_a), veh/h 0 4512 0 0 0 1259 1859 0 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 7.5 0.0 0.0 0.0 14.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.9 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 7.5 0.0 0.0 0.0 15.3 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.2 0.0 0.0 0.0 1.4 0.0 0.0 HCM 7th Signalized Intersection Capacity Analysis 4. 2026 Forecasted 103: T W King Road East & W. Kirkwood Boulevard Timing Plan: PM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 15 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.2 0.0 0.0 0.0 1.5 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.04 0.00 0.00 0.00 0.10 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 18 0 Lane Assignment R R T+R Lanes in Grp 0 1 0 2 0 1 0 0 Grp Vol (v), veh/h 0 4 0 251 0 202 0 0 Grp Sat Flow (s), veh/h/ln 0 1610 0 1598 0 1764 0 0 Q Serve Time (g_s), s 0.0 0.1 0.0 3.0 0.0 4.3 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.1 0.0 3.0 0.0 4.3 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 1610.2 0.0 1597.6 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 1.6 0.0 2.4 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 0.38 0.00 0.00 Lane Grp Cap (c), veh/h 0 732 0 618 0 407 0 0 V/C Ratio (X) 0.00 0.01 0.00 0.41 0.00 0.50 0.00 0.00 Avail Cap (c_a), veh/h 0 2104 0 2970 0 1240 0 0 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 6.4 0.0 15.3 0.0 14.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.4 0.0 0.9 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 6.5 0.0 15.7 0.0 15.4 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.9 0.0 1.4 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 1.0 0.0 1.6 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.08 0.00 0.10 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 14.3 HCM 7th LOS B Notes User approved volume balancing among the lanes for turning movement. * HCM 7th Edition computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 4. 2026 Forecasted 201: W. Kirkwood Boulevard & Varispace Driveway Timing Plan: PM 04/17/2025 Synchro 12 Report Dunaway & Associates, LLC Page 17 Intersection Int Delay, s/veh 2.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 6 81 489 4 4 105 Future Vol, veh/h 6 81 489 4 4 105 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 70 - - - 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 63 59 95 33 33 61 Heavy Vehicles, % 0 2 1 0 0 0 Mvmt Flow 10 137 515 12 12 172 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 527 0 - 0 595 263 Stage 1 - - - - 521 - Stage 2 - - - - 74 - Critical Hdwy 5.3 - - - 5.7 7.1 Critical Hdwy Stg 1 - - - - 6.6 - Critical Hdwy Stg 2 - - - - 6 - Follow-up Hdwy 3.1 - - - 3.8 3.9 Pot Cap-1 Maneuver 665 - - - 497 631 Stage 1 - - - - 474 - Stage 2 - - - - 871 - Platoon blocked, % - - - Mov Cap-1 Maneuver 665 - - - 490 631 Mov Cap-2 Maneuver - - - - 490 - Stage 1 - - - - 467 - Stage 2 - - - - 871 - Approach EB WB SB HCM Ctrl Dly, s/v 0.68 0 12.81 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h) 665 - - - 490 631 HCM Lane V/C Ratio 0.014 - - - 0.025 0.273 HCM Ctrl Dly (s/v) 10.5 - - - 12.5 12.8 HCM Lane LOS B - - - B B HCM 95th %tile Q(veh) 0 - - - 0.1 1.1 SYNCHRO REPORTS 2026 FORECASTED AND SITE AM Lanes, Volumes, Timings 5. 2026 Forecasted and Site 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Timing Plan: AM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 189 137 139 501 0 0 0 0 280 173 205 Future Volume (vph) 0 193 137 139 504 0 0 0 0 290 173 205 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 0 0 0 0 Storage Lanes 1 1 1 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.91 1.00 0.91 0.91 1.00 1.00 1.00 1.00 0.91 0.91 0.95 Frt 0.850 0.936 Flt Protected 0.950 0.998 0.950 0.997 Satd. Flow (prot) 0 5187 1568 1610 3416 0 0 0 0 1626 3209 0 Flt Permitted 0.601 0.954 0.950 0.997 Satd. Flow (perm) 0 5187 1568 1019 3265 0 0 0 0 1626 3209 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 163 177 Link Speed (mph) 30 30 30 30 Link Distance (ft) 545 376 295 622 Travel Time (s) 12.4 8.5 6.7 14.1 Peak Hour Factor 1.00 0.83 0.84 0.68 0.94 1.00 1.00 1.00 1.00 0.79 0.52 0.75 Heavy Vehicles (%) 0% 0% 3% 2% 1% 0% 0% 0% 0% 1% 1% 0% Adj. Flow (vph) 0 233 163 204 536 0 0 0 0 367 333 273 Shared Lane Traffic (%) 10% 10% Lane Group Flow (vph) 0 233 163 184 556 0 0 0 0 330 643 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 20 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 1 1 2 1 2 Detector Template Thru Right Left Thru Left Thru Leading Detector (ft) 100 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 6 20 20 6 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type NA Perm D.P+P NA Perm NA Protected Phases 2 1 1 2 4 12 Lanes, Volumes, Timings 5. 2026 Forecasted and Site 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Timing Plan: AM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 5 Lane Group Ø4 Ø5 Ø6 Ø8 Ø12 Ø16 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases 4 5 6 8 12 16 Lanes, Volumes, Timings 5. 2026 Forecasted and Site 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Timing Plan: AM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 2 2 4 12 Detector Phase 2 2 1 1 2 4 12 4 12 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 Total Split (s) 32.0 32.0 30.5 Total Split (%) 26.7% 26.7% 25.4% Maximum Green (s) 25.0 25.0 26.0 Yellow Time (s) 4.5 4.5 3.5 All-Red Time (s) 2.5 2.5 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 7.0 7.0 4.5 Lead/Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) Flash Don't Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 20.4 20.4 49.6 49.6 54.4 54.4 Actuated g/C Ratio 0.17 0.17 0.41 0.41 0.45 0.45 v/c Ratio 0.26 0.41 0.33 0.40 0.45 0.41 Control Delay (s/veh) 44.6 9.8 5.4 5.0 25.3 16.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 44.6 9.8 5.4 5.0 25.3 16.6 LOS D A A A C B Approach Delay (s/veh) 30.3 5.1 19.6 Approach LOS C A B Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 18 (15%), Referenced to phase 5:EBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.49 Intersection Signal Delay (s/veh): 16.5 Intersection LOS: B Intersection Capacity Utilization 34.5% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Lanes, Volumes, Timings 5. 2026 Forecasted and Site 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Timing Plan: AM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 7 Lane Group Ø4 Ø5 Ø6 Ø8 Ø12 Ø16 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 9.5 22.5 22.5 22.5 22.5 Total Split (s) 35.0 44.5 26.0 27.0 22.5 22.5 Total Split (%) 29% 37% 22% 23% 19% 19% Maximum Green (s) 28.0 40.0 19.0 20.0 18.0 18.0 Yellow Time (s) 4.5 3.5 4.5 4.5 3.5 3.5 All-Red Time (s) 2.5 1.0 2.5 2.5 1.0 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lag Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max None None None None Walk Time (s) 7.0 7.0 Flash Don't Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay (s/veh) Queue Delay Total Delay (s/veh) LOS Approach Delay (s/veh) Approach LOS Intersection Summary Lanes, Volumes, Timings 5. 2026 Forecasted and Site 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Timing Plan: AM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 10 Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph) 224 272 0 0 212 21 0 0 0 391 117 107 Future Volume (vph) 224 286 0 0 212 21 0 0 0 394 123 107 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 145 0 0 0 138 0 Storage Lanes 1 0 1 1 0 0 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.91 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 0.91 0.91 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.987 0.950 0.972 Satd. Flow (prot) 1610 3395 0 0 5085 1615 0 0 0 1643 3291 1599 Flt Permitted 0.567 0.800 0.950 0.972 Satd. Flow (perm) 961 2752 0 0 5085 1615 0 0 0 1643 3291 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 205 141 Link Speed (mph) 30 30 30 30 Link Distance (ft) 376 296 604 258 Travel Time (s) 8.5 6.7 13.7 5.9 Peak Hour Factor 0.71 0.86 1.00 1.00 0.73 0.66 1.00 1.00 1.00 0.92 0.78 0.88 Heavy Vehicles (%) 2% 0% 0% 0% 2% 0% 0% 0% 0% 0% 5% 1% Adj. Flow (vph) 315 333 0 0 290 32 0 0 0 428 158 122 Shared Lane Traffic (%) 39% 50% Lane Group Flow (vph) 192 456 0 0 290 32 0 0 0 214 372 122 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 20 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 2 1 1 2 1 Detector Template Left Thru Thru Right Left Thru Right Leading Detector (ft) 20 100 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type D.P+P NA NA Perm Perm NA Perm Protected Phases 5 5 6 6 8 16 Lanes, Volumes, Timings 5. 2026 Forecasted and Site 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Timing Plan: AM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 11 Lane Group Ø1 Ø2 Ø4 Ø8 Ø12 Ø16 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases 1 2 4 8 12 16 Lanes, Volumes, Timings 5. 2026 Forecasted and Site 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Timing Plan: AM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 12 Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Permitted Phases 6 6 8 16 8 16 Detector Phase 5 5 6 6 6 8 16 8 16 8 16 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 Total Split (s) 44.5 26.0 26.0 Total Split (%) 37.1% 21.7% 21.7% Maximum Green (s) 40.0 19.0 19.0 Yellow Time (s) 3.5 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 4.5 7.0 7.0 Lead/Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Max None None Walk Time (s) Flash Don't Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 72.1 72.1 14.8 14.8 31.9 31.9 31.9 Actuated g/C Ratio 0.60 0.60 0.12 0.12 0.27 0.27 0.27 v/c Ratio 0.22 0.23 0.46 0.08 0.49 0.43 0.23 Control Delay (s/veh) 3.5 3.2 50.7 0.4 40.4 37.3 4.6 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 3.5 3.2 50.7 0.4 40.4 37.3 4.6 LOS A A D A D D A Approach Delay (s/veh) 3.3 45.7 32.6 Approach LOS A D C Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 18 (15%), Referenced to phase 5:EBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.49 Intersection Signal Delay (s/veh): 23.8 Intersection LOS: C Intersection Capacity Utilization 34.5% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Lanes, Volumes, Timings 5. 2026 Forecasted and Site 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Timing Plan: AM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 13 Lane Group Ø1 Ø2 Ø4 Ø8 Ø12 Ø16 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 30.5 32.0 35.0 27.0 22.5 22.5 Total Split (%) 25% 27% 29% 23% 19% 19% Maximum Green (s) 26.0 25.0 28.0 20.0 18.0 18.0 Yellow Time (s) 3.5 4.5 4.5 4.5 3.5 3.5 All-Red Time (s) 1.0 2.5 2.5 2.5 1.0 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Walk Time (s) 7.0 7.0 Flash Don't Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay (s/veh) Queue Delay Total Delay (s/veh) LOS Approach Delay (s/veh) Approach LOS Intersection Summary HCM 7th Signalized Intersection Capacity Analysis 5. 2026 Forecasted and Site 103: T W King Road East & W. Kirkwood Boulevard Timing Plan: AM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 19 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 64 180 42 0 51 35 1 0 0 76 3 177 Future Volume (veh/h) 64 182 42 0 53 35 1 0 0 76 3 177 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 1900 1900 1900 1870 1811 1900 1900 1900 1856 1900 1870 Adj Flow Rate, veh/h 89 228 62 0 80 45 4 0 0 110 0 254 Peak Hour Factor 0.72 0.80 0.68 1.00 0.66 0.77 0.25 1.00 1.00 0.69 0.38 0.71 Percent Heavy Veh, % 2 0 0 0 2 6 0 0 0 3 0 2 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 561 1598 722 0 524 275 179 4 0 652 0 684 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.08 0.44 0.44 0.00 0.23 0.23 0.01 0.00 0.00 0.27 0.00 0.14 Unsig. Movement Delay Ln Grp Delay, s/veh 9.6 7.1 6.8 0.0 13.2 13.3 21.1 0.0 0.0 11.4 0.0 14.6 Ln Grp LOS A A A B B C B B Approach Vol, veh/h 379 125 4 364 Approach Delay, s/veh 7.6 13.2 21.1 13.6 Approach LOS A B C B Timer: 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 5 6 8 7 Case No 3.0 1.2 3.0 1.2 8.0 4.0 1.3 Phs Duration (G+Y+Rc), s 25.5 5.7 11.4 9.0 16.5 0.0 17.2 Change Period (Y+Rc), s * 6.6 5.5 * 5.5 5.7 6.6 6.1 5.5 Max Green (Gmax), s * 55 11.5 * 38 17.3 30.4 42.3 6.1 Max Allow Headway (MAH), s 5.0 3.8 4.1 3.8 5.4 0.0 3.8 Max Q Clear (g_c+l1), s 3.6 2.1 4.9 3.4 3.3 0.0 2.0 Green Ext Time (g_e), s 1.8 0.0 1.0 0.2 0.7 0.0 0.1 Prob of Phs Call (p_c) 1.00 0.05 1.00 0.65 0.99 0.00 0.73 Prob of Max Out (p_x) 0.00 0.00 0.00 0.00 0.00 0.00 0.75 Left-Turn Movement Data Assigned Mvmt 3 5 1 7 Mvmt Sat Flow, veh/h 1810 1781 0 1767 Through Movement Data Assigned Mvmt 2 4 6 8 Mvmt Sat Flow, veh/h 3610 0 2347 1900 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1610 3170 1181 0 Left Lane Group Data Assigned Mvmt 0 0 3 0 5 1 0 7 HCM 7th Signalized Intersection Capacity Analysis 5. 2026 Forecasted and Site 103: T W King Road East & W. Kirkwood Boulevard Timing Plan: AM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 20 Lane Assignment L (Pr/Pm) L (Pr/Pm) L (Pr/Pm) Lanes in Grp 0 0 1 0 1 0 0 1 Grp Vol (v), veh/h 0 0 4 0 89 0 0 110 Grp Sat Flow (s), veh/h/ln 0 0 1810 0 1781 0 0 1767 Q Serve Time (g_s), s 0.0 0.0 0.1 0.0 1.4 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.1 0.0 1.4 0.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 1143 0 1266 0 0 1406 Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 0.0 0.0 0.1 0.0 11.9 0.0 0.0 0.1 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 8.6 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 9.9 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 0 179 0 561 0 0 652 V/C Ratio (X) 0.00 0.00 0.02 0.00 0.16 0.00 0.00 0.17 Avail Cap (c_a), veh/h 0 0 657 0 1147 0 0 652 Upstream Filter (I) 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 21.0 0.0 9.4 0.0 0.0 11.3 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.1 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 21.1 0.0 9.6 0.0 0.0 11.4 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.6 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.5 0.0 0.0 0.7 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.05 0.00 0.00 0.06 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 8 0 Lane Assignment T T T Lanes in Grp 0 2 0 0 0 1 1 0 Grp Vol (v), veh/h 0 228 0 0 0 62 0 0 Grp Sat Flow (s), veh/h/ln 0 1805 0 0 0 1777 1900 0 Q Serve Time (g_s), s 0.0 1.6 0.0 0.0 0.0 1.2 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 1.6 0.0 0.0 0.0 1.2 0.0 0.0 Lane Grp Cap (c), veh/h 0 1598 0 0 0 414 4 0 V/C Ratio (X) 0.00 0.14 0.00 0.00 0.00 0.15 0.00 0.00 Avail Cap (c_a), veh/h 0 4646 0 0 0 1266 1884 0 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 7.1 0.0 0.0 0.0 13.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 7.1 0.0 0.0 0.0 13.2 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.5 0.0 0.0 0.0 0.4 0.0 0.0 HCM 7th Signalized Intersection Capacity Analysis 5. 2026 Forecasted and Site 103: T W King Road East & W. Kirkwood Boulevard Timing Plan: AM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 21 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.5 0.0 0.0 0.0 0.4 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.09 0.00 0.00 0.00 0.03 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 18 0 Lane Assignment R R T+R Lanes in Grp 0 1 0 2 0 1 0 0 Grp Vol (v), veh/h 0 62 0 254 0 63 0 0 Grp Sat Flow (s), veh/h/ln 0 1610 0 1585 0 1658 0 0 Q Serve Time (g_s), s 0.0 0.9 0.0 2.9 0.0 1.3 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.9 0.0 2.9 0.0 1.3 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 1610.2 0.0 1585.1 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.2 0.0 3.3 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 0.71 0.00 0.00 Lane Grp Cap (c), veh/h 0 722 0 684 0 386 0 0 V/C Ratio (X) 0.00 0.09 0.00 0.37 0.00 0.16 0.00 0.00 Avail Cap (c_a), veh/h 0 2081 0 3051 0 1181 0 0 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 6.8 0.0 14.3 0.0 13.1 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.3 0.0 0.2 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 6.8 0.0 14.6 0.0 13.3 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.2 0.0 0.9 0.0 0.4 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.2 0.0 0.9 0.0 0.4 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.05 0.00 0.08 0.00 0.03 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 11.0 HCM 7th LOS B Notes User approved volume balancing among the lanes for turning movement. * HCM 7th Edition computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 5. 2026 Forecasted and Site 201: W. Kirkwood Boulevard & Varispace Driveway Timing Plan: AM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 23 Intersection Int Delay, s/veh 1.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 89 288 221 7 0 9 Future Vol, veh/h 89 296 221 7 0 9 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 70 - - - 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 67 81 70 88 100 56 Heavy Vehicles, % 0 0 2 0 0 0 Mvmt Flow 133 365 316 8 0 16 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 324 0 - 0 736 162 Stage 1 - - - - 324 - Stage 2 - - - - 412 - Critical Hdwy 5.3 - - - 5.7 7.1 Critical Hdwy Stg 1 - - - - 6.6 - Critical Hdwy Stg 2 - - - - 6 - Follow-up Hdwy 3.1 - - - 3.8 3.9 Pot Cap-1 Maneuver 826 - - - 425 731 Stage 1 - - - - 618 - Stage 2 - - - - 588 - Platoon blocked, % - - - Mov Cap-1 Maneuver 826 - - - 356 731 Mov Cap-2 Maneuver - - - - 356 - Stage 1 - - - - 519 - Stage 2 - - - - 587 - Approach EB WB SB HCM Ctrl Dly, s/v 2.72 0.07 10.03 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h) 826 - - - - 731 HCM Lane V/C Ratio 0.161 - - - - 0.022 HCM Ctrl Dly (s/v) 10.2 - 0 - 0 10 HCM Lane LOS B - A - A B HCM 95th %tile Q(veh) 0.6 - - - - 0.1 HCM 7th TWSC 5. 2026 Forecasted and Site 901: SH 114 NB Frontage Road & Driveway 1 Timing Plan: AM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 25 Intersection Int Delay, s/veh 0.3 Movement WBL WBR SEL SET NWT NWR Lane Configurations Traffic Vol, veh/h 0 0 0 0 658 0 Future Vol, veh/h 0 19 0 0 658 17 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 21 0 0 715 18 Major/Minor Minor2 Major2 Conflicting Flow All - 367 - 0 Stage 1 - - - - Stage 2 - - - - Critical Hdwy - 7.14 - - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy - 3.92 - - Pot Cap-1 Maneuver 0 538 - - Stage 1 0 - - - Stage 2 0 - - - Platoon blocked, % - - Mov Cap-1 Maneuver - 538 - - Mov Cap-2 Maneuver - - - - Stage 1 - - - - Stage 2 - - - - Approach WB NW HCM Ctrl Dly, s/v 11.96 0 HCM LOS B Minor Lane/Major Mvmt NWT NWRWBLn1 Capacity (veh/h) - - 538 HCM Lane V/C Ratio - - 0.038 HCM Ctrl Dly (s/v) - - 12 HCM Lane LOS - - B HCM 95th %tile Q(veh) - - 0.1 HCM 7th TWSC 5. 2026 Forecasted and Site 902: Driveway 2 & W. Kirkwood Boulevard Timing Plan: AM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 27 Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 379 0 0 230 0 0 Future Vol, veh/h 386 7 0 230 0 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 420 8 0 250 0 1 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 214 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 7.14 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.92 Pot Cap-1 Maneuver - - 0 - 0 674 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - - - 674 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Ctrl Dly, s/v 0 0 10.35 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h) 674 - - - HCM Lane V/C Ratio 0.002 - - - HCM Ctrl Dly (s/v) 10.4 - - - HCM Lane LOS B - - - HCM 95th %tile Q(veh) 0 - - - HCM 7th TWSC 5. 2026 Forecasted and Site 903: Driveway 3 & W. Kirkwood Boulevard Timing Plan: AM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 29 Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 288 0 0 228 0 0 Future Vol, veh/h 289 9 0 230 0 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 314 10 0 250 0 1 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 162 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 7.14 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.92 Pot Cap-1 Maneuver - - 0 - 0 727 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - - - 727 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Ctrl Dly, s/v 0 0 9.96 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h) 727 - - - HCM Lane V/C Ratio 0.001 - - - HCM Ctrl Dly (s/v) 10 - - - HCM Lane LOS A - - - HCM 95th %tile Q(veh) 0 - - - SYNCHRO REPORTS 2026 FORECASTED AND SITE PM Lanes, Volumes, Timings 6. 2026 Forecasted and Site 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Timing Plan: PM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 294 516 227 165 0 0 0 0 210 94 91 Future Volume (vph) 0 310 516 227 176 0 0 0 0 240 94 91 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 0 0 0 0 Storage Lanes 1 1 1 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.91 1.00 0.91 0.91 1.00 1.00 1.00 1.00 0.91 0.91 0.95 Frt 0.850 0.951 Flt Protected 0.950 0.978 0.950 0.988 Satd. Flow (prot) 0 5136 1615 1610 3334 0 0 0 0 1626 3203 0 Flt Permitted 0.509 0.658 0.950 0.988 Satd. Flow (perm) 0 5136 1615 863 2243 0 0 0 0 1626 3203 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 496 65 Link Speed (mph) 30 30 30 30 Link Distance (ft) 545 376 295 622 Travel Time (s) 12.4 8.5 6.7 14.1 Peak Hour Factor 1.00 0.78 0.57 0.68 0.87 1.00 1.00 1.00 1.00 0.84 0.57 0.73 Heavy Vehicles (%) 0% 1% 0% 2% 1% 0% 0% 0% 0% 1% 2% 1% Adj. Flow (vph) 0 397 905 334 202 0 0 0 0 286 165 125 Shared Lane Traffic (%) 50% 32% Lane Group Flow (vph) 0 397 905 167 369 0 0 0 0 194 382 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 20 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 1 1 2 1 2 Detector Template Thru Right Left Thru Left Thru Leading Detector (ft) 100 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 6 20 20 6 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type NA Perm D.P+P NA Perm NA Protected Phases 2 1 1 2 4 12 Lanes, Volumes, Timings 6. 