TRANSIT BUS PULLOUT STUDY at VARIOUS LOCATIONS THROUGHOUT LEE COUNTY Lee County, Florida

Final Report TRANSIT BUS PULLOUT STUDY AT VARIOUS LOCATIONS THROUGHOUT LEE COUNTY Lee County, Florida

April 2015

Lee County MPO TRANSIT BUS PULLOUT STUDY AT VARIOUS LOCATIONS THROUGHOUT LEE COUNTY Lee County, Florida

FINAL REPORT April 2015

Prepared for: Lee County Metropolitan Planning Organization 815 Nicholas Parkway East P.O. Box 150045 Cape Coral, FL 33915-0045 239-330-2239

Prepared by: Kittelson & Associates, Inc. 110 E Broward Boulevard, Suite 2410 Fort Lauderdale, FL 33301 954-828-1730

Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

TABLE OF CONTENTS

1.0 Introduction ...... 1 2.0 Project Context ...... 1 Consistency with Adopted Plans ...... 1 Applicable Legislation ...... 1 3.0 Criteria Development and Application ...... 2 3.1 Criteria for Identifying Bus Pullout Locations ...... 4 3.2 Criteria for Ranking Bus Pullout Locations ...... 7 4.0 Current Use of Bus Pullouts and Best Practices ...... 11 4.1 Existing LeeTran Practice ...... 11 4.2 Existing Practice in North America ...... 15 4.3 Recommendations Based on Current Use and Best Practices ...... 21 5.0 Conceptual Bus Pullout Designs ...... 21 5.1 Typical Bus Pullout Designs ...... 21 5.2 Criteria for Identifying Bus Pullout Types ...... 22 5.3 Conceptual Designs and Estimates of Probable Cost ...... 30 5.4 Summary of Estimates of Probable Cost ...... 55 6.0 Additional Recommendations ...... 57 7.0 References ...... 57 Appendix A Appendix B Appendix C Appendix D Appendix E

LIST OF FIGURES

Figure 1. Study Area Corridors ...... 3 Figure 2. Top-Ranked Stops for Bus Pullouts ...... 10 Figure 3. Yield-to-Bus Decal Used by LeeTran ...... 11 Figure 4. Yield-to-Bus Decal Used by LeeTran ...... 12 Figure 5. Roadside Yield-to-Bus Sign in Lee County ...... 12 Figure 6. Roadside Yield-to-Bus Sign in Lee County [16] ...... 13 Figure 7. Existing Bus Pullout in Lee County (US 41 NB at Sanibel Blvd) ...... 13 Figure 8. Existing Bus Pullout in Lee County (SB US 41 at Pine Island Rd) [16] ...... 14 Figure 9. Existing Bus Pullout in Lee County (SB US 41 North of Williams Rd) ...... 14 Figure 10. Existing Bus Pullout in Lee County (EB Colonial Blvd at Metro Pkwy) ...... 15 Figure 11. Yield-to-Bus Decal Used by Broward County Transit [14] ...... 15 Figure 12. Yield-to-Bus Decal Used by Coast Mountain Bus Company [14] ...... 16 Figure 13. Yield-to-Bus Decal Used by Palm Tran ...... 16 Figure 14. Yield-to-Bus LED Sign Used by TriMet [14]...... 17 Figure 15. Signs Tested in Moving the Bus Safely Back into Traffic Safely [15] ...... 17 Figure 16. Roadside Sign in Collier County (SB Collier Blvd at Green Blvd in Naples) [16] ...... 18 Figure 17. Overhead Yield-to-Bus Sign in Downtown Tampa [14] ...... 19 Figure 18. Typical Components of a Bus Pullout [6] ...... 19 Figure 19. Typical Mid-Block Bus Pullout ...... 23

April 2015 | i Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County Figure 20. Typical Near-Side Bus Pullout Preceding Right Turn Lane with Shared Taper ...... 24 Figure 21. Typical Far-Side Open Bus Pullout ...... 25 Figure 22. Typical Far-Side Closed Bus Pullout ...... 26 Figure 23. Closed Bus Pullout Details - Urban/Curb & Gutter ...... 27 Figure 24. Photo: WB Dr. Martin Luther King, Jr. Blvd at Sabal Palm Blvd (Stop 171) [16] ...... 31 Figure 25. Conceptual Design: WB Dr. Martin Luther King, Jr. Blvd at Sabal Palm Blvd (Stop 171) ...... 32 Figure 26. Photo: WB Lee Blvd at Alvin Ave (Stop 994) [16] ...... 33 Figure 27. Conceptual Design: WB Lee Blvd at Alvin Ave (Stop 994) ...... 34 Figure 28. Photo: NB N Cleveland Ave at Brown Rd (Stop 477) [16] ...... 35 Figure 29. Conceptual Design: NB N Cleveland Ave at Brown Rd (Stop 477) ...... 36 Figure 30. Photo: WB Dr. Martin Luther King, Jr. Blvd at Flint Dr and Towles St (Stops 169 and 170) [16] ...... 37 Figure 31. Conceptual Design: WB Dr. MLK, Jr. Blvd at Flint Dr and Towles St (Stops 169 and 170) ...... 38 Figure 32. Photo: EB Dr. Martin Luther King, Jr. Blvd at Barker Blvd and Towles St (Stops 143 and 144) [16] ..... 39 Figure 33. EB Dr. Martin Luther King, Jr. Blvd at Barker Blvd and Towles St (Stops 143 and 144) ...... 40 Figure 34. Photo: WB Dr. Martin Luther King, Jr. Blvd at Rockfill Rd (Stop 167) [16] ...... 41 Figure 35. Conceptual Design: WB Dr. Martin Luther King, Jr. Blvd at Rockfill Rd (Stop 167) ...... 42 Figure 36. Photo: EB Dr. Martin Luther King, Jr. Blvd at Rockfill Rd (Stop 146) [16] ...... 43 Figure 37. Conceptual Design: EB Dr. Martin Luther King, Jr. Blvd at Rockfill Rd (Stop 146) ...... 44 Figure 38. Photo: NB S Tamiami Tr at Babcock Rd (Stop 1569) [16] ...... 45 Figure 39. Conceptual Design: NB S Tamiami Tr at Babcock Rd (Stop 1569) ...... 46 Figure 40. Photo: SB S Tamiami Tr at Commons Way (Stop 1369) [16] ...... 47 Figure 41. Conceptual Design: SB S Tamiami Tr at Commons Way (Stop 1369) ...... 48 Figure 42. Photo: EB Dr. Martin Luther King, Jr. Blvd at Flint Dr (Stop 145) [16] ...... 49 Figure 43. Conceptual Design: EB Dr. Martin Luther King, Jr. Blvd at Flint Dr (Stop 145) ...... 50 Figure 44. Photo: WB Palm Beach Blvd at Shoreland Dr (Stop 666) [16] ...... 51 Figure 45. Conceptual Design: WB Palm Beach Blvd at Shoreland Dr (Stop 666) ...... 52 Figure 46. Photo: WB Palm Beach Blvd at Kingston Dr (Stop 670) [16] ...... 53 Figure 47. Conceptual Design: WB Palm Beach Blvd at Kingston Dr (Stop 670) ...... 54 Figure 48. Recommended Bus Pullouts ...... 56

LIST OF TABLES

Table 1. Potential Criteria and Thresholds for Identifying Bus Pullout Locations Based on Need ...... 5 Table 2. Recommended Criteria for Identifying Bus Pullout Locations Based on Need ...... 6 Table 3. Recommended Criteria and Thresholds for Ranking Bus Pullout Locations ...... 8 Table 4. Top-Ranked Locations for Bus Pullouts ...... 9 Table 5. Comparison of Closed Bus Pullout Geometry (for One Standard-Length Bus in Urban Area) ...... 20 Table 6. Criteria and Thresholds for Identifying Type of Bus Pullout ...... 29 Table 7. Data Summary: WB Dr. Martin Luther King, Jr. Blvd at Sabal Palm Blvd (Stop 171) ...... 31 Table 8. Estimate of Probable Cost: WB Dr. Martin Luther King, Jr. Blvd at Sabal Palm Blvd (Stop 171) ...... 31 Table 9. Recommendations: WB Dr. Martin Luther King, Jr. Blvd at Sabal Palm Blvd (Stop 171) ...... 31 Table 10. Data Summary: WB Lee Blvd at Alvin Ave (Stop 994) ...... 33 Table 11. Estimate of Probable Cost: WB Lee Blvd at Alvin Ave (Stop 994)...... 33 Table 12. Recommendations: WB Lee Blvd at Alvin Ave (Stop 994) ...... 33 Table 13. Data Summary: NB N Cleveland Ave at Brown Rd (Stop 477) ...... 35 Table 14. Estimate of Probable Cost: NB N Cleveland Ave at Brown Rd (Stop 477) ...... 35 Table 15. Recommendations: NB N Cleveland Ave at Brown Rd (Stop 477) ...... 35 Table 16. Data Summary: WB Dr. Martin Luther King, Jr. Blvd at Flint Dr and Towles St (Stops 169 and 170) ..... 37 Table 17. Estimate of Probable Cost: WB Dr. MLK, Jr. Blvd at Flint Dr and Towles St (Stops 169 and 170) ...... 37 ii | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

Table 18. Recommendations: WB Dr. MLK, Jr. Blvd at Flint Dr and Towles St (Stops 169 and 170) ...... 37 Table 19. Data Summary: EB Dr. MLK, Jr. Blvd at Barker Blvd and Towles St (Stops 143 and 144) ...... 39 Table 20. Estimate of Probable Cost: EB Dr. MLK, Jr. Blvd at Barker Blvd and Towles St (Stops 143 and 144) ..... 39 Table 21. Recommendations: EB Dr. MLK, Jr. Blvd at Barker Blvd and Towles St (Stops 143 and 144) ...... 39 Table 22. Data Summary: WB Dr. Martin Luther King, Jr. Blvd at Rockfill Rd (Stop 167)...... 41 Table 23. Estimate of Probable Cost: WB Dr. Martin Luther King, Jr. Blvd at Rockfill Rd (Stop 167) ...... 41 Table 24. Recommendations: WB Dr. Martin Luther King, Jr. Blvd at Rockfill Rd (Stop 167) ...... 41 Table 25. Data Summary: EB Dr. Martin Luther King, Jr. Blvd at Rockfill Rd (Stop 146) ...... 43 Table 26. Estimate of Probable Cost: EB Dr. Martin Luther King, Jr. Blvd at Rockfill Rd (Stop 146) ...... 43 Table 27. Recommendations: EB Dr. Martin Luther King, Jr. Blvd at Rockfill Rd (Stop 146) ...... 43 Table 28. Data Summary: NB S Tamiami Tr at Babcock Rd (Stop 1569) ...... 45 Table 29. Estimate of Probable Cost: NB S Tamiami Tr at Babcock Rd (Stop 1569) ...... 45 Table 30. Recommendations: NB S Tamiami Tr at Babcock Rd (Stop 1569) ...... 45 Table 31. Data Summary: SB S Tamiami Tr at Commons Way (Stop 1369) ...... 47 Table 32. Estimate of Probable Cost: SB S Tamiami Tr at Commons Way (Stop 1369) ...... 47 Table 33. Recommendations: SB S Tamiami Tr at Commons Way (Stop 1369) ...... 47 Table 34. Data Summary: EB Dr. Martin Luther King, Jr. Blvd at Flint Dr (Stop 145) ...... 49 Table 35. Estimate of Probable Cost: EB Dr. Martin Luther King, Jr. Blvd at Flint Dr (Stop 145) ...... 49 Table 36. Recommendations: EB Dr. Martin Luther King, Jr. Blvd at Flint Dr (Stop 145) ...... 49 Table 37. Data Summary: WB Palm Beach Blvd at Shoreland Dr (Stop 666) ...... 51 Table 38. Estimate of Probable Cost: WB Palm Beach Blvd at Shoreland Dr (Stop 666) ...... 51 Table 39. Recommendations: WB Palm Beach Blvd at Shoreland Dr (Stop 666) ...... 51 Table 40. Data Summary: WB Palm Beach Blvd at Kingston Dr (Stop 670)...... 53 Table 41. Estimate of Probable Cost: WB Palm Beach Blvd at Kingston Dr (Stop 670)...... 53 Table 42. Recommendations: WB Palm Beach Blvd at Kingston Dr (Stop 670) ...... 53 Table 43. Summary of Planning-Level Estimates of Probable Cost ...... 55

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1.0 INTRODUCTION In the Transit Facility Handbook [1], Districts One and Seven of the Florida Department of Transportation (FDOT) define a bus pullout as "a dedicated stopping area for buses outside of the travel lane." Reference 1 states that bus pullouts improve passenger safety and allow passenger boarding and alighting to occur without the bus blocking a travel lane. The purpose of the Transit Bus Pullout Study at Various Locations Throughout Lee County project is to enhance safety and manage congestion through the implementation of bus pullouts in Lee County. Work conducted for this project and described in this report consists of: . the development of a ranked list of up to 20 locations in Lee County at which bus pullouts should be constructed using the implementation budget programmed in FY 2018 for this purpose; . the development of typical designs for bus pullouts appropriate to the Lee County context; . the development of conceptual designs for the top-ranked bus pullout locations; . planning-level Estimates of Probable Cost for constructing the top-ranked bus pullouts; and . supporting recommendations for constructing the top-ranked bus pullouts. This project was coordinated with the Lee County Metropolitan Planning Organization (MPO) Bus Queue Jump Study. A guiding principle of the work conducted under this project was finding a balance between the needs of general traffic and the needs of transit, since bus pullouts can improve safety and general traffic flow but can also delay transit service.

2.0 PROJECT CONTEXT

CONSISTENCY WITH ADOPTED PLANS Implementation of bus pullouts in Lee County is consistent with the 2035 Long Range Transportation Plan (LRTP) as amended on May 16, 2014 [2]. The LRTP delineates the vision for the future of transportation in Lee County. This vision includes meeting the mobility needs of all people in a sustainable manner and planning for an afford- able, accessible, and efficient multimodal transportation system. Bus pullouts are mentioned as a way to manage congestion and make transit safer and more attractive to all users, which is consistent with LRTP goals and objectives. Implementation of bus pullouts in Lee County also supports the 2012 LeeTran Transit Development Plan (TDP) [3] through improved access to transit, investments in transit infrastructure, and efforts to increase safety.

APPLICABLE LEGISLATION Florida Statute (FS) 316.0815 establishes that transit vehicles leaving a bus pullout have the right-of-way when merging with through traffic. The language is as follows: 316.0815 Duty to yield to public transit vehicles.— (1) The driver of a vehicle shall yield the right-of-way to a publicly owned transit bus traveling in the same direction which has signaled and is reentering the traffic flow from a specifically designated pullout bay. (2) This section does not relieve the driver of a public transit bus from the duty to drive with due regard for the safety of all persons using the roadway.

April 2015 | 1 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County House Bill (HB) 7005, signed by the governor on June 20, 2014, added the following language to the Florida Stat- utes: 316.0817 Loading and unloading of bus passengers.— (1) Notwithstanding any other law, a bus may not stop to load or unload passengers in a manner that impedes, blocks, or otherwise restricts the progression of traffic on the main-traveled portion of a roadway if there is another reasonable means for the bus to stop parallel to the travel lane and safely load and unload passengers. As used in this section, the term "reasonable means" means sufficient unob- structed pavement or a designated turn lane that is sufficient in length to allow the safe loading and unloading of passengers parallel to the travel lane. (2) This section does not apply to a school bus. While official interpretations of 316.0817 are not available as of March 15, 2015, the language does not seem to require the construction of bus pullouts. Rather, it appears to suggest that, if paved area is already available outside of a through lane (e.g., in a parking lane or on a shoulder), a bus must use that paved area to load and unload passengers. With FDOT moving toward requiring buffered bicycle lanes on new and reconstructed State facilities, a buffered bicycle lane might also be considered "reasonable means." This possibility has not been explored, nor has the applicability of the language to cross section features such as commercial loading zones. The specification for "safe" loading and unloading of passengers suggests that any available "reasonable means" must be of adequate width to allow for safe passenger loading and unloading (e.g., at least 10 feet wide). As- sessing the adequacy of the available length of the "reasonable means" is trickier, as discussion in Section 5.1 of this report indicates. It is unknown if the language would require relocating bus stops to sites with "reasonable means" available.

