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Home My WebLink About20118 Sunshine State Pkwy Storage Facility TIA e-SS 022621SUNSHINE STATE PARKWAY STORAGE FACILITY Project № 20118 February 2021 TRAFFIC IMPACT ANALYSIS ST. LUCIE COUNTY FLORIDA Prepared by: 3101 Maguire Boulevard, Suite 265 Orlando, Florida 32803 www.trafficmobility.com (407) 531-5332 Prepared for: Rapid Building Solutions LLC 350 E Crown Point Road, Suite 1080 Winter Garden, Florida 34787 Sunshine State Parkway Storage Facility Traffic Impact Analysis Project № 20118 Executive Summary EXECUTIVE SUMMARY Project Information Name: Sunshine State Parkway Storage Facility Location: Southeast corner of Miramar Avenue and Turnpike Feeder Road Jurisdiction: Description: St. Lucie County, Florida 103,200 Square-Foot Storage Building 27,481 Square-Feet of RV / Boat Parking Findings Trip Generation: 197 Daily trips / 22 PM peak hour trips Access: Roadway Capacity: Two (2) full access driveways; one (1) shared access driveway at Indrio Crossings on SR 713 / Turnpike Feeder Road, and one (1) full access driveway on Miramar Avenue. All study roadway segments will continue to operate below capacity at project buildout; except for the segment of N Kings Highway from St. Lucie Boulevard to Indrio Road which is projected to operate with a v/c of 1.005 at project buildout due to the background traffic. The storage facility only adds one trip to this segment. Intersection Capacity: All study intersections currently operate within their adopted capacity and will continue to do so at project buildout. The project driveways will operate at an overall adequate LOS. PROFESSIONAL ENGINEERING CERTIFICATION I hereby certify that I am a Professional Engineer properly registered in the State of Florida practicing with Traffic & Mobility Consultants LLC, a corporation authorized to operate as an engineering business, CA-30024, by the State of Florida Department of Professional Regulation, Board of Professional Engineers, and that I have prepared or approved the evaluations, findings, opinions, conclusions, or technical advice attached hereto for: PROJECT: Sunshine State Parkway Storage Facility LOCATION: St. Lucie County, Florida CLIENT: Rapid Building Solutions LLC I hereby acknowledge that the procedures and references used to develop the results contained in these computations are standard to the professional practice of Transportation Engineering as applied through professional judgment and experience. THIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY ON THE DATE ADJACENT TO THE SEAL PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. TRAFFIC & MOBILITY CONSULTANTS LLC 3101 MAGUIRE BOULEVARD, SUITE 265 ORLANDO, FLORIDA 32803 CERTIFICATE OF AUTHORIZATION CA-30024 AYMAN H. AS-SAIDI, P.E. NO 56849 Sunshine State Parkway Storage Facility Traffic Impact Analysis Project № 20118 Table of Contents i TABLE OF CONTENTS Page 1.0 INTRODUCTION ................................................................................................................ 1 2.0 EXISTING CONDITIONS ANALYSIS ................................................................................ 3 2.1 Roadway Segment Capacity .......................................................................................... 3 2.2 Intersection Analysis ....................................................................................................... 4 3.0 PROJECT TRAFFIC .......................................................................................................... 6 3.1 Trip Generation ............................................................................................................... 6 3.2 Trip Distribution .............................................................................................................. 6 4.0 PROJECTED CONDITIONS ANALYSIS .......................................................................... 8 4.1 Roadway Segment Capacity .......................................................................................... 8 4.2 Intersection Analysis ....................................................................................................... 9 5.0 SITE ACCESS REVIEW .................................................................................................. 11 5.1 Turn Lane Warrants ...................................................................................................... 11 6.0 STUDY CONCLUSIONS ................................................................................................. 12 APPENDICES ............................................................................................................................. 13 Appendix A Preliminary Site Plan Appendix B Sunshine State Parkway Storage Facility Methodology & Comments Appendix C St. Lucie LOS Report & FTO Historical Data Appendix D Intersection Traffic Counts & FDOT Seasonal Factor Report Appendix E HCM Summary Worksheets - Existing Conditions Appendix F ITE Trip Generation Sheets Appendix G Growth Trend Analysis & Historical Traffic Counts Appendix H HCM Summary Worksheets - Projected Conditions Appendix I NCHRP Report 457 Output Sunshine State Parkway Storage Facility Traffic Impact Analysis Project № 20118 Table of Contents ii LIST OF TABLES Table 1 Existing Roadway Capacity Analysis .............................................................................. 3 Table 2 Existing Intersection Capacity Analysis .......................................................................... 4 Table 3 Trip Generation Analysis ................................................................................................. 6 Table 4 Projected Roadway Capacity Analysis ........................................................................... 8 Table 5 Projected Intersection Capacity Analysis ........................................................................ 9 LIST OF FIGURES Figure 1 Site Location Map .......................................................................................................... 2 Figure 2 Existing PM Peak Intersection Volumes ........................................................................ 5 Figure 3 Project Trip Distribution ................................................................................................. 7 Figure 4 Projected PM Peak Intersection Volumes ................................................................... 