2026 Forecasted and Site 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Timing Plan: PM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 5 Lane Group Ø4 Ø5 Ø6 Ø8 Ø12 Ø16 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases 4 5 6 8 12 16 Lanes, Volumes, Timings 6. 2026 Forecasted and Site 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Timing Plan: PM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 2 2 4 12 Detector Phase 2 2 1 1 2 4 12 4 12 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 Total Split (s) 52.4 52.4 22.6 Total Split (%) 43.7% 43.7% 18.8% Maximum Green (s) 45.4 45.4 18.1 Yellow Time (s) 4.5 4.5 3.5 All-Red Time (s) 2.5 2.5 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 7.0 7.0 4.5 Lead/Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) Flash Don't Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 45.9 45.9 75.4 75.4 28.6 28.6 Actuated g/C Ratio 0.38 0.38 0.63 0.63 0.24 0.24 v/c Ratio 0.20 0.98 0.24 0.22 0.50 0.47 Control Delay (s/veh) 25.3 42.4 5.4 4.9 44.1 33.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 25.3 42.4 5.4 4.9 44.1 33.9 LOS C D A A D C Approach Delay (s/veh) 37.2 5.0 37.3 Approach LOS D A D Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 18 (15%), Referenced to phase 5:EBTL, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay (s/veh): 30.1 Intersection LOS: C Intersection Capacity Utilization 51.4% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Lanes, Volumes, Timings 6. 2026 Forecasted and Site 101: Solana Boulevard/W. Kirkwood Boulevard & SH 114 SB Frontage Road Timing Plan: PM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 7 Lane Group Ø4 Ø5 Ø6 Ø8 Ø12 Ø16 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 9.5 22.5 22.5 22.5 22.5 Total Split (s) 22.5 52.4 22.6 22.5 22.5 22.5 Total Split (%) 19% 44% 19% 19% 19% 19% Maximum Green (s) 15.5 47.9 15.6 15.5 18.0 18.0 Yellow Time (s) 4.5 3.5 4.5 4.5 3.5 3.5 All-Red Time (s) 2.5 1.0 2.5 2.5 1.0 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lag Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max None None None None Walk Time (s) 7.0 7.0 Flash Don't Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay (s/veh) Queue Delay Total Delay (s/veh) LOS Approach Delay (s/veh) Approach LOS Intersection Summary Lanes, Volumes, Timings 6. 2026 Forecasted and Site 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Timing Plan: PM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 9 Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph) 456 76 0 0 306 296 0 0 0 82 327 11 Future Volume (vph) 456 122 0 0 306 296 0 0 0 93 350 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 145 0 0 0 138 0 Storage Lanes 1 0 1 1 0 0 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.91 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 0.91 0.91 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.974 0.950 0.999 Satd. Flow (prot) 1626 3305 0 0 5187 1599 0 0 0 1579 3418 1615 Flt Permitted 0.415 0.612 0.950 0.999 Satd. Flow (perm) 710 2077 0 0 5187 1599 0 0 0 1579 3418 1615 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 228 141 Link Speed (mph) 30 30 30 30 Link Distance (ft) 376 296 604 258 Travel Time (s) 8.5 6.7 13.7 5.9 Peak Hour Factor 0.85 0.54 1.00 1.00 0.74 0.88 1.00 1.00 1.00 0.87 0.85 0.69 Heavy Vehicles (%) 1% 3% 0% 0% 0% 1% 0% 0% 0% 4% 1% 0% Adj. Flow (vph) 536 226 0 0 414 336 0 0 0 107 412 16 Shared Lane Traffic (%) 50% 10% Lane Group Flow (vph) 268 494 0 0 414 336 0 0 0 96 423 16 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 20 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 2 1 1 2 1 Detector Template Left Thru Thru Right Left Thru Right Leading Detector (ft) 20 100 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type D.P+P NA NA Perm Perm NA Perm Protected Phases 5 5 6 6 8 16 Lanes, Volumes, Timings 6. 2026 Forecasted and Site 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Timing Plan: PM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 10 Lane Group Ø1 Ø2 Ø4 Ø8 Ø12 Ø16 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases 1 2 4 8 12 16 Lanes, Volumes, Timings 6. 2026 Forecasted and Site 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Timing Plan: PM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 11 Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Permitted Phases 6 6 8 16 8 16 Detector Phase 5 5 6 6 6 8 16 8 16 8 16 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 Total Split (s) 52.4 22.6 22.6 Total Split (%) 43.7% 18.8% 18.8% Maximum Green (s) 47.9 15.6 15.6 Yellow Time (s) 3.5 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 4.5 7.0 7.0 Lead/Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Max None None Walk Time (s) Flash Don't Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 76.2 76.2 15.4 15.4 27.8 27.8 27.8 Actuated g/C Ratio 0.64 0.64 0.13 0.13 0.23 0.23 0.23 v/c Ratio 0.30 0.26 0.62 0.83 0.26 0.53 0.03 Control Delay (s/veh) 4.6 3.5 54.1 35.3 39.0 42.8 0.1 Queue Delay 0.4 0.1 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 5.0 3.7 54.1 35.3 39.0 42.8 0.1 LOS A A D D D D A Approach Delay (s/veh) 4.1 45.7 40.8 Approach LOS A D D Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 18 (15%), Referenced to phase 5:EBTL, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay (s/veh): 28.9 Intersection LOS: C Intersection Capacity Utilization 51.4% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Lanes, Volumes, Timings 6. 2026 Forecasted and Site 102: SH 114 NB Frontage Road & W. Kirkwood Boulevard Timing Plan: PM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 12 Lane Group Ø1 Ø2 Ø4 Ø8 Ø12 Ø16 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 22.6 52.4 22.5 22.5 22.5 22.5 Total Split (%) 19% 44% 19% 19% 19% 19% Maximum Green (s) 18.1 45.4 15.5 15.5 18.0 18.0 Yellow Time (s) 3.5 4.5 4.5 4.5 3.5 3.5 All-Red Time (s) 1.0 2.5 2.5 2.5 1.0 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Walk Time (s) 7.0 7.0 Flash Don't Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay (s/veh) Queue Delay Total Delay (s/veh) LOS Approach Delay (s/veh) Approach LOS Intersection Summary HCM 7th Signalized Intersection Capacity Analysis 6. 2026 Forecasted and Site 103: T W King Road East & W. Kirkwood Boulevard Timing Plan: PM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 27 57 1 0 283 65 29 0 0 41 0 183 Future Volume (veh/h) 27 61 1 0 288 65 29 0 0 41 0 183 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1841 1870 1900 1900 1885 1870 1900 1900 1900 1900 1900 1885 Adj Flow Rate, veh/h 54 91 4 0 331 77 32 0 0 49 0 251 Peak Hour Factor 0.50 0.67 0.25 1.00 0.87 0.84 0.91 1.00 1.00 0.83 1.00 0.73 Percent Heavy Veh, % 4 2 0 0 1 2 0 0 0 0 0 1 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 388 1484 732 0 667 153 233 4 0 714 0 618 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.06 0.42 0.42 0.00 0.23 0.23 0.04 0.00 0.00 0.30 0.00 0.14 Unsig. Movement Delay Ln Grp Delay, s/veh 10.6 7.5 6.4 0.0 15.3 15.4 20.6 0.0 0.0 10.6 0.0 15.7 Ln Grp LOS B A A B B C B B Approach Vol, veh/h 149 408 32 300 Approach Delay, s/veh 8.6 15.4 20.6 14.9 Approach LOS A B C B Timer: 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 5 6 8 7 Case No 3.0 1.2 3.0 1.2 8.0 4.0 1.3 Phs Duration (G+Y+Rc), s 24.7 7.1 11.5 8.1 16.6 0.0 18.6 Change Period (Y+Rc), s * 6.6 5.5 * 5.5 5.7 6.6 6.1 5.5 Max Green (Gmax), s * 55 11.5 * 38 17.3 30.4 42.3 6.1 Max Allow Headway (MAH), s 5.2 3.8 4.1 3.8 5.3 0.0 3.8 Max Q Clear (g_c+l1), s 2.7 2.7 5.0 2.9 6.4 0.0 2.0 Green Ext Time (g_e), s 0.6 0.0 1.0 0.1 2.5 0.0 0.0 Prob of Phs Call (p_c) 1.00 0.32 1.00 0.48 1.00 0.00 0.44 Prob of Max Out (p_x) 0.00 0.00 0.00 0.00 0.00 0.00 0.67 Left-Turn Movement Data Assigned Mvmt 3 5 1 7 Mvmt Sat Flow, veh/h 1810 1753 0 1810 Through Movement Data Assigned Mvmt 2 4 6 8 Mvmt Sat Flow, veh/h 3554 0 2987 1900 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1610 3195 664 0 Left Lane Group Data Assigned Mvmt 0 0 3 0 5 1 0 7 HCM 7th Signalized Intersection Capacity Analysis 6. 2026 Forecasted and Site 103: T W King Road East & W. Kirkwood Boulevard Timing Plan: PM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 17 Lane Assignment L (Pr/Pm) L (Pr/Pm) L (Pr/Pm) Lanes in Grp 0 0 1 0 1 0 0 1 Grp Vol (v), veh/h 0 0 32 0 54 0 0 49 Grp Sat Flow (s), veh/h/ln 0 0 1810 0 1753 0 0 1810 Q Serve Time (g_s), s 0.0 0.0 0.7 0.0 0.9 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.7 0.0 0.9 0.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 1147 0 962 0 0 1440 Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 0.0 0.0 0.1 0.0 12.0 0.0 0.0 0.1 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 5.6 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 10.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 0 233 0 388 0 0 714 V/C Ratio (X) 0.00 0.00 0.14 0.00 0.14 0.00 0.00 0.07 Avail Cap (c_a), veh/h 0 0 648 0 993 0 0 714 Upstream Filter (I) 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 20.3 0.0 10.4 0.0 0.0 10.5 Incr Delay (d2), s/veh 0.0 0.0 0.3 0.0 0.2 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 20.6 0.0 10.6 0.0 0.0 10.6 1st-Term Q (Q1), veh/ln 0.0 0.0 0.3 0.0 0.3 0.0 0.0 0.3 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.3 0.0 0.3 0.0 0.0 0.3 %ile Storage Ratio (RQ%) 0.00 0.00 0.03 0.00 0.03 0.00 0.00 0.02 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 8 0 Lane Assignment T T T Lanes in Grp 0 2 0 0 0 1 1 0 Grp Vol (v), veh/h 0 91 0 0 0 203 0 0 Grp Sat Flow (s), veh/h/ln 0 1777 0 0 0 1791 1900 0 Q Serve Time (g_s), s 0.0 0.7 0.0 0.0 0.0 4.3 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.7 0.0 0.0 0.0 4.3 0.0 0.0 Lane Grp Cap (c), veh/h 0 1484 0 0 0 413 4 0 V/C Ratio (X) 0.00 0.06 0.00 0.00 0.00 0.49 0.00 0.00 Avail Cap (c_a), veh/h 0 4512 0 0 0 1259 1859 0 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 7.5 0.0 0.0 0.0 14.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.9 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 7.5 0.0 0.0 0.0 15.3 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.2 0.0 0.0 0.0 1.5 0.0 0.0 HCM 7th Signalized Intersection Capacity Analysis 6. 2026 Forecasted and Site 103: T W King Road East & W. Kirkwood Boulevard Timing Plan: PM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 18 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.2 0.0 0.0 0.0 1.6 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.04 0.00 0.00 0.00 0.10 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 18 0 Lane Assignment R R T+R Lanes in Grp 0 1 0 2 0 1 0 0 Grp Vol (v), veh/h 0 4 0 251 0 205 0 0 Grp Sat Flow (s), veh/h/ln 0 1610 0 1598 0 1766 0 0 Q Serve Time (g_s), s 0.0 0.1 0.0 3.0 0.0 4.4 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.1 0.0 3.0 0.0 4.4 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 1610.2 0.0 1597.6 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 1.6 0.0 2.4 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 0.38 0.00 0.00 Lane Grp Cap (c), veh/h 0 732 0 618 0 407 0 0 V/C Ratio (X) 0.00 0.01 0.00 0.41 0.00 0.50 0.00 0.00 Avail Cap (c_a), veh/h 0 2104 0 2970 0 1241 0 0 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 6.4 0.0 15.3 0.0 14.5 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.4 0.0 1.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 6.4 0.0 15.7 0.0 15.4 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.9 0.0 1.5 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 1.0 0.0 1.6 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.08 0.00 0.10 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 14.3 HCM 7th LOS B Notes User approved volume balancing among the lanes for turning movement. * HCM 7th Edition computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 6. 2026 Forecasted and Site 201: W. Kirkwood Boulevard & Varispace Driveway Timing Plan: PM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 20 Intersection Int Delay, s/veh 2.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 6 81 489 4 4 105 Future Vol, veh/h 6 106 489 4 4 105 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 70 - - - 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 63 59 95 33 33 61 Heavy Vehicles, % 0 2 0 0 0 0 Mvmt Flow 10 180 515 12 12 172 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 527 0 - 0 622 263 Stage 1 - - - - 531 - Stage 2 - - - - 91 - Critical Hdwy 5.3 - - - 5.7 7.1 Critical Hdwy Stg 1 - - - - 6.6 - Critical Hdwy Stg 2 - - - - 6 - Follow-up Hdwy 3.1 - - - 3.8 3.9 Pot Cap-1 Maneuver 665 - - - 483 631 Stage 1 - - - - 468 - Stage 2 - - - - 854 - Platoon blocked, % - - - Mov Cap-1 Maneuver 665 - - - 474 631 Mov Cap-2 Maneuver - - - - 474 - Stage 1 - - - - 461 - Stage 2 - - - - 850 - Approach EB WB SB HCM Ctrl Dly, s/v 0.53 0.1 12.83 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h) 665 - - - 474 631 HCM Lane V/C Ratio 0.014 - - - 0.026 0.273 HCM Ctrl Dly (s/v) 10.5 - 0 - 12.8 12.8 HCM Lane LOS B - A - B B HCM 95th %tile Q(veh) 0 - - - 0.1 1.1 HCM 7th TWSC 6. 2026 Forecasted and Site 901: SH 114 NB Frontage Road & Driveway 1 Timing Plan: PM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 22 Intersection Int Delay, s/veh 1.5 Movement WBL WBR SEL SET NWT NWR Lane Configurations Traffic Vol, veh/h 0 0 0 0 429 0 Future Vol, veh/h 0 72 0 0 429 50 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 78 0 0 466 54 Major/Minor Minor2 Major2 Conflicting Flow All - 260 - 0 Stage 1 - - - - Stage 2 - - - - Critical Hdwy - 7.14 - - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy - 3.92 - - Pot Cap-1 Maneuver 0 629 - - Stage 1 0 - - - Stage 2 0 - - - Platoon blocked, % - - Mov Cap-1 Maneuver - 629 - - Mov Cap-2 Maneuver - - - - Stage 1 - - - - Stage 2 - - - - Approach WB NW HCM Ctrl Dly, s/v 11.53 0 HCM LOS B Minor Lane/Major Mvmt NWT NWRWBLn1 Capacity (veh/h) - - 629 HCM Lane V/C Ratio - - 0.124 HCM Ctrl Dly (s/v) - - 11.5 HCM Lane LOS - - B HCM 95th %tile Q(veh) - - 0.4 HCM 7th TWSC 6. 2026 Forecasted and Site 902: Driveway 2 & W. Kirkwood Boulevard Timing Plan: PM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 24 Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 87 0 0 594 0 0 Future Vol, veh/h 110 23 0 594 0 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 120 25 0 646 0 2 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 72 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 7.14 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.92 Pot Cap-1 Maneuver - - 0 - 0 827 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - - - 827 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Ctrl Dly, s/v 0 0 9.36 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h) 827 - - - HCM Lane V/C Ratio 0.003 - - - HCM Ctrl Dly (s/v) 9.4 - - - HCM Lane LOS A - - - HCM 95th %tile Q(veh) 0 - - - HCM 7th TWSC 6. 2026 Forecasted and Site 903: Driveway 3 & W. Kirkwood Boulevard Timing Plan: PM 05/05/2025 Synchro 12 Report Dunaway & Associates, LLC Page 26 Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 85 0 0 495 0 0 Future Vol, veh/h 87 28 0 500 0 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 95 30 0 543 0 2 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 63 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 7.14 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.92 Pot Cap-1 Maneuver - - 0 - 0 839 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - - - 839 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Ctrl Dly, s/v 0 0 9.3 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h) 839 - - - HCM Lane V/C Ratio 0.003 - - - HCM Ctrl Dly (s/v) 9.3 - - - HCM Lane LOS A - - - HCM 95th %tile Q(veh) 0 - - - Stormwater Pollution Prevention Plan Certification Primary Operator of Southlake (Kirkwood) Dakota's and Retail I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fines and imprisonment for knowing violations. Name: Tim McEne Title:—Manager Signature: Date: 4/1/2025 Company: NL Sout lake evelopment Group 7.4 Inspection Forms The form found in Section 13 Appendix B must be completed every seven days or every 14 dnvs and ?4 hrnirc nftor PVPry min PVPnt nvar 0 S inrlhae nr crrantar ThP incr.An4inr w TCEQ Large Construction Site Notice Primary Operator Large construction sites disturb more than five acres or are part of a larger common plan of development that disturbs more than five acres. Primary operators of large construction sites will fill out this notice. Primary operators will then post this notice at the construction site in a location where it is safely and readily available for viewing by the general public and local, state, and federal authorities. Additional information about the TCEQ Construction Stormwater General Permit may be found on TCEQ's webpage on Assistance Tools for Construction Stormwater General Permits Note: You must also develop a Stormwater Pollution Prevention Plan prior to the commencement of construction. Site-Specific TPDES Authorization Number; TXR15 Primary Operator Name; NL Group Contact Name and Phone Number; Tim McEneny, 214-663-4317 Project Description; Physical Location/Description 1901 W Kirkwood Blvd, Southlake, TX 76092 Estimated Start Date June 2025 Projected End Date or Date Disturbed Soils Will Be Stabilized Location of Stormwater Pollution Prevention Plan (SWP3); Construction Trailer TCEQ 20961 (12-19-2022) Page 1 of 1 Executive Director Texas Commission on Environmental Quality Stormwater Team (MC-148) P.O. Box 13087 Austin, TX 78711-3087 Subject: Delegation of Signatories to Reports Facility/Company/Site Name: Southlake (Kirkwood) Dakota's and Retail TPDES Authorization Number: TXR15 Dear Executive Director: This letter serves to designate the following people or positions as authorized personnel for signing reports, stormwater pollution prevention plans, certifications or other information requested by the Executive Director or required by the general permit, as set forth by 30 TAC §305.128 (see page 2). Name or Position Name or Position Name or Position Name or Position I understand that this authorization does not extend to the signing of a Notice of Intent for obtaining coverage under a stormwater general permit. By signing this authorization, I confirm that I meet the requirements to make such a designation as set forth in 30 TAC §305.44 (see page 2). Sinc , Sign ture Title Date 1 fl c ►�r r Z,� ) (obi - 4511 Printe ame Contact Number TCEQ-20403(Rev.02-27-18) Page 1 of 2 RELEVANT PROVISIONS 305.128(a)All reports requested by permits and other information requested by the executive director shall be signed by a person described in §305.44(a)of this title (relating to Signatories to Applications)or by a duly authorized representative of that person. A person is a duly authorized representative only if: (1)the authorization is made in writing by a person described in §305.44(a)of this title (relating to Signatories to Applications); (2)the authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility or activity or for environmental matters for the applicant, such as the position of plant manager, operator of a well or well field, environmental manager, or a position of equivalent responsibility. (A duly authorized representative may thus be either a named individual or any individual occupying a named position); and (3)the written authorization is submitted to the executive director. (b) If an authorization under this section is no longer accurate because of a change in individuals or position, a new authorization satisfying the requirements of this section must be submitted to the executive director prior to or together with any reports, information, or applications to be signed by an authorized representative. (c)Any person signing a report required by a permit shall make the certification set forth in §305.44(b)of this title(relating to Signatories to Applications). 