3.0 CRITERIA DEVELOPMENT AND APPLICATION The study area for this project consists of most of the roadways in Lee County where LeeTran fixed-route bus service currently operates. These roadways are depicted in Figure 1. San Carlos Boulevard and Estero Boule- vard are not included in the study area because of ongoing transportation improvement projects that include transit components.

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Figure 1. Study Area Corridors

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3.1 CRITERIA FOR IDENTIFYING BUS PULLOUT LOCATIONS The project team developed criteria for identifying bus pullout locations based on the following principles: 1. Apply state-of-the-practice knowledge. 2. Objectively assess needs. 3. Focus on multiple dimensions (i.e., representing the frequency, duration, and magnitude of the impacts of bus stop activity with respect to whether or not implementing a bus pullout at a given stop is an appropriate solution from the automobile and transit perspective).

Identification of Potential Criteria Table 1 describes potential criteria for identifying locations for bus pullouts based on need. The criteria and thresholds in Table 1 are described in one or more documents representing practice both inside and outside of Florida. Relevant document excerpts are provided in Appendix A of this report.

Assessment of Potential Criteria The documents from which many of the criteria and thresholds in Table 1 were obtained or derived tend to offer similar guidance for the design and operation of bus pullouts. Interestingly, only one document explicitly requires that more than one criterion be satisfied to justify bus pullout installation. Most of the documents acknowledge, however, that there is a need to find a balance between multiple criteria. Such a balance recognizes that bus pullouts may not have equally beneficial impacts for automobile and transit modes. Such a balance also recognizes some criteria may be more significant than others under particular circumstances. For example, applying a ridership criterion may suggest there is no need for a bus pullout at a stop where average peak hour boardings are less than five, but, if the posted speed in that corridor is 55 mph, the speed criterion may outweigh the ridership criterion. Thus, the development of criteria for identifying needed bus pullouts must consider the relative importance of the criteria. As Table 1 shows, the most commonly used criteria for identifying the need for bus pullouts in the reviewed documents relate to ridership, dwell time, safety, bus volume, automobile volume, and speed. Ridership and dwell time are effectively the same criterion with respect to identifying the need for a bus pullout, as both speak to the duration of the impact that a stopped bus has on automobile flow. Dwell time additionally captures layover and transfer points and bus stops with regular wheelchair boardings. Cross section is, surprisingly, not one of the more commonly used criteria in the reviewed documents. If buses stop on a two-lane roadway, opportunities for automobile traffic to pass the stopped bus may be limited by factors such as opposing traffic flow and sight distance, and queue build-up potential behind the stopped bus may be more likely. Thus, it is reasonable to consider minimum cross section requirements in assessing the need for bus pullouts. Intentionally omitted from Table 1 are criteria and thresholds such as right-of-way (ROW) availability, potential utility conflicts, and opportunity to install bus pullouts in conjunction with a planned roadway project. Such criteria and thresholds speak to implementability rather than need. While many of the reviewed documents include such criteria, they mix these implementability criteria among the needs criteria, and doing so creates a risk that a location with a strong need for a pullout may ultimately be under-prioritized. In the Transit Bus Pullout Study at Various Locations Throughout Lee County study, implementability is addressed, but not at the needs assessment stage.

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Table 1. Potential Criteria and Thresholds for Identifying Bus Pullout Locations Based on Need

Criterion Thresholds Purpose Reference Ridership Alternative: stop-level boardings > 30 boardings/hour Duration of impact to 4 Alternative: stop-level boardings > 20 boardings/hour traffic 1,5,6,7 Alternative: average peak period stop-level boardings > 10 8 Alternative: average peak period stop-level boardings > 5 9 Dwell time Alternative: average dwell > 30 seconds in peak period Duration of impact to 1,5,9 Alternative: average dwell between 10 and 30 seconds in peak traffic 6 period Alternative: layover location 1,5,9,10 Alternative: transfer location 1,5,6,8,10 Alternative: dwell time variation > 0.80 coefficient of variation * of dwell times Crash history Crash pattern exists for which a bus pullout is a potential solu- Safety 1,4,5,6,7,9 tion Bus volumes Alternative: ≥ 10 buses/hour serving the stop during peak hour Frequency of impact to 1,5,6 Alternative: ≥ 5 buses/hour serving the stop traffic 4 Alternative: ≥ 3 buses/hour serving the stop 8 Traffic speed Alternative: actual speed ≥ 45 mph Rear-end crash risk 7 Alternative: actual speed ≥ 40 mph 1,4,5,6,9 Alternative: actual speed ≥ 35 mph 8,10 Alternative: posted speed ≥ 35 mph 11,* Traffic vol- Alternative: Peak hour curb lane volume between 250 and Magnitude of impact to 1,4,5,6,7,8,11 umes 1,000 (directional) traffic; bus delay; rear- Alternative: Peak hour volume in all lanes divided by number end crash risk; sideswipe * of lanes is between 250 and 1,000 (directional) crash risk Alternative: AADT divided by number of lanes is between * 2,500 and 10,000 (directional) Alternative: volume-to-capacity ratio ≥ 0.80 8 Alternative: segment LOS of C or worse 8 Cross section Number of directional through lanes ≤ 2 Passing opportunities 9 Bike lane exists Safety 4 Area type Alternative: CBD/non-CBD Traffic delay tolerance N/A Alternative: proximity to major attractor/generator Duration/magnitude of 10 Alternative: proximity to special event traffic generator impact to traffic N/A *Derived or newly proposed threshold

Selected Criteria Lee MPO, LeeTran, and Lee County DOT staff have provided data that can be used to evaluate many potential criteria. The criteria and thresholds recommended for identifying the need for a bus pullout based on the discussion above and the available data are summarized in Table 2. Modifications and background information are noted in the rightmost column of the table. For the crash history criterion, a crash pattern is defined as five or more crashes in a 12-month period that could have been prevented by the installation of a bus pullout. This definition is consistent with established practice in

April 2015 | 5 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County justifying the installation of traffic signals (i.e., Warrant 7 of the Manual on Uniform Traffic Control Devices for Streets and Highways (MUTCD) [12]) and in considering the replacement of permitted left turns with protected left turns (i.e., Section 3.2.2(4) of the FDOT Traffic Engineering Manual [13]). The criteria in Table 2 are divided into primary and secondary criteria to reflect the relative importance of each criterion. Traffic speed, for example, is a very important criterion; the reviewed documents agree on this. High traffic speed might justify a bus pullout even where bus volumes are low and average dwell times are low.

Table 2. Recommended Criteria for Identifying Bus Pullout Locations Based on Need

Criterion Thresholds Notes Traffic speed Posted speed ≥ 35 mph Posted speed is a surrogate for actual speed of ≥ 40 mph,

where actual speed is assumed to be the posted speed + 5 mph.

Primary Crash history Crash pattern exists for which a bus Pattern is defined as ≥ 5 crashes in 12-month period that pullout is a potential solution could have been prevented by a bus pullout Traffic volumes AADT divided by number of lanes is be- AADT per lane is a surrogate for peak hour directional curb tween 2,500 and 10,000 (directional) lane volume between 250 and 1,000. Dwell time Average dwell > 30 seconds in peak pe- This calculation includes all bus stops, whether there is

riod rider activity or not Layover location — Transfer location —

Secondary Bus volumes ≥ 10 buses/hour serving the stop during — peak hour Cross section Single directional through lane Consider planned widening projects.

The criteria in Table 2 are to be applied as follows: 1. The primary criteria (traffic speed and crash history) are applied to all bus stops in the study area. A location needs to meet only one of the primary criteria to be a candidate for a bus pullout. a. If this results in the identification of no more than approximately 20 bus stops as candidate locations for bus pullouts, the needs assessment is concluded and the candidate locations can be ranked. b. If this results in more than approximately 20 bus stops being identified as candidate locations for bus pullouts, the secondary criteria are applied to refine the list of candidate locations. To remain on the list of candidate locations, a bus stop must meet at least one primary criterion and at least one secondary criterion. 2. If more than 20 candidate locations meet at least one primary criterion and at least one secondary criterion, all will be advanced to the ranking stage. This is consistent with the needs focus of this stage of analysis. It is important to realize that application of the criteria in Table 2 could very well result in the identification of a very small number of potential locations for pullouts. This would be an acceptable result because the criteria are intended foremost to objectively establish the need for a pullout, not produce a list of the top 20 locations for bus pullouts in Lee County whether there is a need for 20 or not. If there proves to be no need for more than, say, five new bus pullouts in Lee County, this would be an acceptable result.

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Application of Selected Criteria When the primary criteria in Table 2 were applied as proposed to all of the bus stops in the study area, 543 bus stops were identified as potential locations for bus pullouts. A table describing these 543 bus stops is provided in Appendix B. It should be noted that some of the bus stops are off-line stops (e.g., bus stops that already feature bus pullouts); off-line stops will be disregarded in the next stage of analysis. Of the 543 stops that met the primary criteria, 530 met at least one of the secondary criteria in Table 2. (Nearly all of these 530 met the traffic volumes criterion.) Ten stops met exactly three secondary criteria, and 142 stops met exactly two secondary criteria.

3.2 CRITERIA FOR RANKING BUS PULLOUT LOCATIONS

Identification of Potential Criteria Potential criteria for ranking bus pullout locations are those described previously in Table 2, as such criteria have already been determined to establish the need for a pullout. Unlike the thresholds in Table 2, however, the thresholds for the ranking criteria can be refined (i.e., tiered) thresholds so as to better represent the relative importance of the criteria in the ranking. For example, a distinction can be made between a posted speed of 35 mph and a posted speed of 45 mph with respect to the degree of need for a bus pullout. The ranking criteria can also be supplemented with additional criteria and thresholds from Table 1.

Assessment of Potential Criteria Assessment of available crash history data in Lee County does not reveal crash patterns as defined previously. However, available crash data include information about injury rates and property damage, and these crash characteristics can be used to rank locations for bus pullouts. The traffic volumes criterion from Table 2 can be used in ranking potential pullout locations without dividing it into multiple thresholds because the AADT range in Table 2 already balances automobile delay and bus delay. Including it as a ranking criterion is important even if the threshold is not refined because it is possible for a potential bus pullout location to move to the ranking stage solely on the basis of speed or crash history (i.e., without meeting the traffic volumes criterion of Table 2). The bus volume criterion should consider planned frequency improvements in the study corridors and planned route realignments that would effectively increase bus volumes in the study corridors. No cost-feasible frequency improvements are identified in the TDP. The cost-feasible new routes and route realignments in the TDP ap- pear to already be reflected in current schedules with respect to relevant impacts on study corridors. (The new Route 5 circulator identified in the TDP, for example, is now an existing route.)

Selected Criteria Table 3 presents recommended criteria and thresholds for the purposes of ranking potential bus pullout locations. In comparison to Table 2, Table 3 contains refined thresholds and new criteria, as discussed above and using information from Table 1.

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Table 3. Recommended Criteria and Thresholds for Ranking Bus Pullout Locations

Criterion Thresholds Score Notes Traffic Posted speed ≥ 50 mph 4 Posted speed is a surrogate for actual speed Posted speed of 45 mph 3 speed. The higher the speed, the greater Posted speed of 40 mph 2 the need for a bus pullout. Crash his- Crash pattern exists for which a bus pullout is a potential 4 Pattern is defined as ≥ 5 crashes in 12- tory solution month period that could have been prevented by a bus pullout Injuries associated with rear-end and sideswipe crashes 3 These thresholds apply to crashes in the at on-line bus stops ≥ 10 past five years. Rear-end and sideswipe Injuries associated with rear-end and sideswipe crashes 2 crashes may be preventable by bus at on-line bus stops ≥ 5 pullouts.* Injuries associated with rear-end and sideswipe crashes 1 at on-line bus stops ≥ 1 Traffic vol- AADT divided by number of lanes is between 2,500 and 2 AADT per lane is a surrogate for peak hour umes 10,000 (directional) directional curb lane volume between 250 and 1,000. Dwell time Average dwell > 60 seconds in peak period (not including 3 This calculation includes only bus stops with zero-dwell stops) rider activity. Average dwell > 30 seconds in peak period (not including 2 zero-dwell stops) Bus vol- ≥ 10 buses/hour serving the stop during peak hour 3 Assessment should consider future bus volumes ≥ 5 buses/hour serving the stop 2 umes. ≥ 3 buses/hour serving the stop 1 *Assessment of available crash history data does not reveal crash patterns as defined earlier. However, available crash data include information about injury rates and property damage, and these crash characteristics can be used in ranking locations for bus pullouts.

The criteria in Table 3 are to be applied as follows: 1. Bus stops with the following characteristics are first removed from the list of all bus stops in the study area: a. Bus stop is located off-line (e.g., at an existing bus pullout or on a frontage road) b. Bus serves the stop by stopping in a right turn lane (evaluated on a site-specific basis) c. LeeTran is in the process of relocating the stop or installing a bus pullout d. ROW is constrained and relocating the stop nearby is not likely to be feasible e. Bus stop is located within the boundary of the US 41/SR 45 Winkler Avenue to SR 82 Pedestrian Safety Improvement project (FM No. 431313-1) 2. The remaining bus stops are scored and sorted by Total Ranking Score. Bus stops scoring 9 or 10 are added to the list of top-ranked bus pullout locations. 3. If there are not enough bus stops scoring 9 or 10 to round out the list of top-ranked bus pullout locations (which should include approximately 20 bus stops), bus stops scoring 7 or 8 are pooled and ranked by Impact Score. Impact Score is defined as: Posted Speed (in mph) Buses per Hour × Average Dwell Time (in seconds) × 35 4. Bus stops scoring 7 or 8 are added to the list of top-ranked bus pullout locations based on Impact Score ranking (if applicable).

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As primary criteria for identifying the need for a bus pullout, the speed and crash history thresholds are associated with the highest scores.

Application of Selected Criteria Applying the criteria in Table 3 as described above resulted in the identification of a ranked set of locations for bus pullouts. The 20 highest-ranked locations are described in Table 4. These locations are depicted in Figure 2. Full scoring calculations are contained in Appendix B.

Table 4. Top-Ranked Locations for Bus Pullouts

Score Total Stop Impact Street Cross Street Traffic Dwell Bus Ranking Number Speed Crash Score Volume Time Volume Score WB DR MARTIN LU- 171 SABAL PALM BLVD 4 3 0 2 1 10 N/A THER KING JR BLVD 994 WB LEE BLVD ALVIN AVE 4 2 2 2 0 10 N/A NB N CLEVELAND 477 BROWN RD 4 0 2 2 1 9 N/A AVE WB DR MARTIN LU- 169 FLINT DR 4 0 2 2 1 9 N/A THER KING JR BLVD 198 WB DANIELS PKWY BELL TOWER DR 3 0 2 2 1 8 177.3 EB DR MARTIN LU- 144 TOWLES ST 4 0 0 2 1 7 150.4 THER KING JR BLVD WB DR MARTIN LU- 167 ROCKFILL RD 4 0 0 2 1 7 143.2 THER KING JR BLVD EB DR MARTIN LU- 143 BARKER BLVD 4 0 0 2 1 7 133.8 THER KING JR BLVD WB DR MARTIN LU- 170 TOWLES ST 4 0 0 2 1 7 127.4 THER KING JR BLVD EB DR MARTIN LU- 146 ROCKFILL RD 4 0 0 2 1 7 126.1 THER KING JR BLVD 1743 SB S TAMIAMI TRL SANIBEL BLVD 4 0 0 2 1 7 125.5 1569 NB S TAMIAMI TRL BABCOCK RD 4 0 2 2 0 8 124.9 1369 SB S TAMIAMI TRL COMMONS WAY 4 0 0 2 1 7 124.6 EB DR MARTIN LU- 145 FLINT DR 4 0 0 2 1 7 113.1 THER KING JR BLVD WB PALM BEACH 666 SHORELAND DR 4 0 2 2 0 8 99.6 BLVD 1746 SB S TAMIAMI TRL BRECKENRIDGE DR 4 1 0 2 1 8 93.5 WB DR MARTIN LU- 166 JACKSONVILLE ST 4 0 0 2 1 7 91.6 THER KING JR BLVD NB DEL PRADO BLVD 387 NE 7TH ST 3 0 2 2 0 7 88.9 N 1747 SB S TAMIAMI TRL LORDS WAY ST 4 0 0 2 1 7 88.4 WB PALM BEACH 670 KINGSTON DR 3 0 2 2 0 7 88.3 BLVD Note: NB = northbound, SB = southbound, EB = eastbound, and WB = westbound

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Figure 2. Top-Ranked Stops for Bus Pullouts

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4.0 CURRENT USE OF BUS PULLOUTS AND BEST PRACTICES This section describes work activities conducted to explore alternatives and best practices for the design, implementation, and operation of bus pullouts. Best practices are those that have reduced conflicts and/or enhanced safety through the use of signing, pavement markings, and lighting treatments and have been used by transit agencies or have been tested in the field. Geometric treatments are discussed in this section as well. Current LeeTran practice and experience regarding bus pullouts is also documented in this section.