10 Sunshine State Parkway Storage Facility Traffic Impact Analysis Project № 20118 Page 1 1.0 INTRODUCTION This traffic analysis was conducted to assess the traffic impact associated with the proposed Sunshine State Parkway Storage Facility, located on the southeast corner of Miramar Avenue and Turnpike Feeder Road, in St. Lucie County, Florida. The proposed project is a Storage Facility with a 103,200 square-foot building and 27,481 square feet of RV / boat parking, with a total of 130,681 square feet. Figure 1 depicts the site location and the surrounding transportation network. The preliminary site plan is included in Appendix A. Proposed access to the site is via two (2) full access driveways; one (1) shared access driveway at Indrio Crossings on SR 713 / Turnpike Feeder Road, and one (1) full access driveway on Miramar Avenue. The analysis was prepared in accordance with the methodology submitted to St. Lucie County, provided in Appendix B. Information and data used in the analysis were obtained from the Client, project engineers, St. Lucie County, Florida Department of Transportation, and/or collected in the field for or by Traffic & Mobility Consultants LLC. The study facilities considered in the analysis are: Roadway Segments:  Indrio Road o Johnston Road to Emerson Avenue o Emerson Avenue to Seminole Road o Seminole Road to Kings Highway o Kings Highway to Slash Pine Trail o Splash Pine Trail to US 1  N Kings Highway o Turnpike Feeder Road / SR 713 to Palomar Parkway o St. Lucie Boulevard to Indrio Road  Turnpike Feeder Road / SR 713 o Indian Pines Boulevard to Turnpike Feeder Road SB Ramp o Indrio Road to Indian Pines Boulevard Study Intersections:  Turnpike Feeder Road / SR 713 & Indro Crossings Plaza / Project Access Driveway  Turnpike Feeder Road / SR 713 & Miramar Avenue  Miramar Avenue & Project Access Driveway SITE N Not to Scale 1 FigureSite Location Map Sunshine State Parkway Storage Facility 20118 SITE Miramar Ave Sunshine State Parkway Storage Facility Traffic Impact Analysis Project № 20118 Page 3 2.0 EXISTING CONDITIONS ANALYSIS 2.1 Roadway Segment Capacity The study roadway segments were analyzed by comparing the existing directional peak hour traffic volumes of each roadway segment with its corresponding capacity. Roadway segments and capacities were obtained from the St. Lucie Transportation Planning Organization (TPO) and were updated with field traffic movement counts. Excerpts of the St. Lucie Traffic Counts and Level of Service Report Fall / Winter 2019 / 2020 and the historical AADT’s obtained from FDOT Florida Traffic Online (FTO) are included in Appendix C. The analysis, summarized in Table 1, reveals that all study roadway segments currently operate below their adopted capacities. Table 1 Existing Roadway Capacity Analysis A Functional # of Pk Dir Pk Roadway Segment T Class Lns Cap Dir Vol LOS V/C Johnston Rd to Emerson Ave U Min-Art 2 880 WB 629 C 0.715 Emerson Ave to Seminole Rd U Min-Art 2 920 WB 501 C 0.545 Seminole Rd to Kings Hwy U Min-Art 2 790 WB 501 D 0.634 Kings Hwy to Slash Pine Trl U Min-Art 2 790 WB 413 D 0.523 Slash Pine Trl to US 1 U Min-Art 2 920 WB 413 C 0.449 Turnpike Feeder Rd / SR 713 to Palomar Pkwy* U Min-Art 2 660 SB 369 D 0.559 St Lucie Blvd to Indrio Rd U Min-Art 2 830 SB 786 C 0.947 Indian Pines Blvd to Turnpike Feeder Rd SB Ramp U Prin-Art 2 870 NB 620 C 0.713 Indrio Rd to Indian Pines Blvd U Prin-Art 2 870 NB 732 C 0.841 St. Lucie Traffic Counts and Level of Service Report Fall/Winter 2019/2020 *Data from Station 940757 used (Kings Hwy from Crossroads Pkwy to Graham Rd) Turnpike Feeder Rd Existing 2019 Indrio Rd N Kings Hwy Sunshine State Parkway Storage Facility Traffic Impact Analysis Project № 20118 Page 4 2.2 Intersection Analysis An intersection capacity analysis was conducted using Synchro software and the methods of the Highway Capacity Manual (HCM), 6th Edition. The existing turning movement counts were collected during the peak season; therefore, a seasonal adjustment factor was not applied. The PM intersection volumes are displayed in Figure 2. The raw traffic count sheets and the FDOT seasonal factor report are included in Appendix D. The capacity analysis, summarized in Table 2, reveals that all study intersections currently operate at an adequate LOS. Detailed analysis worksheets are included in Appendix E. Table 2 Existing Intersection Capacity Analysis Traffic Time Intersection Control Period Delay LOS Delay LOS Delay LOS Delay LOS PM -- -- 16.0 C -- -- 0.0 A Turnpike Feeder Rd / SR 713 & Miramar Ave TWSC PM 14.0 B 16.2 C -- -- -- -- SBEB WB NB Turnpike Feeder Rd / SR 713 & Indrio Crossings Plaza TWSC N Not to Scale 2 FigureExisting PM Peak Intersection Volumes 14 14 813321597Sunshine State Parkway Storage Facility 20118 37 794116180Miramar Ave Indrio CrossingsTurnpike Feeder Rd Sunshine State Parkway Storage Facility Traffic Impact Analysis Project № 20118 Page 6 3.0 PROJECT TRAFFIC 3.1 Trip Generation The traffic generation of the proposed development was calculated using the Institute of Transportation Engineers (ITE) Trip Generation Manual,10th Edition. The trip generation calculation for the project is summarized in Table 3 and detailed ITE trip generation worksheets are provided in the Appendix F. Table 3 Trip Generation Analysis The proposed development is projected to generate a total of 197 trips per day, of which 22 trips occur during the PM peak hour. 3.2 Trip Distribution A trip distribution pattern was estimated for the project based on site location, the surrounding area, and the general traffic flow patterns. The trip distribution is illustrated in Figure 3. Project trips were assigned to the adjacent roadway segments and intersections based on this distribution pattern. ITE Code Land Use Size Rate Trips Rate Total Enter Exit 151 Mini-Warehouse 130.681 KSF 1.51 197 0.17 22 10 12 Trip Generation analysis based on ITE Trip Generation Manual, 10 th Edition The ITE equations were used when R 2 0.75 and has  20 studies Daily PM Peak Hour SITE 5% 5% 15% 40% 40% 5% 5% N Not to Scale 3 FigureProject Trip Distribution Sunshine State Parkway Storage Facility 20118 Road realigned Sunshine State Parkway Storage Facility Traffic Impact Analysis Project № 20118 Page 8 4.0 PROJECTED CONDITIONS ANALYSIS 4.1 Roadway Segment Capacity Projected background traffic growth for the buildout year 2022 was calculated based on the historical growth trends experienced on Turnpike Feeder Road. The growth rate for the roadway segment was established based on historical traffic volume (AADT) obtained from FDOT’s Florida Traffic Online (FTO). A review of historical patterns indicates that the growth rate is less than 2% within the study area; therefore, background traffic volumes were calculated based on a minimum 2% annual growth rate. The historical volumes and growth trends are included in Appendix G. Projected roadway conditions were analyzed by comparing the projected traffic volumes on the study segments to their capacities. The total projected traffic volume is composed of background traffic and project trips. Table 4 summarizes the projected conditions roadway capacity analysis for the PM peak hour. The analysis indicates that the study roadway segments will continue to operate below their adopted capacities, except for N Kings Highway from St. Lucie Boulevard to Indrio Road which is projected to operate with a v/c of 1.005 at project buildout due to the background traffic. The storage facility only adds one trip to this segment. Table 4 Projected Roadway Capacity Analysis # of Pk Dir 2019 Roadway Segment Lns Capacity Existing GR Total LOS V/C Dist Trips Total LOS V/C Johnston Rd to Emerson Ave 2 880 629 667 667 C 0.758 5% 1 668 C 0.759 Emerson Ave to Seminole Rd 2 920 501 531 531 C 0.577 5% 1 532 C 0.578 Seminole Rd to Kings Hwy 2 790 501 531 531 D 0.672 5% 1 532 D 0.673 Kings Hwy to Slash Pine Trl 2 790 413 438 438 D 0.554 5% 1 439 D 0.556 Slash Pine Trl to US 1 2 920 413 438 438 C 0.476 5% 1 439 C 0.477 Turnpike Feeder Rd / SR 713 to Palomar Pkwy* 2 660 369 391 391 D 0.592 40% 5 396 D 0.600 St Lucie Blvd to Indrio Rd 2 830 786 833 833 D 1.004 5% 1 834 D 1.005 Indian Pines Blvd to Turnpike Feeder Rd SB Ramp 2 870 620 657 657 C 0.755 40% 5 662 C 0.761 Indrio Rd to Indian Pines Blvd 2 870 732 776 776 C 0.892 40% 5 781 C 0.898 St. Lucie Traffic Counts and Level of Service Report Fall/Winter 2019/2020 *Data from Station 940757 used (Kings Hwy from Crossroads Pkwy