305.44(a)All applications shall be signed as follows. (1) For a corporation, the application shall be signed by a responsible corporate officer. For purposes of this paragraph, a responsible corporate officer means a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy or decision-making functions for the corporation; or the manager of one or more manufacturing, production, or operating facilities employing more than 250 persons or having gross annual sales or expenditures exceeding $25 million (in second- quarter 1980 dollars), if authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. Corporate procedures governing authority to sign permit or post-closure order applications may provide for assignment or delegation to applicable corporate positions rather than to specific individuals. (2) For a partnership or sole proprietorship, the application shall be signed by a general partner or the proprietor, respectively. (3) For a municipality, state, federal, or other public agency, the application shall be signed by either a principal executive officer or a ranking elected official. For purposes of this paragraph, a principal executive officer of a federal agency includes the chief executive officer of the agency, or a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency(e.g., regional administrator of the EPA). (b)A person signing an application shall make the following certification: "I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations." TCEQ-20403(Rev.02-27-18) Page 2 of 2 dunaway.com Drainage Study of Southlake Kirkwood Retail In Southlake, Texas Prepared for: Mr. Tim McEneny NL Group, Inc. Prepared by: Dunaway Associates, L.P. Fort Worth, TX March 26, 2025 DA Project Number: P013354.001 TX Reg. F-1114 3-26-2025 ZA25-0026 dunaway.com Southlake Kirkwood Retail March 26, 2025 Page 2 On behalf of Mr. Tim McEneny of NL Group, Inc, Dunaway Associates LLC has prepared the attached report and exhibits necessary for the Drainage Study of Southlake Kirkwood Retail in Southlake, Tx (Kirkwood). Kirkwood is approximately 5.6 acres located in north Southlake at the southeast corner of the Kirkwood Blvd and SH-114 intersection. The proposed development consists of Dakota’s Steakhouse restaurant, an event space, and six (6) retail storefronts. The Final plat, Topo map, and proposed Site Plan are included in Appendix A. The following report discusses the hydrologic analysis used to prepare the Drainage Study of the proposed Kirkwood improvements. PURPOSE The purpose of this drainage study is to identify potential storm water adverse impacts of the new development to downstream properties and infrastructure and provide mitigation if needed. DATA COLLECTION The existing plans for the surrounding developments as well as the most recent TxDOT plans of SH 114 were collected and used for this study. All plans used are provided in Appendix D. The percent impervious values are based off land use maps and the zoning ordinances. These values are provided in Appendix E. HYDROLOGIC ANALYSIS The Kirkwood study created an HEC-HMS model of Kirkwood Branch to determine 1-yr, 5-yr, 25-yr, and 100-yr flows from the proposed development to the zone of influence (ZOI) utilizing the SCS Unit Hydrograph Method. For this study, the ZOI was determined to be directly downstream of the Kirkwood Blvd bridge since the Kirkwood site is approximately 0.2% of the overall drainage area at this point. Three different hydrologic scenarios are analyzed: · Existing Conditions o This scenario determines the runoff from the entire Kirkwood Branch drainage basin assuming 2025 existing conditions. o The Kirkwood site is currently undeveloped and sits on a hill with no offsite drainage running through the site. The site currently drains to the west into an existing TxDOT inlet on WBFR of SH 114, to the north into an existing inlet on Kirkwood Blvd, or to the east directly into Kirkwood Branch. o Three drainage areas were delineated: one large upstream basin that ends at the SH114 culvert to compare with FEMA flows, one smaller on-site dunaway.com Southlake Kirkwood Retail March 26, 2025 Page 3 basin that flows north and west into the existing storm drain system that outfalls downstream of the Kirkwood bridge, and another smaller basin that flows east directly into Kirkwood Branch. o Time of concentration (Tc) was calculated for each basin assuming longest flow path. o Routing is created between basin DA-3 and the ZOI for the channel assuming Muskingum-Cunge method. · Proposed Conditions o This scenario determines the runoff from the entire drainage basin assuming development of the Kirkwood site into mixed use land use (Zoning B-1). A specific site plan percent impervious was not calculated since the site is still preliminary and the maximum of 70% impervious is allowed. o Drainage areas DA-1 and DA-2 were modified based on preliminary grading of the site. o Tc for each basin remained the same since the paths did not flow through the developed Kirkwood Site. o It is assumed the development will drain to the existing storm system and directly into Kirkwood Branch without the use of detention. · Ultimate Conditions o This scenario determines the runoff from the entire drainage basin assuming fully developed conditions. o Tc for Basin DA-1 was modified assuming development of the upstream property. No other basins were modified since the paths are through developed sites. The HMS model utilizes a curve number based on “good conditioned” soil types for each drainage basin. Typical soils in this area are mostly B type, with small areas of C and D, and type A through the creek. A percent impervious value is then applied to each basin based on land uses for each different scenario. Drainage Area maps including the delineated existing and proposed drainage areas, design points, and time of concentration routes, as well as Soils and Land Use maps are provided in Appendix A. The model set up and all model calculations are shown in Appendix B. HYDROLOGIC RESULTS From the site: DA-1 which flows towards the existing storm system within TxDOT and Kirkwood Blvd is reduced by 17 cfs in the 100-yr storm event. DA-2 which flows directly into Kirkwood Branch increases by 15 cfs as it leaves the site. But, once this basin dunaway.com Southlake Kirkwood Retail March 26, 2025 Page 4 combines with the upstream flow at Jxn-3, the increase through Kirkwood Branch due to the development is 1.3 cfs over 7,228 cfs, resulting is a 0.0% increase. This increase is assumed negligible and does not adversely impact Kirkwood Branch or the two bridge structures prior to the ZOI. Offsite: The upstream DA flow does not change in existing vs proposed conditions. ZOI: At the ZOI, the flow is reduced by 0.5 cfs in proposed versus existing conditions. The reduction in flow assumes the development of Kirkwood without detention. In conclusion, the proposed development does not create adverse impacts to downstream structures or through the ZOI. The model results are provided in Appendix B. HYDRAULIC ANALYSIS No hydraulic analysis is provided for this site because the proposed development does not increase runoff through Kirkwood Branch. CONCLUSION The results of the hydrologic analysis of Kirkwood development indicate the following: 1. The Kirkwood site is proposed to be developed into restaurant, event space, and retail buildings without the use of detention. 2. The drainage basin for Kirkwood Branch is divided into three separate basins. a. From DA-1, there is a decrease in flow from the proposed development. This basin flows into the existing storm system within TxDOT and Kirkwood Blvd. b. From DA-2, there is an increase in flow from the proposed development. Once this flow combines with the upstream offsite basin, the increase is reduced to 0.0%. c. From DA-3, the flow stays the same in existing vs proposed conditions. 3. At the ZOI, the proposed flow is 0.5 cfs less than existing conditions. 4. It is concluded, the proposed un-detained development does not negatively impact downstream structures or Kirkwood Branch. Please accept this drainage analysis for the Southlake Kirkwood Retail development. dunaway.com Southlake Kirkwood Retail March 26, 2025 Page 5 Sincerely, DUNAWAY ASSOCIATES, L.P. a Texas limited partnership Kristin E. Buchanan, PE Project Engineer Appendix A – Exhibits Appendix B – Hydrologic Calculations and Results Appendix C – Preliminary Grading Plan Appendix D – Reference Plans Appendix E – Reference Information Appendix A Exhibits Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. BEGINNINGEX-FOEX-FOEX-FOEX-FOEX-PLEX-WEX-WPLOTTED BY: Jetlyn Toledo ON: Thursday, March 06, 2025 AT: 5:14 PM FILEPATH: P:\013300\013354\001\Civil\CAD\Exhibits\25-0303-Arch Site Plan Overlay\Arch Site Plan Overlay.dwg EXHIBIT TITLEPROJECT NAMEPROJECT ADDRESS/LOCATION0GRAPHIC SCALE IN FEET160RETAILSURFACE PARKING(194 SPACES)DAKOTA'SEVENT SPACETRASH/DELIVERYDROP OFF / VALETROUNDABOUTCOVEREDEVENT LAWNDROPOFF /VALETExhibit 4Site Plan Page is too large to OCR. TARRANT COUNTY, TEXAS AND INCORPORATED AREAS VOLUME 1 OF 9 Community Name TARRANT COUNTY Community Number UNINCORPORATED AREAS 480582 ARLINGTON, CITY OF 485454 AZLE, CITY OF 480584 BEDFORD, CITY OF 480585 BENBROOK CITY OF 480586 BLUE MOUND, CITY OF 480587 BURLESON, CITY OF 485459 COLLEYVILLE, CITY OF 480590 CROWLEY, CITY OF 480591 DALWORTHINGTON GARDENS, CITY OF 481013 EDGECLIFF VILLAGE, TOWN OF 480592 EULESS, CITY OF 480593 EVERMAN, CITY OF 480594 FLOWER MOUND, TOWN OF 480777 FOREST HILL, CITY OF 480595 FORT WORTH, CITY OF 480596 GRAND PRAIRIE, CITY OF 485472 GRAPEVINE, CITY OF 480598 HALTOM CITY, CITY OF 480599 HASLET, CITY OF 480600 HURST, CITY OF 480601 KELLER, CITY OF 480602 KENNEDALE, CITY OF 480603 LAKE WORTH, CITY OF 480605 LAKESIDE, CITY OF 480604 MANSFIELD, CITY OF 480606 Tarrant County FLOOD INSURANCE STUDY NUMBER 48439CV001B REVISED: MARCH 21, 2019 Community Community Name Number NORTH RICHLAND HILLS, CITY OF 480607 PANTEGO, TOWN OF 481116 PELICAN BAY, CITY OF 481653 RENO, TOWN OF 480969 RICHLAND HILLS, CITY OF 480608 RIVER OAKS, CITY OF 480609 ROANOKE, CITY OF 480785 SAGINAW, CITY OF 480610 SANSOM PARK, CITY OF 480611 SOUTHLAKE, CITY OF 480612 TROPHY CLUB, TOWN OF 481606 WATAUGA, CITY OF 480613 WESTLAKE, TOWN OF 480614 WESTOVER HILLS, TOWN OF 480615 WESTWORTH VILLAGE, CITY OF 480616 WHITE SETTLEMENT, CITY OF 480617 Exhibit 5b FIS Flows 85 TABLE 4 – SUMMARY OF DISCHARGES (continued) PEAK DISCHARGES (cfs) FLOODING SOURCE AND LOCATION DRAINAGE AREA (sq. mile) 10% Annual Chance 2% Annual Chance 1% Annual Chance 0.2% Annual Chance Redelineation Detailed Study Streams STREAM JC-3 At confluence with Johnson Creek 0.84 1,620 2,140 2,370 2,880 At Station Drive 0.58 1,340 1,740 1,910 2,410 Approximately 0.45 mile upstream of Station Drive 0.41 940 1,220 1,340 1,680 Approximately 0.60 mile upstream of Station Drive 0.30 680 880 970 1,220 KEE BRANCH At confluence with Rush Creek 7.23 6,810 9,490 10,920 13,900 Downstream of confluence of Stream KB-1 6.96 6,210 8,720 9,970 12,470 At Interstate Route 20 4.44 4,360 6,400 7,300 9,070 Downstream of confluence of Tributary K-2 3.55 3,680 4,660 6,420 7,880 Upstream of confluence of Tributary K-2 2.85 2,980 4,400 5,020 6,190 Downstream of confluence of Tributary K-3 1.40 1,340 1,880 2,140 2,650 At U. S. Route 287 1.09 1,0302 1,4502 1,6402 2,0202 At Kennenda1e Sublett Road 0.89 1,230 1,650 1,840 2,230 STREAM KB-1 At confluence with Kee Branch 1.52 2,500 3,310 3,670 4,440 At Oak Springs Road 1.26 2,160 2,890 3,120 3,750 KINGS BRANCH At confluence of Farmers Branch 4.52 5,300 6,460 7,030 8,270 Just upstream of Roaring Spring Road 4.35 6,258 7,647 8,369 12,028 Just upstream of Green Oaks Boulevard 3.21 4,270 5,057 5,503 7,818 Approximately 960 feet upstream of Ridgmar Meadow Road 3.21 4,170 4,950 5,440 6,470 Approximately 800 feet downstream of A1ta Mere Drive 2.72 3,590 4,380 4,810 5,770 KIRBY CREEK At confluence with Fish Creek1 3.38 3,900 5,600 6,450 8,500 Kirbywood Drive 0.82 1,200 1,650 1,800 2,200 KIRKWOOD BRANCH At Grapevine Lake 8.41 6,000 8,500 9,700 12,600 Downstream of South Fork Kirkwood Branch 6.40 5,300 7,500 8,400 10,900 86 TABLE 4 – SUMMARY OF DISCHARGES (continued) PEAK DISCHARGES (cfs) FLOODING SOURCE AND LOCATION DRAINAGE AREA (sq. mile) 10% Annual Chance 2% Annual Chance 1% Annual Chance 0.2% Annual Chance Redelineation Detailed Study Streams KIRKWOOD BRANCH (CONTINUED) Upstream of South Fork Kirkwood Branch 4.89 3,950 5,600 6,400 8,200 At State Route 114 4.21 4,300 6,000 6,800 8,700 Downstream of Higgins Branch 3.56 3,850 5,400 6,100 7,700 Upstream of Higgins Branch 1.88 2,150 3,000 3,400 4,350 KIRKWOOD BRANCH TRIBUTARY At confluence with Kirkwood Branch 0.43 863 1,133 1,250 1,553 SOUTH FORK KIRKWOOD BRANCH Upstream of Kirkwood Branch 1.52 1,450 2,000 2,300 2,950 At State Route1l4 1.06 1,350 1,850 2,050 2,650 LITTLE BEAR CREEK At confluence with Big Bear Creek 24.10 6,800 11,300 13,700 18,400 At State Route 121 20.20 6,400 10,400 12,500 16,500 Downstream of Little Bear Tributary 1 18.02 6,400 10,400 12,400 16,700 At Cheshire Road 13.57 5,100 8,000 9,600 12,500 At State Route 26 11.16 4,400 6,400 7,500 9,500 At DART Railroad 8.20 4,400 6,400 7,400 9,400 At confluence of Stream LB-1 6.10 3,450 5,100 5,800 7,600 At FM 1938 (Davis Boulevard) 4.60 2,750 4,000 4,500 5,900 STREAM LB-1 At confluence with Little Bear Creek 0.72 1,170 1,560 1,740 2,190 Just downstream of Davis Boulevard 0.53 915 1,250 1,410 1,833 STREAM LB-2 At confluence with Little Bear Creek 0.70 1,094 1,577 1,799 2,343 Approximately 2,740 feet upstream of the confluence with Little Bear Creek 0.45 674 972 1,109 1,448 STREAM LB-2 Approximately 0.78 mile upstream of confluence with Little Bear Creek 0.53 790 1,080 1,200 1,520 STREAM LB-2(CONTINUED) Approximately 4,370 feet upstream of the confluence with Little Bear Creek 0.38 576 829 945 1,231 Approximately 5,120 feet upstream of the confluence with Little Bear Creek 0.25 369 533 608 794 TARRANT COUNTY,TEXAS AND INCORPORATED AREAS VOLUME 6 OF 9 Community Name TARRANT COUNTY Community Number UNINCORPORATED AREAS 480582 ARLINGTON, CITY OF 485454 AZLE, CITY OF 480584 BEDFORD, CITY OF 480585 BENBROOK CITY OF 480586 BLUE MOUND, CITY OF 480587 BURLESON, CITY OF 485459 COLLEYVILLE, CITY OF 480590 CROWLEY, CITY OF 480591 DALWORTHINGTON GARDENS, CITY OF 481013 EDGECLIFF VILLAGE, TOWN OF 480592 EULESS, CITY OF 480593 EVERMAN, CITY OF 480594 FLOWER MOUND, TOWN OF 480777 FOREST HILL, CITY OF 480595 FORT WORTH, CITY OF 480596 GRAND PRAIRIE, CITY OF 485472 GRAPEVINE, CITY OF 480598 HALTOM CITY, CITY OF 480599 HASLET, CITY OF 480600 HURST, CITY OF 480601 KELLER, CITY OF 480602 KENNEDALE, CITY OF 480603 LAKE WORTH, CITY OF 480605 LAKESIDE, CITY OF 480604 MANSFIELD, CITY OF 480606 Tarrant County FLOOD INSURANCE STUDY NUMBER 48439CV006B REVISED:MARCH 21, 2019 Community Community Name Number NORTH RICHLAND HILLS, CITY OF 480607 PANTEGO, TOWN OF 481116 PELICAN BAY, CITY OF 481653 RENO, TOWN OF 480969 RICHLAND HILLS, CITY OF 480608 RIVER OAKS, CITY OF 480609 ROANOKE, CITY OF 480785 SAGINAW, CITY OF 480610 SANSOM PARK, CITY OF 480611 SOUTHLAKE, CITY OF 480612 TROPHY CLUB, TOWN OF 481606 WATAUGA, CITY OF 480613 WESTLAKE, TOWN OF 480614 WESTOVER HILLS, TOWN OF 480615 WESTWORTH VILLAGE, CITY OF 480616 WHITE SETTLEMENT, CITY OF 480617 Exhibit 5c FIS WSE Profile FLOOD PROFILESAND INCORPORATED AREASFEDERAL EMERGENCY MANAGEMENT AGENCYLEGEND 0.2% ANNUAL CHANCE FLOOD CROSS SECTION LOCATION STREAM BED TARRANT COUNTY, TX280PSTREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH GRAPEVINE LAKE KIRKWOOD BRANCH595 590 585 580 575 570 565 560 2150021000205002000019500190001850018000175001700016500160001550015000555ELEVATION IN FEET (NAVD 88)1% ANNUAL CHANCE FLOOD 2% ANNUAL CHANCE FLOOD 10% ANNUAL CHANCE FLOOD 595 590 585 580 575 570 565CORPORATE LIMITSCITY OF WESTLAKECITY OF SOUTHLAKE CONFLUENCE OFHIGGINS BRANCHROADSAM SCHOOLCONFLUENCE OFKIRKWOOD BRANCHTRIBUTARYSTATE ROUTE 114DENTON COUNTYTARRANT COUNTY BaskLn114 I n d i a nCr e e k Dr Sun s e tD rW e s t l a k e D o v e R d C a p i t a l Pkwy De s t i nyW ay NPearsonLnD e l oitte Way P o stOa k Pl PrecinctLineRdF i r e S t a t i o n N o . 1 VaqueroClu b D rA s p e n L n T e x as TrlNPearsonLn F a w k e s L n A u t u m n D r S u m m e r L n M e a d o w v i e w D rSpringDr S p a n i s h T r l T a l l W o o d s Tr l L a z y L n W i n t e r D r S t o n e c a s t l e D r DavisBlvdRandolMillAveV a quer o Club SuttonPlOverlandTrlRoyalLnCimarronTrlTop Ra i l L n J o h n s o n R d VermilionCtBrewerRdKatelynLnNPearsonLnE m b e r W o o d s D rWindsorForestTrlPearson Xing J o r d a n D r F l o r e n c e R d SumacDrG r a y L n V i s t a L n ElkinLnV i s t a R d MarvinDrDavisBlvdJ o h ns on P ar k S afety Town Fl o r ence E lementa r y Sc h o ol Indian Creek Dr IndianCreekDrIn v e r n e s s D r Fresh Mea d o w DrT.W.KingRdKirkwoodBra n c h Solana Blvd TrophyWoodDrPalmettoWayDoveRdIndian C r e e k D r TerraBellaD rT.W.King RdCardonaDrC ortesD r DavisBlvdWNo r t h we s t P k wy WHighway 114 Th e C liffs P ar k S o l a n a T e r r a c e HigginsBranchKirkwood Branch Pond Wo o dbrook L nLakeviewDr NPeytonvilleAveP h e a s a n t L n E n c l a v e C t BiltmoreDrDov e R dD o v e R d B r it t any C t L a u r e l L n MaranthaWayMorganRdS l e e p y H ollow Trl Fo r e s t L n N o rwic h C t K i n g s w o o d D r R e g a l O a k s D r W Do v e R d B ra z osDrW a t e r L i l y D rNor ma n d y DrGingerCtN P e y to n v illeAveLakeviewDrW o o d brookLnP a r k P l SouthridgeLakesPkwyTen B arTrlRedwin gDr StratfordDrTimberLakeDrG i f f o r d C t StacyD r W S o u t h l a k e B l v d Car r oll S enior High S chool Cla r i den Ranc h R d K i ng Ra n c h R d WhiteChapelRdB o b J o nes P a r k KirkwoodBlvdNWh it e Ch a p e l Bl v d T yl er S tWNo r t h we s t PkwyETh e Cliffs P a r k W D o v e Rd R a venaux D r Fox G ln T u r n b e r ry Ln ShadyOaksDrW H i g h l a n d S t W D o v e Rd WNort hwest Pk wy WLove H e n r y C t W S out h l a k e B l v d B ic entennial P ar k C a r r o l l High S c hool D u r ham E lem entar y Sc h o ol and Inter m ediate S chool &&&&& &&&&&&&&& & &&&&&&&&&&&&&&& & & &&&&&&&&&&&&&&& && & &&&&&&&&&&&&& &&&& &&&& &&&&&&&&&&& &&&&&&&&&& &&&&&&&&& &&& & 760 750 740730710700 690 680 7307207006906 8 0 6 7 0 6 6 0 650710700690680650640630620610650640630620610570730720 710 700 670 660 6906806706606506307107006906806706 6 0 65 0 730 72 0 700 690 68066 0 65 0 64 0 63 0 620 6106 4 0630620610 590 730720710700690680680670660650640 650620 610 600 590580610600590580570 670 660 690680 650 640 630 680670660650640630620630 620 610 630 610 600590780770760740 730 720 710710 700 690680670650 670 650 64 0 63 0 680670 660 650 660 650640 660610630620640630650640620610600 570 560 750740730 740730730720690680670690680660690680 68 0 670 6706 5 0 670 650 640630620640 630 620 570 560 550 72 0 7 1 0 700 690690 680 680 670 6706506706606506 8 0 6 7 0670650 6806606506606506706606 6 0 640650 640 66 0 640 6 4 0 6 3 0 66065064 0 63 0 630620600620 610 750 740 750740750740720 710 710700710700690680680670680 670 6906 8 0 680660670660670660650 640 6506306406306406306306206206 1 0600590 5 8 0 5 7 0 73072 0 710700710 700 7 1 0 7 0 0 700690 7006 9 0 690680680670670660660 650 660650660650650640650 640 640 6 3 0 630 620 630620630620620610620 610 770630620 660580670600 59071064075067 0 650 7 5 0 630630580580 750740700690640660 640630610 71067070070068 0 610 640 6 7 0 690 680 670660630 620 6206406106006106007 4 0 710710710710 690 6806 8 0 670680690690670660670 680 68068068066066 0670 670660650660650 6506306206306306206205905 9 0 5805 6 0 770 770760740 740 7407 3 0 740 74 0 7 2 0 7307307 3 0 710710 710720720700700 6907 0 0 690700700680690 690680690 69069 0 680680 670670670 67067 0 670680 680 6 8 0 68068068068068068068068067067067067067066067067 0 660 670 670 670670 670670 6 7 0670670 670660670660660 6606606506 5 0 650650 660660650 650640 650 640640 6 4 0 640650650650650650 6 5 0 6 5 0 640640 640 640640 630630630640 6 4 0 640 640 630640630 630630630620 620630 630630620620 620 620620610610610620 620 620 600600600600 610610 610610 6006005905 8 0 580590 590 560 560570570730 7207106 7 0 670650 650580Trophy Club WesTlaKe souThlaKe souThlaKe WesTlaKe Keller Trophy Club Da-3 2637.6 aC Da-2 57.9 aC Da-1 43.6 aC Sources: Esri, TomTom, Garmin, FAO, NOAA, USGS, © OpenStreetMap contributors, and the GIS User Community, Maxar 13354.001 March 26, 2025 /0 750 1,500 Feet 1 in = 1,500 ft Exhibit 6a Existing Overall DAM Kirkwood Retail 0.2% Annual Chance Flood Hazard Regulatory Floodway 1% Annual Chance Flood Hazard Zone Type FEMA Floodplain Cities Tarrant County Southlake Drainage Areas - Existing Flow Arrows& Channel Pipe Shallow Overland Flow Type Time of Concentration Hydrology Site Boundary Existing Storm Existing Storm Legend ZOI Kirkwood Site = 6 ac Overall DA = 2,739 ac Site = 0.2% of Overall DA Site Boundary S o l a n a T e r r a c e B l d g 1Bldg8 B l d g 9 C h a p e l a t E n t r a d a G a r a g e D B l d g 7 Solana Blvd Solana Blvd K n o l l s A m e n i t y C e n te r KirkwoodBranchDentonCreek114 S o la n a B lv d PlazaDr T.W.King Rd K ir k w o o d B l v d Hig h w a y 1 1 4 S e r v i ceRdWNo r t h we s t Pk wy WHighway114 G a r a g e C B l d g 5 Ga r a g e B G a r a g e A Kirkwoo d Bran c h S o l a n a B l v dSolanaBlvd S a mSchool RdHi g h wa y 1 1 4 Se r v i c e RdWNo r t h we s t P k wy E B u i l d i n g 5 B u i l d i n g 1 M a r r i o t t D F W W e s tl a k e L i f e T i m e F i t n e s s Kirkwoo d B l v dNWhi t eCha p e l B l v d S a b r e D r S a b r e KirkwoodBlvdTylerSt&&&&&&&&&&&& &&& & 650 640 630 620 610 650 640 620 610600 590 6406306206 1 0 600590580570650 640 630 620 610 610600590580570610 590 600 580 570 640 630620 600580640 630 620630620610 6 2 0 6 1 0 6206106006206106 1 0 5 9 0 600 590 5 9 0 5805 7 0 570 560 570560630 620 630 620 610 60 0 6 0 0 5 9 0 570560560550590580580560620630620 620 570650 630 610 6 2 0 620620620 610 610 60060059059059 0 59 0 5905 9 0 590580 5 9 0580 580 5705 7 0 56 0 560560560 620 620 620 620 610610 61 0 610 610 6 0 0 590590570570560560 Westlake southlake trophy club Da-3 2637.6 ac Da-2 57.9 ac Da-1 43.6 ac Maxar, Microsoft, Sources: Esri, TomTom, Garmin, FAO, NOAA, USGS, © OpenStreetMap contributors, and the GIS User Community 13354.001 March 26, 2025 /0 200 400 Feet 1 in = 400 ft Exhibit 6b Existing DAM Kirkwood Retail 0.2% Annual Chance Flood Hazard Regulatory Floodway 1% Annual Chance Flood Hazard Zone Type FEMA Floodplain Cities Tarrant County Southlake Drainage Areas - Existing Flow Arrows& Channel Pipe Shallow Overland Flow Type Time of Concentration Hydrology Site Boundary Existing Storm Existing Storm Legend ZOI Ex 100-yr Q = 7,276 cfs Site BoundaryEx 20' Sump Inlet Ex 15' TxDot Curb Inlet S o l a n a T e r r a c e B l d g 1Bldg8 B l d g 9 C h a p e l a t E n t r a d a G a r a g e D B l d g 7 Solana Blvd Solana Blvd K n o l l s A m e n i t y C e n te r KirkwoodBranchDentonCreek114 S o la n a B lv d PlazaDr T.W.King Rd K ir k w o o d B l v d Hig h w a y 1 1 4 S e r v i ceRdWNo r t h we s t Pk wy WHighway114 G a r a g e C B l d g 5 Ga r a g e B G a r a g e A Kirkwoo d Bran c h S o l a n a B l v dSolanaBlvd S a mSchool RdHi g h wa y 1 1 4 Se r v i c e RdWNo r t h we s t P k wy E B u i l d i n g 5 B u i l d i n g 1 M a r r i o t t D F W W e s tl a k e L i f e T i m e F i t n e s s Kirkwoo d B l v dNWhi t eCha p e l B l v d S a b r e D r S a b r e KirkwoodBlvdTylerSt&&&&&&&&&&&& &&& &570650 640 630 620 610 650 640 620 610600 590 6406306206 1 0 600590580570650 640 630 620 610 610600590580570610 590 600 580 570 640 630620 600580640 630 620630620610 6 2 0 6 1 0 6206106006206106 1 0 5 9 0 6 0 0 5 9 0 5 9 0 5805 7 0 570 560 570560630 620 630 620 610 60 0 600 570560560550590580580560620630620 620 5 9 0 570650 630 610 6 2 0 620620620 610 610 60060059059059 0 59 0 5905 9 0 590580 5 9 0 580 5 7 0 56 0 560560560 620 620 620 620 610610 61 0 610 610 6 0 0 590590570570560560 Westlake southlake trophy club Da-1 42.9 ac Da-3 2637.6 ac Da-2 58.6 ac 591 590 588 595 592 589 587 585 582 579593 584 582583584583581594 593581 Maxar, Microsoft, Sources: Esri, TomTom, Garmin, FAO, NOAA, USGS, © OpenStreetMap contributors, and the GIS User Community 13354.001 March 26, 2025 /0 200 400 Feet 1 in = 400 ft Exhibit 7 Proposed DAM Kirkwood Retail ZOI Ex 100-yr Q = 7,276 cfs Prop 100-yr Q = 7,275 cfs Site BoundaryEx 20' Sump Inlet Ex 15' TxDot Curb Inlet 0.2% Annual Chance Flood Hazard Regulatory Floodway 1% Annual Chance Flood Hazard Zone Type FEMA Floodplain Cities Tarrant County Southlake Drainage Areas - Existing Existing Drainage Areas - Proposed Proposed - Ultimate Flow Arrows& Channel Pipe Shallow Overland Flow Type Time of Concentration Hydrology Contours - Preliminary Site - Preliminary Buildings - Preliminary Prop Site Site Boundary Existing Storm Legend BaskLn114 I n d i a nCr e e k Dr Sun s e tD rW e s t l a k e D o v e R d C a p i t a l Pkwy De s t i nyW ay NPearsonLnD e l oitte Way P o stOa k Pl PrecinctLineRdF i r e S t a t i o n N o . 