4.1 EXISTING LEETRAN PRACTICE LeeTran buses currently feature Yield-to-Bus decals referencing FS 316.0815 in the lower left rear portion of the engine door, as shown in Figure 3 and Figure 4. As a part of the Moving the Bus Back into Traffic Safely [14,15] studies conducted by the Center for Urban Transportation Research (CUTR), flashing light-emitting diode (LED) signs were installed on the back of some of the buses, and LED signs are currently installed on newly purchased buses. The LED signs are triangular in shape with approximately 12- to 14-inch sides, and they flash the word “YIELD” in yellow.

Figure 3. Yield-to-Bus Decal Used by LeeTran

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Figure 4. Yield-to-Bus Decal and LED Yield-to-Bus Sign Used by LeeTran

The existing LeeTran bus pullout on US 41 in the northbound direction at Sam Plaza-Page Field Commons is an open pullout located within a right turn lane and is supported by a text-only regulatory sign, as shown in Figure 5. This sign is located at the boarding/alighting point within the pullout, as shown in Figure 6.

Figure 5. Roadside Yield-to-Bus Sign in Lee County

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Figure 6. Roadside Yield-to-Bus Sign in Lee County [16]

Figure 7 through Figure 10 illustrate signing, pavement markings, and other design elements in use at other existing bus pullouts in Lee County. LeeTran staff indicated to the project team that bus drivers sometimes do not fully use existing bus pullouts.

B C A

Pullout length: 170 feet Entry taper (A) length: 60 feet Platform (B) length: 50 feet Exit taper (C) length: 60 feet Posted speed: 50 mph

Figure 7. Existing Bus Pullout in Lee County (US 41 NB at Sanibel Blvd)

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Pullout length: 110 feet C Entry taper (A) length: N/A Platform (B) length: 50 feet Exit taper (C) length: 60 feet Posted speed: 55 mph

Figure 8. Existing Bus Pullout in Lee County (SB US 41 at Pine Island Rd) [16]

Pullout length: 125 feet Entry taper (A) length: 65 feet Platform (B) length: 60 feet A Exit taper (C) length: N/A Posted speed: 50 mph

Figure 9. Existing Bus Pullout in Lee County (SB US 41 North of Williams Rd)

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C B Pullout length: 135 feet Entry taper (A) length: 55 feet Platform (B) length: 45 feet Exit taper (C) length: 35 feet Posted speed: 55 mph A Figure 10. Existing Bus Pullout in Lee County (EB Colonial Blvd at Metro Pkwy)

4.2 EXISTING PRACTICE IN NORTH AMERICA This section describes existing bus pullout treatments used in Florida and elsewhere in North America.

Bus-Mounted Treatments in Use

Yield-to-Bus Decals Yield-to-Bus decals are used by many transit agencies in North America, including LeeTran. For example, Broward County Transit (BCT) has installed reflective Yield-to-Bus decals in the lower-left corner above the rear bumper. As seen in Figure 11, the decal contains a yellow background with a red, white, and black yield symbol. The equilateral triangle is approximately 18 inches on each side. The text reads “YIELD TO BUSES; LET THE BUS BACK IN!” with “Florida Statute 316.0815” at the bottom of the decal. BCT chose not to use flashing LED signs due to concerns with electrical power load. [14]

Figure 11. Yield-to-Bus Decal Used by Broward County Transit [14]

Another decal with similar characteristics is that used by Coast Mountain Bus Company (CMBC) in British Colum- bia. This decal, as seen in Figure 12, is placed above the engine access door on the left side of the rear of the bus. This location was chosen to allow visibility for following vehicles and to separate the decal from the advertise-

April 2015 | 15 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County ments. The decal is a yellow background with a red, white, and black yield symbol, as well as the text “YIELD” with a black bus silhouette. [14]

Figure 12. Yield-to-Bus Decal Used by Coast Mountain Bus Company [14]

A decal used by Palm Tran in Palm Beach County is shown in Figure 13. This decal features a yield triangle con- taining the words "YIELD TO BUSES" with no symbol. The relevant Statute is cited at the bottom of the decal.

Figure 13. Yield-to-Bus Decal Used by Palm Tran

LED Signs According to Reference 14, Tri-County Metropolitan Transportation District (TriMet) in Oregon has installed flashing LED Yield-to-Bus signs on the rear of their buses. As seen in Figure 14, the sign TriMet uses is an equilateral triangle that is approximately 6.75 inches tall and 8 inches along each side and place in the lower-left corner of the back of the bus. The text “YIELD” and the triangle flash red when activated. Before leaving a pullout, the bus operator first activates the amber turn signal and then uses a separate control switch to activate the yield sign. The yield sign is automatically deactivated when the left turn signal switch is released.

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Figure 14. Yield-to-Bus LED Sign Used by TriMet [14]

Assessment of Bus-Mounted Treatments In Reference 15, CUTR studied the safety and operational effects of Yield-to-Bus LED signs. The study tested two LED signs—one triangular yield sign and one elongated octagonal merging yield sign—in comparison to decal- only treatments in Tampa, Fort Myers, and Daytona Beach. The tested LED signs are shown in Figure 15. The results of the study showed an 11-37 percent increase in the number of merging maneuvers ending in automobiles yielding right-of-way to buses (with an 11% increase occurring overall in Fort Myers and a 20% increase occurring in right turn lanes in Fort Myers), a statistically significant reduction in safety conflicts for the Tampa and Daytona Beach sites, and a reduction in reentry delay for buses in pullouts (but not in right turn lanes). No major distinctions were found between the triangular yield sign and the elongated octagonal merging yield sign. CUTR also reported in Reference 14 that decals can be difficult to read because their size is limited by the lighting configuration on the rear of the bus.

Figure 15. Signs Tested in Moving the Bus Safely Back into Traffic Safely [15]

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Roadside Treatments in Use

Roadside Signs Nationwide, there has been little use of roadside signs to support the operation of bus pullouts. Lee County has a text-only regulatory sign along northbound US 41, just north of the intersection with Sams Plaza-Page Field Commons at a bus stop in a right-turn lane (as previously shown in Figure 6). Collier Area Transit (CAT) has installed a “Bus Stop Ahead” roadside warning sign with a flashing beacon, as shown in Figure 16, but this sign operates with respect to a far-side bus stop, not a bus pullout. There is currently no roadside sign explicitly for yielding to buses included in the MUTCD. There is also no roadside sign explicitly for yielding to buses that has received interim approval from the Federal Highway Administra- tion (FHWA) or has been the subject of a request for experimentation.

Figure 16. Roadside Sign in Collier County (SB Collier Blvd at Green Blvd in Naples) [16]

Assessment of Roadside Treatments The National Center for Transportation Research (NCTR) study entitled Recommendations for Yield-to-Bus Traffic Control Devices and Bus Pullout Bays Design Characteristics [17] produced recommendations for candidate designs for roadside Yield-to-Bus signage but the effectiveness of the designs and the associated implementation guidelines has not yet been tested in the field. The study does not reference any other studies of roadside Yield- to-Bus signs (with or without beacons) associated with bus pullouts, and the project team has not uncovered any such studies either. The project team has found studies of roadside flashing beacons tested at school bus stops in areas with limited sight distance. However, the school bus stops studied were not stops with bus pullouts, and the beacons were activated when school buses approached the stop (not when school buses attempted to leave the stop), so the findings of the studies regarding effectiveness do not translate to bus pullout scenarios.

Overhead Treatments in Use Hillsborough Area Regional Transit (HART) installed a Yield-to-Bus overhead sign with a flashing beacon near a bus pullout in downtown Tampa at Marion Transit Center, as seen in Figure 17. Given its placement, this beacon

18 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report may be intended to warn drivers of buses merging into traffic from the downstream transit center exit, not buses merging from the bus pullout. The project team has not discovered overhead Yield-to-Bus treatments operat- ing elsewhere.

Figure 17. Overhead Yield-to-Bus Sign in Downtown Tampa [14]

Assessment of Overhead Treatments As of March 1, 2015, no additional information about the operation and effectiveness of the overhead sign shown in Figure 17 has become available. The project team has not found studies of such treatments.

Geometric Treatments in Use Figure 18 illustrates the typical components of a bus pullout. Table 5 provides a comparison of required/recommended bus pullout component dimensions from the documents used to create Table 1.

Figure 18. Typical Components of a Bus Pullout [6]

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Table 5. Comparison of Closed Bus Pullout Geometry (for One Standard-Length Bus in Urban Area)

Bus Loading/ Applicable Distance Entrance Deceleration Unloading Acceleration Exit Taper Total Pullout Refer- Design from Curb Taper Length Length (ft) Area Length Length (ft) Length (ft) Length (ft) ence Speed (mph) Return (ft) (ft) (ft) >25 N/A 60 * 40-50 * 60 160-170 11 >35 N/A N/A N/A N/A N/A N/A 170 10 >35 30 60 0 80 0 40 180 8 40 10-25 60-80 0 50 0 60-80 170-210 1

40 N/A 70 0 65 0 40 175 9 <45 0-30 60 0 60 0 40 160 4

≤45 10-25 60-80 0 50 0 60 170-190 5 45 N/A 210 360 50 700 210 1,530 6

45 0-30 80 0 60 0 60 200 4 >45 N/A 60-80 ** 50 ** 40-60 150-190 7 Note: "N/A" denotes information not available in the source document. *Not recommended by the source document due to high construction cost and visual impact except on high-volume roadways where speed limit > 45 mph and where determined to be needed on a case-by-case basis **Desirable according to the source document

Review of Table 5 shows that all but one of the documents allow the implementation of bus pullouts that are between 150 and 210 feet long. The outlier document is FDOT's Accessing Transit. The dimensions that Access- ing Transit provides are ideal dimensions, which could only be achieved where ROW is not a constraint, there are no driveways or cross streets within the footprint of the bus pullout, and a significant amount of funding is available to construct the bus pullout. In contrast, the other documents' dimensions are generally minimal dimensions that are more reflective of the constraints of urban and suburban environments. Accessing Transit and some of the other documents acknowledge that it may be desirable to provide more acceleration and deceleration distance than a minimal design includes, but none of the documents specify how much acceleration and deceleration distance would be optimal in facilitating bus pullout usage while balancing costs and impacts to access points. Also of note regarding Table 5 is the variability in design speeds to which the required/recommended dimensions apply. The design speeds that are most appropriate to the study area in Lee County are those that are 45 mph. In several cases, the reviewed document provides only a minimum design speed requirement, not a max- imum, and it may be inappropriate to apply dimensions that are appropriate for a design speed of, say, 35 mph to a bus pullout on a 55 mph roadway.

Assessment of Geometric Treatments The conclusion that can be drawn from Table 5 is that a minimal bus pullout design has been determined by multiple agencies to be an acceptable implementation. However, some of the documents reviewed by the project team indicate that it is desirable to provide additional acceleration and deceleration distance.

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4.3 RECOMMENDATIONS BASED ON CURRENT USE AND BEST PRACTICES Based on the review of best practices, it is recommended that LeeTran continue to install flashing LED signs on the rear of the buses. The triangular design used by TriMet and tested by CUTR is currently used by several transit agencies in the United States. LeeTran currently uses flashing LED Yield-to-Bus signs on a portion of its fleet. The LED sign should be located left of the rear window and above the engine access door to increase visibility for trailing vehicles. Additionally, there should be a 6-inch buffer between the sign and any advertisement wraps on the back of the bus to reduce information overload and ensure the sign is noticeable to drivers. Studies of the effectiveness of roadside Yield-to-Bus treatments do not yet exist, but pilot implementations of such treatments may be warranted where ROW constraints or other factors do not allow bus pullouts to be de- signed with more than the minimal geometry. Lee MPO and LeeTran should consider coordinating with NCTR to conduct pilot studies in appropriate locations as an extension of [17]. Given that several documents reviewed in this section indicate that it may be desirable to provide additional acceleration and deceleration distance, the typical bus pullout designs developed for Lee County should allow for longer bus pullouts where appropriate (e.g., on higher-speed roadways). Where longer bus pullouts are not viable, communications with Orlando’s transit agency, LYNX, indicate that driver training is important in making sure the pullouts that are provided are used effectively.

5.0 CONCEPTUAL BUS PULLOUT DESIGNS This section discusses and presents typical bus pullout designs for Lee County based on the findings and recommendations of Section 4.0. Also included in this section are conceptual designs and planning-level Estimates of Probable Cost for the top-ranked stops. The conceptual designs are applications of the proposed typical bus pullout designs.

5.1 TYPICAL BUS PULLOUT DESIGNS Typical bus pullout designs were developed for this effort based primarily on References 1, 5, and 6. The initial approach to the development of typical bus pullout designs intended to use the typical designs and accompany- ing details and notes in References 1 and 5 to the greatest extent possible, as these typical designs have already been approved by FDOT. However, the typical bus pullout designs available in References 1 and 5 are intended for roadways with a design speed of ≤45 mph, whereas many of the bus pullout locations identified in Section 3.0 are on roadways with a design speed >45 mph. Thus, there was a need to consider modifications to the bus pullout designs in References 1 and 5 to account for higher-speed environments. Section 4.0 informs these modifications. Figure 19 through Figure 22 contain the typical sections developed for this effort. Figure 23 contains a detail sheet. The modifications reflected in these figures are based on FDOT Standard Index Drawing 301, the best practices review described in Section 4.2, and discussion with transit agencies including LeeTran, LYNX, and Palm Tran. A key assumption underlying the typical section modifications is equating design speed to posted speed; this is reasonable based on statewide trends. Another key assumption is recognition that the typical drawings in References 1 and 5 represent the minimal acceptable dimensions for a bus pullout on a roadway with a 45 mph design speed. As noted in Section 4.0, multiple documents reviewed for this project indicate that providing for acceleration distance before the exit taper is desirable but none of these documents quantify exactly how much additional acceleration distance is desirable. Reference 6 provides ideal acceleration distances but recognizes that ideal acceleration distances would lead to impractically long bus pullouts.

