Traffic Impact Statement (TIS)

Traffic Impact Statement (TIS) Vincentian PUDA Collier County, FL 10/18/2013 Prepared for: Global Properties of Naples Prepared by: Trebilcock Consulting Solutions, PA 2614 Tamiami Trail N, Suite 615 1205 Piper Boulevard, Suite 202 Naples, FL 34103 Naples, FL 34110 Phone: (239) 289 3143 Phone: (239) 566 9551 Email: ntrebilcock@trebilcock.biz

Statement of Certification I certify that this Traffic Analysis 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. 47116 Trebilcock Consulting Solutions, PA 2375 Tamiami Trail N, Suite 207 Naples, FL 34103 Company Cert. of Auth. No. 27796 2

Table of Contents Page Project Description 4 5 Trip Generation 6 8 Trip Distribution and Assignment 9 11 Background Traffic 12 13 Existing and Future Roadway Network 14 Project Impacts to Area Roadway Network Roadway Link Analysis 15 16 Intersection/ Project Accesses Turn Lanes Analysis 17 19 Improvement Analysis 19 Mitigation of Impact 19 Appendix A: Project Methodology Meeting Notes (5 Sheets) Appendix B: Project Master Site Plan (1 Sheet) Appendix C: Trip Generation Calculations (3 Sheets) Appendix D: Internal Pass By Capture Exhibits (5 Sheets) Appendix E: Turning Movements Exhibits (2 Sheets) 3

Project Description The Vincentian project is an existing approved Planned Unit Development (PUD) Collier County Ord. 99 37 and has a total site area of approximately 30.0 acres. The project site is located in east Naples, at the southwest corner of the intersection of Southwest Blvd. and Tamiami Trail East (US 41), and lies in Section 32, Township 50S, Range 26E, Collier County, Florida. Refer to Fig. 1 Project Location Map, which follows and Appendix B Project Master Site Plan. Fig. 1 Project Location Map The existing approved Vincentian PUD consists of three (3) uses: Retail Shopping Center 57,500 sf; Office General Office 57,500 sf; Residential Single Family Detached Housing 40 dwelling units. 4

The proposed Vincentian PUD amendment (PUDA) will continue to be developed as a mixed use commercial project as follows: Scenario 1 Retail Shopping Center 190,000sf; Office General Office 57,500sf; Lodging Hotel 100 rooms; and Scenario 2 to consist of a single use of Retail Shopping Center 250,000sf. Vincentian PUDA TIS provides a highest and best use scenario with respect to the project s trip generation. The development programs are illustrated in the Table 1. Table 1 Existing Approved Development Program Development Program Existing Approved PUD Proposed PUDA Scenario 1 Proposed PUDA Scenario 2 Land Use ITE Land Use Code Total Size Build Out Year Shopping Center 820 57,500 sf N/A General Office 710 57,500 sf N/A SF Residential 210 40 units N/A Shopping Center 820 190,000 sf 2018 General Office 710 57,000 sf 2018 Hotel 310 100 rooms 2018 Shopping Center 820 250,000 sf 2018 The internal site circulation system proposes to connect to Southwest Blvd. and Tamiami Trail East. Refer to Appendix B Project Master Site Plan. 5

Trip Generation The project s site trip generation is based on the Institute of Transportation Engineers (ITE) Trip Generation Manual, 9 th Edition. The software program Otiss Online Traffic Impact Study Software (Version 3.0.0.137) is used to create the raw unadjusted trip generation for the project. The ITE rates (land use: hotel) and equations (land uses: shopping center, general office and single family residential) were used to generate the project trips. Trip reductions have been applied per ITE and Collier County guidance: internal capture trips up to 20%, and pass by trips up to 25% for shopping center use. The proposed total project trip generation is illustrated in Table 2A Scenario 1 (mixed use) and Table 2B Scenario 2 (single use). The mixed use scenario (Scenario 1) reveals more intensive PM peak hour 2 way values (PM Total to adjacent streets 851 trips). Table 2C shows the trip generation for the existing approved mixed use project. Table 2D illustrates the net new proposed trips, and is determined as the difference between most intense proposed scenario (Table 2A Scenario I) and approved existing project (Table 2C). More details of the trip generation calculations can be found in Appendix C 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. Per Collier County TIS Guidelines and Procedures, the internal capture trips should be reasonable and should not exceed 20% of the total project trips. For this project, the software program Otiss was used to generate the internal capture trips. The Otiss process follows the trip balancing approach as recommended in the ITE Trip Generation Manual, 9 th Edition Volume 1: User s Guide and Handbook, Chapter 7 procedure for estimating multi use trip generation internal capture aka triangle method. The resulting internal capture rates are below the county limits. The detailed results of the internal capture and pass by calculations can be found in Appendix D Internal/ Pass by Capture Exhibits. 6