1 VaqueroClu b D rA s p e n L n T e x as TrlNPearsonLn F a w k e s L n A u t u m n D r S u m m e r L n M e a d o w v i e w D rSpringDr S p a n i s h T r l T a l l W o o d s Tr l L a z y L n W i n t e r D r S t o n e c a s t l e D r DavisBlvdRandolMillAveV a quer o Club SuttonPlOverlandTrlRoyalLnCimarronTrlTop Ra i l L n J o h n s o n R d VermilionCtBrewerRdKatelynLnNPearsonLnE m b e r W o o d s D rWindsorForestTrlPearson Xing J o r d a n D r F l o r e n c e R d SumacDrG r a y L n V i s t a L n ElkinLnV i s t a R d MarvinDrDavisBlvdJ o h ns on P ar k S afety Town Fl o r ence E lementa r y Sc h o ol Indian Creek Dr IndianCreekDrIn v e r n e s s D r Fresh Mea d o w DrT.W.KingRdKirkwoodBra n c h Solana Blvd TrophyWoodDrPalmettoWayDoveRdIndian C r e e k D r TerraBellaD rT.W.King RdCardonaDrC ortesD r DavisBlvdWNo r t h we s t P k wy WHighway 114 Th e C liffs P ar k S o l a n a T e r r a c e HigginsBranchKirkwood Branch Pond Wo o dbrook L nLakeviewDr NPeytonvilleAveP h e a s a n t L n E n c l a v e C t BiltmoreDrDov e R dD o v e R d B r it t any C t L a u r e l L n MaranthaWayMorganRdS l e e p y H ollow Trl Fo r e s t L n N o rwic h C t K i n g s w o o d D r R e g a l O a k s D r W Do v e R d B ra z osDrW a t e r L i l y D rNor ma n d y DrGingerCtN P e y to n v illeAveLakeviewDrW o o d brookLnP a r k P l SouthridgeLakesPkwyTen B arTrlRedwin gDr StratfordDrTimberLakeDrG i f f o r d C t StacyD r W S o u t h l a k e B l v d Car r oll S enior High S chool Cla r i den Ranc h R d K i ng Ra n c h R d WhiteChapelRdB o b J o nes P a r k KirkwoodBlvdNWh it e Ch a p e l Bl v d T yl er S tWNo r t h we s t PkwyETh e Cliffs P a r k W D o v e Rd R a venaux D r Fox G ln T u r n b e r ry Ln ShadyOaksDrW H i g h l a n d S t W D o v e Rd WNort hwest Pk wy WLove H e n r y C t W S out h l a k e B l v d B ic entennial P ar k C a r r o l l High S c hool D u r ham E lem entar y Sc h o ol and Inter m ediate S chool Trophy Club WesTlaKe souThlaKe souThlaKe WesTlaKe Keller Trophy Club Da-3 2637.6 aC Da-2 57.9 aC Da-1 43.6 aC Sources: Esri, TomTom, Garmin, FAO, NOAA, USGS, © OpenStreetMap contributors, and the GIS User Community, Maxar 13354.001 March 26, 2025 /0 750 1,500 Feet 1 in = 1,500 ft Exhibit 8a Existing Land Use Map Kirkwood Retail ZOI Site Boundary Water Infrastructure Mixed Use Retail Commercial Office Commercial Medium Density Residential Low Density Residential Public / Semi-Public Public Park / Open Space / Undeveloped Existing Land Use Drainage Areas - Existing Site Boundary Legend BaskLn114 I n d i a nCr e e k Dr Sun s e tD rW e s t l a k e D o v e R d C a p i t a l Pkwy De s t i nyW ay NPearsonLnD e l oitte Way P o stOa k Pl PrecinctLineRdF i r e S t a t i o n N o . 1 VaqueroClu b D rA s p e n L n T e x as TrlNPearsonLn F a w k e s L n A u t u m n D r S u m m e r L n M e a d o w v i e w D rSpringDr S p a n i s h T r l T a l l W o o d s Tr l L a z y L n W i n t e r D r S t o n e c a s t l e D r DavisBlvdRandolMillAveV a quer o Club SuttonPlOverlandTrlRoyalLnCimarronTrlTop Ra i l L n J o h n s o n R d VermilionCtBrewerRdKatelynLnNPearsonLnE m b e r W o o d s D rWindsorForestTrlPearson Xing J o r d a n D r F l o r e n c e R d SumacDrG r a y L n V i s t a L n ElkinLnV i s t a R d MarvinDrDavisBlvdJ o h ns on P ar k S afety Town Fl o r ence E lementa r y Sc h o ol Indian Creek Dr IndianCreekDrIn v e r n e s s D r Fresh Mea d o w DrT.W.KingRdKirkwoodBra n c h Solana Blvd TrophyWoodDrPalmettoWayDoveRdIndian C r e e k D r TerraBellaD rT.W.King RdCardonaDrC ortesD r DavisBlvdWNo r t h we s t P k wy WHighway 114 Th e C liffs P ar k S o l a n a T e r r a c e HigginsBranchKirkwood Branch Pond Wo o dbrook L nLakeviewDr NPeytonvilleAveP h e a s a n t L n E n c l a v e C t BiltmoreDrDov e R dD o v e R d B r it t any C t L a u r e l L n MaranthaWayMorganRdS l e e p y H ollow Trl Fo r e s t L n N o rwic h C t K i n g s w o o d D r R e g a l O a k s D r W Do v e R d B ra z osDrW a t e r L i l y D rNor ma n d y DrGingerCtN P e y to n v illeAveLakeviewDrW o o d brookLnP a r k P l SouthridgeLakesPkwyTen B arTrlRedwin gDr StratfordDrTimberLakeDrG i f f o r d C t StacyD r W S o u t h l a k e B l v d Car r oll S enior High S chool Cla r i den Ranc h R d K i ng Ra n c h R d WhiteChapelRdB o b J o nes P a r k KirkwoodBlvdNWh it e Ch a p e l Bl v d T yl er S tWNo r t h we s t PkwyETh e Cliffs P a r k W D o v e Rd R a venaux D r Fox G ln T u r n b e r ry Ln ShadyOaksDrW H i g h l a n d S t W D o v e Rd WNort hwest Pk wy WLove H e n r y C t W S out h l a k e B l v d B ic entennial P ar k C a r r o l l High S c hool D u r ham E lem entar y Sc h o ol and Inter m ediate S chool Trophy Club WeSTlake SouThlake SouThlake WeSTlake keller Trophy Club Da-1 42.9 aC Da-3 2637.6 aC Da-2 58.6 aC Sources: Esri, TomTom, Garmin, FAO, NOAA, USGS, © OpenStreetMap contributors, and the GIS User Community, Maxar 13354.001 March 26, 2025 /0 750 1,500 Feet 1 in = 1,500 ft Exhibit 8b Proposed Land Use Map Kirkwood Retail ZOI Site Boundary Water Infrastructure Mixed Use Retail Commercial Office Commercial Medium Density Residential Low Density Residential Public / Semi-Public Public Park / Open Space / Undeveloped Existing Land Use Drainage Areas - Existing Drainage Areas - Proposed Site Boundary Legend BaskLn114 I n d i a nCr e e k Dr Sun s e tD rW e s t l a k e D o v e R d C a p i t a l Pkwy De s t i nyW ay NPearsonLnD e l oitte Way P o stOa k Pl PrecinctLineRdF i r e S t a t i o n N o . 1 VaqueroClu b D rA s p e n L n T e x as TrlNPearsonLn F a w k e s L n A u t u m n D r S u m m e r L n M e a d o w v i e w D rSpringDr S p a n i s h T r l T a l l W o o d s Tr l L a z y L n W i n t e r D r S t o n e c a s t l e D r DavisBlvdRandolMillAveV a quer o Club SuttonPlOverlandTrlRoyalLnCimarronTrlTop Ra i l L n J o h n s o n R d VermilionCtBrewerRdKatelynLnNPearsonLnE m b e r W o o d s D rWindsorForestTrlPearson Xing J o r d a n D r F l o r e n c e R d SumacDrG r a y L n V i s t a L n ElkinLnV i s t a R d MarvinDrDavisBlvdJ o h ns on P ar k S afety Town Fl o r ence E lementa r y Sc h o ol Indian Creek Dr IndianCreekDrIn v e r n e s s D r Fresh Mea d o w DrT.W.KingRdKirkwoodBra n c h Solana Blvd TrophyWoodDrPalmettoWayDoveRdIndian C r e e k D r TerraBellaD rT.W.King RdCardonaDrC ortesD r DavisBlvdWNo r t h we s t P k wy WHighway 114 Th e C liffs P ar k S o l a n a T e r r a c e HigginsBranchKirkwood Branch Pond Wo o dbrook L nLakeviewDr NPeytonvilleAveP h e a s a n t L n E n c l a v e C t BiltmoreDrDov e R dD o v e R d B r it t any C t L a u r e l L n MaranthaWayMorganRdS l e e p y H ollow Trl Fo r e s t L n N o rwic h C t K i n g s w o o d D r R e g a l O a k s D r W Do v e R d B ra z osDrW a t e r L i l y D rNor ma n d y DrGingerCtN P e y to n v illeAveLakeviewDrW o o d brookLnP a r k P l SouthridgeLakesPkwyTen B arTrlRedwin gDr StratfordDrTimberLakeDrG i f f o r d C t StacyD r W S o u t h l a k e B l v d Car r oll S enior High S chool Cla r i den Ranc h R d K i ng Ra n c h R d WhiteChapelRdB o b J o nes P a r k KirkwoodBlvdNWh it e Ch a p e l Bl v d T yl er S tWNo r t h we s t PkwyETh e Cliffs P a r k W D o v e Rd R a venaux D r Fox G ln T u r n b e r ry Ln ShadyOaksDrW H i g h l a n d S t W D o v e Rd WNort hwest Pk wy WLove H e n r y C t W S out h l a k e B l v d B ic entennial P ar k C a r r o l l High S c hool D u r ham E lem entar y Sc h o ol and Inter m ediate S chool Trophy Club WeSTlake SouThlake SouThlake WeSTlake keller Trophy Club Da-1 42.9 aC Da-3 2637.6 aC Da-2 58.6 aC Sources: Esri, TomTom, Garmin, FAO, NOAA, USGS, © OpenStreetMap contributors, and the GIS User Community, Maxar 13354.001 March 26, 2025 /0 750 1,500 Feet 1 in = 1,500 ft Exhibit 8c Ultimate Land Use Map Kirkwood Retail ZOI Site Boundary Water Infrastructure Mixed Use Retail Commercial Office Commercial Medium Density Residential Low Density Residential Public / Semi-Public Public Park / Open Space / Undeveloped Existing Land Use Drainage Areas - Existing Drainage Areas - Proposed Site Boundary Legend BaskLn114 I n d i a nCr e e k Dr Sun s e tD rW e s t l a k e D o v e R d C a p i t a l Pkwy De s t i nyW ay NPearsonLnD e l oitte Way P o stOa k Pl PrecinctLineRdF i r e S t a t i o n N o . 1 VaqueroClu b D rA s p e n L n T e x as TrlNPearsonLn F a w k e s L n A u t u m n D r S u m m e r L n M e a d o w v i e w D rSpringDr S p a n i s h T r l T a l l W o o d s Tr l L a z y L n W i n t e r D r S t o n e c a s t l e D r DavisBlvdRandolMillAveV a quer o Club SuttonPlOverlandTrlRoyalLnCimarronTrlTop Ra i l L n J o h n s o n R d VermilionCtBrewerRdKatelynLnNPearsonLnE m b e r W o o d s D rWindsorForestTrlPearson Xing J o r d a n D r F l o r e n c e R d SumacDrG r a y L n V i s t a L n ElkinLnV i s t a R d MarvinDrDavisBlvdJ o h ns on P ar k S afety Town Fl o r ence E lementa r y Sc h o ol Indian Creek Dr IndianCreekDrIn v e r n e s s D r Fresh Mea d o w DrT.W.KingRdKirkwoodBra n c h Solana Blvd TrophyWoodDrPalmettoWayDoveRdIndian C r e e k D r TerraBellaD rT.W.King RdCardonaDrC ortesD r DavisBlvdWNo r t h we s t P k wy WHighway 114 Th e C liffs P ar k S o l a n a T e r r a c e HigginsBranchKirkwood Branch Pond Wo o dbrook L nLakeviewDr NPeytonvilleAveP h e a s a n t L n E n c l a v e C t BiltmoreDrDov e R dD o v e R d B r it t any C t L a u r e l L n MaranthaWayMorganRdS l e e p y H ollow Trl Fo r e s t L n N o rwic h C t K i n g s w o o d D r R e g a l O a k s D r W Do v e R d B ra z osDrW a t e r L i l y D rNor ma n d y DrGingerCtN P e y to n v illeAveLakeviewDrW o o d brookLnP a r k P l SouthridgeLakesPkwyTen B arTrlRedwin gDr StratfordDrTimberLakeDrG i f f o r d C t StacyD r W S o u t h l a k e B l v d Car r oll S enior High S chool Cla r i den Ranc h R d K i ng Ra n c h R d WhiteChapelRdB o b J o nes P a r k KirkwoodBlvdNWh it e Ch a p e l Bl v d T yl er S tWNo r t h we s t PkwyETh e Cliffs P a r k W D o v e Rd R a venaux D r Fox G ln T u r n b e r ry Ln ShadyOaksDrW H i g h l a n d S t W D o v e Rd WNort hwest Pk wy WLove H e n r y C t W S out h l a k e B l v d B ic entennial P ar k C a r r o l l High S c hool D u r ham E lem entar y Sc h o ol and Inter m ediate S chool Trophy Club WeSTlake SouThlake SouThlake WeSTlake keller Trophy Club Da-1 42.9 aC Da-3 2637.6 aC Da-2 58.6 aC Sources: Esri, TomTom, Garmin, FAO, NOAA, USGS, © OpenStreetMap contributors, and the GIS User Community, Maxar 13354.001 March 26, 2025 /0 750 1,500 Feet 1 in = 1,500 ft Exhibit 9 Soils Map Kirkwood Retail ZOI Site Boundary D C B A Hydro_Rating Drainage Areas - Existing Drainage Areas - Proposed Site Boundary Legend Appendix B Hydrologic Calcs and Results Exhibit 1B Southlake Kirkwood Retail HMS Model Set-Up Calc Table 1Southlake Kirkwood RetailHydrology InputSummary3/26/2025ExistingNameEx Area SqMiEx Area AcEx TcEx CNEx % ImpDA-10.068143.67.27263DA-20.090457.96.66820DA-34.12152,637.740.86638ProposedNameProp Area SqMiProp Area AcProp TcProp CNProp % ImpDA-10.067042.97.27251DA-20.091558.66.66826DA-34.12142,637.740.86638UltimateNameUlt Area SqMiUlt Area AcUlt TcUlt CNUlt % ImpDA-10.067042.93.87277DA-20.091558.66.66856DA-34.12142,637.740.866401 of 8 Calc Table 2Southlake Kirkwood RetailLag TimeCalculations3/26/2025TProject:13354.001TClient NL Group, IncTUser KEBTDate: 3/26/2025VVNL GROUP, INC - SOUTHLAKE (KIRKWOOD) RETAIL - DRAINAGE DOWNSTREAM ASSESSMENTFDetermination of Time of Concentration and Lag by NRCS Velocity Method (TR-55)!!Area Name:DA-1Pipes or Channels (Vee, Rectangular, Trapesoidal)!Length Point 1 Point 2 n or Daimeter Lt. Slope Bottom W Depth Rt. Slope Slope Velocity Tn!Category Surface Type or Descriptionft elev, ft elev ft V Coeff. in h:1 ft ft h:1 ft/ft ft/s minWarnings and Comments!Overland,and Shallow flows1Overland, To Grass, short prairie grasses (NEH 15-6) 100 651.0 644.0 0.15 0.0700 0.288 5.793Shallow, Ts Grassed Waterways (NEH 15-8) 580 644.0 605.0 16.135 0.0672 4.184 2.31!Lined Channels and Conduits6Tch Existing Storm 1100.0 605.0 583.0 0.013 48 0.0200 16.166 1.137Tch Existing Storm 1155 571.3 569.6 0.015 8 6 0.0015 6.773 2.8410Reference: National Engineering Handbook, Part 630 Hydrology, Chapter 15 - Time of Concentration, where Indicated.Computed Tc 12.0811User Notes:Allowable Tc 12.0812DA-1Computed Lag 7.25 = 0.6 * Computed Tc (From NEH Part 630, Ch 15)*!!Area Name:DA-2Pipes or Channels (Vee, Rectangular, Trapesoidal)!Length Point 1 Point 2 n or Daimeter Lt. Slope Bottom W Depth Rt. Slope Slope Velocity Tn!Category Surface Type or Descriptionft elev, ft elev ft V Coeff. in h:1 ft ft h:1 ft/ft ft/s minWarnings and Comments!Overland,and Shallow flows1Overland, To Grass, short prairie grasses (NEH 15-6) 100 638.2 626.0 0.15 0.1220 0.359 4.643Shallow, Ts Grassed Waterways (NEH 15-8) 460 626.0 589.0 16.135 0.0804 4.576 1.684Shallow, Ts Pavement and Small Upland Gullies (NEH 15-8) 290 589.0 582.0 20.328 0.0241 3.158 1.53!Lined Channels and Conduits6Tch Existing Storm - Detention 430 582.0 581.0 0.013 96 0.0023 8.750 0.827Tch Existing Storm 300 581.0 565.0 0.013 42 0.0533 24.150 0.218Tch Existing Creek - Downstream Kirkwood Branch 520 565.0 563.0 0.045 20 25 5 20 0.0038 4.044 2.1410Reference: National Engineering Handbook, Part 630 Hydrology, Chapter 15 - Time of Concentration, where Indicated.Computed Tc 11.0211User Notes:Allowable Tc 11.0212DA-2Computed Lag 6.61 = 0.6 * Computed Tc (From NEH Part 630, Ch 15)*2 of 8 Calc Table 2Southlake Kirkwood RetailLag TimeCalculations3/26/2025!Area Name:DA-3Pipes or Channels (Vee, Rectangular, Trapesoidal)!Length Point 1 Point 2 n or Daimeter Lt. Slope Bottom W Depth Rt. Slope Slope Velocity Tn!Category Surface Type or Descriptionft elev, ft elev ft V Coeff. in h:1 ft ft h:1 ft/ft ft/s minWarnings and Comments!Overland,and Shallow flows1Overland, To Grass, short prairie grasses (NEH 15-6) 100 708.0 705.0 0.15 0.0300 0.205 8.133Shallow, Ts Grassed Waterways (NEH 15-8) 635 705.0 691.0 16.135 0.0220 2.396 4.42!Lined Channels and Conduits6Tch Existing Storm 745 691.0 680.0 0.013 24 0.0148 8.750 1.427Tch Existing Channel 330 680.0 671.0 0.030 6 2 1 6 0.0273 5.589 0.988Tch Existing Culvert 130 671.0 670.0 0.013 36 0.0077 8.276 0.269Tch Existing Channel 70 670.0 666.0 0.030 10 5 1 10 0.0571 8.401 0.1410Tch Existing Storm 780 666.0 650.0 0.015 5 4 0.0205 18.909 0.6911Tch Existing Channel - Upstream Higgins Branch 4995 650.0 616.0 0.040 6 10 4.5 6 0.0068 5.753 14.4712Tch Existing Creek - Downstream Higgins Branch 7090 616.0 584.0 0.040 15 10 4 15 0.0045 4.157 28.4313Tch Existing Creek - Downstream Kirkwood Branch 2735 584.0 568.0 0.045 20 25 5 20 0.0059 4.987 9.1414Reference: National Engineering Handbook, Part 630 Hydrology, Chapter 15 - Time of Concentration, where Indicated.Computed Tc 68.0815User Notes:Allowable Tc 35.00Storm Drain Tc Defaults to Max. Tc Allowed16DA-3Computed Lag 40.85 = 0.6 * Computed Tc (From NEH Part 630, Ch 15)*!!Area Name:Ult DA-1Pipes or Channels (Vee, Rectangular, Trapesoidal)!Length Point 1 Point 2 n or Daimeter Lt. Slope Bottom W Depth Rt. Slope Slope Velocity Tn!Category Surface Type or Descriptionft elev, ft elev ft V Coeff. in h:1 ft ft h:1 ft/ft ft/s minWarnings and Comments!Overland,and Shallow flows1Overland, To Smooth Surface (conc., asph, gravel, bare soil) (NEH 15-6) 50 640.8 640.5 0.011 0.0050 0.705 1.182Overland, To 0.0000 0.000 0.003Shallow, Ts Pavement and Small Upland Gullies (NEH 15-8) 100 640.5 640.0 20.328 0.0050 1.437 1.164Shallow, Ts 0.0000 0.000 0.005Shallow, Ts 0.0000 0.000 0.00!Lined Channels and Conduits6Tch Proposed Storm 530.0 640.0 605.0 0.0660 0.000 0.007Tch Existing Storm 1100.0 605.0 583.0 0.013 48 0.0200 16.166 1.138Tch Existing Storm 1155 571.3 569.6 0.015 8 6 0.0015 6.773 2.849Tch 0.0000 0.000 0.0010Reference: National Engineering Handbook, Part 630 Hydrology, Chapter 15 - Time of Concentration, where Indicated.Computed Tc 6.3211User Notes:Allowable Tc 6.3212Ult DA-1Computed Lag 3.79 = 0.6 * Computed Tc (From NEH Part 630, Ch 15)*3 of 8 Calc Table 3Southlake Kirkwood RetailCurve NumberValue per Land Use and Soil Type3/26/2025Zoning Applied Land Use Description Cover Description % Imp A B C DAG Public Park / Open Space Open Space - Good Condition 0 39 61 74 80CS Public / Semi-Public Public, Civic, Religious Uses6577 85 90 92SF1A Low Density ResidentialMin one-acre lots, 20% house + 12% Paving + 3% Accessory Structures35 60 74 82 86R-PUD / SF-20A Medium Density ResidentialMin 20k sq ft lot, 30% house + 27% Paving + 3% Accessory Structures60 74 83 88 91O-1Office Commercial50% Building + 15% Paving65 77 85 90 92C-2Retail Commercial50% Building + 20% Paving70 80 87 91 93B-1 Mixed Use Large-Scale, Master Planned, Mixed Use Developments 70 80 87 91 93-- Infrastructure Impervious Areas: Paved 100 98 98 98 98-- Water Lakes & Ponds10098 98 98 98Notes:% Imp values Based on Zoning Requirements 4 of 8 Calc Table 4 Southlake Kirkwood Retail Curve Number and Percent Impervious Calculation for Existing Conditions 3/26/2025 OBJECTID *SHAPE *Name Hydro_Rating Condition Existing Land Use Area (ac)CN Ex % Imp 57 Polygon DA-1 D Existing Undeveloped 1.4120 80 0 58 Polygon DA-1 D Existing Mixed Use 4.7030 80 70 59 Polygon DA-1 D Existing Undeveloped 11.6181 80 35 60 Polygon DA-1 D Existing Infrastructure 2.2823 80 100 61 Polygon DA-1 B Existing Mixed Use 6.6172 61 70 62 Polygon DA-1 B Existing Undeveloped 2.6898 61 70 63 Polygon DA-1 B Existing Infrastructure 4.9355 61 100 64 Polygon DA-1 A Existing Mixed Use 0.0558 39 70 65 Polygon DA-1 A Existing Public Park / Open Space 0.0059 39 0 66 Polygon DA-1 C Existing Mixed Use 4.1225 74 70 67 Polygon DA-1 C Existing Retail Commercial 0.0048 74 70 68 Polygon DA-1 C Existing Undeveloped 1.7140 74 0 69 Polygon DA-1 C Existing Infrastructure 3.4371 74 100 39 Polygon DA-2 D Existing Water 0.7290 80 100 40 Polygon DA-2 D Existing Undeveloped 2.5752 80 0 41 Polygon DA-2 D Existing Mixed Use 10.6992 80 70 42 Polygon DA-2 D Existing Undeveloped 13.4054 80 0 43 Polygon DA-2 D Existing Undeveloped 1.3792 80 0 44 Polygon DA-2 B Existing Water 0.4712 61 100 45 Polygon DA-2 B Existing Undeveloped 1.6525 61 0 46 Polygon DA-2 B Existing Mixed Use 3.7883 61 70 47 Polygon DA-2 B Existing Undeveloped 9.2186 61 0 48 Polygon DA-2 B Existing Public Park / Open Space 6.1337 61 0 49 Polygon DA-2 B Existing Undeveloped 1.0415 61 0 50 Polygon DA-2 A Existing Mixed Use 0.0581 39 70 51 Polygon DA-2 A Existing Undeveloped 0.1931 39 0 52 Polygon DA-2 A Existing Public Park / Open Space 6.2697 39 0 53 Polygon DA-2 A Existing Undeveloped 0.0853 39 0 54 Polygon DA-2 C Existing Undeveloped 0.0013 74 0 55 Polygon DA-2 C Existing Mixed Use 0.1669 74 70 56 Polygon DA-2 C Existing Public Park / Open Space 0.0130 74 0 1 Polygon DA-3 D Existing Low Density Residential 271.4098 80 35 2 Polygon DA-3 D Existing Public / Semi-Public 2.3717 80 65 3 Polygon DA-3 D Existing Water 24.4678 80 100 4 Polygon DA-3 D Existing Undeveloped 0.0120 80 0 5 Polygon DA-3 D Existing Mixed Use 17.5480 80 70 6 Polygon DA-3 D Existing Retail Commercial 7.2046 80 70 7 Polygon DA-3 D Existing Undeveloped 3.1106 80 