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With information about bus acceleration performance at hand, it is possible to calculate the speed at which buses are traveling when they merge with through traffic under the minimal design scenario and then calculate the acceleration distance that would allow buses to merge with through traffic traveling faster than 45 mph at the same speed differential. That is: If a standard-length hybrid bus accelerates at 3 ft/sec2 based on Transit Capacity & Quality of Service Manual (TCQSM) [18] data, the bus would reach a speed of 13 mph at the far end of a 60-foot exit taper. (This is a slightly lower acceleration rate than for a standard-length diesel bus, and it is lower than the acceleration rates used in 17.) The speed differential between 45 mph through traffic and the merging bus at that point is 32 mph―or 71% lower than the design speed. If the merging bus is allowed to merge with 55 mph through traffic at the same speed ratio, the merging bus speed is 16 mph, which can be achieved in 92 feet. This means that at least 32 feet of acceleration distance in addition to the 60- foot exit taper are needed to facilitate the merge on the higher-speed roadway. Rounding up to a full bus length would provide 40 feet of acceleration distance on roads with posted speeds higher than 45 mph. Figure 19 through Figure 23 also reflect a modification to the entry taper design of the typical sections in Refer- ences 1 and 5. This modification applies to all of the bus pullout locations in this study. Based on Standard Index 301, which governs the design of right and left turn lanes on State roadways, the 60- to 80-foot entry tapers called for in References 1 and 5 are replaced by a 50-foot entry taper plus 35 feet to provide 85 feet of clearance distance. Buses can navigate the 50-foot taper as they would the entry to a turn lane, and 35 feet will thereafter be available for continued deceleration; the additional deceleration distance allows for a more comfortable deceleration rate. Communications with LYNX staff indicate that this entry design functions adequately on Semo- ran Boulevard in Orlando (a 50 mph State highway) when drivers are trained to use the bus pullout effectively.

5.2 CRITERIA FOR IDENTIFYING BUS PULLOUT TYPES

Identification of Potential Criteria Potential criteria for identifying the type of bus pullout (i.e., open, closed, near-side, far-side, and/or mid-block) appropriate for a given location include several criteria from Table 1 as well as presence of a right turn or parking lane, right-turning traffic volume, ROW availability, potential utility conflicts, amount of delay that a bus might experience as it attempts to leave a pullout to reenter the traffic stream, minimization of pedestrian crossing distance, avoiding the creation of additional conflict points at driveways and cross streets, and cost minimization. Some of these criteria are interrelated.

Assessment of Potential Criteria In this project, none of the top-ranked bus pullout locations are associated with right turn lanes or on-street parking, so presence of a right turn lane or parking lane and volume of right-turning traffic are not applicable criteria for determining bus pullout type.

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Figure 19. Typical Mid-Block Bus Pullout

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Figure 20. Typical Near-Side Bus Pullout Preceding Right Turn Lane with Shared Taper

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Figure 21. Typical Far-Side Open Bus Pullout

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Figure 22. Typical Far-Side Closed Bus Pullout

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Figure 23. Closed Bus Pullout Details - Urban/Curb & Gutter

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The location of an existing bus stop (near-side, far-side, or mid-block) influences the determination of the type of bus pullout appropriate for a given location but is not a fixed characteristic in itself. Criteria for identifying bus pullout type generally should recognize that a bus stop may need to be relocated if a bus pullout is to be viable. A criterion for determining whether or not a bus stop should be relocated from a near-side location to a far-side location is bus pullout reentry delay (i.e., the delay that buses experience as they attempt to reenter the traffic stream from a bus pullout location). Reentry delay is very sensitive to bus pullout location. Appendix C contains a discussion of how to evaluate reentry delay in determining whether or not a near-side bus stop should be relocated to the far side of a signalized intersection if it is to be accompanied by a bus pullout. (Relocation decision- making should also consider the land uses that are being served and bus stop spacing.) However, none of the top-ranked bus pullout locations in this project are located on the near-side of traffic signals, so the reentry delay criterion is not applicable at this time. ROW availability is a straightforward criterion for identifying bus pullout type. ROW availability assessment con- siders the width available for the bus pullout and also the length available for the bus pullout between cross streets, driveways, and parcels where ROW width is constrained. Closed bus pullouts are longer than open bus pullouts, so a ROW constraint might lead to a decision to go with an open bus pullout instead of a closed bus pullout. A potential tradeoff is that open bus pullouts can increase pedestrian crossing distances by a full traffic lane. Open bus pullouts support transit queue jumps, but they might also be used as acceleration or deceleration lanes by general traffic. Bus pullouts that span driveways create conflict points between bus movements and the movements of general traffic in and out of the driveway. To avoid creating these conflict points, a shorter, open bus pullout may be preferred. Relocating utilities to allow for bus pullout implementation can be costly, and a shorter, open bus pullout may provide more flexibility than a closed pullout in avoiding utility conflicts. This does not necessarily apply to bus pullouts at traffic signals, where an open bus pullout may require the relocation or replacement of a traffic signal pole.

Selected Criteria Table 6 presents the criteria selected for identifying the type of bus pullout appropriate for a given location. Each of the top-ranked bus pullout locations is assessed according to these criteria on a case-by-case basis. Generally, closed bus pullout designs were preferred over open bus pullout designs due to a desire to minimize pedestrian exposure to traffic on higher-speed roadways, but ROW constraints, driveway density, and minimization of utility conflicts were very influential factors.

Table 6. Criteria and Thresholds for Identifying Type of Bus Pullout

Criterion Thresholds Existing bus stop location Near-side/far-side/mid-block ROW availability Available/not available

Utility conflicts Yes/no Minimization of pedestrian crossing Yes/no distance Minimization of conflict points Yes/no Cost Subject to the above criteria and site-specific conditions

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Application of Selected Criteria The above criteria were applied as preliminary conceptual designs were sketched and refined.

5.3 CONCEPTUAL DESIGNS AND ESTIMATES OF PROBABLE COST Discussions with LeeTran subsequent to the development of the list of top-ranked bus pullout locations identified two stops that LeeTran is planning to relocate or redesign: Stops 1743 and 1746. Conceptual designs for bus pullouts at these locations were therefore not prepared for this report. Additionally, the draft conceptual designs for Stops 166, 198, 387, and 1747 that were developed and then reviewed with the members of the project advisory team were determined to be undesirable due to close proximity to a preferred downstream bus stop (in the case of Stop 166), very lengthy queues from a traffic signal located approximately 1,000 feet downstream (in the case of Stop 198), very close proximity to an upstream traffic signal (in the case of Stop 387 and Stop 1747 Alternative B), and the high likelihood that obtaining an easement on a specific publicly owned parcel will not be possible (in the case of Stop 1747 Alternative A). Stop 166 is a candidate for bus stop consolidation, so the conceptual design for the Stop 166 bus pullout is not included in this report. Relocation of Stop 198 will not alleviate the queue concern, so the conceptual design for Stop 198 is not included in this report. Given that ROW is not available to locate the bus pullouts for Stop 387 and Stop 1747 elsewhere in the vicinity, the conceptual designs for these bus pullouts are also not included in this report. Following are the conceptual designs developed for the remainder of the top-ranked bus pullout locations based on the typical designs in Figure 19 through Figure 23. Two of the conceptual designs are for bus pullouts at four consolidated bus stops (Stops 143 and 144 and Stops 169 and 170). Bus stop consolidation is recommended to support bus pullout implementation due to ROW constraints and driveway density. There are 12 conceptual designs in total. Each conceptual design in this section is accompanied by a summary of relevant site transit and traffic data, a list of recommended improvements to support implementation of the bus pullout, and a planning-level Estimate of Probable Cost for bus pullout construction. The Estimates of Probable Cost reflect unit costs from FDOT pay item data (specifically for Lee County where available) and recent projects completed by Kittelson & Associates, Inc., as well as contingency factors to represent costs associated with maintenance of traffic, mobilization, design, construction engineering and inspection, and contingencies. Detailed Estimates of Probable Cost for each bus pullout are contained in Appendix D; these estimates include unit costs. Appendix E includes supplemental design concepts and Estimates of Probable Cost. The supplemental design concepts were completed for the bus pullout locations ranked #21-24. These are intended to be used if any of the top-ranked bus pullout locations for which conceptual designs are included in this report are determined to be less costly than expected (thus freeing up construction funds for more bus pullouts) or are determined to no longer be viable based on changing circumstances or more detailed design.

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Location #1: WB Dr. Martin Luther King, Jr. Blvd at Sabal Palm Blvd (Stop 171)

Table 7. Data Summary: WB Dr. Martin Luther King, Jr. Blvd at Sabal Palm Blvd (Stop 171)

Routes Posted Buses per Daily Auto Average Average Average Transfer Bus Stop Served Speed (mph) Hour Volume per Dwell Time Boardings Alightings Point? Crashes Lane (sec) 2009-2013 2 50 4 8,375 28 1 1 No 1

Table 8. Estimate of Probable Cost: WB Dr. Martin Luther King, Jr. Blvd at Sabal Palm Blvd (Stop 171)

Cost Item Cost Roadway items $51,100 Signing and pavement marking items $800

Figure 24. Photo: WB Dr. Martin Luther King, Jr. Blvd at Sabal Palm Blvd (Stop 171) [16] Utility, drainage, and lighting items $154,000 Miscellaneous items $2,000 Subtotal (rounded) $208,000 Maintenance of traffic $21,000 Table 9. Recommendations: WB Dr. Martin Luther King, Jr. Blvd at Sabal Palm Blvd (Stop 171) Mobilization $23,000 Recommendations and Supporting Improvements . Reduction in posted speed to 45 mph is recommended. Otherwise, the conceptual designs for the bus pullouts in Contingency $51,000 this section of Dr. Martin Luther King, Jr. Blvd should include 40 feet of acceleration distance, but this will be diffi- Design $46,000 cult to achieve given the short block lengths and the density of driveways. . Bus stop platform extends into swale. Estimate of Probable Cost reflects embankment treatment. Construction engineering and inspection $37,000 . Ornamental street light to be relocated. . Power pole to be relocated (a high-cost item). Cost might be covered by utility company but Estimate of Probable Total Estimate of Probable Cost (rounded) $390,000 Cost does not assume so. . Street trees to be relocated. . Bus shelter relocation not included.

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Figure 25. Conceptual Design: WB Dr. Martin Luther King, Jr. Blvd at Sabal Palm Blvd (Stop 171)

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Location #2: WB Lee Blvd at Alvin Ave (Stop 994)

Table 10. Data Summary: WB Lee Blvd at Alvin Ave (Stop 994)

Routes Posted Buses per Daily Auto Average Average Average Transfer Bus Stop Served Speed Hour Volume per Dwell Time Boardings Alightings Point? Crashes (mph) Lane (sec) 2009-2013 1 45* 1 5,180 47 1 1 No 1 *after relocation

Table 11. Estimate of Probable Cost: WB Lee Blvd at Alvin Ave (Stop 994)

Cost Item Cost Roadway items $51,100

Note: Proposed location Signing and pavement marking items $800 Figure 26. Photo: WB Lee Blvd at Alvin Ave (Stop 994) [16] Utility, drainage, and lighting items $0 Miscellaneous items $0 Subtotal (rounded) $52,000 Table 12. Recommendations: WB Lee Blvd at Alvin Ave (Stop 994) Maintenance of traffic $6,000 Recommendations and Supporting Improvements . Relocation of bus stop to approximately 850 feet west of Alvin Ave. Spacing to next bus stop to the west reduced Mobilization $6,000 to approximately 1,000 feet but adequate space for the bus pullout is not available closer to Alvin Ave due to exist- Contingency $13,000 ing driveway and existing curb cut. . Development of parcel to the north may present an opportunity to share bus pullout construction costs. Design $12,000 Construction engineering and inspection $10,000 Total Estimate of Probable Cost (rounded) $100,000

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Figure 27. Conceptual Design: WB Lee Blvd at Alvin Ave (Stop 994)

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Location #3: NB N Cleveland Ave at Brown Rd (Stop 477)

Table 13. Data Summary: NB N Cleveland Ave at Brown Rd (Stop 477)

Table 14. Estimate of Probable Cost: NB N Cleveland Ave at Brown Rd (Stop 477)

Cost Item Cost Roadway items $51,300 Signing and pavement marking items $4,600 Utility, drainage, and lighting items $0

Figure 28. Photo: NB N Cleveland Ave at Brown Rd (Stop 477) [16] Miscellaneous items $0 Subtotal (rounded) $56,000 Maintenance of traffic $6,000 Table 15. Recommendations: NB N Cleveland Ave at Brown Rd (Stop 477) Mobilization $7,000 Recommendations and Supporting Improvements . Space not available to include 40 feet of acceleration distance. Opportunities to relocate stop very limited. Rec- Contingency $14,000 ommended coordination with NCTR to conduct pilot implementation of roadside Yield-to-Bus treatments at this lo- Design $13,000 cation. . Bus stop platform and infrastructure to be relocated. New platform extends into swale. Estimate of Probable Cost Construction engineering and inspection $10,000 reflects embankment treatment. . Multi-post sign and single-post sign to be relocated. Total Estimate of Probable Cost (rounded) $110,000 . Bus shelter relocation not included.

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Figure 29. Conceptual Design: NB N Cleveland Ave at Brown Rd (Stop 477)

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Location #4: WB Dr. Martin Luther King, Jr. Blvd at Flint Dr and Towles St (Stops 169 and 170)

Table 16. Data Summary: WB Dr. Martin Luther King, Jr. Blvd at Flint Dr and Towles St (Stops 169 and 170)

Table 17. Estimate of Probable Cost: WB Dr. Martin Luther King, Jr. Blvd at Flint Dr and Towles St (Stops 169 and 170)

Cost Item Cost

Roadway items $51,100 Note: Proposed location Figure 30. Photo: WB Dr. Martin Luther King, Jr. Blvd at Flint Dr and Towles St (Stops 169 and 170) [16] Signing and pavement marking items $800 Utility, drainage, and lighting items $9,300 Miscellaneous items $2,000 Subtotal (rounded) $64,000 Maintenance of traffic $7,000 Table 18. Recommendations: WB Dr. Martin Luther King, Jr. Blvd at Flint Dr and Towles St (Stops 169 and 170) Mobilization $8,000 Recommendations and Supporting Improvements . Recommended consolidation of Stops 169 and 170 due to lack of space for a bus pullout at either location and the Contingency $16,000 close proximity of the stops (approximately 750 feet apart). New stop location would fall between the current stop Design $15,000 locations. . Reduction in posted speed to 45 mph is recommended. Otherwise, the conceptual designs for the bus pullouts in Construction engineering and inspection $12,000 this section of Dr. Martin Luther King, Jr. Blvd should include 40 feet of acceleration distance, but this will be difficult to achieve given the short block lengths and the density of driveways. Total Estimate of Probable Cost (rounded) $130,000 . Inlet to be relocated. . Utility meters to be relocated. . Ornamental street light to be relocated. . Street trees to be relocated.

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Figure 31. Conceptual Design: WB Dr. Martin Luther King, Jr. Blvd at Flint Dr and Towles St (Stops 169 and 170)

38 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

Location #5: EB Dr. Martin Luther King, Jr. Blvd at Barker Blvd and Towles St (Stops 143 and 144)

Table 19. Data Summary: EB Dr. Martin Luther King, Jr. Blvd at Barker Blvd and Towles St (Stops 143 and 144)

Table 20. Estimate of Probable Cost: EB Dr. Martin Luther King, Jr. Blvd at Barker Blvd and Towles St (Stops 143 and 144)

Cost Item Cost Roadway items $51,100 Signing and pavement marking items $800 Note: Proposed location Utility, drainage, and lighting items $4,400 Figure 32. Photo: EB Dr. Martin Luther King, Jr. Blvd at Barker Blvd and Towles St (Stops 143 and 144) [16] Miscellaneous items $2,000 Subtotal (rounded) $59,000 Maintenance of traffic $6,000 Table 21. Recommendations: EB Dr. Martin Luther King, Jr. Blvd at Barker Blvd and Towles St (Stops 143 and 144) Mobilization $7,000 Recommendations and Supporting Improvements . Recommended consolidation of Stops 143 and 144 due to lack of space for a bus pullout at either location and the Contingency $15,000 close proximity of the stops (approximately 750 feet). New stop location would fall between the current stop loca- Design $14,000 tions. . Reduction in posted speed to 45 mph is recommended. Otherwise, the conceptual designs for the bus pullouts in Construction engineering and inspection $11,000 this section of Dr. Martin Luther King, Jr. Blvd should include 40 feet of acceleration distance, but this will be difficult to achieve given the short block lengths and the density of driveways. Total Estimate of Probable Cost (rounded) $120,000 . Valve boxes to be adjusted or relocated. . Ornamental street light to be relocated. . Short railing to be removed.