to Graham Rd) GR = Growth Rate; Dist = Distribution N Kings Hwy Turnpike Feeder Rd Indrio Rd Background 2022 Projected Traffic Sunshine State Parkway Storage Facility Traffic Impact Analysis Project № 20118 Page 9 4.2 Intersection Analysis An intersection capacity analysis was conducted using Synchro software and the methods of the HCM, 6th Edition to assess the projected operating conditions at the study intersections. Background volumes were calculated by applying a minimum 2% growth factor at each intersection. Additionally, project trips were assigned to the respective movements based on the project traffic distribution pattern. The projected PM peak hour intersection volumes at project buildout are illustrated in Figure 4. The results of the analysis summarized in Table 5 show that the study intersections will continue to operate at satisfactory LOS at project buildout. Detailed printouts of the HCM capacity analysis and projected volume worksheets are included in Appendix H. Table 5 Projected Intersection Capacity Analysis Traffic Time Intersection Control Period Delay LOS Delay LOS Delay LOS Delay LOS PM -- -- 16.8 C -- -- 9.8 A PM 14.7 B 17.1 C -- -- -- -- Miramar Ave & Access Driveway TWSC PM -- -- 7.3 A 8.8 A -- -- Delay expressed in seconds/vehicle EB WB NB SB Turnpike Feeder Rd / SR 713 & Indrio Crossings Plaza / Access TWSC Turnpike Feeder Rd / SR 713 & Miramar Ave TWSC 4 FigureProjected PM Peak Intersection Volumes Legend: Background + (Project) = Total N Not to Scale Sunshine State Parkway Storage Facility 20118 64+( )=684 15+( )=621 846+( )=8551331+( )=56621+( )=627638+(5)=43 82611+(1)=12643+(2)=645(8)Miramar Ave Indrio Crossings Plaza / AccessTurnpike Feeder RdAccess()6(1)SITE 33 0 15 (1) Sunshine State Parkway Storage Facility Traffic Impact Analysis Project № 20118 Page 11 5.0 SITE ACCESS REVIEW The site is proposed to be served by two (2) full access driveways; one (1) shared access driveway at Indrio Crossings Plaza on SR 713 / Turnpike Feeder Road, and one (1) full access driveway on Miramar Avenue. SR 713 / Turnpike Feeder Road is a 4-lane divided roadway with a posted speed of 45 mph in the area. Miramar Avenue is a 2-lane undivided roadway with a posted speed of 25 mph in the area. 5.1 Turn Lane Warrants A review of warrants for a right and left turn deceleration lane on Miramar Avenue at the access driveway was conducted to determine if turn lanes are necessary to maintain the integrity of traffic flow and capacity of the roads during the peak hours. The analysis shows that right and left turn lanes are not warranted. The access that connects with the Indrio Crossings Plaza has an existing dedicated northbound right and southbound left turn deceleration lane. The review was conducted using the methodology of the National Cooperative Highway Research Program (NCHRP) Report 457. The warrant analysis worksheets are included in Appendix I. Sunshine State Parkway Storage Facility Traffic Impact Analysis Project № 20118 Page 12 6.0 STUDY CONCLUSIONS This traffic impact analysis was conducted to assess the impact of the proposed 130,681 square- foot storage facility in St. Lucie County, Florida, for buildout year 2022. The analysis was conducted in accordance with St. Lucie County Traffic Impact Analysis requirements. The study included a determination of project trip generation, a review of existing and projected conditions for the study roadways and intersections, and a review of the access driveways. The results of the analysis are summarized as follows:  The proposed development is projected to generate 197 trips per day, of which 22 trips occur during the PM peak hour.  Analysis of the roadway segments reveals that the study roadway segments will continue to operate below capacity at project buildout; except for the segment of N Kings Highway from St. Lucie Boulevard to Indrio Road which is projected to operate with a v/c of 1.005 at project buildout due to the background traffic. The storage facility only adds one trip to this segment.  Analysis of study intersection capacity reveals that all intersections in the study area currently operate within their adopted capacity and will continue to do so at project buildout.  The project driveways will operate at an adequate LOS.  Turn lanes are not warranted on Miramar Avenue. The development is not anticipated to adversely impact the surrounding transportation network. APPENDICES Appendix A Preliminary Site Plan Appendix B Sunshine State Parkway Storage Facility Methodology & Comments kimley-horn.com 101 East Silver Springs Boulevard, Suite 400, Ocala, Florida 34470 352 438 3000 To:Bethany Grubbs Planner St. Lucie County Planning and Development Services From: Nicholas J. Mora, P.E.Alexander R. Memering, E.I.T. Kimley-Horn and Associates, Inc.Kimley-Horn and Associates, Inc. Date: February 2, 2021 Re:Sunshine State Parkway Storage Facility Review of Traffic Impact Study Methodology Kimley-Horn has reviewed the Traffic Impact Study Methodology (dated January 18, 2021) prepared by Traffic & Mobility Consultants, LLC related to the above-mentioned project. Please find our review comment below pertaining to the development’s impacts and study needs for adjacent transportation facilities. 1.Please include all roadway segments within a 2-mile radius of the proposed development as part of the study area for the forthcoming traffic study per St. Lucie County Land Development Code Chapter 11.02.09. Thank you for the opportunity to assist St. Lucie County in reviewing this project. Please contact us if you have any questions or need additional information. 3101 Maguire Boulevard, Suite 265, Orlando, Florida 32803 ■ P: (407) 531-5332 ■ F: (407) 531-5331 ■ www.trafficmobility.com Figure 1 – Project Location MEMORANDUM January 18, 2021 Re: Sunshine State Parkway Storage Facility Traffic Impact Study Methodology St. Lucie County, Florida Project № 20118 The following is a methodology outline for the Traffic Impact Study (TIS) for the above referenced project. The methodology is consistent with the requirements of the St. Lucie Transportation Planning Organization (TPO) 2014 Standardized Traffic Impact Studies (TIS) Methodology and Procedures. Project Description The proposed project is a storage facility with a 103,200 square-foot building and 27,481 square feet of RV / Boat parking, with a total of 130,681 square feet. The project has an anticipated buildout year of 2022. A copy of the proposed site plan is provided in the Attachments. Project Location The 4.64-acre site is situated on the southeast corner of Miramar Avenue and Turnpike Feeder Road in St. Lucie County, Florida, as shown in Figure 1. Sunshine State Parkway Storage Facility Traffic Impact Study Methodology Project № 20118 January 18, 2021 Page 2 of 4 Project Access Access to the site will be via two (2) access driveways; one (1) shared with the existing full access of the Indrio Crossings driveway on SR 713 / Turnpike Feeder Road and one (1) full access driveway on Miramar Avenue. Trip Generation The trip generation analysis was conducted using information published by the Institute of Transportation Engineers (ITE) in the Trip Generation Manual, 10th Edition. Table 1 summarizes the trip generation analysis, and the detailed ITE sheets are included in the Attachments. Table 1 Trip Generation The proposed development will generate 197 new daily trips, of which 13 trips occur during the AM peak hour and 22 