0 8 Polygon DA-3 D Existing Infrastructure 1.1647 80 100 9 Polygon DA-3 D Existing Public Park / Open Space 25.3487 80 0 10 Polygon DA-3 D Existing Undeveloped 9.8428 80 0 11 Polygon DA-3 D Existing Medium Density Residential 85.1212 80 60 12 Polygon DA-3 B Existing Low Density Residential 1,050.9844 61 35 13 Polygon DA-3 B Existing Public / Semi-Public 2.9764 61 65 14 Polygon DA-3 B Existing Water 10.4379 61 100 15 Polygon DA-3 B Existing Undeveloped 0.0029 61 0 16 Polygon DA-3 B Existing Mixed Use 25.4701 61 70 17 Polygon DA-3 B Existing Retail Commercial 31.7793 61 70 18 Polygon DA-3 B Existing Undeveloped 8.2891 61 0 19 Polygon DA-3 B Existing Infrastructure 7.0350 61 100 20 Polygon DA-3 B Existing Public Park / Open Space 190.4391 61 0 21 Polygon DA-3 B Existing Undeveloped 21.6091 61 0 22 Polygon DA-3 B Existing Medium Density Residential 306.9952 61 60 23 Polygon DA-3 A Existing Low Density Residential 6.8927 39 35 5 of 8 Calc Table 4 Southlake Kirkwood Retail Curve Number and Percent Impervious Calculation for Existing Conditions 3/26/2025 OBJECTID *SHAPE *Name Hydro_Rating Condition Existing Land Use Area (ac)CN Ex % Imp 24 Polygon DA-3 A Existing Mixed Use 0.1146 39 70 25 Polygon DA-3 A Existing Retail Commercial 0.9968 39 70 26 Polygon DA-3 A Existing Infrastructure 1.4333 39 100 27 Polygon DA-3 A Existing Public Park / Open Space 51.3663 39 0 28 Polygon DA-3 A Existing Undeveloped 0.0968 39 0 29 Polygon DA-3 C Existing Low Density Residential 238.6247 74 35 30 Polygon DA-3 C Existing Public / Semi-Public 0.3132 74 65 31 Polygon DA-3 C Existing Water 6.0120 74 100 32 Polygon DA-3 C Existing Mixed Use 58.8543 74 70 33 Polygon DA-3 C Existing Retail Commercial 28.9817 74 70 34 Polygon DA-3 C Existing Undeveloped 12.7108 74 0 35 Polygon DA-3 C Existing Infrastructure 1.2456 74 100 36 Polygon DA-3 C Existing Public Park / Open Space 39.5217 74 0 37 Polygon DA-3 C Existing Undeveloped 15.0780 74 0 38 Polygon DA-3 C Existing Medium Density Residential 71.5238 74 60 70 Polygon DA-3 D Existing Water 0.0119 80 100 71 Polygon DA-3 D Existing Medium Density Residential 0.0119 80 60 72 Polygon DA-3 D Existing Public Park / Open Space 0.0148 80 0 73 Polygon DA-3 D Existing Medium Density Residential 0.0148 80 60 74 Polygon DA-3 D Existing Undeveloped 0.0099 80 0 75 Polygon DA-3 D Existing Medium Density Residential 0.0099 80 60 76 Polygon DA-3 B Existing Low Density Residential 0.0001 61 35 77 Polygon DA-3 B Existing Retail Commercial 0.0001 61 70 78 Polygon DA-3 B Existing Low Density Residential 0.0047 61 35 79 Polygon DA-3 B Existing Public Park / Open Space 0.0047 61 0 80 Polygon DA-3 B Existing Water 0.0005 61 100 81 Polygon DA-3 B Existing Medium Density Residential 0.0005 61 60 82 Polygon DA-3 B Existing Public Park / Open Space 0.1204 61 0 83 Polygon DA-3 B Existing Medium Density Residential 0.1204 61 60 84 Polygon DA-3 B Existing Undeveloped 0.0015 61 0 85 Polygon DA-3 B Existing Medium Density Residential 0.0015 61 60 86 Polygon DA-3 C Existing Low Density Residential 0.0000 74 35 87 Polygon DA-3 C Existing Medium Density Residential 0.0000 74 60 88 Polygon DA-3 C Existing Mixed Use 0.0002 74 70 89 Polygon DA-3 C Existing Retail Commercial 0.0002 74 70 90 Polygon DA-3 C Existing Retail Commercial 0.0000 74 70 91 Polygon DA-3 C Existing Undeveloped 0.0000 74 0 92 Polygon DA-3 C Existing Retail Commercial 0.0000 74 70 93 Polygon DA-3 C Existing Undeveloped 0.0000 74 0 94 Polygon DA-3 C Existing Undeveloped 0.0067 74 0 95 Polygon DA-3 C Existing Medium Density Residential 0.0067 74 60 96 Polygon DA-3 B Existing Retail Commercial 0.0000 61 70 97 Polygon DA-3 A Existing Retail Commercial 0.0000 39 70 6 of 8 Calc Table 5 Southlake Kirkwood Retail Curve Number and Percent Impervious Calculation for Proposed and Ultimate Conditions 3/26/2025 OBJECTID *Shape * Name Hydro_Rating Condition Prop LU Condition Ult LU Area (ac) CN Prop % Imp Ult % Imp 1 Polygon DA-1 D Proposed Mixed Use Proposed Mixed Use 0.7 80 70 70 2 Polygon DA-1 D Existing Mixed Use Existing Mixed Use 4.7 80 70 70 3 Polygon DA-1 D Existing Undeveloped Ultimate Mixed Use 11.6 80 0 70 4 Polygon DA-1 D Existing Infrastructure Existing Infrastructure 2.3 80 100 100 5 Polygon DA-1 B Existing Mixed Use Existing Mixed Use 6.6 61 70 70 6 Polygon DA-1 B Existing Undeveloped Ultimate Mixed Use 2.7 61 0 70 7 Polygon DA-1 B Existing Infrastructure Existing Infrastructure 4.9 61 100 100 8 Polygon DA-1 A Existing Mixed Use Existing Mixed Use 0.1 39 70 70 9 Polygon DA-1 A Existing Public Park / Open Space Existing Public Park / Open Space 0.0 39 0 0 10 Polygon DA-1 C Existing Mixed Use Existing Mixed Use 4.1 74 70 70 11 Polygon DA-1 C Existing Retail Commercial Existing Retail Commercial 0.0 74 70 70 12 Polygon DA-1 C Existing Undeveloped Ultimate Mixed Use 1.7 74 0 70 13 Polygon DA-1 C Existing Infrastructure Existing Infrastructure 3.4 74 100 100 96 Polygon DA-1 D Proposed Mixed Use Proposed Mixed Use 0.0 80 70 70 52 Polygon DA-2 D Existing Water Existing Water 0.7 80 100 100 53 Polygon DA-2 D Proposed Mixed Use Proposed Mixed Use 3.3 80 70 70 54 Polygon DA-2 D Existing Mixed Use Existing Mixed Use 10.7 80 70 70 55 Polygon DA-2 D Existing Undeveloped Ultimate Mixed Use 13.4 80 0 70 56 Polygon DA-2 D Existing Undeveloped Ultimate Office Commercial 1.4 80 0 65 57 Polygon DA-2 B Existing Water Existing Water 0.5 61 100 100 58 Polygon DA-2 B Proposed Mixed Use Proposed Mixed Use 1.7 61 70 70 59 Polygon DA-2 B Existing Mixed Use Existing Mixed Use 3.8 61 70 70 60 Polygon DA-2 B Existing Undeveloped Ultimate Mixed Use 9.2 61 0 70 61 Polygon DA-2 B Existing Public Park / Open Space Existing Public Park / Open Space 6.1 61 0 0 62 Polygon DA-2 B Existing Undeveloped Ultimate Office Commercial 1.0 61 0 65 63 Polygon DA-2 A Existing Mixed Use Existing Mixed Use 0.1 39 70 70 64 Polygon DA-2 A Existing Undeveloped Ultimate Mixed Use 0.2 39 0 70 65 Polygon DA-2 A Existing Public Park / Open Space Existing Public Park / Open Space 6.3 39 0 0 66 Polygon DA-2 A Existing Undeveloped Ultimate Office Commercial 0.1 39 0 65 67 Polygon DA-2 C Proposed Mixed Use Proposed Mixed Use 0.0 74 70 70 68 Polygon DA-2 C Existing Mixed Use Existing Mixed Use 0.2 74 70 70 69 Polygon DA-2 C Existing Public Park / Open Space Existing Public Park / Open Space 0.0 74 0 0 97 Polygon DA-2 D Proposed Mixed Use Proposed Mixed Use 0.0 80 70 70 14 Polygon DA-3 D Existing Low Density Residential Existing Low Density Residential 271.4 80 35 35 15 Polygon DA-3 D Existing Public / Semi-Public Existing Public / Semi-Public 2.4 80 65 65 16 Polygon DA-3 D Existing Water Existing Water 24.5 80 100 100 17 Polygon DA-3 D Proposed Mixed Use Proposed Mixed Use 0.0 80 70 70 18 Polygon DA-3 D Existing Mixed Use Existing Mixed Use 17.5 80 70 70 19 Polygon DA-3 D Existing Retail Commercial Existing Retail Commercial 7.2 80 70 70 20 Polygon DA-3 D Existing Undeveloped Ultimate Mixed Use 3.1 80 0 70 21 Polygon DA-3 D Existing Infrastructure Existing Infrastructure 1.2 80 100 100 22 Polygon DA-3 D Existing Public Park / Open Space Existing Public Park / Open Space 25.3 80 0 0 23 Polygon DA-3 D Existing Undeveloped Ultimate Retail Commercial 9.8 80 0 70 24 Polygon DA-3 D Existing Medium Density Residential Existing Medium Density Residential 85.1 80 60 60 25 Polygon DA-3 B Existing Low Density Residential Existing Low Density Residential 1,051.0 61 35 35 26 Polygon DA-3 B Existing Public / Semi-Public Existing Public / Semi-Public 3.0 61 65 65 27 Polygon DA-3 B Existing Water Existing Water 10.4 61 100 100 28 Polygon DA-3 B Proposed Mixed Use Proposed Mixed Use 0.0 61 70 70 29 Polygon DA-3 B Existing Mixed Use Existing Mixed Use 25.5 61 70 70 30 Polygon DA-3 B Existing Retail Commercial Existing Retail Commercial 31.8 61 70 70 31 Polygon DA-3 B Existing Undeveloped Ultimate Mixed Use 8.3 61 0 70 32 Polygon DA-3 B Existing Infrastructure Existing Infrastructure 7.0 61 100 100 33 Polygon DA-3 B Existing Public Park / Open Space Existing Public Park / Open Space 190.4 61 0 0 34 Polygon DA-3 B Existing Undeveloped Ultimate Retail Commercial 21.6 61 0 70 35 Polygon DA-3 B Existing Medium Density Residential Existing Medium Density Residential 307.0 61 60 60 36 Polygon DA-3 A Existing Low Density Residential Existing Low Density Residential 6.9 39 35 35 37 Polygon DA-3 A Existing Mixed Use Existing Mixed Use 0.1 39 70 70 38 Polygon DA-3 A Existing Retail Commercial Existing Retail Commercial 1.0 39 70 70 39 Polygon DA-3 A Existing Infrastructure Existing Infrastructure 1.4 39 100 100 40 Polygon DA-3 A Existing Public Park / Open Space Existing Public Park / Open Space 51.4 39 0 0 41 Polygon DA-3 A Existing Undeveloped Ultimate Retail Commercial 0.1 39 0 70 42 Polygon DA-3 C Existing Low Density Residential Existing Low Density Residential 238.6 74 35 35 43 Polygon DA-3 C Existing Public / Semi-Public Existing Public / Semi-Public 0.3 74 65 65 44 Polygon DA-3 C Existing Water Existing Water 6.0 74 100 100 45 Polygon DA-3 C Existing Mixed Use Existing Mixed Use 58.9 74 70 70 46 Polygon DA-3 C Existing Retail Commercial Existing Retail Commercial 29.0 74 70 70 47 Polygon DA-3 C Existing Undeveloped Ultimate Mixed Use 12.7 74 0 70 48 Polygon DA-3 C Existing Infrastructure Existing Infrastructure 1.2 74 100 100 49 Polygon DA-3 C Existing Public Park / Open Space Existing Public Park / Open Space 39.5 74 0 0 50 Polygon DA-3 C Existing Undeveloped Ultimate Retail Commercial 15.1 74 0 70 51 Polygon DA-3 C Existing Medium Density Residential Existing Medium Density Residential 71.5 74 60 60 70 Polygon DA-3 D Existing Water Existing Water 0.0 80 100 100 71 Polygon DA-3 D Existing Medium Density Residential Existing Medium Density Residential 0.0 80 60 60 72 Polygon DA-3 D Existing Public Park / Open Space Existing Public Park / Open Space 0.0 80 0 0 73 Polygon DA-3 D Existing Medium Density Residential Existing Medium Density Residential 0.0 80 60 60 74 Polygon DA-3 D Existing Undeveloped Ultimate Retail Commercial 0.0 80 0 70 7 of 8 Calc Table 5 Southlake Kirkwood Retail Curve Number and Percent Impervious Calculation for Proposed and Ultimate Conditions 3/26/2025 OBJECTID *Shape * Name Hydro_Rating Condition Prop LU Condition Ult LU Area (ac) CN Prop % Imp Ult % Imp 75 Polygon DA-3 D Existing Medium Density Residential Existing Medium Density Residential 0.0 80 60 60 76 Polygon DA-3 B Existing Low Density Residential Existing Low Density Residential 0.0 61 35 35 77 Polygon DA-3 B Existing Retail Commercial Existing Retail Commercial 0.0 61 70 70 78 Polygon DA-3 B Existing Low Density Residential Existing Low Density Residential 0.0 61 35 35 79 Polygon DA-3 B Existing Public Park / Open Space Existing Public Park / Open Space 0.0 61 0 0 80 Polygon DA-3 B Existing Water Existing Water 0.0 61 100 100 81 Polygon DA-3 B Existing Medium Density Residential Existing Medium Density Residential 0.0 61 60 60 82 Polygon DA-3 B Existing Public Park / Open Space Existing Public Park / Open Space 0.1 61 0 0 83 Polygon DA-3 B Existing Medium Density Residential Existing Medium Density Residential 0.1 61 60 60 84 Polygon DA-3 B Existing Undeveloped Ultimate Retail Commercial 0.0 61 0 70 85 Polygon DA-3 B Existing Medium Density Residential Existing Medium Density Residential 0.0 61 60 60 86 Polygon DA-3 C Existing Low Density Residential Existing Low Density Residential 0.0 74 35 35 87 Polygon DA-3 C Existing Medium Density Residential Existing Medium Density Residential 0.0 74 60 60 88 Polygon DA-3 C Existing Mixed Use Existing Mixed Use 0.0 74 70 70 89 Polygon DA-3 C Existing Retail Commercial Existing Retail Commercial 0.0 74 70 70 90 Polygon DA-3 C Existing Retail Commercial Existing Retail Commercial 0.0 74 70 70 91 Polygon DA-3 C Existing Undeveloped Ultimate Mixed Use 0.0 74 0 70 92 Polygon DA-3 C Existing Retail Commercial Existing Retail Commercial 0.0 74 70 70 93 Polygon DA-3 C Existing Undeveloped Ultimate Retail Commercial 0.0 74 0 70 94 Polygon DA-3 C Existing Undeveloped Ultimate Mixed Use 0.0 74 0 70 95 Polygon DA-3 C Existing Medium Density Residential Existing Medium Density Residential 0.0 74 60 60 98 Polygon DA-3 B Existing Retail Commercial Existing Retail Commercial 0.0 61 70 70 99 Polygon DA-3 A Existing Retail Commercial Existing Retail Commercial 0.0 39 70 70 8 of 8 Results Table 1Southlake Kirkwood RetailHMS ResultsSummary3/26/2025Summary of HMS ResultsHMS Jxn PointProp Drainage AreaExisting Q100 -yrProposed Q100-yrProposed - ExistingUltimate Q100-yrFEMA Flows-- ac cfs cfs cfs cfs --DA-1 43 330 313 -17.0 401 --DA-2 59 371 386 15.0 436 --DA-3 2,638 7,200 7,200 0.0 7,271 6,800Jxn-3 2,696 7,228 7,229 1.0 7,303 --ZOI 2,739 7,276 7,275 -1.0 7,348 --DA-1 43 258 242 -16.0 -- --DA-2 59 270 284 14.0 -- --DA-3 2,638 5,337 5,337 0.0 -- --Jxn-3 2,696 5,356 5,357 1.0 -- --ZOI 2,739 5,392 5,391 -1.0 -- --DA-1 43 177 161 -16.0 -- --DA-2 59 160 173 13.0 -- --DA-3 2,638 3,351 3,350 -1.0 -- --Jxn-3 2,696 3,359 3,360 1.0 -- --ZOI 2,739 3,382 3,382 0.0 -- --DA-1 43 112 98 -14.0 -- --DA-2 59 80 90 10.0 -- --DA-3 2,638 1,891 1,891 0.0 -- --Jxn-3 2,696 1,893 1,893 0.0 -- --ZOI 2,739 1,905 1,905 0.0 -- -- 100-yr Summary 25-yr Summary 5-yr Summary 1-yr Summary1 of 2 Results Table 2Southlake Kirkwood RetailHMS ResultsDetailed3/26/2025Existing 100-yr HMS ResultsProposed 100-yr HMS ResultsUltimate 100-yr HMS ResultsHydrologicElementDrainage Area (MI2)Peak Discharge (CFS) Time of Peak Volume (IN)HydrologicElementDrainage Area (MI2)Peak Discharge (CFS) Time of Peak Volume (IN)Prop - Ex(cfs) % ChangeHydrologicElementDrainage Area (MI2)Peak Discharge (CFS) Time of Peak Volume (IN)DA-3 4.1215 7,200.3 2 January 2025, 00:44 6.53 DA-3 4.1214 7,200.2 2 January 2025, 00:44 6.53 -0.1 0.0% DA-3 4.12147,270.7 2 January 2025, 00:44 6.61Reach-3 4.1215 7,171.5 2 January 2025, 00:48 6.53 Reach-3 4.1214 7,171.4 2 January 2025, 00:48 6.53 -0.1 0.0% Reach-3 4.1214 7,241.1 2 January 2025, 00:48 6.61DA-2 0.0904 371.4 2 January 2025, 00:08 5.98 DA-2 0.0915 385.9 2 January 2025, 00:08 6.21 14.5 3.9% DA-2 0.0915 435.6 2 January 2025, 00:08 7.39Jxn-3 4.2119 7,227.5 2 January 2025, 00:48 6.52 Jxn-3 4.2129 7,228.8 2 January 2025, 00:48 6.52 1.3 0.0% Jxn-3 4.2129 7,302.8 2 January 2025, 00:48 6.63DA-1 0.0681 329.6 2 January 2025, 00:08 7.85 DA-1 0.0670 312.7 2 January 2025, 00:08 7.44 -16.9 -5.1% DA-1 0.067 400.6 2 January 2025, 00:06 8.33ZOI 4.2800 7,275.9 2 January 2025, 00:48 6.54 ZOI 4.2799 7,275.4 2 January 2025, 00:48 6.54 -0.5 0.0% ZOI 4.2799 7,347.5 2 January 2025, 00:48 6.66Existing 25-yr HMS ResultsProposed 25-yr HMS ResultsHydrologicElementDrainage Area (MI2)Peak Discharge (CFS) Time of Peak Volume (IN)HydrologicElementDrainage Area (MI2)Peak Discharge (CFS) Time of Peak Volume (IN)DA-3 4.1215 5,337.1 2 January 2025, 00:44 4.72 DA-3 4.1214 5,337.0 2 January 2025, 00:44 4.72 -0.1 0.0%Reach-3 4.1215 5,316.4 2 January 2025, 00:48 4.72 Reach-3 4.1214 5,316.3 2 January 2025, 00:48 4.72 -0.1 0.0%DA-2 0.0904 270.1 2 January 2025, 00:08 4.20 DA-2 0.0915 283.9 2 January 2025, 00:08 4.41 13.8 5.1%Jxn-3 4.2119 5,355.8 2 January 2025, 00:48 4.70 Jxn-3 4.2129 5,357.0 2 January 2025, 00:48 4.71 1.2 0.0%DA-1 0.0681 258.1 2 January 2025, 00:08 5.90 DA-1 0.0670 241.5 2 January 2025, 00:08 5.52 -16.6 -6.4%ZOI 4.2800 5,391.6 2 January 2025, 00:48 4.72 ZOI 4.2799 5,391.2 2 January 2025, 00:48 4.72 -0.4 0.0%Existing 5-yr HMS ResultsProposed 5-yr HMS ResultsHydrologicElementDrainage Area (MI2)Peak Discharge (CFS) Time of Peak Volume (IN)HydrologicElementDrainage Area (MI2)Peak Discharge (CFS) Time of Peak Volume (IN)DA-3 4.1215 3,350.5 2 January 2025, 00:46 2.92 DA-3 4.1214 3,350.4 2 January 2025, 00:46 2.92 -0.1 0.0%Reach-3 4.1215 3,335.5 2 January 2025, 00:48 2.92 Reach-3 4.1214 3,335.5 2 January 2025, 00:48 2.92 0.0 0.0%DA-2 0.0904 160.3 2 January 2025, 00:08 2.46 DA-2 0.0915 172.7 2 January 2025, 00:08 2.64 12.4 7.7%Jxn-3 4.2119 3,358.7 2 January 2025, 00:48 2.91 Jxn-3 4.2129 3,359.8 2 January 2025, 00:48 2.92 1.1 0.0%DA-1 0.0681 176.9 2 January 2025, 00:08 3.91 DA-1 0.0670 161.2 2 January 2025, 00:08 3.57 -15.7 -8.9%ZOI 4.2800 3,381.9 2 January 2025, 00:48 2.93 ZOI 4.2799 3,381.5 2 January 2025, 00:48 2.93 -0.4 0.0%Existing 1-yr HMS ResultsProposed 1-yr HMS ResultsHydrologicElementDrainage Area (MI2)Peak Discharge (CFS) Time of Peak Volume (IN)HydrologicElementDrainage Area (MI2)Peak Discharge (CFS) Time of Peak Volume (IN)DA-3 4.1215 1,890.6 2 January 2025, 00:46 1.65 DA-3 4.1214 1,890.6 2 January 2025, 00:46 1.65 0.0 0.0%Reach-3 4.1215 1,881.6 2 January 2025, 00:50 1.65 Reach-3 4.1214 1,881.6 2 January 2025, 00:50 1.65 0.0 0.0%DA-2 0.0904 79.5 2 January 2025, 00:08 1.26 DA-2 0.0915 90.1 2 January 2025, 00:08 1.41 10.6 13.3%Jxn-3 4.2119 1,892.5 2 January 2025, 00:50 1.64 Jxn-3 4.2129 1,893.2 2 January 2025, 00:50 1.64 0.7 0.0%DA-1 0.0681 112.3 2 January 2025, 00:08 2.40 DA-1 0.0670 98.2 2 January 2025, 00:08 2.13 -14.1 -12.6%ZOI 4.2800 1,905.2 2 January 2025, 00:50 1.65 ZOI 4.2799 1,904.8 2 January 2025, 00:50 1.65 -0.4 0.0%2 of 2 Appendix C Preliminary Grading Plan POINT OFBEGINNINGEX-FOEX-FOEX-FOEX-FOEX-PL∆∆EX-WEX-W∆FF=595.50FF=593.50PLOTTED BY: Hunter Brauer ON: Thursday, March 27, 2025 AT: 8:56 AM FILEPATH: P:\013300\013354\001\Civil\CAD\Base 3D\SURF-FG.dwg PRELIMINARY GRADINGDAKOTA'SSOUTHLAKE, TX075150GRAPHIC SCALE IN FEET Appendix D Reference Plans J� , 1901 W Kid:wootl Blvd SouNl: J( Q PublicWorics .. Show search results for 190... Drainage - - tow Water crossings ♦ I ea... mmmon HnwMannnlee wn fak« 8 o Headwalls Curb Inlets I \.\��.§§jj�s�'�;'K?i� � •� _ ® Catch Basins Storm Sewer Lines 4,�\ eoz • s, wu^E+ Westlake n ! /V % _ Ise� Channel Pipe I Os e ` j9 Y - - /j G"-••�� So 0 „ ® u \\ '® i Zip Basennap snuNlake Cty umit �I 'o A am c 7 ago �.-"0 f� Yanresmwn��•�Osp -` \fie °p .` `- rd .v e sa�n�h r,1 f A clw Y - o • _ PROFES SI ONAL ENGINEE RSTATE OF TEXAS LORI J. DAVIDSON 82624RE GISTERED TBD NONE NONE STATE OF TEXAS DEPARTMENT OF TRANSPORTATION PLANS OF PROPOSED STATE HIGHWAY IMPROVEMENT 0353 03 100 C ransportationDepartment ofTT exas R BY TEXAS DEPARTMENT OF TRANSPORTATION; ALL RIGHTS RESERVED.2020 FED.RD. DIV.NO. STATE COUNTY CONT.SECT.JOB SHEET STATE NO.FEDERAL AID PROJECT NO. HIGHWAY NO. 6 CHECKED CHECKED GRAPHICS DESIGN , , , , DIST. 1 TEXAS RAILROAD CROSSINGS: EQUATIONS: EXCEPTIONS: PROJECT MANAGER FOR LETTING: SUBMITTED PROJECT LENGTH= FT.= MI. BRIDGE LENGTH= FT.= MI. ROADWAY LENGTH= FT.