April 2015 | 39 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

Figure 33. EB Dr. Martin Luther King, Jr. Blvd at Barker Blvd and Towles St (Stops 143 and 144)

40 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

Location #6: WB Dr. Martin Luther King, Jr. Blvd at Rockfill Rd (Stop 167)

Table 22. Data Summary: WB Dr. Martin Luther King, Jr. Blvd at Rockfill Rd (Stop 167)

Table 23. Estimate of Probable Cost: WB Dr. Martin Luther King, Jr. Blvd at Rockfill Rd (Stop 167)

Cost Item Cost Roadway items $51,100 Signing and pavement marking items $800 Utility, drainage, and lighting items $7,900

Figure 34. Photo: WB Dr. Martin Luther King, Jr. Blvd at Rockfill Rd (Stop 167) [16] Miscellaneous items $41,200 Subtotal (rounded) $101,000 Maintenance of traffic $11,000 Table 24. Recommendations: WB Dr. Martin Luther King, Jr. Blvd at Rockfill Rd (Stop 167) Mobilization $12,000 Recommendations and Supporting Improvements . Reduction in posted speed to 45 mph is recommended. Otherwise, the conceptual designs for the bus pullouts in Contingency $25,000 this section of Dr. Martin Luther King, Jr. Blvd should include 40 feet of acceleration distance, but this will be diffi- Design $23,000 cult to achieve given the short block lengths and the density of driveways. . Ornamental street light to be relocated. Construction engineering and inspection $18,000 . Street trees to be relocated. . Manhole to be adjusted. Total Estimate of Probable Cost (rounded) $190,000 . Railing to be relocated. . Fire hydrant to be relocated.

April 2015 | 41 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

Figure 35. Conceptual Design: WB Dr. Martin Luther King, Jr. Blvd at Rockfill Rd (Stop 167)

42 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

Location #7: EB Dr. Martin Luther King, Jr. Blvd at Rockfill Rd (Stop 146)

Table 25. Data Summary: EB Dr. Martin Luther King, Jr. Blvd at Rockfill Rd (Stop 146)

Table 26. Estimate of Probable Cost: EB Dr. Martin Luther King, Jr. Blvd at Rockfill Rd (Stop 146)

Cost Item Cost Roadway items $51,100 Signing and pavement marking items $800 Utility, drainage, and lighting items $4,000

Miscellaneous items $41,200 Figure 36. Photo: EB Dr. Martin Luther King, Jr. Blvd at Rockfill Rd (Stop 146) [16] Subtotal (rounded) $98,000 Maintenance of traffic $10,000 Table 27. Recommendations: EB Dr. Martin Luther King, Jr. Blvd at Rockfill Rd (Stop 146) Mobilization $11,000 Recommendations and Supporting Improvements . Reduction in posted speed to 45 mph is recommended. Otherwise, the conceptual designs for the bus pullouts in Contingency $24,000 this section of Dr. Martin Luther King, Jr. Blvd should include 40 feet of acceleration distance, but this will be diffi- Design $22,000 cult to achieve given the short block lengths and the density of driveways. . Bus stop platform extends into swale. Estimate of Probable Cost reflects embankment treatment. Construction engineering and inspection $18,000 . Ornamental street light to be relocated. . Street trees to be relocated. Total Estimate of Probable Cost (rounded) $190,000 . Railing to be relocated.

April 2015 | 43 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

Figure 37. Conceptual Design: EB Dr. Martin Luther King, Jr. Blvd at Rockfill Rd (Stop 146)

44 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

Location #8: NB S Tamiami Tr at Babcock Rd (Stop 1569)

Table 28. Data Summary: NB S Tamiami Tr at Babcock Rd (Stop 1569)

Table 29. Estimate of Probable Cost: NB S Tamiami Tr at Babcock Rd (Stop 1569)

Cost Item Cost Roadway items $70,200 Signing and pavement marking items $1,300

Utility, drainage, and lighting items $14,200 Note: Proposed location Miscellaneous items $0 Figure 38. Photo: NB S Tamiami Tr at Babcock Rd (Stop 1569) [16] Subtotal (rounded) $86,000 Maintenance of traffic $9,000 Table 30. Recommendations: NB S Tamiami Tr at Babcock Rd (Stop 1569) Mobilization $10,000 Recommendations and Supporting Improvements . Relocation of bus stop to near side of Babcock Rd. Contingency $21,000 . Bus stop platform extends into swale. Estimate of Probable Cost reflects embankment treatment. Design $19,000 . Connect platform perpendicularly to existing sidewalk. Sidewalk connection includes channelizing drainage. . Single-post sign to be relocated. Construction engineering and inspection $16,000 Total Estimate of Probable Cost (rounded) $170,000

April 2015 | 45 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

Figure 39. Conceptual Design: NB S Tamiami Tr at Babcock Rd (Stop 1569)

46 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

Location #9: SB S Tamiami Tr at Commons Way (Stop 1369)

Table 31. Data Summary: SB S Tamiami Tr at Commons Way (Stop 1369)

Table 32. Estimate of Probable Cost: SB S Tamiami Tr at Commons Way (Stop 1369)

Cost Item Cost

Roadway items $69,700 Note: Proposed location Figure 40. Photo: SB S Tamiami Tr at Commons Way (Stop 1369) [16] Signing and pavement marking items $1,000 Utility, drainage, and lighting items $14,200 Miscellaneous items $0 Subtotal (rounded) $85,000 Maintenance of traffic $9,000 Table 33. Recommendations: SB S Tamiami Tr at Commons Way (Stop 1369) Mobilization $10,000 Recommendations and Supporting Improvements . Bus stop platform extends into swale. Estimate of Probable Cost reflects embankment treatment. Contingency $21,000 . Connect platform perpendicularly to existing sidewalk. Sidewalk connection includes channelizing drainage. Design $19,000

Construction engineering and inspection $15,000

Total Estimate of Probable Cost (rounded) $160,000

April 2015 | 47 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

Figure 41. Conceptual Design: SB S Tamiami Tr at Commons Way (Stop 1369)

48 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

Location #10: EB Dr. Martin Luther King, Jr. Blvd at Flint Dr (Stop 145)

Table 34. Data Summary: EB Dr. Martin Luther King, Jr. Blvd at Flint Dr (Stop 145)

Table 35. Estimate of Probable Cost: EB Dr. Martin Luther King, Jr. Blvd at Flint Dr (Stop 145)

Cost Item Cost Roadway items $51,100 Signing and pavement marking items $800 Utility, drainage, and lighting items $4,800

Figure 42. Photo: EB Dr. Martin Luther King, Jr. Blvd at Flint Dr (Stop 145) [16] Miscellaneous items $2,000 Subtotal (rounded) $59,000 Maintenance of traffic $6,000 Table 36. Recommendations: EB Dr. Martin Luther King, Jr. Blvd at Flint Dr (Stop 145) Mobilization $7,000 Recommendations and Supporting Improvements . Reduction in posted speed to 45 mph is recommended. Otherwise, the conceptual designs for the bus pullouts in Contingency $15,000 this section of Dr. Martin Luther King, Jr. Blvd should include 40 feet of acceleration distance, but this will be diffi- Design $14,000 cult to achieve given the short block lengths and the density of driveways. . Bus stop platform extends into swale. Estimate of Probable Cost reflects embankment treatment. Construction engineering and inspection $11,000 . Ornamental street light to be relocated. . Street trees to be relocated. Total Estimate of Probable Cost (rounded) $120,000 . Manhole to be adjusted. . Valve box to be adjusted.

April 2015 | 49 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

Figure 43. Conceptual Design: EB Dr. Martin Luther King, Jr. Blvd at Flint Dr (Stop 145)

50 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

Location #11: WB Palm Beach Blvd at Shoreland Dr (Stop 666)

Table 37. Data Summary: WB Palm Beach Blvd at Shoreland Dr (Stop 666)

Table 38. Estimate of Probable Cost: WB Palm Beach Blvd at Shoreland Dr (Stop 666)

Cost Item Cost Roadway items $70,000

Note: Proposed location Signing and pavement marking items $1,000 Figure 44. Photo: WB Palm Beach Blvd at Shoreland Dr (Stop 666) [16] Utility, drainage, and lighting items $8,000 Miscellaneous items $1,000 Subtotal (rounded) $80,000 Maintenance of traffic $8,000 Table 39. Recommendations: WB Palm Beach Blvd at Shoreland Dr (Stop 666) Mobilization $9,000 Recommendations and Supporting Improvements . Bus stop platform extends into swale. Estimate of Probable Cost reflects embankment treatment. Contingency $20,000 . Street trees to be relocated. Design $18,000 . Construct sidewalk connection to future mixed-use path (a programmed project). Construction engineering and inspection $14,000 Total Estimate of Probable Cost (rounded) $150,000

April 2015 | 51 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

Figure 45. Conceptual Design: WB Palm Beach Blvd at Shoreland Dr (Stop 666)

52 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

Location #12: WB Palm Beach Blvd at Kingston Dr (Stop 670)

Table 40. Data Summary: WB Palm Beach Blvd at Kingston Dr (Stop 670)

Table 41. Estimate of Probable Cost: WB Palm Beach Blvd at Kingston Dr (Stop 670)

Cost Item Cost Roadway items $43,900 Signing and pavement marking items $900 Note: Proposed location Utility, drainage, and lighting items $5,000 Figure 46. Photo: WB Palm Beach Blvd at Kingston Dr (Stop 670) [16] Miscellaneous items $1,000 Subtotal (rounded) $51,000 Maintenance of traffic $6,000 Table 42. Recommendations: WB Palm Beach Blvd at Kingston Dr (Stop 670) Mobilization $6,000 Recommendations and Supporting Improvements . Relocate stop to block to northeast. Contingency $13,000 . ROW not available for closed bus pullout. Design $12,000 . Street trees to be relocated. . Inlet to be relocated. Construction engineering and inspection $10,000 . Single-post sign to be relocated. Total Estimate of Probable Cost (rounded) $100,000

April 2015 | 53 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

Figure 47. Conceptual Design: WB Palm Beach Blvd at Kingston Dr (Stop 670)

54 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

Figure 48 contains a map of the 12 top-ranked bus pullout locations and the four supplemental bus pullout locations for which conceptual designs and Estimates of Probable Cost are contained in Appendix E.

5.4 SUMMARY OF ESTIMATES OF PROBABLE COST Table 43 summarizes the planning-level Estimates of Probable Cost from Section 5.3. Based on this table, bus pullouts could be constructed at the 12 top-ranked locations (including consolidation of four bus stops into two bus stops) within the available implementation budget of $2 million. The most expensive bus pullout is Location #1, which includes the relocation of a power pole (a high-cost item). As noted previously, Appendix E includes supplemental design concepts and Estimates of Probable Cost for bus pullouts that might be constructed within the available implementation budget if any of the bus pullouts in Table 43 are determined to be less costly than expected or are determined to no longer be viable based on changing circumstances or more detailed design.

Table 43. Summary of Planning-Level Estimates of Probable Cost

Bus Pullout Location Location Esti- Cumulative mate of Proba- Estimate of ble Cost Probable Cost

Location #1: WB Dr. Martin Luther King, Jr. Blvd at Sabal Palm Blvd (Stop 171) $390,000 $390,000

Location #2: WB Lee Blvd at Alvin Ave (Stop 994) $100,000 $490,000

Location #3: NB N Cleveland Ave at Brown Rd (Stop 477) $110,000 $600,000

Location #4: WB Dr. Martin Luther King, Jr. Blvd at Flint Dr and Towles St $130,000 $730,000 (Stops 169 and 170)*

Location #5: EB Dr. Martin Luther King, Jr. Blvd at Barker Blvd and Towles St $120,000 $850,000 (Stops 143 and 144)*

Location #6: WB Dr. Martin Luther King, Jr. Blvd at Rockfill Rd (Stop 167) $190,000 $1,040,000

Location #7: EB Dr. Martin Luther King, Jr. Blvd at Rockfill Rd (Stop 146) $190,000 $1,230,000

Location #8: NB S Tamiami Tr at Babcock Rd (Stop 1569) $170,000 $1,400,000

Location #9: SB S Tamiami Tr at Commons Way (Stop 1369) $160,000 $1,560,000

Location #10: EB Dr. Martin Luther King, Jr. Blvd at Flint Dr (Stop 145) $120,000 $1,680,000

Location #11: WB Palm Beach Blvd at Shoreland Dr (Stop 666) $150,000 $1,830,000

Location #12: WB Palm Beach Blvd at Kingston Dr (Stop 670) $100,000 $1,930,000

*Consolidated bus stops

April 2015 | 55 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

Figure 48. Recommended Bus Pullouts

56 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

6.0 ADDITIONAL RECOMMENDATIONS To support implementation of the bus pullouts for which conceptual designs have been prepared, the following actions are recommended: . It is recommended that LeeTran continue to install flashing LED signs on the rear of the buses. Section 4.3 provides additional details for this recommendation. . It is recommended that Lee MPO and LeeTran coordinate with NCTR to consider a pilot implementation of roadside Yield-to-Bus treatments at Stop 477. At this location, ROW constraints and driveway conflicts preclude the development of bus pullouts with the recommended additional acceleration distance. While available design guidance and anecdotal reports indicate that a bus pullout without the recommended additional acceleration distance may function adequately at this location with appropriate driver training, the higher-speed nature of the roadway suggests that supplemental treatments may be worthy of evaluation. . It is recommended that LeeTran consolidate the bus stops at Stops 169 and 170 and at Stops 143 and 144. Short block lengths, close driveway spacing, and close bus stop spacing preclude the practical implementation of four bus pullouts at these four bus stops. Implementing two bus pullouts to cover these four bus stop locations is viable, and walking distances for transit users will not be increased by more than 400 feet. . It is recommended that FDOT consider implementing improvements that would support reducing the posted speed on Dr. Martin Luther King, Jr. Blvd where bus pullouts are recommended. A reduction in posted speed to 45 mph or less would be consistent with the implementation of minimal bus pullout designs and may offer benefits consistent with Complete Streets principles (e.g., an environment that is more conductive to pedestrian and bicycle travel). A reduction in automobile speed would also support a program of bus stop consolidation, as studies indicate that pedestrians will walk farther in environments that are more comfortable (e.g., where adjacent automobile traffic is slower). . It is recommended that the following opportunities to lower bus pullout implementation costs be explored: ▫ Local government sidewalk maintenance funds ▫ Transit agency bus stop improvement funds ▫ Utility maintenance agreements for utilities in public ROW (pending legislation currently in the Florida House of Representatives) ▫ Opportunities to require new developments to construct bus pullouts

7.0 REFERENCES 1. Transit Facility Handbook. FDOT Districts 1 and 7, October 2007. 2. 2035 Long Range Transportation Plan. Lee MPO, Cape Coral, FL, amended May 2014. 3. Tindale-Oliver & Associates, Inc. Transit Development Plan FY 2012-2021: Final Report. Lee County Transit, Fort Myers, FL, September 2011. 4. "Public Transportation Guidelines." 2012 ODOT Highway Design Manual, Chapter 12. Oregon DOT, Salem, OR, 2012. 5. District 4 Transit Facilities Guidelines. Version 3. FDOT, October 2007. 6. Tindale-Oliver & Associates, Inc. Accessing Transit - Design Handbook for Florida Bus Passenger Facilities. Florida Department of Transportation, Tallahassee, FL, June 2013. 7. WSDOT Design Manual. Chapter 1430: Transit Facilities. Washington State DOT, Olympia, WA, June 2009. 8. Transit Guidelines for Roadway Design and Construction. Pima County DOT, Pima County, AZ, January 2009. 9. Parsons Brinckerhoff. RPTA Bus Stop Program and Standards. Final Report: Findings and Recommenda- tions. Regional Public Transportation Authority, Phoenix, AZ, March 2008. 10. Delaware Valley Regional Planning Commission. SEPTA Bus Stop Design Guidelines. Philadelphia, PA, Octo- ber 2012. 11. LSC Transportation Consultants, Inc., and DOKKEN Engineering. Transit Design Manual. El Dorado County Transit Authority, Diamond Springs, CA, 2007.