trips occur during the PM peak hour. Trip Distribution The proposed trip distribution pattern was estimated based on the nature of the proposed land use, site location, the surrounding transportation network, and surrounding residential neighborhoods. The proposed project’s trip distribution pattern is illustrated in Figure 2. Rate Trips Rate Total Enter Exit Rate Total Enter Exit 151 Mini-Warehouse 130.681 KSF 1.51 197 0.10 13 8 5 0.17 22 10 12 197 13 8 5 22 10 12 Trip Generation analysis based on ITE Trip Generation Manual, 10 th Edition The ITE equations were used when R 2 0.75 and has  20 studies Net New Trip Generation ITE Code Land Use Size Daily AM Peak Hour PM Peak Hour Sunshine State Parkway Storage Facility Traffic Impact Study Methodology Project № 20118 January 18, 2021 Page 3 of 4 Figure 2 – Project Trip Distribution Study Area The study area is based on the 2014 Standardized Traffic Impact Studies (TIS) Methodology and Procedures, Appendix B, included in the Attachments. The extent of the study influence area includes only segments directly accessed by the proposed development. The roadway segments and intersections within the study area are listed below. Study Roadways  Turnpike Feeder Road (SR 713): Indrio Road (SR 614) to Indian Pines Boulevard  N Kings Highway (SR 607): Turnpike Feeder Road (SR 713) to Palomar Parkway Study Intersections  Turnpike Feeder Road (SR 713) and N Kings Highway (SR 607) / Indrio Crossings  Turnpike Feeder Road (SR 713) and Miramar Avenue Sunshine State Parkway Storage Facility Traffic Impact Study Methodology Project № 20118 January 18, 2021 Page 4 of 4 Capacity Analysis The TIS will include an analysis of the peak hour conditions in the existing year and the project buildout year (2022). The capacity analysis will be based on service volumes from Florida Department of Transportation’s (FDOT) 2020 Quality/Level of Service (Q/LOS) Handbook and the methods of the Highway Capacity Manual (HCM), 6th Edition. Roadway conditions and intersections will be analyzed for the PM peak conditions. Projected Traffic Projected background traffic for the buildout year (2022) will be calculated using a 5-year historical annual growth rate or a minimum annual growth rate of 2.0%. Traffic Analysis The traffic study will include existing and 2022 buildout conditions for the roadway segment and intersection capacity analyses. The buildout traffic includes existing and projected background traffic. Roadway segments will be analyzed for the PM peak directional volumes. The study intersections will be analyzed for PM peak hour operations. The capacity analysis will be based on field counts, buildout traffic, service volumes from FDOT’s 2020 Quality/Level of Service (Q/LOS) Manual and Synchro software methods of Highway Capacity Manual (HCM), 6th Edition. Access Review Project access driveways will be analyzed for turn lane warrants. Offsite and access improvements necessary to support the proposed development at buildout will be identified in the study. Planned and Programmed Improvements Planned and programmed improvements that may be available from the County’s Capital Improvement Program (CIP), the FDOT’s Work Program, and/or the Transportation Improvement Program (TIP) for any of the study segments will be utilized, if applicable. Report A report will be prepared for submittal to FDOT and St. Lucie County documenting the analysis and findings. Appendix C St. Lucie LOS Report & FTO Historical Data Roadway Name Location AADT Volume LOS V/C PM Pk Hr Pk Dir Pk Hr Service Capacity AM Pk Hr Pk Dir V/C LOS Volume STATION ID Last Count Year Traffic Counts and Level of Service Report Fall/Winter 2019/2020 43,452 ORANGE AVE to INDRIO RDI-95 7,320 2,090 941905 B 0.464 1,924 B 0.428 2017 5,228 CITRUS AVE to ORANGE AVEINDIAN RIVER DR 750 311 945029 C 0.841 356 C 0.962 2017 5,888 ORANGE AVE to AVENUE AINDIAN RIVER DR 750 344 940003 C 0.930 335 C 0.905 2017 5,971 AVENUE D to SEAWAY DRINDIAN RIVER DR 790 349 940004 C 0.895 411 D 0.520 2017 5,971 AVENUE A to AVENUE DINDIAN RIVER DR 540 349 940004 D 0.646 411 D 0.761 2017 951 PRIVATE RD to I-95 W RAMPINDRIO RD 1,080 69 940128 B 0.168 75 B 0.183 2017 951 I-95 W RAMP to I-95 E RAMPINDRIO RD 3,240 69 940128 B 0.038 75 B 0.041 2017 10,455 I-95 E RAMP to KOBLEGARD RDINDRIO RD 3,240 598 940038 B 0.330 629 B 0.348 2017 10,455 KOBLEGARD RD to JOHNSTON RDINDRIO RD 700 598 940038 C 0.906 629 C 0.953 2017 10,455 JOHNSTON RD to EMERSON AVEINDRIO RD 880 598 940038 C 0.720 629 C 0.758 2017 9,876 EMERSON RD to SEMINOLE RDINDRIO RD 920 595 940281 C 0.684 501 C 0.576 2017 9,876 SEMINOLE RD to KINGS HWYINDRIO RD 790 595 940281 D 0.753 501 D 0.634 2017 6,600 KINGS HWY to SLASH PINE TRLINDRIO RD 790 422 114 D 0.534 413 D 0.523 2020 6,600 SLASH PINE TRL to US 1INDRIO RD 920 422 114 C 0.485 413 C 0.475 2020 917 US 1 to OLD DIXIE HWYINDRIO RD 750 64 672 C 0.173 86 C 0.232 2016 4,600 US 1 to LENNARD RDJENNINGS RD 2,100 304 673 C 0.151 248 C 0.123 2016 10,500 EDWARDS RD to OKEECHOBEE RDJENKINS RD 880 549 133 C 0.661 553 C 0.666 2020 10,500 OKEECHOBEE RD to GRAHAM RDJENKINS RD 920 593 131 C 0.682 569 C 0.654 2020 10,500 GRAHAM RD to PETERSON RDJENKINS RD 630 593 131 C 0.988 569 C 0.948 2020 10,500 PETERSON RD to ORANGE AVEJENKINS RD 920 593 131 C 0.682 569 C 0.654 2020 2,600 ANGLE RD to L20JOHNSTON RD 1,070 176 674 B 0.463 171 B 0.450 2016 2,233 L20 to MEADOWOOD DRJOHNSTON RD 1,070 142 675 B 0.374 138 B 0.363 2017 2,233 MEADOWOOD DR to OLD JOHNSTON RDJOHNSTON RD 1,070 142 675 B 0.374 138 B 0.363 2017 2,233 OLD JOHNSTON RD to INDRIO RDJOHNSTON RD 1,070 142 675 B 0.374 138 B 0.363 2017 9,600 INDRIO RD to RUSSOS RDJOHNSTON RD 1,070 544 135 C 0.716 545 C 0.717 2020 9 * Volumes shown were adjusted using FDOT Seasonal Factors * AADT = Annual Average Daily Traffic (volumes for both directions where applicable) * Counts with an ID format of 6 digits have data extracted from FDOT count stations. * Note: A six digit number in the "STATION ID" column identifies segment counted by FDOT Roadway Name Location AADT Volume LOS V/C PM Pk Hr Pk Dir Pk Hr Service Capacity AM Pk Hr Pk Dir V/C LOS Volume STATION ID Last Count Year Traffic Counts and Level of Service Report Fall/Winter 2019/2020 9,600 RUSSOS RD to INDIAN RIVER C.L.JOHNSTON RD 1,070 544 135 C 0.716 545 C 0.717 2020 2,432 53RD ST to 25TH STJUANITA AVE 750 157 122 C 0.424 143 C 0.386 2017 3,321 25TH ST to US 1JUANITA AVE 750 185 120 C 0.500 182 C 0.492 2017 2,885 ANGLE RD to JUANITA AVEKEEN RD 630 174 129 C 0.290 203 C 0.338 2019 2,885 JUANITA AVE to ST LUCIE BLVDKEEN RD 630 174 129 C 0.290 203 C 0.338 2019 8,234 OKEECHOBEE RD to CROSSROADS PKWYKINGS HWY 830 361 940757 C 0.435 369 C 0.445 2017 8,234 CROSSROADS PKWY to GRAHAM RDKINGS HWY 660 361 940757 C 0.547 369 C 0.559 2017 8,216 GRAHAM RD to PICOS RDKINGS HWY 660 405 940076 C 0.614 389 C 0.589 2017 8,216 PICOS RD to ORANGE AVEKINGS HWY 830 405 940076 C 0.488 389 C 0.469 2017 16,792 ORANGE AVE to ANGLE RDKINGS HWY 870 885 940077 D 0.962 890 D 0.967 2017 11,394 ANGLE RD to ST LUCIE BLVDKINGS HWY 830 627 940751 C 0.755 630 C 0.759 2017 13,481 ST LUCIE BLVD to INDRIO RDKINGS HWY 830 836 940006 D 0.950 786 C 0.947 2017 3,402 OLEANDER AVE to US 1KITTERMAN RD 750 224 124 C 0.605 203 C 0.549 2018 2,250 US 1 to LENNARD EXTKITTERMAN RD 750 128 678 C 0.346 130 C 0.351 2017 4,479 EDWARDS RD to 35TH STKIRBY LOOP RD 630 296 677 C 0.493 362 C 0.603 2016 18,500 US 1 to MARIPOSA AVELENNARD RD 1,710 953 325 D 0.557 984 D 