= MI. DENTON COUNTY TARRANT COUNTY FORT WORTH 35W 121 360 1709 377 170 114 114 BEGIN PROJECT END PROJECT 12035.89 288.85 11747.04 2.280 0.055 2.225 FINAL PLANS DATE WORK ACCEPTED: NAME OF CONTRACTOR: DATE OF LETTING: DATE WORK BEGAN: DATE WORK COMPLETED: SH 114 NOTE: SH 114 WESTBOUND FRONTAGE ROAD (WBFR) SH 114 EASTBOUND FRONTAGE ROAD (EBFR) STATE HIGHWAY 114 (SH 114) FM 1938 / DAVIS BOULEVARD (DAVIS BLVD) SOLANA/KIRKWOOD BOULEVARD (KIRKWOOD BLVD) DOVE ROAD (DOVE RD) EASTBOUND EXIT RAMP EAST OF DAVIS BLVD (EB EXIT RAMP KIRKWOOD BLVD) EASTBOUND ENTRANCE RAMP WEST OF DAVIS BLVD (EB ENT RAMP WESTLAKE PKWY) EASTBOUND ENTRANCE RAMP WEST OF KIRKWOOD BLVD (EB ENT RAMP DAVIS BLVD) EASTBOUND EXIT RAMP EAST OF KIRKWOOD BLVD (EB EXIT RAMP DOVE RD) EASTBOUND ENTRANCE RAMP WEST OF DOVE RD (EB ENT RAMP KIRKWOOD BLVD) WESTBOUND EXIT RAMP WEST OF DOVE RD (WB EXIT RAMP KIRKWOOD BLVD) WESTBOUND ENTRANCE RAMP EAST OF KIRKWOOD BLVD (WB ENT RAMP DOVE RD) WESTBOUND EXIT RAMP WEST OF KIRKWOOD BLVD (WB EXIT RAMP DAVIS BLVD) WESTBOUND ENTRANCE RAMP EAST OF FM 1938 (WB ENT RAMP KIRKWOOD BLVD) ADT (2040)= 12900 ADT (2020)= 9650 FUNCTIONAL CLASSIFICATION: URBAN FREEWAY DESIGN SPEED = 40 MPH ADT (2040)= 7500 ADT (2020)= 4650 FUNCTIONAL CLASSIFICATION: URBAN FREEWAY DESIGN SPEED = 40 MPH ADT (2040)= 20100 ADT (2020)= 15100 FUNCTIONAL CLASSIFICATION: URBAN FREEWAY DESIGN SPEED = 40 MPH ADT (2040)= 17050 ADT (2020)= 12850 FUNCTIONAL CLASSIFICATION: URBAN FREEWAY DESIGN SPEED = 40 MPH ADT (2040)= 17250 ADT (2020)= 11900 FUNCTIONAL CLASSIFICATION: URBAN FREEWAY DESIGN SPEED = 40 MPH ADT (2040)= 23750 ADT (2020)= 16350 FUNCTIONAL CLASSIFICATION: URBAN FREEWAY DESIGN SPEED = 40 MPH ADT (2040)= 9100 ADT (2020)= 6900 FUNCTIONAL CLASSIFICATION: URBAN FREEWAY DESIGN SPEED = 40 MPH ADT (2040)= 151050 ADT (2020)= 90850 FUNCTIONAL CLASSIFICATION: URBAN FREEWAY DESIGN SPEED = 60 MPH ADT (2040)= 43900 ADT (2020)= 33500 FUNCTIONAL CLASSIFICATION: PRINCIPAL ARTERIAL DESIGN SPEED = 40 MPH ADT (2040)= 35350 ADT (2020)= 26750 FUNCTIONAL CLASSIFICATION: MAJOR COLLECTOR DESIGN SPEED = 35 MPH ADT (2040)= 30900 ADT (2020)= 22150 FUNCTIONAL CLASSIFICATION: MINOR ARTERIAL DESIGN SPEED = 30 MPH REF MARKER #600-0.555 CSJ: 0353-03-100 SH 114 STA 1429+98.83 REF MARKER #602+0.637 CSJ: 0353-03-100 SH 114 STA 1550+34.72 ADT (2040)= 29300 ADT (2020)= 21900 FUNCTIONAL CLASSIFICATION: URBAN COLLECTOR DESIGN SPEED = 40 MPH ADT (2040)= 19200 ADT (2020)= 13900 FUNCTIONAL CLASSIFICATION: URBAN COLLECTOR DESIGN SPEED = 40 MPH TARRANT02 TYPE: FOR THE CONSTRUCTION OF FREEWAY OPERATIONAL IMPROVEMENT APPROVED FOR LETTING: DISTRICT ENGINEER INDEX OF SHEETS SEE SHEET 2 FOR INDEX AREA ENGINEER SUBMITTED FOR LETTING:RECOMMENDED FOR LETTING: REQUIRED. TDLR NO. EABPRJ: REGISTERED ACCESSIBILITY SPECIALIST (RAS) INSPECTION ADT (2040)= 13800 ADT (2020)= 8700 FUNCTIONAL CLASSIFICATION: URBAN FREEWAY DESIGN SPEED = 40 MPH ADT (2040)= 13500 ADT (2020)= 10050 FUNCTIONAL CLASSIFICATION: URBAN FREEWAY DESIGN SPEED = 40 MPH SCALE: 1"= 5 MILES NH 2B20(006) F-928 4/16/2020VOLUME 1 (FORM FHWA 1273, MAY 2012). PROVISIONS FOR ALL FEDERAL-AID CONSTRUCTION CONTRACTS FOLLOWS, SHALL GOVERN ON THIS PROJECT: REQUIRED CONTRACT NOVEMBER 1, 2014 AND SPECIFICATION ITEMS LISTED AND DATED AS SPECIFICATIONS ADOPTED BY THE TEXAS DEPARTMENT OF TRANSPORTATION, DIRECTOR, TP&D STRUCTURES, TRAFFIC SIGNALS, SIGNING AND PAVEMENT MARKINGS GRADING,SUBGRADE, HOT MIX PAVEMENT, CONC. PAVEMENT, DRAINAGE,CONSISTING OF: TARRANT COUNTY STATE HIGHWAY 114 FEDERAL AID PROJECT # NH 2B20(006) CSJ: 0353-03-100, ETC. LIMITS: FROM FM 1938 TO DOVE RD, ETC DocuSign Envelope ID: 96E158B3-94D1-4697-A9A8-F5ACB50D0066 4/16/2020 TABS2020015957 DocuSign Envelope ID: 394D5AD2-99A0-4C31-9499-5F7144153DEE 4/30/2020 4/30/2020 F F F EEEEELPLPPROFES SI ONAL ENGINEERSTATEOFTEXAS CASEY J. MCELROY 133215LI D CENSEPOT 1495+00.00PT 1494+45.751495+00 1500+00 1505+00 1500+00 1505+00 0+00 5+00PC 1498+61.17PRC 1503+35.36POT 1495+00.00250.00'REXIST ROW EXIST ROW [ SH 114 PROP ROW EXIST ROW 29.00' RT | WBFR STA 1501+72.05 END TRANSITION8.00'SIDEWALK3-12' LANES [ KIRKWOOD BLVD 53.00' RT | WBFR STA 1500+17.05 BEGIN TRANSITION 14' LANE 12' LANE 2' SHLD 1' SHLD SOUTHLAKE CITY OF WESTLAKE TOWN OF | WB ENT RAMP DOVE RD 12.00' LT | WBFR STA 1505+33.85 BEGIN TRANSITION 8.00'SIDEWALK12' TURN LANE 65.00'250.00'R| WBFR STA 1497+24.17 BEGIN WBFR PAVEMENT CONSTRUCTION KIRKWOOD BLVD | EB TO WB UTURN KIRKWOOD BLVD | WB TO EB UTURN 41.00'36 .50 '36.00'RT STA 1494+46.26 | EXIST WBFR 36.00'RT 1495+00.00STA | EXIST WBFR 5.00' SIDEWALK 12' LANE 14' LANE | WBFR STA 1497+88.39, 55.97'RT (SPECIAL) (RETAINING WALL) BEGIN CONC SIDEWALK | WBFR STA 1500+60.00 20.50' RT (SPECIAL) (RETAINING WALL) END CONC SIDEWALK DW-01 | WBFR BLWBFR-2 CURB RAMP (TY 1) BLWBFR-1 CONC CURB (MONO) (TY II) CONC CURB (MONO) (TY II) DRAINAGE EASEMENT INSTALL SALVAGED FENCE 582.20582.21582.20-EX GRADE @ |581.80-EX GRADE @ |0.0003 %582.20-BEST FIT GRADE @ || WBFR EXISTING GROUND @ | WBFR PGL 582.46582.13582.18581.75581.80581.60583.43584.49585.01585.66586.07586.70586.70586.05584.78583.53581.45579.33578.24576.81575.51VPI 1498+34.35EL = 580.23-0.80%+2.55% 215.00' V.C. K = 64 ex = 0.90'VPI 1501+00.00EL = 587.00+2.55%-1.06% 275.00' V.C. K = 76 ex = -1.24'VPI 1504+80.00EL = 582.97-1.06%+0.40% 150.00' V.C. K = 103 ex = 0.27'580.94581.28582.04583.17584.36585.22585.76585.97585.85585.41584.88584.35583.82583.39583.20583.25583.45580.92-PROP GRADE @ |VPC 1497+26.85EL = 581.09VPT 1499+41.85EL = 582.97VPC 1499+62.50EL = 583.49VPT 1502+37.50EL = 585.54VPC 1504+05.00EL = 583.77VPT 1505+55.00EL = 583.27STA 1496+87.13 KIRKWOOD BLVD C/L EL = 581.11 STA 1497+24.17 MATCH EX PAVEMENT BEGIN WBFR CONSTRUCTION EXIST BEST FIT @ |582.20582.21582.20-EX GRADE @ |581.80-EX GRADE @ |EL = 582.20582.20-BEST FIT GRADE @ |582.46582.13582.18581.75581.80581.60583.43584.49585.01585.66586.07586.70586.70586.05584.78583.53581.45579.33578.24576.81575.51VPI 1498+34.35EL = 580.23275.00' V.C. K = 76 ex = -1.24'VPI 1504+80.00EL = 582.97580.94581.28582.04583.17584.36585.22585.76585.97585.85585.41584.88584.35583.82583.39583.20583.25583.45580.92-PROP GRADE @ |VPC 1499+62.50EL = 583.49VPT 1502+37.50EL = 585.54EL = 581.11 STA 1497+24.17 MATCH EX PAVEMENT BEGIN WBFR CONSTRUCTION FILE:DATE:4/16/20204:36:09 PMHIGHWAY NO. STATE COUNTY TEXAS JOBCONTROLSECTION DISTRICT NO. SHEET DIV.NO. FED.RD. CHECK CHECK DESIGN DRAWN NO.DATE REVISION APPROVED FEDERAL AID PROJECT NO. FTW 030353 6 SH 114 2020 Texas Department of Transportation R C TARRANT SHEET OF SH0114_RDW_PP_WBFR05.dgnF-928 NH 2B20(006) 4/17/2020 100, ETC. DW-XX NOTES: 50 100 5 10 SCALE: 1"=100' HORIZONTAL SCALE: 1"=10' VERTICAL 0 0MATCHLINE STA 1506+001495+00 1496+00 1497+00 1498+00 1499+00 1500+00 1501+00 1502+00 1503+00 1504+00 1505+00 1506+00 560 565 570 575 580 585 590 595 600 560 565 570 575 580 585 590 595 600 FIT @ | EXIST BEST PROFILE LEGEND EXISTING @ | PROPOSED @ |MATCHLINE STA 1494+00 LPB RCA LJD LPB SH 114 WESTBOUND FRONTAGE ROAD PLAN AND PROFILE STA 1494+00 TO STA 1506+00 5 9 212 BLWBFR-2BLWBFR-1KIRKWOOD BLVDSH 114 W B SH 114 EB (TY 10) CURB RAMP (TY 10) CURB RAMP WBFR | EXIST (TY 1) CURB RAMP SH 114 W BFR WALL 5 WALL 6 WALL 7 WALL 8 (MONO) (TY II) CONC CURB LEGEND EXIST ROW / PROPERTY LINE PROPOSED ROW EASEMENT EXIST TRAFFIC FLOW PATTERN PROP TRAFFIC FLOW PATTERN PROP PAVEMENT CONSTRUCTION DRIVEWAY ID FRONT FACE, UNLESS NOTED OTHERWISE. BARRIER/RAIL ARE SHOWN TO THE NOMINAL 1. DIMENSIONS AND CALLOUTS TO CURB OR PROP RIPRAP CONC (8 IN) PI = STA 1500+98.46 L = 474.18' R = 4,811.00' T = 237.28' = 5°38'49.98"(RT) PI = STA 1505+70.62 L = 470.14' R = 4,770.00' T = 235.26' = 5°38'49.98"(LT) INFORMATION. 3. SEE GENERAL NOTES FOR SALAVAGED FENCE INFORMATION. 2. SEE INTERSECTION GRADING FOR ADDITIONAL SDSD SD 590590595 5955955955955955955956006006006006006006006006 0 0 600600600605605605605 605 605605605605605605605605605605 605 605 605605605605605605610 610610610 610 610 610610610610610610610610610 610 610 610 610610 610 610 610610610610610610610610610610615615615615615615615615615615620620620 620 620620625625625625 630635600601604605608609 594595 596597 597598598598 599 599599 599600600600 600600601601 601601601601601602602602602602602602602 602602 603 603603603603603603 603603603 604 604604604 604 604604604604604604604604 605 605 605605 605 605605605605605605605605605 605 606606 606 606606606606606 606606606606606 606606 606 606 606 606 607 607 607 607607 607 607607607607607 607607607607608608608608608608 608609609609609609 609 610610 610 610611612615FILE:DATE:4/16/20206:13:23 PMHIGHWAY NO. STATE COUNTY TEXAS JOBCONTROLSECTION DISTRICT NO. SHEET DIV.NO. FED.RD. CHECK CHECK DESIGN DRAWN NO.DATE REVISION APPROVED FEDERAL AID PROJECT NO. FTW 030353 6 SH 114 2020 Texas Department of Transportation R C TARRANT SHEET OF SH0114_DRN_DA_06.dgnF-928 NH 2B20(006) 117000LI CENSEDPROFES SI ONAL ENGINEERSTATEOFTEXAS D. SHAWN SINGH 4/17/2020 100, ETC. 500 SCALE: 1"=100' HORIZONTAL 100 LEGEND CURRENT CONDITION. THAN ULTIMATE CONDITION ARE DELINEATED FOR HAVE MORE DISCHARGE IN CURRENT CONDITION THE EXISTING MEDIAN DITCH INLETS.AREAS THAT ARE DELINEATED FOR CURRENT CONDITIONS USING CONDITION. AREAS WITH MAINLANE SUPERELEVATION 1. DRAINAGE AREAS ARE DELINEATED FOR ULTIMATE NOTES: DRAINAGE AREA ID DIRECTION OF FLOW PROP DRAINAGE FEATURE EXIST DRAINAGE FEATURE DRAINAGE AREA BOUNDARY CURRENT CONDITION DRAINAGE AREA BOUNDARY ULTIMATE CONDITION PROP PAVEMENT CONSTRUCTION 13 DSS JAC RTC LJD SH 114 STA 1481+00 TO STA 1492+00 6 393 DRAINAGE AREA MAPMATCHLINE STA 1481+00MATCHLINE STA 1492+00X.XX AC XX-XX (ACRES) AREA ID #1485+00 1490+00 1485+00 1490+00 0+00 5+00 1480+00 1485+00 1490+00 |EBFR |WBEXTRMPDAVIS [SH114 SH 114 W BFR SH 114 WB SH 114 EB SH 114 EBFR EXIST ROW |EXWBFR 0.65 AC A4-06 0.19 AC A4-05 0.50 AC A4-01 0.77 AC EX-A3-04 0.66 AC K2-01 2.19 AC K2-04 1.43 AC EX-K1-12 0.36 AC EX-A3-01 0.23 AC EX-A3-02 0.25 AC EX-A3-03 0.45 AC EX-K1-01 1.20 AC K1-16 0.11 AC A1-47 0.14 AC A1-43 11.23 AC K2-05 0.99 AC K1-03 0.39 AC EX-K1-08 EXIST ROWTOWN O F T R O PH Y C LU B TO WN O F WE ST L A K E T.W. KIN G R DBRANCH DRTROPHYEXIST 10'X6' SBC CONSTRUCTION EASEMENT 4.81 AC A1-50 SDSDSDSD580580580580585585585585585585 585 585585585585585585585 585 585585585585585585585585 585585585585585 585 585585585585590590590590590590590590590590 59059059059059059059 0 590 590 590 590 590590 590 590 590 590 590 590590590590590590590590 590595595595595595595595595 595595 595 595595595595595595595 595 595595595 595 595 595 595 595 595595595595595595595 595600600600600600600600600 600600 600 600600600600600 600600600 6 0 0 600600600 600600600 605605605605605605605605 605 605 6056056056056056 0 5 580581581581581581582582582582582582582582583583583 584584585583583583584585585585583583583586587588589589 590591592593593594594595595 596602 582 5825825835 8 3 583583583 583583583584 584584584 584584584584584585 585585585585585 585585585586586586586586586586586586586 586587 587587587 587587 587587587587587587587 587588588588588 588588 588588588588588588 588588589 589589 589589589589589589589589589589589589590590590 5905905905905905905905905905905 905915915 91591 591591591591591591591591591591 591592 592592 592 5925925925925925925925925925925925 92593593 593 593593593593593593593593593593593593 594 594 594 594594594594594594594594594594595 595595 595595595595595595595595595 596 596 596596596596596596596596596596 597 597597 597597597597597597597597597598 598598598598598598598598598599599599599599599599599600600600600600600600600600601601601601601601601601601602602602 602602602602602603603603603 604604604604 605605605605606 606606 607 S D 585585585 5 8 5 585585 585585FILE:DATE:4/16/20206:13:36 PMHIGHWAY NO. STATE COUNTY TEXAS JOBCONTROLSECTION DISTRICT NO. SHEET DIV.NO. FED.RD. CHECK CHECK DESIGN DRAWN NO.DATE REVISION APPROVED FEDERAL AID PROJECT NO. FTW 030353 6 SH 114 2020 Texas Department of Transportation R C TARRANT SHEET OF SH0114_DRN_DA_07.dgnF-928 NH 2B20(006) 117000LI CENSEDPROFES SI ONAL ENGINEERSTATEOFTEXAS D. SHAWN SINGH 4/17/2020 100, ETC. 500 SCALE: 1"=100' HORIZONTAL 100 LEGEND CURRENT CONDITION. THAN ULTIMATE CONDITION ARE DELINEATED FOR HAVE MORE DISCHARGE IN CURRENT CONDITION THE EXISTING MEDIAN DITCH INLETS.AREAS THAT ARE DELINEATED FOR CURRENT CONDITIONS USING CONDITION. AREAS WITH MAINLANE SUPERELEVATION 1. DRAINAGE AREAS ARE DELINEATED FOR ULTIMATE NOTES: DRAINAGE AREA ID DIRECTION OF FLOW PROP DRAINAGE FEATURE EXIST DRAINAGE FEATURE DRAINAGE AREA BOUNDARY CURRENT CONDITION DRAINAGE AREA BOUNDARY ULTIMATE CONDITION PROP PAVEMENT CONSTRUCTION MATCHLINE STA 1492+00MATCHLINE STA 1504+00MATCHLINE (THIS SHEET)MATCHLINE (THIS SHEET) 13 DSS JAC RTC LJD SH 114 DRAINAGE AREA MAP STA 1492+00 TO STA 1504+00 7 394 X.XX AC XX-XX (ACRES) AREA ID # 1495+00 1500+00 1495+00 1500+00 1505+00 1500+00 0+00 0+00 0+0010+000+0010+00SH 114 EBFR |EBFR |WBEXTRMPDAVIS SOLANA BLVDKIRKWOOD BLVDK IRK W O O D B LV D SH 114 WBFR SH 114 WB SH 114 EB EXIST ROW PROP ROW EXIST ROW [KIRKWOOD |EXWBFR |EBFR EXIST ROW |WBFR |WBUTRNKIRK |EBUTRNKIRK [SH114 |WBENRMPDOVE |EBEXTRMPDOVE 0.89 AC K2-09 2.19 AC K2-04 1.43 AC EX-K1-12 0.17 AC EX-K1-06 0.11 AC EX-K1-07 1.20 AC K1-16 1.60 AC EX-K6-01 2.21 AC EX-K7-01 0.96 AC K3-09 0.73 AC B1-01 0.92 AC K4-04 0.22 AC K3-16 0.19 AC K2-10 0.50 AC K4-10 0.08 AC K4-14 0.14 AC K3-13 0.11 AC K2-02 1.07 AC K2-07 11.23 AC K2-05 0.12 AC K1-09 0.27 AC EX-K3-01 0.18 AC EX-K3-02 0.25 AC EX-K5-03 0.12 AC K5-01 0.50 AC K3-03 1.30 AC EX-K3-07 0.17 AC K3-10 0.39 AC EX-K1-08 1.56 AC B10-01 0.21 AC K4-01 0.17 AC K4-07 0.16 AC B2-07 0.15 AC B2-04 0.35 AC B2-08 0.14 AC B2-01 EXIST ROW 1.36 AC K4-12 CITY OF SOUTHLAKE TOWN OF WESTLAKE WALL 5 WALL 6 WALL 7 CONSTRUCTION EASEMENT 1.56 AC EX-B12-01 1.60 AC EX-K6-01 2.21 AC EX-K7-01 SDSDSDSDF F F F F EEEEEEEWMEELPLPEWMWM1495+00 1500+00 1495+00 1500+00 1505+00 1500+00 0+00 0+00 0+0010+000+00SH 114 EBFR |EBFR 9+00|WBEXTRMPDAVIS BLVDKIRKWOODBLVDSOLANA 5+00MATCHLINE STA 1492+00MATCHLINE STA 1504+00 12 DSS JAC RTC LJD SH 114 STORM SEWER PLAN STA 1492+00 TO STA 1504+00 7 407 SH 114 WBFR SH 114 WB SH 114 EB EXIST ROW EXIST ROW PROP ROW EXIST ROW [KIRKWOOD |EXWBFR EXIST ROW |EBFR |WBFR [SH114 |WBENRMPDOVE |EBEXTRMPDOVE |WBUTRNKIRK |EBUTRNKIRK 18" RCP LINE-EX-K1-04 EXMH-K1-05 18" RCP LINE-EX-K1-05 EXBND-K1-15 EXWYE-K1-14 36" RCP LAT-EX-K1-13 EXBND-K1-13 36" RCP LAT-EX-K1-12 EX-K1-12 18" RCP LAT-EX-K1-11 18" RCP LAT-EX-K1-10 36" RCPLINE-EX-K1-17 EXMH-K0-04 EX-K6-01 78" RCP LINE-EX-K0-04 30" RCP LAT-EX-K6-01 K2-01 K2-02 JB-K2-03 K2-04 K1-09 18" RCP LAT-K1-09 18" RCPLAT-EX-K1-08EX-K1-08 K2-09 18" RCP LAT-EX-K1-07 EX-K1-07 18" RCP LAT-EX-K1-06 EX-K1-06 EXMH-K0-03 K5-01 BND-K5-02 EX-K5-03 18" RCP LAT-K1-16 36" RCP LINE-EX-K1-14 36" RCP LINE-EX-K1-15 WYE-K1-17 24" RCP LINE-K2-01 24" RCP LINE-K2-02 24" RCP LINE-K2-03 42" RCP LAT-EX-K2-05 24" RCP LAT-K2-04 42" RCP K2-07 24" RCP LINE-B2-01 BND-B2-02 24" RCP LINE-B2-02 BND-B2-03 24" RCP LINE-B2-03 WYE-B2-06 24" RCP LAT-B2-05 BND-B2-05 24" RCP LAT-B2-04 LINE-K2-06 WYE-K2-08 36" RCPLAT-K2-0736" RCP LAT-K2-10 42" RCP LINE-K2-08 K2-10 JB-K2-11 42" RCP LINE-K2-11 EXMH-K0-0136" RCPLAT-K2-09LINE-K4-14 36" RCP JB-K4-13 24" RCP LAT-K4-13 K4-14 24" RCP LINE-K4-11 K4-10 24" RCP LAT-K4-10 WYE-K4-11 24" RCP LINE-K4-09 WYE-K4-09 24" RCP LAT-K4-08 BND-K4-08 24" RCP LAT-K4-07 K4-07 24" RCP LINE-K4-06 K4-04 WYE-K4-06 24" RCP LAT-K4-05 24" RCP LAT-K4-04 BND-K4-05 24" RCP LINE-K4-03 BND-K4-03 24" RCP LINE-K4-02 BND-K4-02 K4-01 24" RCP LINE-K4-0172" RCPLINE-EX-K0-0172" RCP LINE-EX-K0-02 EX-K3-01 EX-K3-02 LINE-EX-K3-0218" RCP10" PVC LINE-EX-K3-01 SEE NOTE 4 EXMH-K1-11 K3-03 18" RCP LAT-K3-03 SEE NOTE 4 EXJB-K3-04 SEE NOTE 4 EXJB-K1-10 SEE NOTE 4 EXJB-K2-06 EXBND-K3-05 18" RCP LINE-EX-K3-05 EXBND-K3-06 18" RCP LINE-EX-K3-06 24" RCP LINE-EX-K3-07 K3-10 24" RCP LAT-K3-10 BND-K3-11 24" RCP LAT-K3-11 BND-K3-12 K3-13 24" RCP LAT-K3-13 BND-K3-14 24" RCP LAT-K3-14 BND-K3-15 24" RCP LAT-K3-15 27" RCP LINE-EX-K3-17 MH-K3-17 24" RCP LAT-K3-16 K3-16 LINE-K3-09 24" RCP K3-09 JCT-K3-08 24" RCP LINE-K3-08 PVMT (83 SY) CUT AND RESTORE 24" RCP LAT-K4-12 K4-12 24" RCP LINE-K5-02 EXWYE-K0-02 24" RCP LINE-K5-01 SEE NOTE 2 PVMT (14 SY) RESTORE CUT AND K1-16 JCT BOX & (6'8" X 4'4") B2-01 JCT BOX & (4'4" X 4'4") B2-04 24" RCP LINE-EX-K7-01 O-K1 18" RCP LINE-EX-K3-0478" RCPLINE-EX-K0-03CITY OF SOUTHLAKE TOWN OF WESTLAKE WALL 5 WALL 7 WALL 6 24" RCP LAT-K3-12 STANDARD MDD(FTW) SEE FTW DISTRICT PROP DITCH BLOCK K2-05 SEE NOTE 6 ABANDON EXIST RCP 24" RCP LINE-EX-K5-03 SEE NOTE 4 EX-K3-07 CONSTRUCTION EASEMENT INLET FOR COMPS ONLY EX-K7-01 ID REFERENCE STATION OFFSET LT/RT TYPE CHAIN (FT) B2-01 BLEBEXTRMPDOVE 3+48.00 6.00 RT INLET (COMPL)(GRATE)(TY 1-C) B2-04 BLEBEXTRMPDOVE 4+27.00 6.00 RT INLET (COMPL)(GRATE)(TY 1-C) K1-09 CLSH114 1496+07.75 80.80 LT INLET (COMPL)(GRATE)(TY 1) K1-16 BLWBFR 1495+35.00 7.50 LT INLET (COMPL)(CURB)(TY 1)(20'X3') K2-01 BLEBFR 1494+00.00 0.00 LT INLET (COMPL)(CURB)(TY 2)(15') K2-02 BLEBFR 1495+40.00 0.00 LT INLET (COMPL)(CURB)(TY 2)(10') K2-04 BLEBFR 1495+72.00 61.00 LT INLET (COMPL)(DROP)(TY 3) K2-05 BLEBFR 1495+71.00 34.00 RT INLET (COMPL)(DROP)(TY 3) K2-07 BLEBFR 1497+82.00 38.00 RT INLET (COMPL)(DROP)(TY 1)(1 GRATE) K2-09 BLEBUTRNKIRK 1+33.00 0.00 LT INLET (COMPL)(CURB)(TY 1)(20'X3') K2-10 BLEBFR 1498+40.00 41.00 LT INLET (COMPL)(CURB)(TY 1)(5'X3') K3-03 CLSH114 1498+62.00 80.80 LT INLET (COMPL)(GRATE)(TY 5) K3-09 BLWBFR 1498+80.00 12.00 LT INLET (COMPL)(CURB)(TY 2)(15') K3-10 BLWBUTRNKIRK 1+00.00 0.50 LT INLET (COMPL)(CURB)(TY 1)(10') K3-13 CLKIRKWOOD 6+56.00 38.00 RT INLET (COMPL)(CURB)(TY 1)(15'X3') K3-16 BLWBFR 1497+75.00 0.00 LT INLET (COMPL)(CURB)(TY 1)(10') ID REFERENCE STATION OFFSET LT/RT TYPE CHAIN (FT) EXBND-K1-13 CLSH114 1495+35.88 174.90 LT EXISTING BEND EXBND-K1-15 BLWBFR 1495+00.00 13.78 LT EXISTING BEND EXBND-K3-05 CLSH114 1499+80.78 66.00 LT EXISTING BEND EXBND-K3-06 CLSH114 1499+85.77 71.06 LT EXISTING BEND WYE-K4-09 BLEBFR 1500+93.50 31.00 LT 45 EXJB-K1-10 CLSH114 1496+07.82 66.14 LT ADJUST INLET (CAP) EXJB-K2-06 BLEBFR 1495+71.74 27.16 LT ADJUST INLET (CAP) EXJB-K3-04 CLSH114 1498+64.85 66.00 LT ADJUST INLET (CAP) EX-K1-06 CLSH114 1494+93.24 70.00 RT EXISTING INLET EX-K1-07 CLSH114 1495+64.56 70.00 RT EXISTING INLET EX-K1-08 CLSH114 1496+00.67 1.79 RT EXISTING INLET EX-K1-12 BLEXWBFR 1494+32.00 54.00 RT EXISTING INLET EX-K3-01 CLSH114 1497+15.52 68.00 RT EXISTING INLET EX-K3-02 CLSH114 1498+51.95 69.00 RT EXISTING INLET EX-K3-07 BLWBFR 1498+83.02 58.30 RT ADJUST INLET EX-K5-03 CLKIRKWOOD 6+48.27 46.22 LT EXISTING INLET EX-K6-01 CLKIRKWOOD 8+87.17 57.00 LT EXISTING INLET EX-K7-01 CLKIRKWOOD 8+92.91 57.00 RT EXISTING INLET EXMH-K0-01 CLKIRKWOOD 3+43.50 41.13 LT EXISTING MH EXMH-K0-03 CLKIRKWOOD 7+61.52 33.89 LT EXISTING MH EXMH-K0-04 CLKIRKWOOD 8+96.43 43.14 LT EXISTING MH EXMH-K1-05 BLEXWBFR 1492+98.42 8.00 RT EXISTING MH EXMH-K1-11 CLSH114 1495+35.88 66.14 LT ADJUST MANHOLE EXWYE-K0-02 CLKIRKWOOD 6+53.62 35.82 LT EXISTING WYE EXWYE-K1-14 BLWBFR 1495+00.00 0.50 LT EXISTING WYE ID REFERENCE STATION OFFSET LT/RT TYPE CHAIN (FT) BND-B2-02 BLEBFR 1505+06.32 36.34 LT 45 BND-B2-03 BLEBFR 1505+17.34 24.11 LT 45 BND-B2-05 BLEBFR 1505+83.27 32.88 LT 45 BND-K3-11 BLWBUTRNKIRK 1+02.23 11.03 RT 45 BND-K3-12 CLKIRKWOOD 6+24.31 40.00 RT 45 BND-K3-14 CLKIRKWOOD 7+13.75 40.00 RT 45 BND-K3-15 BLWBFR 1497+37.62 2.00 LT 45 BND-K4-02 BLEBFR 1502+48.49 11.46 LT 45 BND-K4-03 BLEBFR 1502+34.28 27.70 LT 45 BND-K4-05 BLEBFR 1501+65.87 38.50 LT 45 BND-K4-08 BLEBFR 1501+05.50 43.00 LT 45 BND-K5-02 CLKIRKWOOD 6+48.89 74.37 LT 45 JB-K2-03 BLEBFR 1495+40.00 27.00 LT FW JB TY 1 42 IN JB-K2-11 BLEBFR 1498+40.00 26.00 LT FW JB TY 1 42 IN JB-K4-13 BLEBFR 1499+77.62 0.67 RT FW JB TY 2 36 IN JCT-K3-08 BLWBFR 1498+82.72 4.50 LT PIPE JUNCTION MH-K3-17 BLWBFR 1497+75.00 12.00 LT MANH (COMPL)(TY 1) WYE-K1-17 BLWBFR 1495+43.93 15.45 LT EXISTING WYE WYE-K2-08 BLEBFR 1498+19.13 26.00 LT 45î€ WYE-K4-06 BLEBFR 1501+57.73 30.84 LT 45î€ WYE-K4-11 BLWBUTRNKIRK 3+41.80 28.37 RT 60î€ WYE-B2-06 BLEBFR 1505+92.61 23.06 LT 45î€ ID REFERENCE STATION OFFSET LT/RT TYPE CHAIN (FT) K4-01 BLEBFR 1502+50.00 0.00 LT INLET (COMPL)(CURB)(TY 1)(10') K4-04 BLEBFR 1501+66.00 45.00 LT INLET (COMPL)(DROP)(TY 1)(1 GRATE) K4-07 BLEBFR 1501+20.00 41.00 LT INLET (COMPL)(CURB)(TY 1)(5'X3') K4-10 BLWBUTRNKIRK 3+42.82 0.33 LT INLET (COMPL)(CURB)(TY 1)(10') K4-12 BLEBFR 1499+99.47 56.50 RT INLET (COMPL)(DROP)(TY 1)(1 GRATE) K4-14 BLEBFR 1499+78.00 29.00 LT INLET (COMPL)(CURB)(TY 1)(5'X5') K5-01 BLEBUTRNKIRK 3+14.00 40.50 RT INLET (COMPL)(GRATE)(TY 1) O-K1 CLKIRKWOOD 9+66.46 43.21 LT OUTFALL FILE:DATE:4/16/20204:23:50 PMHIGHWAY NO. STATE COUNTY TEXAS JOBCONTROLSECTION DISTRICT NO. SHEET DIV.NO. FED.RD. CHECK CHECK DESIGN DRAWN NO.DATE REVISION APPROVED FEDERAL AID PROJECT NO. FTW 030353 6 SH 114 2020 Texas Department of Transportation R C TARRANT SHEET OF SH0114_DRN_SS_PLAN_07.dgnF-928 NH 2B20(006) 117000LI CENSEDPROFES SI ONAL ENGINEERSTATEOFTEXAS D. SHAWN SINGH 4/17/2020 100, ETC. 500 SCALE: 1"=100' HORIZONTAL 100 LEGEND 449 RIPRAP (CONCRETE) RIPRAP (STONE) JUNCTION BOX MANHOLE GRATE INLET DROP INLET CURB INLET PROP DRAINAGE FEATURE EXIST DRAINAGE FEATURE PROP PAVEMENT CONSTRUCTION SUBSIDIARY TO ITEMS 465 OR 479. SHOWN IN THE PLANS. DITCH BLOCK WILL BE 8. DITCH INLET SHALL USE STANDARD DI-1-02 AS DETAILS SHALL BE CLASS "C" CONCRETE 7. ALL CONCRETE FOR INLETS, MANHOLES, AND RELATED 6. SEE REMOVAL PLANS FOR ADDITIONAL INFORMATION. 3' UNLESS OTHERWISE NOTED. 5. ALL CURB INLETS HAVE A LID WIDTH OF ALL CAP/ADJUST INLETS OR MANHOLES. 4. SEE TXDOT FW STANDARD (MIAC-08-FW) FOR DRAINAGE INFORMATION. 3. SEE CULVERT LAYOUT SHEETS FOR CROSS 2. SEE MISC DRAINAGE DETAILS SHEET . FLOWLINES PRIOR TO CONSTRUCTION. EXISTING DRAINAGE STRUCTURES, PIPES AND CSJ-0353-03-052. CONTRACTOR TO VERIFY ALL CSJ-0353-03-024, CSJ-0353-03-051 AND AS-BUILT PLANS CSJ-0353-02-039,CSJ-0353-02-058 1. STORM SEWER DESIGN BASED ON SURVEY AND NOTES: SOUTHLAKE - PHASE 1A OWNER MAGUIRE / THOMAS PARTNERS - I B M JOINT VENTURE CONSTRUCTION PLANS FOR FINAL GRADING , PAVING, STREETS AND UTILITIES CARTER AND BURGESS INC. ENGINEERS - PLANNERS VIILO8199] SHEET INDEX a.a `' uisai o.os°o.00 w °si:c+o.`ii:ml i{:`- v 3•I Ll- a., ...a x ... c2To A, AVAvVvvVA 2 A/Av\v ppv\vvvv' Y ;wAv v T\\ F AAVAA1AVAAAVAA\ i NOTESSEE S.EET NO SSEN0. -i.z Poa aNNMgR p vA\VvVA 1jlij 111\` °ENSEr/e i i' I 8 so v A IIIIII IIIII Q\\\ sys 0 a v vAvvvv vA yvvvvvv\ - 4 a I 11A io00 _ h \\\ V V1\\\ -A= a - __ ie• ° Ts.Go sD, Do ar ,_ — 1111 i i/ li I I I fj a 80 120 160 IS-- SCAL IN FEET Bel III W I11i/liillli '/i3A\ I v FIN S` SPADING PAV1/ ,,, a NG PLAN 3. iN OWN SWIM bm 'gw - t 11 i I .�Ilpnau . ! ; :Ini :nN1nNN1 IIIN3l13 i nvn.. e, i !3NI1�N�:� - � i ■■■■ .■■11 1■■ ■i■■■ �,■.■■■■■ �■ ■F ! ■■ ■' 1 FulININKINIM1110 �;; Riiunil I n 1 ■� 11 ! ai!!iiiEiiill : ! ll "3"' !q iiiln:aE3■■iliN � 31 ME an 1 a :F ' . 3nlnn n` InaC n aE 1 !33 EI3 E■!! . . 0 E - ■.u.■�. .®EE��N�:. � .! 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I IIIIA-1 I'LZl`ATl"NI LIII .l -111 11 sEc.rox A-I10- I I`- I E=ONT I E- I- S711 0. ITITIll W, 11 AR T,%,AAL RIII I I F,L L I 'III.T. 111.17111 ITIIAL LII-A. ll 1,ITZI. II-LI IFl"I" I 11, M FEETI IIITI IS1 A.Tl h IFII'71 F-11 I LIl- 1 171. 13 15 1 1. 1, 1`0I. DI 1 11 I.AlIE yoI.11 1 .0 D. 11 11 l -D I'. I IN IE.I IIIDI 111, 11 111, 11 1, 11 1, 11 1,11 1 -D TRI-01 11 rx II-L FIN LU Fl 112.11 11 -El$. 1-1- 111 55 10.90 0.23 11. 14 1 1 I.Io$7 11 ITIIII 11.17 I o 1.11 1-1 51 21- I4 11- Ift 71 II - I ITAII. I - I. 'I 1. 111. 17 1. 111. I 2111 11 1, 1-1 11 1 71 1 D" IL 1.21 1. 1' 111 1.r l. IIII - I -I. 111 1-- 7. 21 1, 11 I, 1I. I Il I 1 1. 1. 4 1 1 1 111, 11 11-1 7- 7.17 1 1.11 111 1 ITI - 11 21.1 111. 1111 111 1111 1.14 1. 71 1,11 7, 11 IlID 2,12, 111 I'll ' 1, 11, 11 1, 11 1 ID 11 11 11, 11 uj ra. r r. 17- 11 11*41 r. I I 1.-, 111. r r. rDI-I 11 111. -1 r o. as raa r zs.3D 21 a.oi 111. 179. 11 a. r.11 co D. 11 1-1 1 171.11 111. 