April 2015 | 57 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County 12. Manual on Uniform Traffic Control Devices for Streets and Highways. 2009 Edition with Revision Numbers 1 and 2 Incorporated. Federal Highway Administration, Washington, D.C., May 2012. 13. Traffic Engineering Manual. Florida Department of Transportation, Tallahassee, FL, January 2012. 14. Zhou, H., and S. Bromfield. Moving the Bus Back into Traffic Safely - Signing and Lighting Configuration Phase I. National Center for Transit Research at the Center for Urban Transportation Research, Tampa, FL, November 2007. 15. Lin, P., A. Fabregas, E. Gonzalez-Velez, and H. Zhou. Moving the Bus Safely Back into Traffic - Phase II. Final Report. National Center for Transit Research at the Center for Urban Transportation Research, Tampa, FL, September 2010. 16. maps.google.com 17. Lin, P., A. Fabregas, S. Gunpinar, O. Perez-Angon, and B. Behzadi. Recommendations for Yield-to-Bus Traffic Control Devices and Bus Pullout Bays Design Characteristics. Center for Urban Transportation Research, Tampa, FL, April 2013. 18. Kittelson & Associates, Inc., Parsons Brinckerhoff, KFH Group, Inc., Texas A&M Transportation Institute, and Arup. Transit Capacity & Quality of Service Manual. 3rd Edition. TCRP Report 165. Transportation Research Board, Washington, D.C., 2013.

58 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

APPENDIX A This attachment contains excerpts from design documents and guidelines that provide criteria and thresholds for identifying the need for bus pullouts.

TRANSIT FACILITY HANDBOOK (FDOT DISTRICTS 1 AND 7)

April 2015 | A-1 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

DISTRICT 4 TRANSIT FACILITIES GUIDELINES VERSION 3 (FDOT DISTRICT 4)

A-2 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

ACCESSING TRANSIT: DESIGN HANDBOOK FOR FLORIDA BUS PASSENGER FACILITIES (FDOT)

April 2015 | A-3 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

SEPTA BUS STOP DESIGN GUIDELINES (DELAWARE VALLEY REGIONAL PLANNING COMMISSION)

A-4 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

WSDOT DESIGN MANUAL CHAPTER 1430 (WASHINGTON STATE DOT)

April 2015 | A-5 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

TRANSIT GUIDELINES FOR ROADWAY DESIGN AND CONSTRUCTION (PIMA COUNTY DOT)

A-6 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

HIGHWAY DESIGN MANUAL "DESIGN GUIDELINES FOR PUBLIC TRANSPORTATION" (OREGON DOT)

April 2015 | A-7 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

RPTA BUS STOP PROGRAM AND STANDARDS: FINDINGS AND RECOMMENDATIONS (REGIONAL PUBLIC TRANSPORTATION AUTHORITY)

A-8 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

TRANSIT DESIGN MANUAL (EL DORADO COUNTY TRANSIT AUTHORITY)

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APPENDIX B This attachment contains information about the bus stops analyzed in this study and the results of applying the needs and ranking criteria.

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Primary Need Bus Stop Data Criteria Secondary Need Criteria Ranking Scores Avg No. No. Posted Buses AADT Dwell Avg Avg Trans- Crash- Inju- Auto Trans- Bus Cross Auto Bus Im- Stop Direc- Routes Func. No. Speed 2013 per per Time Board- Alight- fer es '09- ries Dwell Vol- fer Vol- Sec- Dwell Vol- Vol- pact No. Street Intersection tion Served Class Lanes (mph) AADT Hour Lane (sec) ings ings Point '13 '09-'13 Speed Crash Time ume Point ume tion Speed Crash Time ume ume Total Score 8 WINKLER AVE BROADWAY AVE E 3 Arterial 4 45 14,300 2 3,575 24 1 0 Y 0 0 Y N N Y Y N N 3 0 0 2 0 5 64.0 9 WINKLER AVE CENTRAL AVE E 2 Arterial 4 45 14,300 2 3,575 16 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 30.3 10 WINKLER AVE EVANS AVE E 2 Arterial 4 45 22,000 1 5,500 15 1 0 Y 0 0 Y N N Y Y N N 3 0 0 2 0 5 25.7 11 WINKLER AVE THE PALM APTS E 2 Arterial 4 45 22,000 1 5,500 26 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 45.1 12 WINKLER AVE CENTER POINTE DR E 2 Arterial 4 45 22,000 1 5,500 7 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 11.6 13 WINKLER AVE METRO PKWY E 2 Arterial 4 45 22,000 1 5,500 36 1 1 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 62.1 14 WINKLER AVE EXT METRO PKWY E 1 Arterial 4 45 21,000 1 5,250 0 0 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 0.0 17 WINKLER AVE EXT SCHOOLHOUSE RD E E 1 Arterial 4 45 21,000 1 5,250 22 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 21.1 18 WINKLER AVE EXT VER. SHOEMAKER BLVD E 1 Arterial 4 45 21,000 1 5,250 0 0 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 0.0 20 WINKLER AVE EXT PROVINCE PARK BLVD E 1 Arterial 4 45 21,000 1 5,250 0 0 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 0.0 21 COLONIAL BLVD WINKLER AVE EXT W 1 Arterial 6 55 48,848 1 8,141 28 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 44.8 24 WINKLER AVE EXT SCHOOLHOUSE RD E W 1 Arterial 4 45 21,000 1 5,250 26 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 24.6 25 WINKLER AVE EXT METRO PKWY W 1 Arterial 4 45 21,000 1 5,250 30 1 1 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 28.7 26 WINKLER AVE CENTER POINTE DR W 2 Arterial 4 45 22,000 1 5,500 34 2 1 N 1 0 Y N Y Y N N N 3 0 2 2 0 7 57.8 27 WINKLER AVE CENTER POINTE DR W 2 Arterial 4 45 22,000 1 5,500 17 0 2 N 0 0 Y N N Y N N N 3 0 0 2 0 5 28.6 28 WINKLER AVE EVANS AVE W 2 Arterial 4 45 22,000 1 5,500 27 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 45.8 120 WINKLER AVE EXT EVANS AVE W 3 Arterial 4 45 14,300 2 3,575 26 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 70.5 121 WINKLER AVE FOWLER ST W 2 Arterial 4 45 14,300 2 3,575 20 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 38.7 143 DR MARTIN L. KING JR BLVD BARKER BLVD E 2 Arterial 4 50 33,500 4 8,375 26 1 1 N 0 0 Y N N Y N N N 4 0 0 2 1 7 133.8 144 DR MARTIN L. KING JR BLVD TOWLES ST E 2 Arterial 4 50 33,500 4 8,375 29 0 1 N 0 0 Y N N Y N N N 4 0 0 2 1 7 150.4 145 DR MARTIN L. KING JR BLVD FLINT DR E 2 Arterial 4 50 33,500 4 8,375 22 0 3 N 0 0 Y N N Y N N N 4 0 0 2 1 7 113.1 146 DR MARTIN L. KING JR BLVD ROCKFILL RD E 2 Arterial 4 50 33,500 4 8,375 24 0 2 N 0 0 Y N N Y N N N 4 0 0 2 1 7 126.1 166 DR MARTIN L. KING JR BLVD JACKSONVILLE ST W 2 Arterial 4 50 33,500 4 8,375 17 0 1 N 0 0 Y N N Y N N N 4 0 0 2 1 7 91.6 167 DR MARTIN L. KING JR BLVD ROCKFILL RD W 2 Arterial 4 50 33,500 4 8,375 27 1 1 N 0 0 Y N N Y N N N 4 0 0 2 1 7 143.2 169 DR MARTIN L. KING JR BLVD FLINT DR W 2 Arterial 4 50 33,500 4 8,375 36 2 1 N 1 0 Y N Y Y N N N 4 0 2 2 1 9 188.5 170 DR MARTIN L. KING JR BLVD TOWLES ST W 2 Arterial 4 50 33,500 4 8,375 24 0 1 N 0 0 Y N N Y N N N 4 0 0 2 1 7 127.4 171 DR MARTIN L. KING JR BLVD SABAL PALM BLVD W 2 Arterial 4 50 33,500 4 8,375 28 1 1 N 1 10 Y N N Y N N N 4 3 0 2 1 10 146.5 198 DANIELS PKWY BELL TOWER DR W 2 Arterial 6 45 45,780 4 7,630 35 2 0 Y 0 0 Y N Y Y Y N N 3 0 2 2 1 8 177.3 251 S CLEVELAND AVE DANIELS PKWY N 2 Arterial 6 45 65,000 2 10,833 42 2 1 N 0 0 Y N Y N N N N 3 0 2 0 0 5 107.2 293 DEL PRADO BLVD S SE 6TH ST N 2 Arterial 6 45 45,765 2 7,628 22 1 0 Y 0 0 Y N N Y Y N N 3 0 0 2 0 5 50.2 294 DEL PRADO BLVD S SE 4TH ST N 2 Arterial 6 45 45,765 2 7,628 23 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 51.4 295 DEL PRADO BLVD S SE 2ND ST N 2 Arterial 6 45 45,765 2 7,628 28 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 63.1 296 DEL PRADO BLVD S HANCOCK BRIDGE PKWY S 1 Arterial 6 45 28,500 1 4,750 0 0 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 0.0 297 DEL PRADO BLVD N NE 2ND ST S 1 Arterial 6 45 28,500 1 4,750 8 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 7.8 298 DEL PRADO BLVD N NE 2ND TER S 1 Arterial 6 45 28,500 1 4,750 0 0 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 0.0 299 DEL PRADO BLVD N NE 3RD TER S 1 Arterial 6 45 28,500 1 4,750 0 0 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 0.0 300 DEL PRADO BLVD N NE 6TH TER S 1 Arterial 6 45 28,500 1 4,750 16 1 0 Y 0 0 Y N N Y Y N N 3 0 0 2 0 5 15.0 301 PINE ISLAND RD DEL PRADO BLVD N S 1 Arterial 4 45 37,500 1 9,375 27 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 25.7

April 2015 | B-3 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

Primary Need Bus Stop Data Criteria Secondary Need Criteria Ranking Scores Avg No. No. Posted Buses AADT Dwell Avg Avg Trans- Crash- Inju- Auto Trans- Bus Cross Auto Bus Im- Stop Direc- Routes Func. No. Speed 2013 per per Time Board- Alight- fer es '09- ries Dwell Vol- fer Vol- Sec- Dwell Vol- Vol- pact No. Street Intersection tion Served Class Lanes (mph) AADT Hour Lane (sec) ings ings Point '13 '09-'13 Speed Crash Time ume Point ume tion Speed Crash Time ume ume Total Score 302 PINE ISLAND RD NE 15TH AVE S 1 Arterial 4 45 37,500 1 9,375 0 0 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 0.0 303 PINE ISLAND RD NE 11TH PL S 1 Arterial 4 45 37,500 1 9,375 0 0 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 0.0 304 PINE ISLAND RD 1059 NE PINE ISLAND RD S 1 Arterial 4 45 37,500 1 9,375 17 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 16.2 305 PINE ISLAND RD ANDALUSIA BLVD S 1 Arterial 4 45 37,500 1 9,375 26 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 25.5 314 SANTA BARBARA BLVD SE 5TH ST S 1 Arterial 6 45 16,600 1 2,767 21 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 20.2 315 SANTA BARBARA BLVD SE 3RD ST S 1 Arterial 6 45 16,600 1 2,767 35 1 0 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 33.8 316 SANTA BARBARA BLVD SE 8TH ST S 1 Arterial 6 45 16,600 1 2,767 24 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 23.5 317 SANTA BARBARA BLVD SW 3RD AVE S 1 Arterial 6 45 16,600 1 2,767 15 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 14.8 318 SANTA BARBARA BLVD NICHOLAS PKWY NW S 1 Arterial 6 45 16,600 1 2,767 23 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 22.0 320 SANTA BARBARA BLVD SW 13TH TER S 1 Arterial 6 45 16,600 1 2,767 45 2 0 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 43.0 321 SANTA BARBARA BLVD SE 15TH TER S 1 Arterial 6 45 16,600 1 2,767 77 1 0 N 0 0 Y N Y Y N N N 3 0 3 2 0 8 74.2 322 SANTA BARBARA BLVD SE 17TH ST S 1 Arterial 6 45 16,600 1 2,767 23 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 22.3 324 SANTA BARBARA BLVD SW 20TH ST S 1 Arterial 6 45 16,600 1 2,767 33 2 0 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 31.6 325 SANTA BARBARA BLVD 2128 SANTA BARB. BLVD S 1 Arterial 6 45 21,805 1 3,634 0 0 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 0.0 326 SANTA BARBARA BLVD SW 22ND TER S 1 Arterial 6 45 21,805 1 3,634 20 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 19.4 355 SANTA BARBARA BLVD SE 24TH ST N 1 Arterial 6 45 21,805 1 3,634 19 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 18.6 356 SANTA BARBARA BLVD SE 21ST ST N 1 Arterial 6 45 21,805 1 3,634 18 0 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 17.4 357 SANTA BARBARA BLVD SE 20TH ST N 1 Arterial 6 45 16,600 1 2,767 20 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 19.0 360 SANTA BARBARA BLVD SE 17TH ST N 1 Arterial 6 45 16,600 1 2,767 0 0 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 0.0 362 SANTA BARBARA BLVD SE 15TH TER N 1 Arterial 6 45 16,600 1 2,767 18 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 17.8 363 SANTA BARBARA BLVD SE 2ND ST N 1 Arterial 6 45 16,600 1 2,767 15 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 14.0 365 SANTA BARBARA BLVD SE 11TH TER N 1 Arterial 6 45 16,600 1 2,767 27 1 1 N 1 4 Y N N Y N N N 3 1 0 2 0 6 26.4 366 SANTA BARBARA BLVD NICHOLAS PKWY E N 1 Arterial 6 45 16,600 1 2,767 16 0 2 N 0 0 Y N N Y N N N 3 0 0 2 0 5 15.0 367 SANTA BARBARA BLVD SW 9TH TER N 1 Arterial 6 45 16,600 1 2,767 0 0 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 0.0 368 SANTA BARBARA BLVD SE 8TH ST N 1 Arterial 6 45 16,600 1 2,767 37 1 0 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 35.3 369 SANTA BARBARA BLVD SE 4TH TERR N 1 Arterial 6 45 16,600 1 2,767 21 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 20.3 370 SANTA BARBARA BLVD SE 3RD TER N 1 Arterial 6 45 16,600 1 2,767 0 0 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 0.0 371 SANTA BARBARA BLVD X MID-CAPE TER N 1 Arterial 6 45 16,600 1 2,767 26 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 24.6 378 PINE ISLAND RD NE 7TH PL N 1 Arterial 4 45 37,500 1 9,375 22 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 21.5 379 PINE ISLAND RD ANDALUSIA BLVD N 1 Arterial 4 45 37,500 1 9,375 15 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 14.9 380 PINE ISLAND RD 1036 NE PINE ISLAND RD N 1 Arterial 4 45 37,500 1 9,375 0 0 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 0.0 381 PINE ISLAND RD 1056 NE PINE ISLAND RD N 1 Arterial 4 45 37,500 1 9,375 0 0 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 0.0 382 PINE ISLAND RD NE 11TH PL N 1 Arterial 4 45 37,500 1 9,375 6 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 5.8 383 PINE ISLAND RD 1310 NE PINE ISLAND RD N 1 Arterial 4 45 37,500 1 9,375 0 0 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 0.0 384 PINE ISLAND RD NE 15TH AVE N 1 Arterial 4 45 37,500 1 9,375 6 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 5.4 385 PINE ISLAND RD 1500 NE PINE ISLAND RD N 1 Arterial 4 45 37,500 1 9,375 18 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 17.1 386 PINE ISLAND RD DEL PRADO BLVD N N 1 Arterial 4 45 37,500 1 9,375 36 0 2 Y 0 0 Y N Y Y Y N N 3 0 2 2 0 7 34.2 387 DEL PRADO BLVD N NE 7TH ST N 2 Arterial 6 45 28,500 2 4,750 40 1 1 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 88.9

