Traffic Impact Statement

Transcription

1 Traffic Impact Statement Mixed Use Development, US 41 and Old Trail Drive aka Tide-Starbucks th Street North General Development Site Plan (GDSP) Collier County, FL 10/6/2015 Prepared for: Prepared by: Peninsula Engineering Trebilcock Consulting Solutions, PA 2600 Golden Gate Parkway 1205 Piper Boulevard, Suite 202 Naples, FL Naples, FL Phone: Phone: ntrebilcock@trebilcock.biz

2 Statement of Certification I certify that this Traffic Impact Statement has been prepared by me or under my immediate supervision and that I have experience and training in the field of Traffic and Transportation Engineering. Norman J. Trebilcock, AICP, P.E. FL Registration No Trebilcock Consulting Solutions, PA 1205 Piper Boulevard, Suite 202 Naples, FL Company Cert. of Auth. No Trebilcock Consulting Solutions, PA P a g e 2

3 Table of Contents Project Description... 4 Trip Generation... 6 Trip Distribution and Assignment... 8 Background Traffic Existing and Future Roadway Network Project Impacts to Area Roadway Network Link Analysis Site Access Turn Lanes Analysis Improvement Analysis Mitigation of Impact APPENDICES Appendix A: Project Master Site Plan Appendix B: Trip Generation Calculations ITE 9th Edition Appendix C: City of Naples Concurrency System Management Element Roadways LOS (Excerpts) Appendix D: Turning Movements Exhibits Trebilcock Consulting Solutions, PA P a g e 3

4 Project Description The Proposed Mixed Use Development, aka Tide-Starbucks has a street address of th Street North and is located at the southwest corner of US 41 (Tamiami Trail [SR 45]) and Old Trail Drive intersection in Naples. The subject site currently has an existing four story commercial office building and paved parking lot, and is located in Section 16, Township 49S, Range 25E, Collier County, Florida. Refer to Fig. 1 Project Location Map, which follows, and Appendix A: Project Master Site Plan. Fig. 1 Project Location Map Trebilcock Consulting Solutions, PA P a g e 4

5 The site is approximately 3.09 acres and is currently zoned HC Highway Commercial. The project proposes reconfiguring the west portion of the site to include a new 5,157 sf building. The building will consist of a 3,038 sf Tide Dry Cleaners on the west side of the building and a 2,119 sf Starbucks Coffee with additional 450 sf outdoor dining on the east side. Tide Dry Cleaners will have a valet area for customers to drop off and pick up their clothing in an express type operation. The Starbucks Coffee has a U shaped drive-thru lane that allows for 1 car at the drive-thru window with additional stacking of 9 vehicles. A methodology meeting was held via with the City of Naples Transportation Planning staff on September 4, For purposes of this evaluation, the project build-out year is assumed to be consistent with the City of Naples 2017 planning horizon. The project s site trip generation is based on the Institute of Transportation Engineers (ITE) Trip Generation Manual, 9 th Edition. ITE does not have a Land Use Code (LUC) for dry cleaners use. Consistent with the ITE Manual descriptions, this traffic analysis assumes Specialty Retail (ITE LUC 826) is the closest fit as a related activity. The project provides a highest and best use scenario with respect to the project s proposed trip generation. The development program is illustrated in Table 1. Development Land Use Table 1 Development Program ITE Land Use Code Total Size Planning Horizon Year Existing General Office Building ,300sf Existing Proposed Proposed Specialty Retail (Tide Dry Cleaners) Coffee/Donut Shop with Drive-Thru* 826 3,038sf ,569sf* 2017 Note(s): *includes 450sf outdoor dining area. Trebilcock Consulting Solutions, PA P a g e 5