11 ly ' I'LL I comR LINE C- 6.12 Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. RUNOFF COLLECTION DRAINAGE AREA INFORMATION Time at Design Rainfall Storm Storm Hydra- Head Velocity Flow Flow HYDRAULIC z m RCB POINT INFORMATION Inters- Ante- PIPE ulic RCP Loss Head Loss Time Time at GRADIENT 3 Runoff71n Accum- Up- Storm Intent[ CAP- Water No. of VelocityUp- Down- Distance Area opted cedent Slope Grade Coeffi• at Up- Betwee Down- ELEVATIONS Coeffi. ulated Stream Freq- y ACITY Runoff Barrels Pipe Box Box "Wstream stream Between ID Area Factor S Slope cient stream n stream Up- Down- oSTA STA STA "A" � "KCA" STA unecy "I" "QCAP" "Q" Dla. Span Rise sre sre sre etraam etraam FT FT FT AC MIN` YRS IN HR CFS %CFS) %FT/FT)j(FT/FT)1 EA IN IN FT FPS FT MIN MIN FT F 579.27 PROPOSED DRAINAGE AREA TABLE: DIVIDED BY OUTLET POINT m B 5+93.99 5+70.95 23.04 A-4 1 0.58 1.25 0.53 0.38 0.38 10.0 100 9.24 24.02 3.5 0.0523 0.0011 1 18 0 0 2.0 1.25 0.08 0.2 10.2 579.20 579.17 z LL O 5+70.95 3+41.02 229.93 0.00 1.25 0.00 0.00 0.38 10.2 100 9.24 24.02 3.5 0.0523 0.0011 1 18 0 0 2.0 0.15 0.01 1.9 12.1 579.16 578.90 AREA "Cf'RUNOFF TIME OF RAINFA TOTAL FLOW 0DRAINAGE AREA NO. CFACTOR TYPE COEFFICIENT CONCENTRATION INTENSITY"!' - 3+41.02 1+82.70 158.32 A-3 0.62 1.25 0.53 0,41 0.79 12.1 100 8.68 19.14 6.9 0.0332 0.0044 1 18 0 0 3.9 - 0.10 0.7 12.8 578.79 578.10 (AC) 1.25 (11oo(CFS) W 1+82.70 1+59.04 23.66 A-2 1.16 1.25 0.53 0.77 1.56 12.8 100 8.68 19.14 13.6 0.0332 0.0169 1 18 0 0 7.7 0.43 0.1 12.9 577.68 577.28 "c" (MN) 100 YR (1wHR) OUTLET A(BYPASS) S 1+59.04 1+05.00 54.04 0.00 1.25 0.00 0.00 1.56 12.9 100 8.68 56.43 13.6 0.0332 0.0019 1 27 0 0 3.4 0.85 0.15 0.3 13.2 577.12 577.02 Al WEIGHTED 0.05 0.53 0.68 10 9.24 1 0.30 1+05.00 1+00.00 1 5.00 0.00 1.25 0.00 0.00 1.56 13.2 1 100 8.68 1 56.43 13.6 10.0332 0.0019 1 1 27 0 0 3.4 0.15 0.03 0.0 13.2 576.99 576.98 X2 T7 WEIGHTED 1.16 0.53 0.68 1 10 1 9.24 1 7.11 6 i A-3 WEIGHTED 0.62 o53 066 10 9.24 3.80 Z A-0 WEIGHTED 0.58 0.53 0.66 10 9.24 3.54 578.03 A15 oS 5.60 0.30 0.38 10 9.24 19.41 s 1 +08."0 '1 +00.00 8.60 A-2 1.16 1.25 0.53 0.77 0.77 10.0 100 9.24 59.61 7.1 0.3220 0.0046 1 1 B 0 0 4 0 1 25 0 31 0 0 10 0 577 72 577 66 As Os 0.9s 0.90 Oae 1D 9.24 3A a - - -- - - - -- - - -- --- - - -- - -- - - - - - --- --- --- - -- - --- - 8.99 0.45 10 9.24 37.56 O x $ z as ' 578.91 OUTLET B(BYPASS) r- 3 • B-1 oS 0.92 0.30 0.38 10 9.24 3.19 m Q 1 +21.12 1 +00.00 21.12 A-3 0.62 1.25 0.53 0.41 0.41 10.0 100 9.24 7.43 3.8 0.0050 0.0013 1 18 0 0 2.1 1.25 0.09 0.2 10.2 578.82 578.79 g N W ~ B-2 BLDG 3.24 1-00 1.00 10 9.24 28.92 X O RUNOFF COLLECTION DRAINAGE AREA INFORMATION Hydra- Head Velocity Flow Flow HYDRAULIC B.3 WEIGHTED 0.01 0.53 0.66 10 924 606 O m � m Time at Design Rainfall Storm Storm RCP RCB B4 WEIGHTED 0.02 0.53 0.66 10 9.24 0.12 d O w POINT INFORMATION Interc- Ante- PIPE ulic Loss Head Loss Time Time at GRADIENT c3 Runoff Incre- Accum- Up- Storm Intermit CAP- Water No. of Velocity B 5 WEIGHTED 0.0z o.sa o.ss 10 s.2a o.12 /\ a o Up- Down- Distance Area epted cedent Slope Grade Coeffi- at Up- Betwee Down- ELEVATIONS /'\ w o Coeff. mental ulated Stream Freq- y ACITY Runoff Barrels Pipe Box Box °V" B6 WEIGHTED 0.03 0.53 0.66 10 9.24 0.18 c Q stream stream Between ID Area Factor "S" Slope cent stream n stream Up• Down- - M 0 z "C" "KCA" "KCA" STA unecy "1° "QCAP" Q" Dia. Span Rise SUBTOTAL 4.24 0.86 10 9.24 33.60 ? Z STA STA STA "A" X. "SF" ..IT STA STA STA stream stream OUTLET C(BYPASS) w 0 FT FT FT AC (MIN RS IN HR CFS CFS FT F FT/FT EA IN IN FT FPS FT MIN MIN FT F C-1 WEIGHTED 0.05 0.53 0.66 10 924 0.31 > IV 586.82 C-2 WEIGHTED 0.79 0.53 0.66 10 9.24 4.Ba p m Y 3+25.32 2+80.32 65.00 B-6 0.03 1.25 0.53 0.02 0.02 10.0 100 9.24 0.85 0.2 0.0050 0.0002 1 a 0 0 0.5 - 0.00 2.1 12.1 586.81 586.80 G3 os 2.65 0.30 0.38 10 92a 9.17 X Z y 2+60.32 2+00.32 60.00 0� 0�2 1.25 0.5' 0.01 0.03 12.1 10C 6.66 0.65 0.3 O.005C OA006 i 6 C 0 C.8 O.CC t.'c f3.3 5mv6.r'9 586.76 SIIRTn... 34A D44 10 924 1d32 WO W 2+00.32 1+60.32 40.00 B-4 0.02 1.25 0.53 0.01 0.05 13,3 100 8.43 0.85 0.4 0.0050 0.0011 1 8 0 0 1.1 - 0.01 0.6 13.9 586.75 586.71 OUTLET DIE(BYPASS) DIE OS 10.65 0.30 0.38 10 9.24 3622 N 1+60.32 1+09.31_ 51.01 _ _ B-3 0.01 1.25 0.53 0.01 0.05 V 100 8.43 0.85 0.4 0.0050 0.0014 1 8 0 0 1.3 0.01 0.7 14.6 586,71 586.63 1+09.31 1+00.00 9.31 - 0.00 1.25 0.00 0.00 0.05 14.6 100 8.43 0. 0.4 0.0050 0.0014 1 8 0 0 1.3 0.15 0.00 0.1 14.7 588.63 588.62 SUBTOTAL 10.65 0.48 10 9.24 36.92 85 V TOTAL BYPASS 1 27.36 0.4e 1 10 1 924 122.40 POND 1 D-t POND 1.63 1.00 1.00 10 9.24 15.07 �'�E OF-......TF\lt 3 588.49 D-2 WEIGHTED 1.26 0.53 0.68 10 9.24 7.71 • `f tli 71iieo�,,, .80 1+67.44 6.36 B-2 3.24 1.25 1.00 3.24 3.24 10.0 100 9.24 33.63 29.9 0,0221 0.0178 1 24 0 0 9.5 1.25 1.76 0.0 10.0 586.73 586.62 D-3 Ds 0.19 0.30 0.38 10 s.24 0.65 .44 1+05.00 62.44 LINEB 0.08 1.25 0.53 0.05 3.29 10.0 100 9.24 33.63 30.4 0.0221 0.0183 1 24 0 0 9.7 - 0.04 0.1 14.7 586.57 585,43 D4 WEIGHTED 0.13 0.53 0.66 10 924 0.81 �"" D-5 OS 0.38 0.30 0.38 10 9.24 1.30 NICH01A5 E. SULKOWSKI• .00 1+00.00 5.00 - 0.00 1.25 0.00 0.00 3.29 14.7 100 _ 9.24 33.63 30_.4 0.0221 0.0183 1 24 _0 0 9.7 0.85 1.24 0.0 14.7 584.19 584.10 j ' 1:" 'RRGR1 D-6 WEIGHTED _ 36 D WEIGHTED 0.10 006 0.53 0.88 10 90.53 0.66 12 .24 0.536 9 I rlltoF`• �iC SE�.rF`�S D-8 WEIGHTED 0,10 0.53 0.66 10 9.24 0.63 588.71 1! D-9 OS 0.50 0.30 0.38 10 9.24 1.73 1+09.19 1+00.00 9.19 B-3 0.01 1.25 0.53 0.01 0.01 10.0 100 9.24 0.85 0.1 0.0050 0.0000 1 8 0 0 0.2 1.25 0.00 0.9 10.9 586.71 586.71 I%3. 2ol/a WEIGHTED 0.28 0.53 0.66 10 9.24 1.71 RFI045 D-it WEIGHTED 0.10 0.53 0.66 10 9.24 0.61 W �. - �' S08.77 D112 WEIGHTED 0.18 0.53 0.66 10 9.24 1.10 U O c s 1 +73.80 1 +00.00 73.80 B-4 0.02 1.25 0.53 0.01 0.01 10.0 100 9.24 0.85 0.1 0.0050 0.0001 1 8 0 0 0.4 1.25 0.00 3.5 13.5 586.77 586.76 os 0.57 0.30 0.38 10 9.24 1.9e ow' W N D-13 BLDG 1.51 1.00 1.00 10 9.24 13.96 I' WEIGHTED 0.11 0.53 0.66 10 9.24 0.66 0. M O o w io w e 586.81 D-15 WEIGHTED 0.09 0.53 0.88 10 9.24 0.54 = O z x w 9 1 +73.80 •1 +00.00 73.80 B-5 0.02 1.25 0.53 0.01 0.01 10,0 100 9.24 0.85 0.1 0.0050 0.0001 1 8 0 0 0.4 1.25 0.00 3.5 13.5 586.81 586.80 Y m 3 w D-16 WEIGHTED 0.09 0.53 0.66 10 9.24 0.53 y o o csi 9 D-17 WEIGHTED 0.08 0.53 0,66 10 9.24 0.47 ' 586.84 D-18 WEIGHTED 0.08 0.53 0.66 10 9.24 0.51 s 1 +73.80 1 +00.00 73.80 B-6 0.03 1.25 0.53 0.02 0.02 10.0 100 9.24 0.85 0.2 0.0050 0.0002 1 8 0 0 0.5 1.25 0.01 2.3 12.3 586.84 586.82 D-ts WEIGHTED 0.10 0.53 0.68 10 9.24 0.61 Cl) e D-20 OS 7.07 0.30 0.38 10 824 3.71 n COLLECTION uRAiNAG'c AREA ifiFORMATiviv Hydra- Head 'Velocity liy r1PW FIQW HYDRAULIC Dot WEIGHTED 0,23 a53 U:88 5V 9.24 1.38 Time at Design Rainfall Storm Storm RCP RCB J POINT INFORMATION Interc- Ante PIPE ulic Loss Head Loss Time Time at GRADIENT 0.22 os 0.s5 0.30 0.38 10 9,24 3.39 f1 Runoff Inera- Arrllm_ Iln. Ctnnn lntanaR CAP. Water No of Valnnifv r .__ _._ _ .. .__. _. -_.__._ U-23 WEIGHTED 0.32 U.53 0.66 10 924 ISU Up- Down- Distance Area epted cedent - - - - - - -- Slope Grade Coeffi- at Up- Betwee Down- ELEVATIONS ❑ Coeffi, mental ulated Stream Freq- y ACITY Runoff Barrels Pipe Box Box "V" 0-24 WEIGHTED 0.25 0.53 0.s6 10 9.24 1.s1 L) stream stream Between ID Area Factor "S" Slope dent stream n stream Up- Down- z > "KCA" "KCX STA unecy "I" "QCAP" "Q" Dia. Span Rise D-25 WEIGHTED 1.16 0.53 0.66 10 9.24 7.08 0 CO STA STA STA "A" "K" "SF" "Kj" STA STA STA stream stream _ WEIGHTED 0.93 0.53 0.66 10 9.24 5.67 FT FT FT AC MIN RS IN H CFS CFS FT FT FT/FT EA IN IN FT FPS FT MIN MIN FT FT E-z BLDG 0.46 1.00 1.00 10 9.24 4.25 U Q O • 585.55 E-3 BLDG 1.15 1.00 1.00 10 9.24 10.63 E 3+24.33 2+00.82 123.51 C-3 2.65 1.25 0.30 0.99 0.99 10.0 100 9.24 16.68 9.2 0.0152 0.0077 1 18 0 0 5.2 1.25 0.52 0.4 10.4 585.03 584.07 WEIGHTED 0.20 0.53 0.66 10 9.24 1.24 ILi 0 x 2+00.82 i+60.41 40.41 G2 0.79 1.25 0.53 0.52 1.52 10.4 100 9.24 16.68 14.0 0.0252 0.0180 1 18 0 0 7.9 - 0.44 0.1 10.5 583.63 582.90 E-5 wEIGHTEo 0.12 o.s3 a.as 10 e.24 D.7z Y 5 1 +60.41 1+04.11 56.30 0.00 1.25 0.00 0.00 1.52 10.5 100 9.24 15.15 14.0 0.0208 0.0180 1 18 0 0 7.9 0.85 0.83 0.1 10.6 582.07 581.06 Eb WEIGHTED 0.22 0.53 0.68 0 9.24 33 1 +04.11 1+00.00 4.11 - 0.00 1.25 0.00 0.00 1.52 10.6 100 9.24 25.15 14.0 0.0252 0.0079 1 21 0 0 5.8 1 .00 0.53 0.0 10.6 580.53 580.50 E-7 WEIGHTED 0.58 0.s3 0.68 10 9.24 3.54 Y o SUBTOTAL 1558 0.70 10 924 97.87 W OUTLET F(BYPASS) O UL) F1 ROAD 0.41 0.90 1.00 10 9.24 3.79 LU 580.69 F-10 OS 14.75 0.30 0.38 10 9.24 51.13 U W > ril1 +06.41 1 +00.00 6.41 C-2 0.79 1.25 0.53 0.52 0.52 10.0 100 9.24 73.21 4.8 0.4858 0.0022 1 18 0 0 2.7 1.25 0.15 0.0 10.0 580.55 580.53 F-11 as 7.73 0.30 0.38 10 9.24 26.80 SUBTOTAL 22.89 0.39 10 9.24 81.72 ; Q On-Site Inlet Calos On-Site Inlet Calcs POND 2 W(width W(width F-2 OS 1.53 0.30 0.38 10 924 5.30 f , Inlet yo of Inlet yo of F3 ROAD 0.44 0.90 1.00 10 9.24 4.07 U Number head/de depress! Required. Provided Number Inlet head/de depress! Required Provided FA OS 7.15 0.30 0.38 10 9.24 24.78 Inlet Type Flow(Q) Cw pth on) Length Length Type Flow(C7) Cw pth on) Length Length F-5 ROAD 0.50 0.90 1.00 10 9.24 4.65 88 (cfs) (ft) (ft) (ft) (ft) (cis) (ft) (ft) (ft) (ft) F-7 OS 0.41 0.90 0.38 10 9.24 3.74 F7 ROAD 0,q1 0.90 1.00 10 9.24 3.74 A-2 Curb 0.30 3 0.250 1.83 -2.50 10 9-3 Grate 0.06 3 0.250 1.83 -3.14 4.56 F8 OS 0.40 0.30 0.38 10 9.24 1.39 A-3 WYE 3.81 3 0.250 1.83 6.86 8.00 B-4 Grate 0.12 3 0.250 1.83 -2.98 4.56 F-9 ROAD 0.21 0.90 1.00 10 9.24 193 N A-4 WYE 3.55 3 0.250 1.83 6.17 8.00 B5 Grate 0.12 3 0.250 L83 -2.98 4.56 SUBTOTAL 13.20 0.45 10 9.24 5475 L.I. VJ G2 Curb 4.86 3 0.250 1.83 9.66 10 B6 Grate 0.18 3 0.250 1.83 -2.82 4.56 W Z C3 WYE 9.17 3 0.500 1.93 5.35 8.00 D-6 Grate 0.96 3 0.250 1.83 -0.74 4.56 O D-2 Curb 7.74 3 0.333 1.83 10.11 10 D-7 Grate L59 3 0.250 L83 0.94 4.56 o D-4 Curb 0.82 3 0.250 1.83 -1.11 10 D-8 Grate 2.95 3 0.333 1.83 1.81 4.56 W D-21 Curb L39 3 0.250 1.83 0.41 YO D-14 Grate 2.39 3 0.250 1.83 3.07 4.56 Q D-22 WYE 3.30 3 0.250 1.83 5.50 8.00 D-15 Grate 1.67 3 0.250 1.83 1.15 4.56 J _ D-24 Curb 1.52 3 0.250 1.83 0.75 SO D-16 Grate 1.48 3 0.250 1.83 0.65 4.56 5 E-1 Curb 5.69 3 0.333 1.83 6.56 10 D-17 Grate 1.48 3 0.250 1.83 0.65 4.56 n/ ' W E-4 Curb 1.24 3 0,250 1.83 0.01 10.00 D-18 Grate 1.59 3 0.250 1.83 0.94 4.56 a E-6 Curb 1.34 3 0.250 1.83 0.27 SO D-19 Grate 1,12 3 0.250 L83 -0.31 4.56 O J F ��r F-1 Curb 3.79 3 0.250 1.83 6.81 10 623 Grate 1.97 3 0.250 1.83 1.95 4.56 Q D 10 Grate 4.36 3 0.333 1.83 4.25 4.56 r^P O F-2 WYE 5.30 3 0.333 1.53 5.88 8.00 V J p i F-3 Curb 4.07 3 0.250 1.83 7.55 10 D-11 Grate 3.73 3 0.333 1.83 3.16 4.56 m .am$o g e 3 s 0 F� WYE 24.76 3 0.500 1.83 20.04 20.00 612 Grate 4.39 3 0,333 1.83 4.30 4.56 F-5 "RECORD DRAWING" m,Y1 fp6, Curb 4.65 3 O.2SO 1.$3 9.3A lO THIS DRAWING HAS BEEN REVISED TO SHOW THOSE CHANGES DURING ,q € F-6 WYE 8,gg 3 0.500 1.$3 5.07 8.00 THE CONSTRUCTION PROCESS REPORTED BY THE CONTRACTOR TO _ Y F'7 CUfb 3.74 3 D.250 1.$3 6.67 10 KIMLEY-HORN AND ASSOCIATES,INC.AND CONSIDERED TO BE SIGNIFICANT. THIS DRAWING IS NOT GUARANTEED TO BE'AS BUILT" r F-8 WYE L39 3 0.250 1.83 0.41 8.00 BUT IS BASED ON THE INFORMATION MADE AVAILABLE. SHEET NUMBER m€w oLL3F. n F-9 Curb L93 3 0.250 1.$3 1.$5 10 DATE'. 5/31/201a By. NICHOLASESULKOWSKI,PF C-2� Page is too large to OCR. Page is too large to OCR. CONSTRUCTION PLANS SABRE CORPORATE CAMPUS, PHASE PARTS OF LOT 1, 2 and 4, BLOCK 1 I m U000VaUH CTo THE CITY OF SOUTHLAKE, TEXAS Index Of Drawings CI Cover Sheet C2, C3 Final Plat C4 General Notes C5 Typical Sections C6 Horizontal Alignment C7-C10 Paving Plans (Kirkwood Blvd./Sabre Dr.) CIOa-floc Cross Sections (Kirkwood Blvd.) C11-C24 Bridge Plana C25 Paving Plan C26 Drainage Area Map C27 Grading Plan C28-C29 Storm Sewer Plan and Profile (Kirkwood Blvd) C30 Storm Sewer Plan C31,C32 Storm Sewer Profiles C33-C36 12' Water Plan and Profile (Kirkwood Blvd/Sabre Dr.) C37 12' Water Plan and Profile C38 10' Sanitary Sewer Plan and Profile (Kirkwood Blvd) C39 10' Sanitary Sewer Plan and Profile C40 Storm Water Pollution Prevention Plan C41 Temporary Construction Entrance 042 Retention Pond (Alternate) C43, C44 Communications Ductbank C45 Electrical Ductbank Schematic C46 Fence Plan SD1-SD9 Standard Details Tt, T2 Tree Survey 4Vw ss"e Corporate Headquarters OWNER TSG TRUST 1999-1 79 SOUTH MAIN STREET 3RD FLOOR SALT LAKE CITY, UT 84111 801) 246-5300 APPLICANT/DEVELOPER THE SABRE GROUP 4255 AMON CARTER FORT WORTH, TX 76115 817) 963-9757 817) 967-4914 FAX ATTN: KAY ALIG ENGINEER BROCKETTE - DAVIS- DRAKE 4144 NORTH CENTRAL EXPWY. SUITE 1100 DALLAS, TEXAS 75204 214) 824-3647 PROPERTY OF CITY OF SOUTHLAKE PUBLIC WORKS DEPARTMENT 214) 824-7064 FAX 1400 MAIN ST, SUITE 320 ATTN: JAMES A. RILEY Vicinity Map M-oU LET NOTE: TH K PI S HAVE BEEN REVISED TO CONFORM WTi CMUCTON RECORDS PROVIDED BY CMMACTOR. ES A. RLLEY a, 9 ]3231 0 F0o90. z kigk>� 1 i � affi=®a�od4 IR KIRKMOD BLW ---- d x _--- _ Wi. f T1PKE d 3 iAPRANi iY %PS I _ F 2 Y / i 9 `-z c� 8 YIL ---------- ----------'•-------------------------------- 0� - r I J �LLK,!-R--KWOOD BLVD =11 r - — IT KIRK WOOD BLVO - . r 0 T.,.. T . . . ,i - - ... . . 4f S g" _- . . . . . . . . . . . ...._.. cop=v .. . . _ _.. eo iu . . . .. � : . : :_ .5$F . ...pry : : : r ��•• I I AF . 70 =70 6 s r BRIDGE KIRKWOOD BLVD . .`.50. .... 55❑,.. - - : _ SABRE CORPORATE CA PUS PHASE I CITY OF SO TTH AKZ -_ TA RRANT COUNTY TEXAS iS . .. r3B 1, _ — —....._— .rsd+m�rxy owGr ROCb(El-fE.DAVIS.0fIM'E.NC r M�MI a 5 ii.ci^Y NM 'Y• m�H n IaZ n�v 2t OC. : .s 3 a oo O i l u`9i h I i@ i WATE NE ES T I Z h 12"W i I i u51 Ipa) ' /pp LEGENDao PROPOSED CONTOUR o ' EXISTING CONTOURI I— EX 8'x6' BC M i AJ a e a a STA 0+00 C KIRKWOOD BLVDU/ / MATCH EMPTING PAVEMENT — - - - - / I - m 1 2 d 'SAWCLIT, REMOVE REPLACE EXIST KIRKWOOD CONC PVMT BLVD I / / m AaDRAiEL s 6 I a K5 — 80 NOTE: TNESE PLANS HAVE BEEN RENSED TO14rrW X MSTRUCRRECORDSPROMWTHDCBYCONTRACTOR. 0 h ELEV. 583.01 BENCHMARK: CITY of D MONUMENT GPS ND, AT THE p11ALUMINUMMONUMENTFOUNDKTHEN.W. CORNER OF T.W. KING AND KIRKWOOD BLVD. IN MEDIAN Oxn7 X DATE DESCRIPTION BRIDGE GRADING PLAN SABRE CORPORATE CAMPUS, PHASE I CITY OF SOUTHLAKE TARRANT COUNTY, TEXAS 3 BROCKETTE • DAVIS • DRAKE, INC. I[ -::A -->consulting engineers Cuivil & S Engineering • Surveying 4144 Nottfi Cerhrel Expreuwey, Suhe TIOO • Dallas, Texas 752 ire l eu3an • .. na alo-ozo - JAR DJR 01/03/001•_60 BDD C99201 C1 7 OFFSITE Y 0 100 200 300 MAPHIC s AEE 32 Y 0.20 Vo 615 v G r z _ eulEoi ta.o i e rY y. 3.93 13.0 BLD40.9 0.38 4.3 r 59 PARKING STAUC7URE- , DRAINAGE ARKING // : CR ITERI sm Ej UC RE 5 l xl _ : Ca O 1.5590 Sd to-10 MNin/M1r l_ r 585 _.. I`1`I 5.3 0100 tors) o M NOTE: THESE PLANS HARE BEEN REMSEDuumTocoDSDRMWTHDEcBYWNuC r--*l\. \` , \ /- \ EcoRD ev coNTRACTaR. SB9 PACKAGE 1.4: SITE PACKAGE NEV ADTE IPTI 555 As a.A DRAINAGE AREA MAP l: _, v„ - Q SABRE CORPORATE CAMPUS, PHASE I ter ` CITY T COUNTY, TEXAS KE TARRANT COUNTY, TEXAS E 3BROCKETTE • DAVIS •DRAKE, INC. j t, = - i1\} 7 - / _ _ E::::)E:::>consulting engineers cMi a s ,,l8y gme e.mg . S—ymgNn l` / `-.e 'C.:1\ y WHITE CHAPEL RD. of JARo oDJR 01/03/ 1•=100' BDD c992m C26 m STORM SEWER LINE 'E' STORM SEWER LINE 'C' �� : P _� ES I�sne RM SEWER PLAN &PROFILE E LIXiPORATI CA4PU5 PHASE I C TV Oi SOVTHLAKE - LINE •C• ,r ipRRPNi CWNtt IEXPS r e LINE E-1 Appendix E Reference Information [SOUTHLAKE COMPREHENSIVE PLAN]                                                          Consolidated Future Land Use Plan 34  Ordinance No.1269, Adopted February 7, 2023 [SOUTHLAKE COMPREHENSIVE PLAN]    Used to Determine Percent Impervious per Land Use 8-1 SECTION 8 "CS" COMMUNITY SERVICE DISTRICT 8.1 PURPOSE AND INTENT - The "CS" Community Service District is designed to permit those institutional and related uses which are established in response to the educational, safety and welfare needs of the community. These uses are separated from others in the community due to their unique service and often very special area requirements. Their placement should not be arbitrary, but should be located to respond to the community needs. 8.2 PERMITTED USES a. Public, semi-public and parochial/private kindergartens, elementary and secondary schools whose curricula satisfy the requirements of the State Public School Laws and the regulations of the State Department of Education. b. Higher education institutions: Junior and senior colleges, universities, conservatories and seminaries, offering curricula recognized by collegiate, academic and professional organization accrediting boards. c. Museums, libraries, fine arts centers, and similar cultural facilities sponsored, operated or maintained for the benefit of the general public. d. Golf courses (except commercially operated miniature golf courses and commercially operated golf driving ranges) on a site containing a total area of not less than forty (40) acres; parks, playgrounds, community centers and country clubs. e. Institutions, rehabilitation and training centers offering non-academic programs, when operated or sponsored by chartered educational, religious, or philanthropic organizations, but excluding uses such as trade schools, which are operated primarily on a commercial basis. f. Public safety facilities: Civil defense operational centers, police and fire stations and training facilities. g. Utility buildings and structures: power sub-stations, water tanks and reservoirs, water and sewage treatment plants. h. Religious institutions: churches and facilities for worship, fellowship, and education. i. City halls or other municipal office uses. 8.3 ACCESSORY USES - In addition to those accessory uses specifically authorized in Section 34 of this ordinance, any use may be established as an accessory use to a permitted use when it complies with the conditions for an accessory use as defined in this ordinance. Used for Public / Semi-Public Land Use 8-2 8.4 SPECIFIC USE PERMITS - Specific use permits may be approved by the City Council following a recommendation from the Planning and Zoning Commission as specifically authorized in Section 45 of this ordinance, subject to full and complete compliance with any and all conditions required in Section 45, together with any other conditions as the City Council may impose. Any use accessory to an approved specific use permit shall be permitted without specific approval if it complies with the conditions for an accessory use as defined in this ordinance. (As amended by Ordinance No. 480-C.) 8.5 DEVELOPMENT REGULATIONS - In this district, the following development regulations shall be applicable: a. Height: No building or structure shall exceed two and one-half (2-1/2) stories, nor shall it exceed thirty-five (35) feet. b. Front Yard: There shall be a front yard of not less than thirty (30) feet. c. Side Yard: There shall be a side yard of not less than fifteen (15) feet except where the lot abuts property zoned as single-family residential there shall be a side yard of not less than twenty-five (25) feet. Zero lot line development may be permitted on a common interior lot line where construction of a party wall is used and when approved by the City Council after a recommendation by the Planning and Zoning Commission. Where zero lot development is utilized, the equivalent open space and plantings (normally provided in adjoining bufferyards along the common lot line) shall be provided elsewhere within the two developing lots. A concept plan meeting the requirements of Section 41 of this ordinance is required to be submitted with a request for zero lot line development. Approval shall be based upon an analysis of the location, the configuration, and the impact and compatibility of the construction with adjacent land uses. (As amended by Ordinance No. 480-U.) d. Rear Yard: There shall be a rear yard of not less than ten (10) feet except where the lot abuts property zoned as single-family residential there shall be a rear yard of not less than twenty-five (25) feet. e. Maximum Lot Coverage: All buildings or structures shall have a maximum lot coverage not exceeding fifty (50) percent of the lot area. f. Maximum Impervious Coverage: The maximum impervious coverage shall not exceed sixty-five (65%) percent of the total lot area. (As amended by Ordinance No. 480-JJ.) 8.6 ADDITIONAL DEVELOPMENT REGULATIONS FOR BUILDINGS OR USES LYING WITHIN FOUR HUNDRED FEET (400') OF SINGLE FAMILY RESIDENTIAL 8-3 PROPERTY - In addition to the development regulations applicable to this zoning district, the development regulations in Section 43, Part III, Residential Adjacency Standards, shall also apply. When any requirements in this section are in conflict with any other requirements for this zoning district, the more stringent requirements shall apply. (As amended by Ordinance No. 480-CC). 