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. Per Collier County TIS Guidelines and Procedures, the pass by capture for shopping centers (LUC 820) should not exceed 25% for the peak hour. The daily capture rate is assumed to be 10% lower than the peak hour rate. Table 2A Proposed Scenario 1 Trip Generation Average Weekday 24 Hour Two Way Volume AM Pk Hour PM Pk Hour Land Use Size Enter Exit Enter Exit Shopping Center 190,000sf 10,307 143 88 442 479 General Office 57,500sf 862 108 15 24 119 Hotel 100 occ. rooms 892 39 28 34 36 Total Driveway 12,061 290 131 500 634 Internal Capture* 30 30 Total External 470 604 Pass By Trips** 106 117 Total to adjacent streets 364 487 Notes: * Internal Capture up to 20% max; ** Pass By Trips up to 25% for shopping center. Table 2B Proposed Scenario 2 Trip Generation Average Weekday 24 Hour Two Way Volume AM Pk Hour PM Pk Hour Land Use Size Enter Exit Enter Exit Shopping Center 250,000sf 12,320 169 104 531 576 Pass By Trips* 133 144 Total to adjacent streets 398 432 Notes: * Pass By Trips up to 25%. 7

Table 2C Existing Approved Project Trip Generation Average Weekday 24 Hour Two Way Volume AM Pk Hour PM Pk Hour Land Use Size Enter Exit Enter Exit Shopping Center 57,500 sf 4739 69 42 199 215 General Office 57,500 sf 862 108 15 24 119 SF Residential 40 units 452 10 28 29 17 Total Driveway 6,053 187 85 252 351 Internal Capture* 29 29 Total External 223 322 Pass By Trips** 46 51 Total to adjacent streets 177 271 Notes: * Internal Capture up to 20% max; ** Pass By Trips up to 25% for shopping center. Table 2D Net New Proposed Project Trip Generation Average Weekday PM Pk Hour Development Enter Exit Total Proposed Scenario 1 Development 364 487 851 Existing Approved Development 177 271 448 Net New Difference 187 216 403 The net new proposed trip generation shown in Table 2D reveals a net increase in the PM peak hour volumes, proposed conditions versus existing approved conditions. The Table 2D values are what will be used for the trip distribution and assignment in the roadway link analysis. The Table 2A Scenario 1 Total external values (PM Enter 500 and PM Exit 634) are to be used for the operational intersection/ site access turn lanes analysis. 8

Trip Distribution and Assignment The traffic generated by the development was assigned to the adjacent roadways using the knowledge of the area, previously submitted study data and as coordinated with Collier County Transportation Planning Staff. The net new proposed site generated trip distribution is shown in Table 3 Project Traffic Distribution for PM Peak Hour, Peak Direction and is graphically depicted on the next page Fig. 2 Project Distribution By Percentage and Fig. 3 Project Distribution By PM Peak Hour. Refer to Appendix B Project Master Site Plan. Table 3 Project Traffic Distribution for PM Peak Hour, Peak Direction Roadway Link CC AUIR Link ID # Roadway Link Location Distribution of Project Traffic PM Peak Hr Project Traffic Volume Enter US 41 92.0 Airport Rd. to Rattlesnake Hammock Rd. 35% 66 76 US 41 93.0 Rattlesnake Hammock Rd. to St. Andrews Blvd. 50% 94 108 US 41 93.0 St. Andrews Blvd. to Project 60% 112 130 US 41 93.0 Project to Triangle Blvd. 35% 66 76 US 41 94.0 Triangle Blvd. to Collier Blvd. 25% 47 54 Thomasson Dr. 108.0 Bayshore Dr. to US 41 10% 19 22 Rattlesnake US 41 to Charlemagne 72.0 Hammock Rd. Blvd. 5% 9 10 Southwest Blvd.* N/A Corso Bello Dr. to Project 5% 9 10 Collier Blvd. 35.0 Rattlesnake Hammock Rd. to US 41 15% 28 32 Collier Blvd. 36.1 US 41 to Wal Mart Driveway 10% 19 22 Notes: * Not a CC AUIR monitored roadway facility. Exit 9