6 Trip Generation The software program OTISS (Online Traffic Impact Study Software, Version ) is used to create the raw unadjusted trip generation for the project. The ITE rates and equations are used for the trip generation calculations, as applicable. The ITE-OTISS trip generation calculation worksheets are provided in Appendix B: ITE Trip Generation Calculations. The internal capture accounts for a reduction in external traffic because of the interaction between the multiple land uses in a site. ITE guidelines are used for the calculation of internal capture. For the purposes of this analysis and following Collier County TIS Guidelines recommendations, the overall internal capture rate does not exceed 20%. The pass-by trips account for traffic that is already on the external roadway network and stops at the project on the way to a primary trip destination. It should be noted that the driveway volumes are not reduced as a result of the pass-by reduction, only the traffic added to the surrounding streets and intersections. As such, pass-by trips are not deducted for operational-access analysis (total external traffic for proposed conditions is accounted for). Due to the nature of the proposed development, a considerable portion of the traffic generated will be pass-by trips. The ITE Manual does not include pass-by rates for the proposed land uses. As such, this analysis assumes a 50% peak hour pass-by rate consistent with pass-by rate illustrated in ITE Manual for LUC 934 Fast-Food Restaurant with Drive-Through Window. In addition, the two-way daily pass-by capture rates are assumed to be 10% lower than the peak hour capture rate. The project proposed build-out trip generation is illustrated in Table 2A. The trip generation analysis for the existing developed conditions is shown in Table 2B. The Table 2A trip generation Total External values (project proposed conditions) are to be used for the site access analysis. Trebilcock Consulting Solutions, PA P a g e 6

7 The roadway link concurrency analysis on the surrounding roadway network is analyzed based on the net new trips (non-pass-by traffic) generated as a result of the proposed GDSP (as shown in Table 2C). Table 2A Trip Generation (Proposed Conditions) Average Weekday Tide-Starbucks Development 24 Hour Two-Way Volume AM Peak Hour Table 2B Trip Generation (Existing Conditions) Average Weekday* PM Peak Hour Land Use Enter Exit Total Enter Exit Total General Office Building Specialty Retail (Tide Dry Cleaners) Coffee/Donut Shop with Drive-Thru 2, Total Traffic 2, Total Internal Capture Total External 2, Total pass-by Traffic Total non-pass-by Traffic 1, Tide-Starbucks Development 24 Hour Two-Way Volume AM Peak Hour PM Peak Hour Land Use Enter Exit Total Enter Exit Total General Office Building Note(s): *per ITE Trip Generation Manual, no internal capture and pass-by rates are considered. Tide-Starbucks Development Table 2C Trip Generation (Net New Traffic) Average Weekday 24 Hour Two-Way Volume AM Peak Hour PM Peak Hour Land Use Enter Exit Total Enter Exit Total Proposed GDSP (Total Non-Pass-By) 1, Existing Development Total Non-Pass-By Proposed Net New Traffic (Total Non- Pass-By) 1, Trebilcock Consulting Solutions, PA P a g e 7

8 Trip Distribution and Assignment Projected traffic generated by the Tide-Starbucks development is assigned to the adjacent roadways using the knowledge of the area and as coordinated with City of Naples Transportation Planning staff. Old Trail Drive and Solana Road are local roadways and are not traffic monitored facilities. The assignment of the net new proposed site-generated trips is shown in Table 3, Project Traffic Distribution for PM Peak Hour, and is graphically depicted on Fig. 2 Project Distribution by Percentage and by PM Peak Hr. Roadway Link Tamiami Trail North (US 41) Tamiami Trail North (US 41) Table 3 Project Traffic Distribution for PM Peak Hour Roadway Link Location Old Trail Dr north to Pine Ridge Rd Old Trail Dr south to GG Parkway Distribution of Project Traffic PM Peak Hr Project Traffic Vol.* Enter Exit 35% SB-9 NB-9 35% NB-9 SB-9 Old Trail Drive West of project 15% EB-4 WB-4 Solana Road East of Tamiami Trail 15% WB-4 EB-4 Note(s): *Peak hour, peak direction traffic volumes are underlined and bold to be used in Roadway Link Level of Service calculations. Trebilcock Consulting Solutions, PA P a g e 8