0.575 2019 18,500 MARIPOSA AVE to MELALEUCA BLVDLENNARD RD 1,710 953 325 D 0.557 984 D 0.575 2019 18,500 MELALEUCA BLVD to JENNINGS RDLENNARD RD 1,630 953 325 D 0.585 984 D 0.604 2019 18,500 JENNINGS RD to HILLMOOR DRLENNARD RD 1,710 953 325 D 0.557 984 D 0.575 2019 18,500 HILLMOOR DR to TIFFANY AVELENNARD RD 1,710 953 325 D 0.557 984 D 0.575 2019 5,765 TIFFANY AVE to WALTON RDLENNARD RD 1,710 301 323 C 0.391 305 C 0.396 2016 4,455 WALTON RD to S OF SAVANNA CLUB BLVDLENNARD RD 790 390 679 C 10 381 C 0.977 2016 9,400 VETERANS MEMORIAL PKWY to MORNINGSIDE BLVDLYNGATE DR 920 588 306 C 0.676 626 C 0.720 2020 9,400 MORNINGSIDE BLVD to US 1LYNGATE DR 920 588 306 C 0.676 626 C 0.720 2020 6,400 LENNARD RD to HALLAHAN STMARIPOSA AVE 880 485 166 C 0.584 686 C 0.827 2019 10 * Volumes shown were adjusted using FDOT Seasonal Factors * AADT = Annual Average Daily Traffic (volumes for both directions where applicable) * Counts with an ID format of 6 digits have data extracted from FDOT count stations. * Note: A six digit number in the "STATION ID" column identifies segment counted by FDOT Roadway Name Location AADT Volume LOS V/C PM Pk Hr Pk Dir Pk Hr Service Capacity AM Pk Hr Pk Dir V/C LOS Volume STATION ID Last Count Year Traffic Counts and Level of Service Report Fall/Winter 2019/2020 46,000 CASHMERE BLVD to BAYSHORE BLVDST LUCIE WEST BLVD 3,170 2,446 316 C 0.792 2,308 C 0.747 2019 3,590 MIDWAY RD to BELL AVESUNRISE BLVD 540 249 155 C 0.922 233 C 0.863 2016 3,814 BELL AVE to EDWARDS RDSUNRISE BLVD 750 253 153 C 0.684 286 C 0.773 2016 7,300 EDWARDS RD to CORTEZ BLVDSUNRISE BLVD 600 647 511 F 1.011 515 D 0.858 2020 7,300 CORTEZ BLVD to VIRGINIA AVESUNRISE BLVD 750 647 511 D 0.863 515 D 0.687 2020 5,300 VIRGINIA AVE to OLEANDER AVESUNRISE BLVD 750 417 509 D 0.556 411 D 0.548 2020 3,900 OLEANDER AVE to 7TH STSUNRISE BLVD 1,540 243 708 C 0.352 282 C 0.409 2017 3,900 7TH ST to US 1SUNRISE BLVD 1,710 243 708 C 0.316 282 C 0.366 2017 15,000 US 1 to HILLMOOR DRTIFFANY AVE 2,100 855 322 C 0.425 862 C 0.429 2019 15,000 HILLMOOR DR to VILLAGE GREEN DRTIFFANY AVE 2,100 855 322 C 0.425 862 C 0.429 2019 4,666 VILLAGE GREEN DR to LENNARD RDTIFFANY AVE 2,100 242 320 C 0.120 261 C 0.130 2017 7,800 CASHMERE BLVD to CALIFORNIA BLVDTORINO PKWY 630 404 709 C 0.673 443 C 0.738 2018 4,314 CALIFORNIA BLVD to EAST TORINO PKWYTORINO PKWY 630 255 238 C 0.425 223 C 0.372 2018 8,367 COMMUNITY BLVD to VILLAGE PKWYTRADITION PKWY 1,710 996 711 D 0.582 1,144 D 0.669 2018 36,500 VILLAGE PKWY to W OF I-95TRADITION PKWY 3,170 2,021 712 C 0.654 1,924 C 0.623 2019 8,200 DARWIN BLVD to PORT ST LUCIE BLVDTULIP BLVD 790 524 713 D 0.663 456 D 0.577 2019 9,133 PORT ST LUCIE BLVD to PAAR DRTULIP BLVD 790 639 714 D 0.809 493 D 0.624 2018 9,133 PAAR DR to DARWIN BLVDTULIP BLVD 790 639 714 D 0.809 493 D 0.624 2018 4,989 TURNPIKE FEEDER RD SB RAMP to US 1TURNPIKE FEEDER RD 660 653 940078 C 0.989 653 C 0.989 2015 10,253 INDIAN PINES BLVD to TURNPIKE FEEDER RD SB R...TURNPIKE FEEDER RD 870 676 940269 C 0.777 620 C 0.713 2017 12,876 INDRIO RD to INDIAN PINES BLVDTURNPIKE FEEDER RD 870 696 940745 C 0.800 732 C 0.841 2017 41,817 MARTIN C.L. to LENNARD RDUS 1 4,240 1,904 945071 C 0.457 2,239 C 0.537 2017 41,817 LENNARD RD to PORT ST LUCIE BLVDUS 1 4,040 1,904 945071 C 0.480 2,239 C 0.564 2017 31,458 PORT ST LUCIE BLVD to JENNINGS RDUS 1 3,020 1,510 945070 C 0.514 1,603 C 0.545 2017 31,458 JENNINGS RD to TIFFANY AVEUS 1 3,020 1,510 945070 C 0.514 1,603 C 0.545 2017 17 * Volumes shown were adjusted using FDOT Seasonal Factors * AADT = Annual Average Daily Traffic (volumes for both directions where applicable) * Counts with an ID format of 6 digits have data extracted from FDOT count stations. * Note: A six digit number in the "STATION ID" column identifies segment counted by FDOT QUALITY/LEVEL OF SERVICE HANDBOOK 79 INTERRUPTED FLOW FACILITIES UNINTERRUPTED FLOW FACILITIES STATE SIGNALIZED ARTERIALS FREEWAYS Class I (40 mph or higher posted speed limit) Core Urbanized Lanes Median B C D E Lanes B C D E 1 Undivided * 830 880 ** 2 2,230 3,100 3,740 4,080 2 Divided * 1,910 2,000 ** 3 3,280 4,570 5,620 6,130 3 Divided * 2,940 3,020 ** 4 4,310 6,030 7,490 8,170 4 Divided * 3,970 4,040 ** 5 5,390 7,430 9,370 10,220 Class II (35 mph or slower posted speed limit) 6 6,380 8,990 11,510 12,760 Lanes Median B C D E Urbanized 1 Undivided * 370 750 800 Lanes B C D E 2 Divided * 730 1,630 1,700 2 2,270 3,100 3,890 4,230 3 Divided * 1,170 2,520 2,560 3 3,410 4,650 5,780 6,340 4 Divided * 1,610 3,390 3,420 4 4,550 6,200 7,680 8,460 5 5,690 7,760 9,520 10,570 Non-State Signalized Roadway Adjustments (Alter corresponding state volumes by the indicated percent.) Non-State Signalized Roadways - 10% Freeway Adjustments Auxiliary Ramp Lane Metering + 1,000 + 5% Median & Turn Lane Adjustments UNINTERRUPTED FLOW HIGHWAYS Lanes Median B C D E 1 Undivided 580 890 1,200 1,610 2 Divided 1,800 2,600 3,280 3,730 3 Divided 2,700 3,900 4,920 5,600 Uninterrupted Flow Highway Adjustments Lanes Median Exclusive left lanes Adjustment factors 1 Divided Yes +5% Multi Undivided Yes -5% Multi Undivided No -25% Exclusive Exclusive Adjustment Lanes Median Left Lanes Right Lanes Factors 1 Divided Yes No +5% 1 Undivided No No -20% Multi Undivided Yes No -5% Multi Undivided No No -25% – – – Yes + 5% One-Way Facility Adjustment Multiply the corresponding directional volumes in this table by 1.2 BICYCLE MODE2 1Values shown are presented as peak hour directional volumes for levels of service and are for the automobile/truck modes unless specifically stated. This table does not constitute a standard and should be used only for general planning applications. The computer models from which this table is derived should be used for more specific planning applications. The table and deriving computer models should not be used for corridor or intersection design, where more refined techniques exist. Calculations are based on planning applications of the HCM and the Transit Capacity and Quality of Service Manual. 2 Level of service for the bicycle and pedestrian modes in this table is based on number of vehicles, not number of bicyclists or pedestrians using the facility. 3 Buses per hour shown are only for the peak hour in the single direction of the higher traffic flow. * Cannot be achieved using table input value defaults. ** Not applicable for that level of service letter grade. For the automobile mode, volumes greater than level of service D become F because intersection capacities have been reached. For the bicycle mode, the level of service letter grade (including F) is not achievable because there is no maximum vehicle volume threshold using table input value defaults. Source: Florida Department of Transportation Systems Implementation Office https://www.fdot.gov/planning/systems/ (Multiply vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service volumes.) Paved Shoulder/Bicycle Lane Coverage B C D E 0-49% * 150 390 1,000 50-84% 110 340 1,000 >1,000 85-100% 470 1,000 >1,000 ** PEDESTRIAN MODE2 (Multiply vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service volumes.) Sidewalk Coverage B C D E 0-49% * * 140 480 50-84% * 80 440 800 85-100% 200 540 880 >1,000 BUS MODE (Scheduled Fixed Route)3 (Buses in peak hour in peak direction) Sidewalk Coverage B C D E 0-84% > 5 ≥ 4 ≥ 3 ≥ 2 85-100% > 4 ≥ 3 ≥ 2 ≥ 1 TABLE 7 January 2020 Generalized Peak Hour Directional Volumes for Florida’s Urbanized Areas QUALITY/LEVEL OF SERVICE HANDBOOK 81 INTERRUPTED