8.7 CONCEPT PLAN - A Concept Plan meeting the requirements of Section 41 of this ordinance shall be submitted with a request for zoning to a CS Community Service District. All properties zoned at the effective date of this ordinance which do not have an approved Concept Plan on file with the City shall submit a Concept Plan meeting the requirements of Section 41 of this ordinance prior to submittal of the site plan. The Concept Plan shall be processed in accordance with this ordinance and state law for changes in zoning. (As amended by Ordinance No. 480-D.) (As further amended by Ordinance No. 480-M.) 8.8 EFFECT OF CONCEPT PLAN - All subsequent site plans shall substantially conform to the Concept Plan approved with the zoning application. (As amended by Ordinance No. 480-D.) 8.9 SITE PLAN - A site plan meeting the requirements of Section 40 shall be required prior to the issuance of a building permit for any construction in the CS district. (As amended by Ordinance No. 480-D.) (As further amended by Ordinance No. 480-M.) 8.10 SPECIAL EXCEPTION USES - Special exception uses may be approved by the Board of Adjustment as specifically authorized in Section 44 of this ordinance subject to full and complete compliance with any and all conditions required in Section 44, together with any other conditions as the Board of Adjustment may impose. Any use accessory to an approved special exception use shall be permitted without specific approval if it complies with the conditions for an accessory use as defined in this ordinance. (As amended by Ordinance No. 480-D.) 11-1 SECTION 11 SF-1A SINGLE-FAMILY RESIDENTIAL DISTRICT (As amended by Ordinance No. 480-HHH) (As amended by Ordinance No. 480-NNN) (As amended by Ordinance No. 480-OOO) (As amended by Ordinance 480-QQQ) (As amended by Ordinance No. 480-FFFF) (As amended by Ordinance No. 480-XXXX) 11.1 PURPOSE AND INTENT - The purpose and intent of the SF-1A Single Family Residential District is to provide for compatible land, building, and structure uses primarily oriented to low density residential purposes, select agricultural uses, open space uses, and select community facility uses. The SF-1A district may serve as a transitional element between limited residential development and intense agricultural activities and higher density urbanized areas of this City. Low density detached single family residential dwellings and development, along with the aforedescribed uses, comprise the principal elements of the district. 11.2 PERMITTED USES a. Agricultural Uses - Agricultural uses whose products are grown primarily for home consumption, such as domestic gardening, berry or bush crops, tree crops, flower gardening, orchards, and aviaries. b. Residential Uses - Single family detached dwellings. c. Community Facility Uses 1. Public, semi-public and private parks; 2. Recreation and open space including playgrounds, parkways, greenbelts, ponds and lakes, botanical gardens, pedestrian paths, bicycle paths, equestrian bridle trails, nature centers, bird and wildlife sanctuaries; 3. Private boat docks, swimming pools and game courts; 4. City hall, fire and police stations and other municipal uses; and 5. Other uses of a similar nature and character. 11.3 ACCESSORY USES - In addition to those accessory uses specifically authorized in Section 34 of this ordinance, any use may be established as an accessory use to a permitted use when it complies with the conditions for an accessory use as defined in this ordinance. 11.4 SPECIFIC USE PERMITS - Specific use permits may be approved by the City Council following a recommendation from the Planning and Zoning Commission as specifically authorized in Section 45 of this ordinance, subject to full and complete compliance with any and all conditions required in Section 45, together with any other conditions as the City Council may impose. Any use accessory to an approved specific use permit shall be Used for Low Density Residential Land Use 11-2 permitted without specific approval if it complies with the conditions for an accessory use as defined in this ordinance. (As amended by Ordinance No. 480-C.) 11.5 DEVELOPMENT REGULATIONS - In this district, the following development regulations shall be applicable: a. Height: No building or structure shall exceed two and one-half (2-1/2) stories, nor shall it exceed thirty-five (35) feet. b. Front Yard: There shall be a front yard of not less than forty (40) feet. c. Side Yard: There shall be a side yard of not less than twenty (20) feet. d. Rear Yard: There shall be a rear yard of not less than forty (40) feet. e. Maximum Lot Coverage: All buildings shall have a maximum lot coverage not exceeding twenty percent (20%) of the lot area. (As amended by 480-QQQ & 480- XXXX) f. Lot Area: The minimum area of a lot shall be forty three thousand five hundred sixty (43,560) square feet except that no minimum area shall be required for any open space lot designated in a City Council approved concept or development plan. (As amended by Ordinance No. 480-NNN) g. Lot Dimensions: Each lot shall have a minimum width of one hundred (100) feet and a minimum depth of one hundred twenty-five (125) feet. h. Floor Area: The main residence shall contain a minimum of two thousand (2,000) square feet of floor area. i. Maximum Residential Density: The maximum number of dwelling units per acre shall be 1.0. j. Accessory Structure Standards (As amended by 480-QQQ): 1. All accessory structures in the SF-1A zoning district shall meeting the following standards: i. The sum total of all accessory structures and buildings having a roof on the lot shall not exceed 3 % or 4,000 sq.ft. of the lot area. (As amended by 480-XXXX) ii. All accessory structures that are, individually or cumulatively, less than 500 sq.ft. shall meet the accessory structure standards under Section 34.2. iii. All accessory structures that individually are equal to or exceed 500 sq.ft.: 1. Setbacks from adjoining lots shall meet the principal structure setback standards. No setbacks are required from the principal structure, however, fire separation requirements may apply. 2. Height shall not exceed 20 feet. 3. Accessory structures of metal, wood or vinyl siding or equivalent material shall meet the following design standards: 11-3 a. Minimum of 2 colors (principal color limited to white, beige, natural shades of greens and browns, or color matching the principal structure, with trim of contrasting colors). b. All metal accessory buildings to be painted with a factory applied non-metallic matte-finish. c. Addition of trim detail around the windows/doors/or string courses or water tables. d. Windows, doors, or other openings required on at least 2 sides. e. Pitched roof required (of the appropriate pitch for the roof design chosen or a minimum of 1:3). 4. Accessory structures using masonry shall meet the following standards: a. Masonry material used shall match the masonry material of the principal structure on the lot. b. Addition of trim detail around the windows/doors/or string courses or water tables. c. Windows, doors, or other openings required on at least 2 sides. d. Roof (design, pitch, and materials) to be the same type as the principal structure roof. iv. Standards in subsection (iii) above shall not apply to accessory buildings that do not have any enclosing walls such as gazebos, play structures, and pergolas. 11.6 SPECIAL EXCEPTION USES - Special exception uses may be approved by the Board of Adjustment as specifically authorized in Section 44 of this ordinance subject to full and complete compliance with any and all conditions required in Section 44, together with any other conditions as the Board of Adjustment may impose. Any use accessory to an approved special exception use shall be permitted without specific approval if it complies with the conditions for an accessory use as defined in this ordinance. (As amended by Ordinance No. 480-D.) 11.7 CONCEPT PLAN - A Concept Plan meeting the requirements of Section 41 of this ordinance is required to be submitted with a request for zoning to an SF-1A Single Family Residential District. (As amended by Ordinance No. 480-HHH, 480-OOO, and 480- FFFF). 14-1 SECTION 14 SF-20A SINGLE FAMILY RESIDENTIAL DISTRICT (As amended by Ordinance 480-NNN) (As amended by Ordinance 480-OOO) (As amended by Ordinance 480-FFFF) (As amended by Ordinance 480-XXXX) 14.1 PURPOSE AND INTENT - The purpose and intent of the SF-20A Single Family Residential District is to provide for compatible land, building, and structure uses primarily oriented to moderately low density residential purposes, open space uses, and select community facility uses. Moderately low density detached single family residential dwellings and development, along with the aforedescribed uses, comprise the principal elements of the district. 14.2 PERMITTED USES a. Agricultural Uses - Agricultural uses whose products are grown primarily for home consumption, such as domestic gardening, berry or bush crops, tree crops, flower gardening, orchards, and aviaries. b. Residential Uses - Single family detached dwellings. c. Community Facility Uses 1. Public, semi-public and private parks; 2. Recreation and open space including playgrounds, parkways, greenbelts, ponds and lakes, botanical gardens, pedestrian paths, bicycle paths, equestrian bridle trails, nature centers, bird and wildlife sanctuaries; 3. City hall, fire and police stations and other municipal uses; and 4. Other uses of a similar nature and character. 14.3 ACCESSORY USES - In addition to those accessory uses specifically authorized in Section 34 of this ordinance, any use may be established as an accessory use to a permitted use when it complies with the conditions for an accessory use as defined in this ordinance. 14.4 SPECIFIC USE PERMITS - Specific use permits may be approved by the City Council following a recommendation from the Planning and Zoning Commission as specifically authorized in Section 45 of this ordinance, subject to full and complete compliance with any and all conditions required in Section 45, together with any other conditions as the City Council may impose. Any use accessory to an approved specific use permit shall be permitted without specific approval if it complies with the conditions for an accessory use as defined in this ordinance. (As amended by Ordinance No. 480-C.) 14.5 DEVELOPMENT REGULATIONS - In this district, the following development regulations shall be applicable: Used for Medium Density Residential Land Use 14-2 a. Height: No building or structure shall exceed two and one-half (2-1/2) stories, nor shall it exceed thirty-five (35) feet. b. Front Yard: There shall be a front yard of not less than thirty-five (35) feet. c. Side Yard: There shall be a side yard of not less than fifteen (15) feet. d. Rear Yard: There shall be a rear yard of not less than forty (40) feet, provided that on lots fronting on a cul-de-sac, there shall be a rear yard of not less than thirty-five (35) feet. e. Maximum Lot Coverage: All buildings shall have a maximum lot coverage not exceeding thirty percent (30%) of the lot area. (As amended by Ordinance No. 480- C & 480-XXXX.) f. Lot Area: The minimum area of a lot shall be twenty thousand (20,000) square feet except that no minimum area shall be required for any open space lot designated in a City Council approved concept or development plan. (As amended by Ordinance No. 480-NNN) g. Lot Dimensions: Each lot shall have a minimum width of one hundred (100) feet and a minimum depth of one hundred twenty-five (125) feet. h. Floor Area: The main residence shall contain a minimum of one thousand eight hundred (1,800) square feet of floor area. i. Maximum Residential Density: The maximum number of dwelling units per acre shall be 2.18. j. The sum total of all accessory structures and buildings having a roof on the lot shall not exceed 600 square feet. (As amended by 480-XXXX.) 14.6 CONCEPT PLAN - A Concept Plan meeting the requirements of Section 41 of this ordinance is required to be submitted with a request for zoning to an SF-20A Single Family Residential District. (As amended by Ordinance No. 480-OOO and 480-FFFF.) 14.7 SPECIAL EXCEPTION USES - Special exception uses may be approved by the Board of Adjustment as specifically authorized in Section 44 of this ordinance subject to full and complete compliance with any and all conditions required in Section 44, together with any other conditions as the Board of Adjustment may impose. Any use accessory to an approved special exception use shall be permitted without specific approval if it complies with the conditions for an accessory use as defined in this ordinance. 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Ordinance No. 480-UU) (As amended by Ordinance No. 480-RRRR) 21.1 PURPOSE AND INTENT - This district is a low to medium intensity commercial category providing a uniform set of standards for neighborhood type retail shopping facilities and general commercial activities. It is intended that this zoning district be served by appropriate thoroughfares and be of such size that all parking and traffic maneuvering can take place on the commercial site. It is intended to provide limited local retail and service commercial uses which serve one or more neighborhoods lying within a one and one-half to two mile radius of the site. 21.2 PERMITTED USES (As amended by Ordinance No. 480-U.) 1. Any use permitted in the O-1 Office District. 2. Any use permitted in the C-1 Neighborhood Commercial District. 3. Antique shops. 4. Bakeries designed for retail sales rather than wholesale operation. 5. Bicycle sales and bicycle repair shops. 6. Blueprinting or photostating. 7. Book or stationery stores to include large newsstands. 8. Business colleges or private schools for vocational training of office related careers, such as stenographers, executive secretaries, etc. 9. Cigar or tobacco stores. 10. Cleaning, dying and pressing works; laundry and Laundromats, providing that the floor area does not exceed three thousand (3,000) square feet for separate or combined uses. 11. Confectionery stores. 12. Custom dress making or millinery shops. 13. Dancing schools, martial arts, music schools, yoga or other similar uses. 14. Day nurseries Used for Retail Commercial Land Use 21-2 15. Delicatessen shops without size limitations. 16. Dog and cat hospitals or small animal hospitals if conducted wholly within a completely enclosed sound-proofed and air -conditioned building, providing that noise or odors created by activities within the building shall not be perceptible beyond the property line; that no long term boarding of animals is permitted except where related to medical treatment; and that no animals are kept outside the building at any time. 17. Drug stores. 18. Dry goods and notion stores provided that the floor area of such facility not exceed eight thousand (8,000) square feet. 19. Duplicating service, printing, lithographing, mimeographing, multi-graphing and offset printing, providing that the floor area does not exceed two thousand (2,000) square feet. 20. Financial institutions. 21. Florist or gift shops. 22. Frozen food lockers for individual or family use, not including the processing of food except cutting or wrapping. 23. Grocery stores and meat markets without size limitations. 24. Health service facilities to include clinics, offices of dentists, doctors, and other practitioners of healing arts, licensed or similarly recognized under the laws of the State of Texas; offices for specialists and supporting health service fields, such as physical, audio and speech therapy, podiatry and psychological testing and counseling; dental, medical and optical laboratories and blood banks; ambulance dispatch stations, prescription pharmacies and offices, stores and display rooms for the sale and rental and medical supplies and equipment. 25. Jewelry stores. 26. Leather and leather good shops, providing that the floor area does not exceed two thousand (2,000) square feet for separate or combined uses. 27. Optical goods. 28. Photographs, portrait or camera shops and photofinishing. 29. Radio and television sales and servicing. 30. Restaurants, tea rooms, cafeterias, fast food and "take-out" food restaurants. 31. Shoe repair services. 21-3 32. Sporting goods, including gun sales and repair. 33. Tailor, clothing or wearing apparel shops without size restriction. 34. Tires, batteries and automobile accessory sales, provided that such activities occur entirely within the confines of the business structure itself. 35. Variety stores, provided that the floor area of such facility does not exceed ten thousand (10,000) square feet. 21.3 ACCESSORY USES - In addition to those accessory uses specifically authorized in Section 34 of this ordinance, any use may be established as an accessory use to a permitted use when it complies with the conditions for an accessory use as defined in this ordinance. 21.4 SPECIFIC USE PERMITS - Specific use permits may be approved by the City Council following a recommendation from the Planning and Zoning Commission as specifically authorized in Section 45 of this ordinance, subject to full and complete compliance with any and all conditions required in Section 45, together with any other conditions as the City Council may impose. Any use accessory to an approved specific use permit shall be permitted without specific approval if it complies with the conditions for an accessory use as defined in this ordinance. (As amended by Ordinance No. 480-C.) 21.5 DEVELOPMENT REGULATIONS - In this district, the following development regulations shall be applicable (As amended by Ordinance No. 480-HH.): a. Height: No building or structure shall exceed two and one-half (2-1/2) stories, nor shall it exceed thirty-five (35) feet. b. Front Yard: There shall be a front yard of not less than thirty (30) feet. c. Side Yard: There shall be a side yard of not less than fifteen (15) feet; provided, however, where a C -2 zoned lot abuts on the side of property zoned as single family residential, each portion of a building in excess of fifteen (15) feet in height shall be set back one additional (1) foot for each additional one (1) foot in height. Zero lot line development may be permitted on a common interior lot line where construction of a party wall is used and when approved by the City Council after a recommendation by the Planning and Zoning Commission. Where zero lot development is utilized, the equivalent open space and plantings (normally provided in adjoining bufferyards along the common lot line) shall be provided elsewhere within the two developing lots. A concept plan meeting the requirements of Section 41 of this ordinance is required to be submitted with a request for zero lot line development. Approval shall be based upon an analysis of the location, the configuration, and the impact and compatibility of the construction with adjacent land uses. (As amended by Ordinance No. 480-U.) 21-4 d. Rear Yard: There shall be a rear yard of not less than ten (10) feet except where the lot abuts property zoned as single-family residential there shall be a rear yard of not less than twenty-five (25) feet. e. Maximum Lot Coverage: All buildings or structures shall have a maximum lot coverage not exceeding fifty (50) percent of the lot area. f. Floor Area: The minimum size for a separate building or structure existing within this district shall be two thousand (2,000) square feet. The maximum floor area contained within any structure existing in this district shall be forty thousand (40,000) square feet. g. All commercial uses within this district shall be retail sales and/or service type uses selling new merchandise only. h. All exterior lighting designed for security, illumination, parking lot illumination or advertising and which is placed within this zoning district shall meet the requirements of the current lighting ordinance, as amended. (As amended by Ordinance No. 480- GG.) i. Outdoor storage of trash receptacles shall be at the side or rear of the site and shall be totally encircled or screened by fence, planting or other suitable visual barrier. j. Off-street vehicle parking spaces may be located within the required front yard of any retail, office or industrial district; however, such off-street parking spaces shall be on a hard surfaced drive or parking area. k. Maximum Impervious Coverage: The maximum impervious coverage shall not exceed seventy (70%) percent of the total lot area. (As amended by Ordinance No. 480-JJ.) 21.6 ADDITIONAL DEVELOPMENT REGULATIONS FOR BUILDINGS OR USES LYING WITHIN FOUR HUNDRED FEET (400') OF SINGLE FAMILY RESIDENTIAL PROPERTY - In addition to the development regulations applicable to this zoning district, the development regulations in Section 43, Part III, Residential Adjacency Standards, shall also apply. When any requirements in this section are in conflict with any other requirements for this zoning district, the more stringent requirements shall apply. (As amended by Ordinance No. 480-CC). 21.7 SITE PLAN - A site plan meeting the requirements of Section 40 shall be required prior to the issuance of a building permit for any construction in the C-2 district. (As amended by Ordinance No. 480-M.) 21.8 SPECIAL EXCEPTION USES - Special exception uses may be approved by the Board of Adjustment as specifically authorized in Section 44 of this ordinance subject to full and complete compliance with any and all conditions required in Section 44, together with any other conditions as the Board of Adjustment may impose. Any use accessory to an approved special exception use shall be permitted without specific approval if it complies with the conditions for an accessory use as defined in this ordinance. 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The SWPPP submitted for review contains all the elements required by the Texas Commission on Environmental Quality’s Construction General Permit and is considered approved. This SWPPP covers the following address/location: • 1901 W Kirkwood Blvd All control measures installed, and practices put in place are the responsibility of the owner/operator. All control measures are to be installed and practices are to be adopted by the owner/operator to the maximum extent practicable to prevent sediment loss to the storm drainage system and the local watershed. Respectfully, Madisson Dunn Environmental & Regulatory Supervisor Ensure this document is included in each application packet to be submitted to the permitting department.