9 Fig. 2 Project Distribution by Percentage and by PM Peak Hour Trebilcock Consulting Solutions, PA P a g e 9

10 Background Traffic Average background traffic growth rates were estimated for the segments of the roadway network in the study area using the City of Naples Concurrency System Management Element Roadways-Level of Service for 2013, the 2014 and the 2015 (1 st quarter only) annual traffic counts. For details see Appendix C: City of Naples Concurrency System Management Element Roadways LOS for (Excerpts). The adopted Level of Service (LOS) for City of Naples streets is LOS C. The concurrency report contains the adopted LOS C two-way peak hour service volume (US 41 5,190) and counted 2014 two-way peak hour traffic (US 41 3,907). Based on the City of Naples traffic count data and the general build-out nature of the City, a minimum growth rate of 2.0% is assumed. Table 4, Background Traffic without Project illustrates the application of projected growth rates to generate the projected background (without project) peak hour traffic volume for the future horizon year Roadway Link Tamiami Trail North (US 41) Tamiami Trail North (US 41) Note(s): Table 4 Background Traffic without Project ( ) Roadway Link Location Old Trail Dr north to Pine Ridge Rd Old Trail Dr south to GG Parkway 2014 Pk Hr, Two-Way Background Traffic Volume (trips/hr) Projected Traffic Annual Growth Rate (%/yr)* Growth Factor 2017 Projected Pk Hr, Two-Way Background Traffic Volume w/out Project (trips/hr)** 3, % ,147 3, % ,147 The projected 2017 Peak Hour Background Traffic is the calculated projected future volume based on data published in the City of Naples Concurrency System Management Element Roadways Level of Service for *2% minimum or historical growth rate; Growth Factor = (1+Annual Growth Rate) ^3. **2017 Projected Volume= 2014 Pk Hr Background Traffic Volume x Growth Factor. Trebilcock Consulting Solutions, PA P a g e 10

11 Existing and Future Roadway Network The existing roadway conditions are extracted from the City of Naples Concurrency System Management Element Roadways. Additional information was collected from the Collier County 2014 Annual Update and Inventory Report (AUIR) and current Collier County 5-Year Work Program. Roadway improvements that are currently under construction or are scheduled to be constructed within the five year Collier County Transportation Improvement Plan (TIP) or Capital Improvement program (CIP) are considered to be committed improvements. As no such improvements were identified in the Collier County 2014 AUIR, the evaluated roadways are anticipated to remain as such through project build-out. The existing and future roadway conditions are illustrated in Table 5. Table 5 Existing and Future Roadway Conditions Roadway Link Tamiami Trail North (US 41) Tamiami Trail North (US 41) Roadway Link Location Old Trail Dr north to Pine Ridge Rd Old Trail Dr south to GG Parkway Exist Roadway Min. Standard LOS Two-Way, Peak Hr Capacity Volume LOS C Future Project Build out Roadway 6D C 5,190 6D 6D C 5,190 6D Note(s): 2U = 2-lane undivided roadway; 4D, 6D, 8D =4-lane, 6-lane, 8-lane divided roadway, respectively; LOS = Level of Service. Project Impacts to Area Roadway Network Link Analysis The adopted Level of Service (LOS) for City of Naples streets is LOS C. Roadway capacity volumes and peak hour traffic volumes are illustrated based on City of Naples Concurrency System Management Element Roadways Level of Service for year None of the analyzed roadway links are projected to operate below the adopted LOS C standard with or without the project at 2017 future conditions. Based on this criterion, this project does not create any significant and adverse impacts to the area roadway network. Table 6, Roadway Link Level of Service illustrates the LOS impacts of the project on the roadway network closest to the project. Trebilcock Consulting Solutions, PA P a g e 11