Fig. 2 Project Distribution By Percentage 10

Fig. 3 Project Distribution By PM Peak Hour 11

Background Traffic Average background traffic growth rates were estimated for the segments of the roadway network in the study area using the Transportation Planning Staff Guidance of a minimum 2% growth rate, or the historical rate derived from Collier County annual traffic counts (estimated from 2008 thru 2012), whichever is greater. Another way to derive the background traffic is to use the 2013 AUIR volume plus the trip bank volume. For this project, the controlling (highest) volume is the AUIR volume plus the trip bank volume. Table 4 Background Traffic without Project, illustrates the application of projected growth rates to generate the projected background (without project) peak hour peak direction traffic volume for the year 2018 see next page. 12

Roadway Link CC AUIR Link ID # US 41 92.0 US 41 93.0 US 41 93.0 US 41 93.0 US 41 94.0 Thomasson Dr. Rattlesnake Hammock Rd. Southwest Blvd.* 108.0 Table 4 Background Traffic without Project (2013 2018) Roadway Link Location Airport Rd. to Rattlesnake Hammock Rd. Rattlesnake Hammock Rd. to St. Andrews Blvd. St. Andrews Blvd. to Project Project to Triangle Blvd. Triangle Blvd. to Collier Blvd. Bayshore Dr. to US 41 2013 AUIR Peak Hr, Peak Dir Background Traffic Vol (trips/hr) Projected Traffic Annual Growth Rate (%/yr) Trip Bank Growth Factor 2018 Projected Peak Hr, Peak Dir Background Traffic Volume w/out Project (trips/hr) 2,170 (SB) 2.0% 320 1.1041 2,490 1,980 (SB) 3.0% 577 1.1593 2,557 1,980 (SB) 3.0% 577 1.1593 2,557 1,980 (SB) 3.0% 577 1.1593 2,557 1,310 (SB) 2.0% 533 1.1041 1,843 420 (EB) 2.0% 105 1.1041 525 72.0 US 41 to Charlemagne Blvd. 1,630 (WB) 3.0% 160 1.1593 1,790 N/A Corso Bello Dr. to Project N/A N/A N/A N/A N/A Collier Blvd. 35.0 Rattlesnake Hammock Rd. to US 41 1,420 (NB) 2.0% 506 1.1041 1,926 Collier Blvd. 36.1 US 41 to Wal Mart Driveway 1,820 (NB) 2.0% 723 1.1041 2,543 Table Note: Growth Rate = from 2008 to 2012 CC traffic count data, or 2%, whichever is greater. Growth Factor = (1+Annual Growth Rate) ^5. 2018 Projected Volume = 2013 AUIR Volume x Growth Factor, or 2013 AUIR + Trip Bank, whichever is greater. N/A = not applicable, not available. Note* Not a CC AUIR monitored roadway facility. 13