FLOW FACILITIES UNINTERRUPTED FLOW FACILITIES STATE SIGNALIZED ARTERIALS FREEWAYS Lanes B C D E 2 2,430 3,180 3,790 3,910 3 3,520 4,670 5,610 5,870 4 4,630 6,170 7,440 7,830 5 5,480 7,310 8,730 9,800 Freeway Adjustments Auxiliary Ramp Lane Metering + 1,000 + 5% Class I (40 mph or higher posted speed limit) Lanes Median B C D E 1 Undivided * 710 800 ** 2 Divided * 1,740 1,820 ** 3 Divided * 2,670 2,740 ** Class II (35 mph or slower posted speed limit) Lanes Median B C D E 1 Undivided * 330 680 720 2 Divided * 500 1,460 1,600 3 Divided * 810 2,280 2,420 Non-State Signalized Roadway Adjustments (Alter corresponding state volumes by the indicated percent.) Non-State Signalized Roadways - 10% Median & Turn Lane Adjustments UNINTERRUPTED FLOW HIGHWAYS Lanes Median B C D E 1 Undivided 560 860 1,160 1,560 2 Divided 1,710 2,470 3,120 3,550 3 Divided 2,560 3,700 4,680 5,320 Uninterrupted Flow Highway Adjustments Lanes Median Exclusive left lanes Adjustment factors 1 Divided Yes +5% Multi Undivided Yes -5% Multi Undivided No -25% Exclusive Exclusive Adjustment Lanes Median Left Lanes Right Lanes Factors 1 Divided Yes No +5% 1 Undivided No No -20% Multi Undivided Yes No -5% Multi Undivided No No -25% – – – Yes + 5% One-Way Facility Adjustment Multiply the corresponding directional volumes in this table by 1.2 BICYCLE MODE2 1Values shown are presented as peak hour directional volumes for levels of service and are for the automobile/truck modes unless specifically stated. This table does not constitute a standard and should be used only for general planning applications. The computer models from which this table is derived should be used for more specific planning applications. The table and deriving computer models should not be used for corridor or intersection design, where more refined techniques exist. Calculations are based on planning applications of the HCM and the Transit Capacity and Quality of Service Manual. 2 Level of service for the bicycle and pedestrian modes in this table is based on number of vehicles, not number of bicyclists or pedestrians using the facility. 3 Buses per hour shown are only for the peak hour in the single direction of the higher traffic flow. * Cannot be achieved using table input value defaults. ** Not applicable for that level of service letter grade. For the automobile mode, volumes greater than level of service D become F because intersection capacities have been reached. For the bicycle mode, the level of service letter grade (including F) is not achievable because there is no maximum vehicle volume threshold using table input value defaults. Source: Florida Department of Transportation Systems Implementation Office https://www.fdot.gov/planning/systems/ (Multiply vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service volumes.) Paved Shoulder/Bicycle Lane Coverage B C D E 0-49% * 140 320 1,000 50-84% 100 280 940 >1,000 85-100% 380 1,000 >1,000 ** PEDESTRIAN MODE2 (Multiply vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service volumes.) Sidewalk Coverage B C D E 0-49% * * 140 480 50-84% * 80 440 800 85-100% 200 540 880 >1,000 BUS MODE (Scheduled Fixed Route)3 (Buses in peak hour in peak direction) Sidewalk Coverage B C D E 0-84% > 5 ≥ 4 ≥ 3 ≥ 2 85-100% > 4 ≥ 3 ≥ 2 ≥ 1 TABLE 8 January 2020 Generalized Peak Hour Directional Volumes for Florida’s Transitioning Areas and Areas Over 5,000 Not In Urbanized Areas1 QUALITY/LEVEL OF SERVICE HANDBOOK 83 INTERRUPTED FLOW FACILITIES UNINTERRUPTED FLOW FACILITIES STATE SIGNALIZED ARTERIALS FREEWAYS Lanes Median B C D E Lanes B C D E 1 Undivided * 670 740 ** 2 2,010 2,770 3,270 3,650 2 Divided * 1,530 1,580 ** 3 2,820 3,990 4,770 5,470 3 Divided * 2,360 2,400 ** 4 3,630 5,220 6,260 7,300 Non-State Signalized Roadway Adjustments Freeway Adjustments (Alter corresponding state volumes by the indicated percent.) Non-State Signalized Roadways - 10% Auxiliary Lane + 1,000 Median & Turn Lane Adjustments UNINTERRUPTED FLOW HIGHWAYS Rural Undeveloped Lanes Median B C D E 1 Undivided 240 450 730 1,490 2 Divided 1,630 2,350 2,910 3,280 3 Divided 2,450 3,530 4,360 4,920 Developed Areas Lanes Median B C D E 1 Undivided 540 820 1,110 1,490 2 Divided 1,530 2,210 2,820 3,220 3 Divided 2,300 3,320 4,240 4,830 Passing Lane Adjustments Alter LOS B-D volumes in proportion to the passing lane length to the highway segment length Uninterrupted Flow Highway Adjustments Lanes Median Exclusive left lanes Adjustment factors 1 Divided Yes +5% Multi Undivided Yes -5% Multi Undivided No -25% Exclusive Exclusive Adjustment Lanes Median Left Lanes Right Lanes Factors 1 Divided Yes No +5% 1 Undivided No No -20% Multi Undivided Yes No -5% Multi Undivided No No -25% – – – Yes + 5% One-Way Facility Adjustment Multiply the corresponding directional volumes in this table by 1.2 BICYCLE MODE2 (Multiply vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service volumes.) Rural Undeveloped Paved Shoulder/Bicycle Lane Coverage B C D E 1Values shown are presented as peak hour directional volumes for levels of service and are for the automobile/truck modes unless specifically stated. This table does not constitute a standard and should be used only for general planning applications. The computer models from which this table is derived should be used for more specific planning applications. The table and deriving computer models should not be used for corridor or intersection design, where more refined techniques exist. Calculations are based on planning applications of the HCM and the Transit Capacity and Quality of Service Manual. 2 Level of service for the bicycle and pedestrian modes in this table is based on number of vehicles, not number of bicyclists or pedestrians using the facility. * Cannot be achieved using table input value defaults. ** Not applicable for that level of service letter grade. For the automobile mode, volumes greater than level of service D become F because intersection capacities have been reached. For the bicycle mode, the level of service letter grade (including F) is not achievable because there is no maximum vehicle volume threshold using table input value defaults. Source: Florida Department of Transportation Systems Implementation Office https://www.fdot.gov/planning/systems/ 0-49% * 70 110 170 50-84% 60 120 180 580 85-100% 140 210 1,000 >1,000 Developed Areas Paved Shoulder/Bicycle Lane Coverage B C D E 0-49% * 120 260 840 50-84% 100 240 720 1,000 85-100% 320 1,000 >1,000 ** PEDESTRIAN MODE2 (Multiply vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service volumes.) Sidewalk Coverage B C D E 0-49% * * 120 46 0 50-84% * 80 430 770 85-100% 180 520 860 >1,000 TABLE 9 January 2020 Generalized Peak Hour Directional Volumes for Florida’s Rural Undeveloped Areas and Developed Areas Less Than 5,000 Population1 Appendix D Intersection Traffic Counts & FDOT Seasonal Factor Report TURNING MOVEMENT COUNT ANALYSISAUTOS & TRUCKSIntersection (N/S): N Kings HwyIntersection (E/W): Indrio Crossing Plaza North Access Date: 2/3/2021 N Kings Hwy N Kings Hwy Indrio Crossing Plaza North Access Indrio Crossing Plaza North Access NB SB EB WBStart End L T R L T R L T R L T R TOTAL4:00 PM 4:15 PM 0 153 4 0 13600000052984:15 PM 4:30 PM 0 168 3 0 15300000093334:30 PM 4:45 PM 0 195 1 0 13500000073384:45 PM 5:00 PM 0 190 2 0 14300000093445:00 PM 5:15 PM 0 205 3 0 166000000113855:15 PM 5:30 PM 0 197 3 0 16500000083735:30 PM 5:45 PM 0 202 3 0 14400000093585:45 PM 6:00 PM 0 188 5 0 