B-4 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

Primary Need Bus Stop Data Criteria Secondary Need Criteria Ranking Scores Avg No. No. Posted Buses AADT Dwell Avg Avg Trans- Crash- Inju- Auto Trans- Bus Cross Auto Bus Im- Stop Direc- Routes Func. No. Speed 2013 per per Time Board- Alight- fer es '09- ries Dwell Vol- fer Vol- Sec- Dwell Vol- Vol- pact No. Street Intersection tion Served Class Lanes (mph) AADT Hour Lane (sec) ings ings Point '13 '09-'13 Speed Crash Time ume Point ume tion Speed Crash Time ume ume Total Score 388 DEL PRADO BLVD N NE 5TH TER N 1 Arterial 6 45 28,500 1 4,750 11 1 1 Y 0 0 Y N N Y Y N N 3 0 0 2 0 5 10.7 389 DEL PRADO BLVD N NE 4TH TER N 1 Arterial 6 45 28,500 1 4,750 24 0 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 23.1 390 DEL PRADO BLVD N NE 3RD TER N 1 Arterial 6 45 28,500 1 4,750 23 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 22.0 391 DEL PRADO BLVD N NE 2ND ST N 1 Arterial 6 45 28,500 1 4,750 24 0 2 N 0 0 Y N N Y N N N 3 0 0 2 0 5 23.3 392 DEL PRADO BLVD S HANCOCK BRIDGE PKWY N 1 Arterial 6 45 28,500 1 4,750 119 1 1 N 0 0 Y N Y Y N N N 3 0 3 2 0 8 115.1 393 DEL PRADO BLVD S HANCOCK BRIDGE PKWY S 2 Arterial 6 45 45,765 2 7,628 22 1 2 Y 0 0 Y N N Y Y N N 3 0 0 2 0 5 50.0 394 DEL PRADO BLVD S SE 2ND ST S 2 Arterial 6 45 45,765 2 7,628 15 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 32.7 395 DEL PRADO BLVD S SE 4TH ST S 2 Arterial 6 45 45,765 2 7,628 27 0 2 N 0 0 Y N N Y N N N 3 0 0 2 0 5 61.7 467 N CLEVELAND AVE HANCOCK BRIDGE PKWY N 2 Arterial 4 45 36,427 4 9,107 41 1 2 N 0 0 Y N Y Y N N N 3 0 2 2 1 8 203.7 477 N CLEVELAND AVE BROWN RD N 2 Arterial 4 55 30,500 4 7,625 40 0 3 N 0 0 Y N Y Y N N N 4 0 2 2 1 9 246.0 478 MERCHANTS CROSSING N TAMIAMI TRL S 1 Arterial 4 55 23,500 1 5,875 324 1 1 Y 0 0 Y N Y Y Y N N 4 0 3 2 0 9 508.5 495 BAYSHORE RD HART RD E 1 Arterial 4 50 26,500 1 6,625 33 1 1 N 0 0 Y N Y Y N N N 4 0 2 2 0 8 47.2 496 BAYSHORE RD WHALEYS DR E 1 Arterial 4 50 26,500 1 6,625 8 1 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 11.1 497 BAYSHORE RD FLAMINGO DR E 1 Arterial 4 50 26,500 1 6,625 15 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 21.8 499 BAYSHORE RD COON RD W 1 Arterial 4 50 26,500 1 6,625 42 1 1 N 0 0 Y N Y Y N N N 4 0 2 2 0 8 59.7 501 BAYSHORE RD TWIN BROOKS RD W 1 Arterial 4 50 26,500 1 6,625 32 1 0 N 0 0 Y N Y Y N N N 4 0 2 2 0 8 45.5 502 BAYSHORE RD LANTERN LN W 1 Arterial 4 50 26,500 1 6,625 20 1 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 28.5 503 BAYSHORE RD SHORELINE BLVD W 1 Arterial 4 50 26,500 1 6,625 18 1 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 25.6 548 PINE ISLAND RD JUDD CREEK BLVD W 1 Arterial 4 45 27,000 1 6,750 174 1 1 N 0 0 Y N Y Y N N N 3 0 3 2 0 8 224.3 549 N CLEVELAND AVE DYKE AVE N 1 Arterial 4 55 18,500 1 4,625 20 1 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 31.1 550 N CLEVELAND AVE LEESURE LN N 1 Arterial 4 55 18,500 1 4,625 21 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 32.3 551 N CLEVELAND AVE NORTH FORK DR N 1 Arterial 4 55 18,500 1 4,625 33 1 0 N 0 0 Y N Y Y N N N 4 0 2 2 0 8 52.6 583 BAYSHORE RD CARRIAGE LN W 1 Arterial 4 50 31,500 1 7,875 27 1 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 38.2 584 BAYSHORE RD WASHINGTON DR W 1 Arterial 4 50 31,500 1 7,875 33 1 0 N 0 0 Y N Y Y N N N 4 0 2 2 0 8 46.9 585 BAYSHORE RD N EVALENA LN W 1 Arterial 4 50 31,500 1 7,875 26 1 0 N 1 5 Y N N Y N N N 4 2 0 2 0 8 37.0 586 BAYSHORE RD IXORA DR W 1 Arterial 4 50 31,500 1 7,875 12 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 17.1 588 BAYSHORE RD N TAMIAMI TRL W 1 Arterial 4 40 31,500 1 7,875 42 1 1 N 0 0 Y N Y Y N N N 2 0 2 2 0 6 47.8 589 PINE ISLAND RD N TAMIAMI TRL W 1 Arterial 4 40 25,000 1 6,250 33 2 0 N 0 0 Y N Y Y N N N 2 0 2 2 0 6 37.5 590 PINE ISLAND RD PINEY RD W 1 Arterial 4 40 25,000 1 6,250 27 0 1 N 0 0 Y N N Y N N N 2 0 0 2 0 4 31.3 591 PINE ISLAND RD PACIFIC AVE W 1 Arterial 4 40 25,000 1 6,250 15 0 1 N 0 0 Y N N Y N N N 2 0 0 2 0 4 16.8 596 N CLEVELAND AVE STOCKTON ST S 0 Arterial 4 55 23,500 0 5,875 0 0 0 Y 0 0 Y N N Y Y N N 4 0 0 2 0 6 0.0 597 N CLEVELAND AVE PINE ISLAND RD NW S 1 Arterial 4 55 30,500 3 7,625 36 1 0 N 1 5 Y N Y Y N N N 4 2 2 2 0 10 166.9 609 N CLEVELAND AVE PONDELLA RD S 2 Arterial 4 45 39,000 4 9,750 38 2 1 N 0 0 Y N Y Y N N N 3 0 2 2 1 8 192.9 614 SECOND ST EVANS AVE E 2 Local 2 35 600 2 300 30 1 1 N 0 0 Y N N N N N Y 0 0 0 0 0 0 57.7 615 SECOND ST CRANFORD AVE E 2 Local 2 35 10,000 2 5,000 7 0 1 N 0 0 Y N N Y N N Y 0 0 0 2 0 2 14.2 616 SECOND ST SEABOARD ST E 2 Local 2 35 10,000 2 5,000 27 1 1 N 0 0 Y N N Y N N Y 0 0 0 2 0 2 51.5 619 PALM BEACH BLVD MARION ST E 1 Arterial 4 45 18,000 2 4,500 0 0 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 0.0 620 PALM BEACH BLVD SHORT ST E 1 Arterial 4 45 18,000 2 4,500 26 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 64.6

April 2015 | B-5 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

Primary Need Bus Stop Data Criteria Secondary Need Criteria Ranking Scores Avg No. No. Posted Buses AADT Dwell Avg Avg Trans- Crash- Inju- Auto Trans- Bus Cross Auto Bus Im- Stop Direc- Routes Func. No. Speed 2013 per per Time Board- Alight- fer es '09- ries Dwell Vol- fer Vol- Sec- Dwell Vol- Vol- pact No. Street Intersection tion Served Class Lanes (mph) AADT Hour Lane (sec) ings ings Point '13 '09-'13 Speed Crash Time ume Point ume tion Speed Crash Time ume ume Total Score 621 PALM BEACH BLVD TARPON ST E 1 Arterial 4 45 18,000 2 4,500 16 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 41.0 622 PALM BEACH BLVD FAIRVIEW AVE E 1 Arterial 4 45 21,000 2 5,250 25 1 1 N 1 1 Y N N Y N N N 3 1 0 2 0 6 63.5 623 PALM BEACH BLVD PROSPECT AVE E 1 Arterial 4 45 21,000 2 5,250 22 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 56.0 624 PALM BEACH BLVD NEW YORK DR E 1 Arterial 4 45 21,000 2 5,250 21 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 52.2 625 PALM BEACH BLVD TYRONE AVE E 1 Arterial 4 45 21,000 2 5,250 26 0 3 N 0 0 Y N N Y N N N 3 0 0 2 0 5 64.8 626 PALM BEACH BLVD FIGUERA AVE E 2 Arterial 4 45 21,000 3 5,250 28 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 104.6 627 PALM BEACH BLVD ORTIZ AVE E 1 Arterial 6 45 22,000 2 3,667 18 1 1 Y 0 0 Y N N Y Y N N 3 0 0 2 0 5 45.3 628 PALM BEACH BLVD BELLAIR RD E 1 Arterial 6 45 22,000 2 3,667 15 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 38.0 629 PALM BEACH BLVD BALBOA AVE E 1 Arterial 6 45 22,000 2 3,667 16 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 40.7 630 PALM BEACH BLVD ALTA VISTA AVE E 1 Arterial 6 45 22,000 2 3,667 24 0 2 N 0 0 Y N N Y N N N 3 0 0 2 0 5 59.6 631 PALM BEACH BLVD RICHMOND AVE E 1 Arterial 6 45 22,000 2 3,667 23 1 2 N 0 0 Y N N Y N N N 3 0 0 2 0 5 57.4 632 PALM BEACH BLVD ORANGE RIVER BLVD E 1 Arterial 6 45 22,000 2 3,667 20 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 49.4 633 PALM BEACH BLVD ORANGE RIVER BLVD E 1 Arterial 6 45 26,228 2 4,371 18 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 45.8 634 PALM BEACH BLVD SHORELAND DR E 1 Arterial 6 55 26,228 2 4,371 11 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 32.9 635 PALM BEACH BLVD JOPPA LN E 1 Arterial 6 55 26,228 2 4,371 12 0 2 N 0 0 Y N N Y N N N 4 0 0 2 0 6 36.1 636 PALM BEACH BLVD DUSTY TRL E 1 Arterial 6 55 26,228 2 4,371 0 0 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 0.0 637 PALM BEACH BLVD VERANDAH BLVD E 1 Arterial 6 55 26,228 2 4,371 16 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 49.8 638 PALM BEACH BLVD WILDWOOD LN E 1 Arterial 6 55 26,228 2 4,371 0 0 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 0.0 639 PALM BEACH BLVD WEST RD E 1 Arterial 4 45 28,500 2 7,125 14 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 34.2 640 PALM BEACH BLVD LAKEVIEW DR E 1 Arterial 4 45 28,500 2 7,125 18 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 44.2 641 PALM BEACH BLVD DAVIS BLVD E 1 Arterial 4 45 28,500 2 7,125 18 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 45.8 642 PALM BEACH BLVD PARKER AVE E 1 Arterial 4 45 28,500 2 7,125 16 0 2 N 0 0 Y N N Y N N N 3 0 0 2 0 5 40.9 643 PALM BEACH BLVD RIVER RIDGE BLVD E 1 Arterial 4 45 28,500 2 7,125 10 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 25.1 644 PALM BEACH BLVD W CYPRESS AVE E 1 Arterial 4 45 28,500 2 7,125 18 0 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 44.8 645 PALM BEACH BLVD UPCOHALL AVE E 1 Arterial 4 45 28,500 2 7,125 15 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 37.9 646 PALM BEACH BLVD POINCIANA BLVD E 1 Arterial 4 45 28,500 2 7,125 18 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 45.9 647 PALM BEACH BLVD VERANDAH BLVD E 1 Arterial 4 45 28,500 2 7,125 16 0 1 N 1 3 Y N N Y N N N 3 1 0 2 0 6 38.9 648 PALM BEACH BLVD WEBER BLVD E 1 Arterial 4 45 28,500 2 7,125 15 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 38.1 649 PALM BEACH BLVD CARTAGENA AVE E 1 Arterial 4 45 28,500 2 7,125 24 0 4 N 0 0 Y N N Y N N N 3 0 0 2 0 5 59.6 651 PALM BEACH BLVD LORING WAY W 1 Arterial 4 45 28,500 2 7,125 19 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 47.1 652 PALM BEACH BLVD CARTAGENA AVE W 1 Arterial 4 45 28,500 2 7,125 22 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 53.9 653 PALM BEACH BLVD WEBER BLVD W 1 Arterial 4 45 28,500 2 7,125 22 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 56.0 654 PALM BEACH BLVD POINCIANA BLVD W 1 Arterial 4 45 28,500 2 7,125 24 2 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 60.6 655 PALM BEACH BLVD UPCOHALL AVE W 1 Arterial 4 45 28,500 2 7,125 27 2 0 N 1 1 Y N N Y N N N 3 1 0 2 0 6 67.3 656 PALM BEACH BLVD W CYPRESS AVE W 1 Arterial 4 45 28,500 2 7,125 25 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 62.5 657 PALM BEACH BLVD RIVER RIDGE BLVD W 1 Arterial 4 45 28,500 2 7,125 23 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 57.3 658 PALM BEACH BLVD PARKER AVE W 1 Arterial 4 45 28,500 2 7,125 21 1 0 N 1 3 Y N N Y N N N 3 1 0 2 0 6 52.7 659 PALM BEACH BLVD DAVIS BLVD W 1 Arterial 4 45 28,500 2 7,125 14 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 34.1