Existing and Future Roadway Network The existing roadway conditions are extracted from the 2012 Annual Update and Inventory Report (AUIR) and the 2018 roadway conditions are based on the current FDOT and Collier County 5 Year Work Program. The roadways evaluated are anticipated to remain the same thru 2018. The existing and future roadway conditions are illustrated in Table 5 Existing and Future Roadway Conditions. Roadway Link Table 5 Existing and Future Roadway Conditions CC AUIR Link ID # Roadway Link Location Exist Roadway Exist Min LOS Std Exist Peak Dir, Peak Hr Capacity Volume Future 2018 Roadway US 41 92.0 Airport Rd. to Rattlesnake Hammock Rd. 6D E 2,900 6D US 41 93.0 Rattlesnake Hammock Rd. to St. Andrews Blvd. 6D E 3,000 6D US 41 93.0 St. Andrews Blvd. to Project 6D E 3,000 6D US 41 93.0 Project to Triangle Blvd. 6D E 3,000 6D US 41 94.0 Triangle Blvd. to Collier Blvd. 6D E 3,000 6D Thomasson Dr. 108.0 Bayshore Dr. to US 41 2U D 800 2U Rattlesnake US 41 to Charlemagne 72.0 Hammock Rd. Blvd. 4D D 1,800 4D Southwest Corso Bello Dr. to Project N/A Blvd.* 2U N/A 800 2U Collier Blvd. 35.0 Rattlesnake Hammock Rd. to US 41 6D E 3,200 6D Collier Blvd. 36.1 US 41 to Wal Mart Driveway 6D E 2,500 6D Table Notes: 2U = 2 lane undivided roadway; 4D, 6D =4 lane, 6 lane divided roadway, respectively; LOS = Level of Service. N/A = not applicable, not available. Note* Not a CC AUIR monitored roadway facility. Southwest Blvd. road service volume is assumed similar to Shadowlawn Dr. CC AUIR ID #144. 14

Project Impacts to Area Roadway Network Roadway Link Analysis The Collier County Transportation Planning Services developed Level of Service (LOS) volumes for the roadway links impacted by the project were evaluated to determine the project impacts to the area roadway network in the future (2018). The Collier County Transportation Planning Services guidelines have determined that a project will be considered to have a significant and adverse impact if both the percentage volume capacity exceeds 2% of the capacity for the link adjacent to the project; 3% for other links and if the roadway is projected to operate below the adopted LOS standard. The project PM peak hour volumes are added to the network volumes to coincide with the network peak time and peak direction. Table 6 Roadway Link Level of Service illustrates the LOS impacts of the project on the roadway network closest to the project. None of the adjacent links are projected to be operating below the adopted level of service with, or without the project. Although the percentage volume capacity exceeds County thresholds for some of the roadway links, the roadway facilities are projected to operate within the adopted LOS and therefore in an effective and efficient manner. Based on these criteria, this project creates significant, but not adverse impacts to the area roadway network. 15

Table 6 Roadway Link Level of Service (LOS) With Project in the Year 2018 Roadway Link CC AUIR Link ID # US 41 92.0 US 41 93.0 US 41 93.0 US 41 93.0 US 41 94.0 Thomasson Dr. 108.0 Roadway Link Location Airport Rd. to Rattlesnake Hammock Rd. Rattlesnake Hammock Rd. to St. Andrews Blvd. St. Andrews Blvd. to Project Project to Triangle Blvd. Triangle Blvd. to Collier Blvd. Bayshore Dr. to US 41 2018 Peak Dir, Peak Hr Cap. Vol. CC Link Peak Dir (Project Vol Added) 2018 Peak Dir, Peak Hr Vol. w/ Project % Vol. Cap. Impact By Project Min LOS exceeded without Project? Yes/No Min LOS exceeded with Project? Yes/No 2,900 66 2,556 2.3% No No 3,000 94 2,651 3.1% No No 3,000 112 2,669 3.7% No No 3,000 76 2,633 2.5% No No 3,000 54 1,897 1.8% No No 800 19 544 2.4% No No Rattlesnake Hammock Rd. Southwest Blvd.* 72.0 N/A Collier Blvd. 35.0 Collier Blvd. 36.1 US 41 to Charlemagne Blvd. Corso Bello Dr. to Project Rattlesnake Hammock Rd. to US 41 US 41 to Wal Mart Driveway 1,800 9 1,799 0.5% No No 800 10 N/A 1.3% No No 3,200 32 1,958 1.0% No No 2,500 19 2,562 0.8% No No Table Notes: N/A = not applicable, not available. Note* Not a CC AUIR monitored roadway facility. Southwest Blvd. road capacity is assumed similar to Shadowlawn Dr. CC AUIR ID #144. 16