1250000009327Total for:4:00 PM 5:00 PM 0 706 10 0 567000000301313Total for:5:00 PM 6:00 PM 0 792 14 0 600000000371443Tota Peak Hour:4:45 PM 5:45 PM 0 794 11 0 618000000371460Overall PHF:0.95Southbound Peak Hour Volumes0 618 0 N Kings Hwy0370000 N Kings Hwy0 794 11NorthboundIndrio Crossing PlaIndrio Crossing Pla EastboundWestbound TURNING MOVEMENT COUNT ANALYSISTRUCKSIntersection (N/S): N Kings HwyIntersection (E/W): Indrio Crossing Plaza North Access Date: 2/3/2021 N Kings Hwy N Kings Hwy Indrio Crossing Plaza North Access Indrio Crossing Plaza North Access NB SB EB WBStart End R T L R T L R T L R T L TOTAL4:00 PM 4:15 PM030070000000104:15 PM 4:30 PM05103000000094:30 PM 4:45 PM050090000000144:45 PM 5:00 PM02004000000065:00 PM 5:15 PM040080000000125:15 PM 5:30 PM01005000000065:30 PM 5:45 PM02002000000045:45 PM 6:00 PM0400200000006Total for:4:00 PM 5:00 PM 0 15 1 0 23000000039Total for:5:00 PM 6:00 PM 0 11 0 0 17000000028Tota Peak Hour:4:15 PM 5:15 PM 0 16 1 0 24000000041Overall PHF:0.73Southbound Peak Hour Volumes0% 4% 0%0240 N Kings Hwy0% 000%0% 000%0% 000% N Kings Hwy01610% 2% 9%NorthboundIndrio Crossing PlaIndrio Crossing Pla EastboundWestbound TURNING MOVEMENT COUNT ANALYSISAUTOS & TRUCKSIntersection (N/S): Kings HwyIntersection (E/W): Miramar AvenueDate: 1/28/2021Kings Hwy Kings Hwy Miramar Avenue Miramar AvenueNB SB EB WBStart End L T R L T R L T R L T R TOTAL4:00 PM 4:15 PM 0 180 9 0 139 0 0 0 14 0 0 2 3444:15 PM 4:30 PM 0 193 9 0 165 1 0 0 13 0 0 4 3854:30 PM 4:45 PM 0 183 12 0 114 0 0 0 13 0 0 2 3244:45 PM 5:00 PM 0 201 7 0 15410080033745:00 PM 5:15 PM 0 187 9 0 148 0 0 0 16 0 0 5 3655:15 PM 5:30 PM 0 233 7 0 147 0 0 0 23 0 0 1 4115:30 PM 5:45 PM 0 192 9 0 148 0 0 0 15 0 0 5 3695:45 PM 6:00 PM 0 174 8 0 116 1 0 0 10 0 0 3 312Total for:4:00 PM 5:00 PM 0 757 37 0 572 2 0 0 48 0 0 11 1427Total for:5:00 PM 6:00 PM 0 786 33 0 559 1 0 0 64 0 0 14 1457Tota Peak Hour:4:45 PM 5:45 PM 0 813 32 0 597 1 0 0 62 0 0 14 1519Overall PHF:0.92Southbound Peak Hour Volumes1 597 0Kings Hwy01400620Kings Hwy0 813 32NorthboundMiramar AvenueMiramar Avenue EastboundWestbound TURNING MOVEMENT COUNT ANALYSISTRUCKSIntersection (N/S): Kings HwyIntersection (E/W): Miramar AvenueDate: 1/28/2021Kings Hwy Kings Hwy Miramar Avenue Miramar AvenueNB SB EB WBStart End R T L R T L R T L R T L TOTAL4:00 PM 4:15 PM051040000000104:15 PM 4:30 PM090080001000184:30 PM 4:45 PM04003000100084:45 PM 5:00 PM01005000000065:00 PM 5:15 PM0100100000001125:15 PM 5:30 PM03002000100065:30 PM 5:45 PM01001000000245:45 PM 6:00 PM0110500000007Total for:4:00 PM 5:00 PM 0 19 1 0 20000200042Total for:5:00 PM 6:00 PM061018000100329Tota Peak Hour:4:15 PM 5:15 PM 0 15 0 0 26000200144Overall PHF:0.61Southbound Peak Hour Volumes0% 4% 0%0260Kings Hwy0% 017%0% 000%3% 200%Kings Hwy01500% 2% 0%NorthboundMiramar AvenueMiramar Avenue EastboundWestbound 2019 PEAK SEASON FACTOR CATEGORY REPORT - REPORT TYPE: ALL CATEGORY: 9400 EAST-A1A TO US1 MOCF: 0.88 WEEK DATES SF PSCF ================================================================================ 1 01/01/2019 - 01/05/2019 1.02 1.16 2 01/06/2019 - 01/12/2019 0.98 1.11 3 01/13/2019 - 01/19/2019 0.93 1.06 * 4 01/20/2019 - 01/26/2019 0.91 1.03 * 5 01/27/2019 - 02/02/2019 0.89 1.01 * 6 02/03/2019 - 02/09/2019 0.87 0.99 * 7 02/10/2019 - 02/16/2019 0.85 0.97 * 8 02/17/2019 - 02/23/2019 0.85 0.97 * 9 02/24/2019 - 03/02/2019 0.85 0.97 *10 03/03/2019 - 03/09/2019 0.85 0.97 *11 03/10/2019 - 03/16/2019 0.85 0.97 *12 03/17/2019 - 03/23/2019 0.87 0.99 *13 03/24/2019 - 03/30/2019 0.88 1.00 *14 03/31/2019 - 04/06/2019 0.89 1.01 *15 04/07/2019 - 04/13/2019 0.90 1.02 *16 04/14/2019 - 04/20/2019 0.92 1.05 17 04/21/2019 - 04/27/2019 0.94 1.07 18 04/28/2019 - 05/04/2019 0.96 1.09 19 05/05/2019 - 05/11/2019 0.99 1.13 20 05/12/2019 - 05/18/2019 1.01 1.15 21 05/19/2019 - 05/25/2019 1.03 1.17 22 05/26/2019 - 06/01/2019 1.04 1.18 23 06/02/2019 - 06/08/2019 1.06 1.20 24 06/09/2019 - 06/15/2019 1.08 1.23 25 06/16/2019 - 06/22/2019 1.08 1.23 26 06/23/2019 - 06/29/2019 1.08 1.23 27 06/30/2019 - 07/06/2019 1.08 1.23 28 07/07/2019 - 07/13/2019 1.08 1.23 29 07/14/2019 - 07/20/2019 1.08 1.23 30 07/21/2019 - 07/27/2019 1.09 1.24 31 07/28/2019 - 08/03/2019 1.11 1.26 32 08/04/2019 - 08/10/2019 1.12 1.27 33 08/11/2019 - 08/17/2019 1.14 1.30 34 08/18/2019 - 08/24/2019 1.15 1.31 35 08/25/2019 - 08/31/2019 1.17 1.33 36 09/01/2019 - 09/07/2019 1.19 1.35 37 09/08/2019 - 09/14/2019 1.20 1.36 38 09/15/2019 - 09/21/2019 1.22 1.39 39 09/22/2019 - 09/28/2019 1.18 1.34 40 09/29/2019 - 10/05/2019 1.15 1.31 41 10/06/2019 - 10/12/2019 1.11 1.26 42 10/13/2019 - 10/19/2019 1.08 1.23 43 10/20/2019 - 10/26/2019 1.07 1.22 44 10/27/2019 - 11/02/2019 1.05 1.19 45 11/03/2019 - 11/09/2019 1.04 1.18 46 11/10/2019 - 11/16/2019 1.03 1.17 47 11/17/2019 - 11/23/2019 1.03 1.17 48 11/24/2019 - 11/30/2019 1.03 1.17 49 12/01/2019 - 12/07/2019 1.02 1.16 50 12/08/2019 - 12/14/2019 1.02 1.16 51 12/15/2019 - 12/21/2019 1.02 1.16 52 12/22/2019 - 12/28/2019 0.98 1.11 53 12/29/2019 - 12/31/2019 0.93 1.06 * PEAK SEASON 14-FEB-2020 15:39:28 830UPD 4_9400_PKSEASON.TXT Appendix E HCM Summary Worksheets - Existing Conditions HCM 6th TWSC 2: Turnpike Feeder Rd & Indrio Crossings Plaza 20118 Sunshine State Parkway Storage Facility Synchro 10 Light Report Existing PM Intersection Int Delay, s/veh 0.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 37 794 11 0 618 Future Vol, veh/h 0 37 794 11 0 618 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 270 150 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 22942 Mvmt Flow 0 39 836 12 0 651 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 836 0 0 848 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.23 - - 4.16 - Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.319 - - 2.238 - Pot Cap-1 Maneuver 0 366 - - 777 - Stage 1 0 ----- Stage 2 0 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver - 366 - - 777 - Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 16 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 366 777 - HCM Lane V/C Ratio - - 0.106 - - HCM Control Delay (s) - - 16 0 - HCM Lane LOS - - C A - HCM 95th %tile Q(veh) - - 0.4 0 - HCM 6th TWSC 1: Turnpike Feeder Rd & Kings Hwy/Miramar Ave 20118 Sunshine State Parkway Storage Facility Synchro 10 Light Report Existing PM Intersection Int Delay, s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 62 0 0 14 0 813 32 0 597 1 Future Vol, veh/h 0 0 62 0 0 14 0 813 32 0 597 1 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 - - 280 - - - Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 23227222242 Mvmt Flow 0 0 67 0 0 15 0 884 35 0 649 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 650 - - 884 - 0 0 - - 0 Stage 1 ------------ Stage 2 ------------ Critical Hdwy - - 6.23 - - 6.27 ------ Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy - - 3.327 - - 3.363 ------ Pot Cap-1 Maneuver 0 0 467 0 0 337 0 - - 0 - - Stage 1 0 0 - 0 0 - 0 - - 0 - - Stage 2 0 0 - 0 0 - 0 - - 0 - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - 467 - - 337 ------ Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s 14 16.2 0 0 HCM LOS B C Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBT SBR Capacity (veh/h) - - 467 337 - - HCM Lane V/C Ratio - - 0.144 0.045 - - HCM Control Delay (s) - - 14 16.2 - - HCM Lane LOS - - B C - - HCM 95th %tile Q(veh) - - 0.5 0.1 - - Appendix F ITE Trip Generation Sheets Appendix G Growth Trend Analysis & Historical Traffic Counts FIN#0745Location1Year Count* Trend**2013 