12 Roadway Link Tamiami Trail East (US 41) Tamiami Trail East (US 41) Note(s): Table 6 Roadway Link Level of Service (LOS) With Project in the Year 2017 Roadway Link Location Old Trail Dr north to Pine Ridge Rd Old Trail Dr south to GG Parkway Two-Way, Peak Hr Capacity Volume LOS C 5,190 LOS C 5,190 Peak Dir, Two-Way (Project Vol Added)* 2017 Two-Way, Peak Hr Volume w/project ** % Volume Capacity Impact By Project Remaining Volume Capacity LOS C exceeded without Project? Yes/No LOS C exceeded with Project? Yes/No 18 4, % 1,025 No No 18 4, % 1,025 No No * Refer to Table 3 from this report. **2017 Projected Volume= 2017 background (refer to Table 4) + Project Volume added. Site Access Turn Lanes Analysis Connection to the subject site is provided as follows: two existing full access driveways on eastbound Old Trail Drive, and two internal connections to adjacent property to the south. For more details refer to Appendix A: Project Master Site Plan. The site access turn lane analysis is calculated based on the proposed future overall build-out total external trips during the weekday AM and PM peak hour (as illustrated in Table 2A). US 41 (SR 45 Tamiami Trail North) is a six-lane north-south urban divided arterial under the Florida Department of Transportation (FDOT) jurisdiction and has a posted legal speed of 45 mph in the vicinity of project. Old Trail Drive is currently an undivided two-lane public local roadway, west of Tamiami Trail North and has a posted legal speed of 25 mph in the vicinity of the project. The estimated project trips at driveway locations are illustrated in Appendix D: Turning Movements Exhibits. Project Western Access Old Trail Drive The project accesses are evaluated for turn lane warrants based on the Collier County Construction Standards Handbook: (a) two-lane roadways 40 vph for right-turn lane/20 vph for left-turn lane; (b) multi-lane divided roadways right turn lanes shall Trebilcock Consulting Solutions, PA P a g e 12

13 always be provided; (c) when new median openings are permitted, they shall always include left-turn lanes. The project is expected to generate 22 and 8 vph right turning movements during AM and PM peak hour, respectively, which is below the 40vph threshold values. As such, a dedicated eastbound-right turn lane is not warranted at this location. The project is expected to generate 167 and 56 vph left turning movements during AM and PM peak hour, respectively, which is above the 20 vph threshold value. As such, a dedicated westbound-left turn lane is warranted at this location. At the minimum, the westbound left-turn lane should be 200ft long to accommodate 50ft taper and 150ft traffic storage. Old Trail Drive is a low speed facility. The proposed left-turn lane is approximately 230ft and it was designed to the maximum extent under pavement marking restrictions. As such, the proposed left-turn lane is considered adequate to accommodate storage needs for proposed project traffic. Project Eastern Access Old Trail Drive The project is expected to generate 12 and 4vph right turning movements during AM and PM peak hour, respectively, which is below the 40vph threshold value. As such, a dedicated eastbound right-turn lane is not warranted at this location. Improvement Analysis Based on the link analysis and trip distribution, the proposed project is not a significant and adverse traffic generator for the roadway network at this location. There is adequate and sufficient roadway capacity to accommodate the proposed development generated trips without adversely affecting adjacent roadway network level of service. Based upon the results of site access turn lane analysis, the proposed left-turn lane on westbound Old Trail Drive is adequate to accommodate projected site traffic conditions. Mitigation of Impact The developer proposes to pay the appropriate City of Naples/Collier County Road Impact Fees as building permits are issued for the project, as applicable. Trebilcock Consulting Solutions, PA P a g e 13

14 Appendix A: Project Master Site Plan (1 Sheet) Trebilcock Consulting Solutions, PA P a g e 14

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16 Appendix B: Trip Generation Calculations ITE 9th Edition (6 Sheets) Trebilcock Consulting Solutions, PA P a g e 16

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23 Appendix C: City of Naples Concurrency System Management Element Roadways LOS (Excerpts) (4 Sheets) Trebilcock Consulting Solutions, PA P a g e 23

24 4099 9th Street North Mixed Use Development aka Tide-Starbucks GDSP TIS October 2015 Trebilcock Consulting Solutions, PA P a g e 24

25 4099 9th Street North Mixed Use Development aka Tide-Starbucks GDSP TIS October 2015 Trebilcock Consulting Solutions, PA P a g e 25

26 4099 9th Street North Mixed Use Development aka Tide-Starbucks GDSP TIS October 2015 Trebilcock Consulting Solutions, PA P a g e 26

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28 Appendix D: Turning Movements Exhibits (2 Sheets) Trebilcock Consulting Solutions, PA P a g e 28

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