Intersection/ Project Accesses Turn Lane Analysis The Vincentian PUDA project proposes 3 accesses as follows: two access points off of Southwest Blvd. Entrances #1 & #2 full movement accesses, and one access point off of US41 Tamiami Trail East Entrance #3 right in / right out access. Refer to Appendix B Project Master Site Plan. Tamiami Trail East (US 41) is under Florida Department of Transportation (FDOT) and Collier County jurisdiction and it is currently a north south six lane two way urban arterial roadway and has a posted legal speed limit of 55 mph in the vicinity of project. Based on FDOT Index 301 (design speed of 55mph), the minimum turn lane length is 350ft (which includes a 50 ft taper) plus required queue. Southwest Boulevard is a two lane west east undivided local roadway under Collier County jurisdiction and has a posted legal speed of 25mph in the vicinity of project. Based on FDOT Index 301 (design speed of 35 mph), the minimum turn lane length is 145ft (which includes a 50ft taper) plus required queue. Project accesses were evaluated for turn lane warrants based on Collier County Right Of Way Ordinance #2003 37: a) two lane roadways 40vph for right turn lane/20vph for left turn lane; b) multi lane divided roadways turn lanes shall always be provided. US 41 St. Southwest Blvd. Unsignalized Intersection The intersection of Southwest Blvd. and US41 is located in the proximity of the project. There is no operating traffic control signal at the intersection at this time, but it is under design by others. EB Southwest Blvd. approach provides one left turn lane and one through/rightturn lane (+/ 320ft). Eastbound exiting volume may warrant a double left turn lane, if combined with future background traffic. 17

SB US41 approach provides one right turn lane (+/ 475ft) and one left turn lane (+/ 350ft). NB US41 approach has one right turn lane (+/ 550ft) and one left turn lane. The existing turn lanes on US 41 serving the intersection will accommodate the operational needs of the project for both deceleration and stacking. Refer to Appendix E Turning Movements Exhibits. This intersection may require modifications, which will be determined at the time of final development order review. Project Accesses Turn Lanes Minimum turn lane lengths required at project build out conditions were analyzed based on number of turning vehicles in an average of 1 minute period (for right turns) and 2 minute period (for left turn), within the peak hour traffic. The minimum queue/vehicle considered is 25ft. A more detailed evaluation of the turn lanes for project access points would be implemented at the time of proposed development plan design and permitting, as applicable. Entrance #1 EB Southwest Blvd. EB Right Turn Lane The project is expected to generate 25 right turns during the PM peak hour. Therefore, an exclusive right turn is not warranted. WB Left Turn Lane The project is expected to generate 25 left turns during the PM peak hour. Therefore, an exclusive left turn is warranted and it is recommended to be 170ft in length, at the minimum. Entrance #2 EB Southwest Blvd. WB Left Turn Lane The project is expected to generate 200 left turns during the PM peak hour. Therefore, an exclusive left turn is warranted and it is recommended to be 320ft in length, at the minimum. 18

Entrance #3 SB US 41 SB Right Turn Lane The project is expected to generate 250 right turns during the PM peak hour. Therefore, an exclusive right turn is warranted and it is recommended to be 475ft in length, at the minimum. Improvement Analysis The project impacts to the Collier County roadway network are significant but are not adverse. Based on the link analysis and trip distribution, the proposed project is a significant traffic generator to this location. Empirically, the project is estimated to create a significant delay at Southwest Blvd. and US41 intersection that may warrant modifying the turn lane configuration geometry (additional turn lane) and/or installation of operating control signals that would improve service level. The recommended offsite improvements will be permitted and approved through the development order process. Mitigation of Impact The developer will provide appropriate mitigation and commitments as listed in the revised Planned Unit Development (PUD) document, in order to aid transportation improvements, as applicable. 19

Appendix A: Initial Meeting Checklist (Methodology Meeting) (5 Sheets) 20

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Appendix B: Project Master Site Plan (1 Sheet) 26

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Appendix C: ITE Trip Generation Calculations (9 th Edition) (3 Sheets) 28

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Appendix D: Internal Pass by Capture Exhibits (5 Sheets) 32

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Appendix E: Turning Movements Exhibits (2 Sheets) 38

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