11800 114002014 12100 126002015 12900 133002016 13900 138002017 14500 141002030 N/A 163002035 N/A 167002045 N/A1730087.27%5.46%0.73%19-Feb-21Highway:Traffic Trends - V03.aKINGS HWY -- SR 713 / KINGS HWY - N OF 614 / INDRIO RDCounty:Station #:Decaying Exponential Growth Option*Axle-Adjusted2045 Design Year TrendTRANPLAN Forecasts/TrendsTrend R-squared:Compounded Growth Rate (2017 to Design Year):Printed:Compounded Annual Historic Growth Rate:St. Lucie (94)0745Traffic (ADT/AADT)2035 Mid-Year TrendKINGS HWY2030 Opening Year Trend020004000600080001000012000140001600018000200002013 2018 2023 2028 2033 2038 2043Average Daily Traffic (Vehicles/Day)YearObserved CountFitted Curve Appendix H HCM Summary Worksheets - Projected Conditions HCM 6th TWSC 2: Turnpike Feeder Rd & Indrio Crossings Plaza / Access 20118 Sunshine State Parkway Storage Facility Synchro 10 Light Report Projected PM Intersection Int Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 43 826 12 8 645 Future Vol, veh/h 0 43 826 12 8 645 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 270 150 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 22924 Mvmt Flow 0 45 869 13 8 679 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 869 0 0 882 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.23 - - 4.13 - Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.319 - - 2.219 - Pot Cap-1 Maneuver 0 350 - - 765 - Stage 1 0 ----- Stage 2 0 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver - 350 - - 765 - Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 16.8 0 0.1 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 350 765 - HCM Lane V/C Ratio - - 0.129 0.011 - HCM Control Delay (s) - - 16.8 9.8 - HCM Lane LOS - - C A - HCM 95th %tile Q(veh) - - 0.4 0 - HCM 6th TWSC 1: Turnpike Feeder Rd & Kings Hwy/Miramar Ave 20118 Sunshine State Parkway Storage Facility Synchro 10 Light Report Projected PM Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 68 0 0 21 0 851 33 0 627 6 Future Vol, veh/h 0 0 68 0 0 21 0 851 33 0 627 6 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 - - 280 - - - Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 3 2 2 7 2 2 2 2 4 2 Mvmt Flow 0 0 74 0 0 23 0 925 36 0 682 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 686 - - 925 - 0 0 - - 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.23 - - 6.27 - - - - - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.327 - - 3.363 - - - - - - Pot Cap-1 Maneuver 0 0 446 0 0 319 0 - - 0 - - Stage 1 0 0 - 0 0 - 0 - - 0 - - Stage 2 0 0 - 0 0 - 0 - - 0 - - Platoon blocked, %- - - - Mov Cap-1 Maneuver - - 446 - - 319 - - - - - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 14.7 17.2 0 0 HCM LOS B C Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBT SBR Capacity (veh/h) - - 446 319 - - HCM Lane V/C Ratio - - 0.166 0.072 - - HCM Control Delay (s) - - 14.7 17.2 - - HCM Lane LOS - - B C - - HCM 95th %tile Q(veh) - - 0.6 0.2 - - HCM 6th TWSC 6: Access & Miramar Ave 20118 Sunshine State Parkway Storage Facility Synchro 10 Light Report Projected PM Intersection Int Delay, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 33 8 1 15 6 1 Future Vol, veh/h 33 8 1 15 6 1 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 36 9 1 16 7 1 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 45 0 59 41 Stage 1 - - - - 41 - Stage 2 - - - - 18 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1563 - 948 1030 Stage 1 - - - - 981 - Stage 2 - - - - 1005 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1563 - 947 1030 Mov Cap-2 Maneuver - - - - 947 - Stage 1 - - - - 981 - Stage 2 - - - - 1004 - Approach EB WB NB HCM Control Delay, s 0 0.5 8.8 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 958 - - 1563 - HCM Lane V/C Ratio 0.008 - - 0.001 - HCM Control Delay (s) 8.8 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - Project No.20118 Sunshine State Parkway Storage Facility Intersection Volumes Period Tgen Enter Exit SF AGR Years Legend PM Peak 10 12 0.00 2.00%2 Backg'd + (Project) = Total Intersection=Turnpike Feeder Rd / SR 713 & Indrio Crossings Plaza / Access 1 Approach Mvmt Raw SF Adjusted GR Redirect Adj Bg'd %Proj Ent %Proj Ext Project Total Formula L 0 1.00 0 1.04 0 0 0 EB T 0 1.00 0 1.04 0 0 0 R 0 1.00 0 1.04 0 0 0 L 0 1.00 0 1.04 0 0 0 WB T 0 1.00 0 1.04 0 0 0 R 37 1.00 37 1.04 38 40%5 43 38 + (5) = 43 L 0 1.00 0 1.04 0 0 0 NB T 794 1.00 794 1.04 826 0 826 826 R 11 1.00 11 1.04 11 10%1 12 11 + (1) = 12 L 0 1.00 0 1.04 0 80%8 8 (8) SB T 618 1.00 618 1.04 643 15%2 645 643 + (2) = 645 R 0 1.00 0 1.04 0 0 0 Intersection=Turnpike Feeder Rd / SR 713 & Miramar Ave 2 Approach Mvmt Raw SF Adjusted GR Redirect Adj Bg'd %Proj Ent %Proj Ext Project Total Formula L 0 1.00 0 1.04 0 0 0 EB T 0 1.00 0 1.04 0 0 0 R 62 1.00 62 1.04 64 40%4 68 64 + (4) = 68 L 0 1.00 0 1.04 0 0 0 WB T 0 1.00 0 1.04 0 0 0 R 14 1.00 14 1.04 15 55%6 21 15 + (6) = 21 L 0 1.00 0 1.04 0 0 0 NB T 813 1.00 813 1.04 846 40%5 851 846 + (5) = 851 R 32 1.00 32 1.04 33 0 33 33 L 0 1.00 0 1.04 0 0 0 SB T 597 1.00 597 1.04 621 40%20%6 627 621 + (6) = 627 R 1 1.00 1 1.04 1 40%5 6 1 + (5) = 6 Intersection=Miramar Ave & Access Driveway 3 Approach Mvmt Raw SF Adjusted GR Redirect Adj Bg'd %Proj Ent %Proj Ext Project Total Formula L 1.00 0 1.00 0 0 0 EB T 33 1.00 33 1.00 33 0 33 33 R 1.00 0 1.00 0 0 0 L 1.00 0 1.00 0 10%1 1 (1) WB T 15 1.00 15 1.00 15 0 15 15 R 1.00 0 1.00 0 0 0 L 1.00 0 1.00 0 55%6 6 (6) NB T 1.00 0 1.00 0 0 0 R 1.00 0 1.00 0 5%1 1 (1) L 1.00 0 1.00 0 0 0 SB T 1.00 0 1.00 0 0 0 R 1.00 0 1.00 0 0 0 Appendix I NCHRP Report 457 Output 20118 Sunshine State Parkway Storage Facility Miramar Avenue Access Left Turn Lane Warrant Figure 2 - 5. Guideline for determining the need for a major-road left-turn bay at a two-way stop-controlled intersection. 2-lane roadway (English) INPUT Value 30 6% 16 33 OUTPUT Value 787 CALIBRATION CONSTANTS Value 3.0 5.0 1.9 Critical headway, s: Average time for left-turn vehicle to clear the advancing lane, s: Limiting advancing volume (VA), veh/h: Guidance for determining the need for a major-road left-turn bay: Left-turn treatment NOT warranted. Average time for making left-turn, s: Advancing volume (VA), veh/h: Opposing volume (VO), veh/h: Variable Variable Variable 85th percentile speed, mph: Percent of left-turns in advancing volume (VA), %: 0 100 200 300 400 500 600 700 800 0 100 200 300 400 500 600 700Opposing Volume (VO), veh/hAdvancing Volume (VA), veh/h Left-turn treatment warranted. Left-turn treatment not warra Source: National Cooperative Highway Research Program (NCHRP) Report 457- Evaluating Intersection Improvements: An Engineering Study Guide 20118 Sunshine State Parkway Storage Facility Miramar Avenue Access Right Turn Warrant Figure 2 - 6. Guideline for determining the need for a major-road right-turn bay at a two-way stop-controlled intersection. INPUT Value 30 33 0 OUTPUT Value 269285817 right-turn bay for a 2-lane roadway: Do NOT add right-turn bay. Roadway geometry: Variable Variable Guidance for determining the need for a major-road Major-road speed, mph: Major-road volume (one direction), veh/h: Right-turn volume, veh/h: Limiting right-turn volume, veh/h: 2-lane roadway 0 20 40 60 80 100 120 140 200 400 600 800 1000 1200 1400 1600Right-Turn Volume, veh/hMajor-Road Volume (one direction), veh/h Add right -turn bay Source: National Cooperative Highway Research Program (NCHRP) Report 457- Evaluating Intersection Improvements: An Engineering Study Guide