B-6 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

Primary Need Bus Stop Data Criteria Secondary Need Criteria Ranking Scores Avg No. No. Posted Buses AADT Dwell Avg Avg Trans- Crash- Inju- Auto Trans- Bus Cross Auto Bus Im- Stop Direc- Routes Func. No. Speed 2013 per per Time Board- Alight- fer es '09- ries Dwell Vol- fer Vol- Sec- Dwell Vol- Vol- pact No. Street Intersection tion Served Class Lanes (mph) AADT Hour Lane (sec) ings ings Point '13 '09-'13 Speed Crash Time ume Point ume tion Speed Crash Time ume ume Total Score 660 PALM BEACH BLVD LAKEVIEW DR W 1 Arterial 4 45 28,500 2 7,125 15 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 37.2 661 PALM BEACH BLVD WEST RD W 1 Arterial 4 45 28,500 2 7,125 23 1 0 N 2 5 Y N N Y N N N 3 2 0 2 0 7 58.1 662 PALM BEACH BLVD WILDWOOD LN W 1 Arterial 6 55 26,228 2 4,371 14 2 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 41.2 663 PALM BEACH BLVD VERANDAH BLVD W 1 Arterial 6 55 26,228 2 4,371 17 1 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 50.8 664 PALM BEACH BLVD DUSTY TRL W 1 Arterial 6 55 26,228 2 4,371 16 1 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 48.5 665 PALM BEACH BLVD JOPPA LN W 1 Arterial 6 55 26,228 2 4,371 17 1 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 50.3 666 PALM BEACH BLVD SHORELAND DR W 1 Arterial 6 55 26,228 2 4,371 33 1 1 N 0 0 Y N Y Y N N N 4 0 2 2 0 8 99.6 667 PALM BEACH BLVD LOUISE ST W 1 Arterial 6 45 26,228 2 4,371 31 0 1 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 78.5 668 PALM BEACH BLVD MORSE PLAZA W 1 Arterial 6 45 22,000 2 3,667 27 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 68.1 669 PALM BEACH BLVD MORSE PLAZA W 1 Arterial 6 45 22,000 2 3,667 29 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 73.6 670 PALM BEACH BLVD KINGSTON DR W 1 Arterial 6 45 22,000 2 3,667 35 2 0 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 88.3 671 PALM BEACH BLVD BUENA VISTA BLVD W 1 Arterial 6 45 22,000 2 3,667 17 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 41.5 672 PALM BEACH BLVD BELLAIR RD W 1 Arterial 6 45 22,000 2 3,667 28 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 69.3 673 PALM BEACH BLVD ROYAL PALM PARK RD W 1 Arterial 4 45 21,000 2 5,250 29 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 71.8 674 PALM BEACH BLVD BALTIMORE AVE W 1 Arterial 4 45 21,000 2 5,250 30 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 74.6 675 PALM BEACH BLVD NEW YORK DR W 1 Arterial 4 45 1,800 2 450 36 1 1 N 1 1 Y N Y N N N N 3 1 2 0 0 6 89.3 676 PALM BEACH BLVD ADAMS AVE W 1 Arterial 4 45 21,000 2 5,250 20 2 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 50.7 677 PALM BEACH BLVD FAIRVIEW AVE W 1 Arterial 4 45 21,000 2 5,250 35 1 1 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 86.1 682 PALM BEACH BLVD TARPON ST W 1 Arterial 4 45 18,000 2 4,500 23 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 56.9 683 PALM BEACH BLVD FREEMONT ST W 1 Arterial 4 45 18,000 2 4,500 24 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 58.9 684 PALM BEACH BLVD MARION ST W 1 Arterial 4 45 18,000 2 4,500 33 1 0 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 82.7 685 PALM BEACH BLVD FRIERSON ST W 1 Arterial 2 35 7,200 2 3,600 21 1 0 N 0 0 Y N N Y N N Y 0 0 0 2 0 2 41.2 687 FIRST ST PALM AVE W 2 Arterial 2 35 7,200 2 3,600 22 1 1 N 0 0 Y N N Y N N Y 0 0 0 2 0 2 42.7 689 FIRST ST EVANS AVE W 2 Arterial 2 35 600 2 300 35 1 1 N 0 0 Y N Y N N N Y 0 0 2 0 0 2 68.4 690 FIRST ST PARK AVE W 2 Arterial 2 35 7,200 2 3,600 13 1 0 N 0 0 Y N N Y N N Y 0 0 0 2 0 2 24.5 691 FIRST ST WOODFORD AVE W 2 Arterial 2 35 7,200 2 3,600 49 1 1 N 0 0 Y N Y Y N N Y 0 0 2 2 0 4 95.2 696 COLONIAL BLVD SOLOMON BLVD E 2 Arterial 6 45 53,000 2 8,833 27 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 55.7 697 COLONIAL BLVD EVANS AVE E 2 Arterial 6 45 65,500 2 10,917 17 0 1 N 0 0 Y N N N N N N 3 0 0 0 0 3 35.0 698 COLONIAL BLVD EVANS AVE E 1 Arterial 6 45 65,500 1 10,917 22 0 0 N 0 0 Y N N N N N N 3 0 0 0 0 3 28.9 699 COLONIAL BLVD METRO PKWY E 1 Arterial 6 45 65,500 1 10,917 21 0 1 N 0 0 Y N N N N N N 3 0 0 0 0 3 28.4 700 COLONIAL BLVD METRO PKWY E 1 Arterial 6 55 55,500 1 9,250 22 0 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 35.0 701 COLONIAL BLVD DEER RUN FARMS RD E 1 Arterial 6 55 55,500 1 9,250 26 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 41.6 702 WINKLER AVE EXT COLONIAL BLVD E 1 Arterial 4 45 4,700 1 1,175 0 0 0 N 0 0 Y N N N N N N 3 0 0 0 0 3 0.0 707 COLONIAL BLVD COLONIAL CC BLVD E 1 Arterial 4 55 39,500 1 9,875 21 1 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 34.3 725 DEL PRADO BLVD S VETERANS PKWY N 3 Arterial 6 45 58,000 3 9,667 34 1 1 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 108.6 726 DEL PRADO BLVD S SE 20TH ST N 1 Arterial 6 45 45,765 1 7,628 21 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 26.8 727 DEL PRADO BLVD S FOUR MILE COVE PKWY N 1 Arterial 6 45 45,765 1 7,628 23 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 29.3 728 DEL PRADO BLVD S SE 17TH ST N 1 Arterial 6 45 45,765 1 7,628 20 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 26.1

April 2015 | B-7 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

Primary Need Bus Stop Data Criteria Secondary Need Criteria Ranking Scores Avg No. No. Posted Buses AADT Dwell Avg Avg Trans- Crash- Inju- Auto Trans- Bus Cross Auto Bus Im- Stop Direc- Routes Func. No. Speed 2013 per per Time Board- Alight- fer es '09- ries Dwell Vol- fer Vol- Sec- Dwell Vol- Vol- pact No. Street Intersection tion Served Class Lanes (mph) AADT Hour Lane (sec) ings ings Point '13 '09-'13 Speed Crash Time ume Point ume tion Speed Crash Time ume ume Total Score 729 DEL PRADO BLVD S SE 17TH ST N 1 Arterial 6 45 45,765 1 7,628 40 1 1 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 52.0 730 DEL PRADO BLVD S SE 15TH TER N 1 Arterial 6 45 45,765 1 7,628 20 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 25.7 731 DEL PRADO BLVD S SE 15TH TER N 1 Arterial 6 45 45,765 1 7,628 19 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 24.1 732 DEL PRADO BLVD S SE 14TH ST N 1 Arterial 6 45 45,765 1 7,628 21 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 26.6 733 DEL PRADO BLVD S SE 12TH TER N 1 Arterial 6 45 45,765 1 7,628 22 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 28.4 734 DEL PRADO BLVD S SE 10TH TER N 1 Arterial 6 45 45,765 1 7,628 21 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 27.5 735 DEL PRADO BLVD S VISCAYA PKWY N 1 Arterial 6 45 45,765 1 7,628 39 2 0 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 50.7 766 N CLEVELAND AVE HANCOCK BRIDGE PKWY S 2 Arterial 4 45 36,427 4 9,107 33 1 0 N 0 0 Y N Y Y N N N 3 0 2 2 1 8 166.1 767 N CLEVELAND AVE MARINATOWN LN S 2 Arterial 4 45 36,427 4 9,107 32 1 1 N 0 0 Y N Y Y N N N 3 0 2 2 1 8 160.1 768 N CLEVELAND AVE NORTH KEY DR S 2 Arterial 4 45 36,427 4 9,107 32 2 0 N 0 0 Y N Y Y N N N 3 0 2 2 1 8 161.5 769 N CLEVELAND AVE NORTH KEY DR N 2 Arterial 4 45 36,427 4 9,107 24 0 1 N 0 0 Y N N Y N N N 3 0 0 2 1 6 120.1 802 DEL PRADO BLVD S SE 8TH TER S 1 Arterial 6 45 45,765 1 7,628 0 0 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 0.0 803 DEL PRADO BLVD S VISCAYA PKWY S 1 Arterial 6 45 45,765 1 7,628 26 1 5 N 0 0 Y N N Y N N N 3 0 0 2 0 5 33.2 804 DEL PRADO BLVD S SE 10TH TER S 1 Arterial 6 45 45,765 1 7,628 31 1 0 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 39.3 805 DEL PRADO BLVD S SE 13TH ST S 1 Arterial 6 45 45,765 1 7,628 22 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 28.6 806 DEL PRADO BLVD S SE 14TH ST S 1 Arterial 6 45 45,765 1 7,628 22 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 27.6 807 DEL PRADO BLVD S SE 15TH TER S 1 Arterial 6 45 45,765 1 7,628 8 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 10.7 808 DEL PRADO BLVD S SE 16TH TER S 1 Arterial 6 45 45,765 1 7,628 30 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 38.1 809 DEL PRADO BLVD S SE 17TH ST S 1 Arterial 6 45 45,765 1 7,628 26 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 34.0 810 DEL PRADO BLVD S FOUR MILE COVE PKWY S 1 Arterial 6 45 45,765 1 7,628 24 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 30.7 811 DEL PRADO BLVD S FOUR MILE COVE PKWY S 1 Arterial 6 45 45,765 1 7,628 0 0 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 0.0 832 LEE BLVD SR 82 E 1 Arterial 6 50 31,079 1 5,180 26 1 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 38.8 833 LEE BLVD LEONARD BLVD N E 1 Arterial 6 50 31,079 1 5,180 17 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 24.7 834 LEE BLVD WESTGATE BLVD E 1 Arterial 6 50 31,079 1 5,180 32 1 1 N 0 0 Y N Y Y N N N 4 0 2 2 0 8 47.0 836 LEE BLVD AIM AVE E 1 Arterial 6 50 31,079 1 5,180 19 1 1 N 1 8 Y N N Y N N N 4 2 0 2 0 8 27.5 837 LEE BLVD JACK AVE N E 1 Arterial 6 50 31,079 1 5,180 20 1 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 29.2 838 LEE BLVD HAROLD AVE N E 1 Arterial 6 50 31,079 1 5,180 21 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 30.2 839 LEE BLVD GUNNERY RD N E 1 Arterial 6 45 38,500 1 6,417 35 1 3 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 45.7 840 LEE BLVD DOUGLAS AVE N E 1 Arterial 6 45 38,500 1 6,417 20 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 26.3 841 LEE BLVD COLIN AVE N E 1 Arterial 6 45 38,500 1 6,417 23 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 31.0 842 LEE BLVD BRUCE AVE N E 1 Arterial 6 45 38,500 1 6,417 19 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 25.7 843 LEE BLVD YVONNE AVE N E 1 Arterial 6 45 38,500 1 6,417 15 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 20.2 844 LEE BLVD SARA AVE N E 1 Arterial 6 45 38,500 1 6,417 21 0 2 N 0 0 Y N N Y N N N 3 0 0 2 0 5 27.3 845 LEE BLVD SUNSHINE BLVD N E 1 Arterial 6 45 38,500 1 6,417 21 0 2 N 0 0 Y N N Y N N N 3 0 0 2 0 5 27.8 846 LEE BLVD JOAN AVE N E 1 Arterial 6 45 38,500 1 6,417 16 0 2 N 0 0 Y N N Y N N N 3 0 0 2 0 5 20.8 847 LEE BLVD IDA AVE N E 1 Arterial 6 45 38,500 1 6,417 16 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 21.3 848 LEE BLVD HANNA AVE E 1 Arterial 6 45 38,500 1 6,417 18 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 24.3 849 LEE BLVD BELLA CT E 1 Arterial 6 45 38,500 1 6,417 27 1 2 N 0 0 Y N N Y N N N 3 0 0 2 0 5 36.3

B-8 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

Primary Need Bus Stop Data Criteria Secondary Need Criteria Ranking Scores Avg No. No. Posted Buses AADT Dwell Avg Avg Trans- Crash- Inju- Auto Trans- Bus Cross Auto Bus Im- Stop Direc- Routes Func. No. Speed 2013 per per Time Board- Alight- fer es '09- ries Dwell Vol- fer Vol- Sec- Dwell Vol- Vol- pact No. Street Intersection tion Served Class Lanes (mph) AADT Hour Lane (sec) ings ings Point '13 '09-'13 Speed Crash Time ume Point ume tion Speed Crash Time ume ume Total Score 850 LEE BLVD 1ST ST W E 1 Arterial 6 45 38,500 1 6,417 39 1 1 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 51.6 851 LEE BLVD LEXINGTON E 1 Arterial 6 45 38,500 1 6,417 21 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 27.5 852 LEE BLVD HAZELWOOD AVE S E 1 Arterial 6 45 38,500 1 6,417 22 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 29.6 974 LEE BLVD HOMESTEAD RD N W 1 Arterial 6 45 38,500 1 6,417 29 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 37.8 975 LEE BLVD HAZELWOOD AVE S W 1 Arterial 6 45 38,500 1 6,417 23 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 30.4 976 LEE BLVD 1ST ST W W 1 Arterial 6 45 38,500 1 6,417 29 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 38.2 977 LEE BLVD 1ST ST W W 1 Arterial 6 45 38,500 1 6,417 18 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 24.0 978 LEE BLVD BELLA CT W 1 Arterial 6 45 38,500 1 6,417 27 2 1 N 2 3 Y N N Y N N N 3 1 0 2 0 6 35.2 979 LEE BLVD HANNA AVE W 1 Arterial 6 45 38,500 1 6,417 19 0 0 N 1 1 Y N N Y N N N 3 1 0 2 0 6 25.6 980 LEE BLVD IDA AVE N W 1 Arterial 6 45 38,500 1 6,417 24 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 32.2 981 LEE BLVD JOAN AVE N W 1 Arterial 6 45 38,500 1 6,417 19 0 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 25.0 982 LEE BLVD SUNSHINE BLVD W 1 Arterial 6 45 38,500 1 6,417 42 2 0 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 55.3 983 LEE BLVD SARA AVE N W 1 Arterial 6 45 38,500 1 6,417 25 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 32.9 984 LEE BLVD XELDA AVE N W 1 Arterial 6 45 38,500 1 6,417 25 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 33.5 985 LEE BLVD BRIAN AVE N W 1 Arterial 6 45 38,500 1 6,417 26 0 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 34.6 986 LEE BLVD COLIN AVE N W 1 Arterial 6 45 38,500 1 6,417 20 1 0 N 1 0 Y N N Y N N N 3 0 0 2 0 5 27.1 987 LEE BLVD DOUGLAS AVE W 1 Arterial 6 45 38,500 1 6,417 22 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 28.7 988 LEE BLVD GUNNERY RD N W 1 Arterial 6 45 31,079 1 5,180 55 3 1 N 1 4 Y N Y Y N N N 3 1 2 2 0 8 73.1 989 LEE BLVD HARRY AVE N W 1 Arterial 6 50 31,079 1 5,180 20 0 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 28.8 990 LEE BLVD JACK AVE N W 1 Arterial 6 50 31,079 1 5,180 19 0 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 27.9 991 LEE BLVD SIXTH CT W 1 Arterial 6 50 31,079 1 5,180 25 1 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 36.3 992 LEE BLVD AIM AVE W 1 Arterial 6 50 31,079 1 5,180 24 1 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 35.3 993 LEE BLVD 8TH ST SW W 1 Arterial 6 50 31,079 1 5,180 22 1 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 32.9 994 LEE BLVD ALVIN AVE W 1 Arterial 6 50 31,079 1 5,180 47 1 1 N 1 7 Y N Y Y N N N 4 2 2 2 0 10 69.0 995 LEE BLVD LEONARD BLVD N W 1 Arterial 6 50 31,079 1 5,180 18 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 26.1 997 COLONIAL BLVD TREELINE AVE W 1 Arterial 4 55 39,500 1 9,875 24 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 38.8 998 COLONIAL BLVD COLONIAL CC BLVD W 1 Arterial 4 55 39,500 1 9,875 0 0 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 0.0 1001 CHALLENGER BLVD WINKLER AVE EXT W 1 Arterial 4 45 0 1 0 39 1 1 N 0 0 Y N Y N N N N 3 0 2 0 0 5 37.0 1002 WINKLER AVE EXT COLONIAL BLVD W 1 Arterial 4 45 4,700 1 1,175 23 1 0 N 0 0 Y N N N N N N 3 0 0 0 0 3 22.3 1003 COLONIAL BLVD KERNEL CIR W 1 Arterial 6 55 55,500 1 9,250 36 0 1 N 0 0 Y N Y Y N N N 4 0 2 2 0 8 58.1 1004 COLONIAL BLVD METRO PKWY W 1 Arterial 6 45 65,500 1 10,917 27 0 1 N 0 0 Y N N N N N N 3 0 0 0 0 3 36.3 1005 COLONIAL BLVD EVANS AVE W 1 Arterial 6 45 65,500 1 10,917 28 0 1 N 0 0 Y N N N N N N 3 0 0 0 0 3 37.6 1006 COLONIAL BLVD FOWLER ST W 2 Arterial 6 45 65,500 2 10,917 31 0 1 N 0 0 Y N Y N N N N 3 0 2 0 0 5 65.4 1007 COLONIAL BLVD SOLOMON BLVD W 2 Arterial 6 45 53,000 2 8,833 19 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 39.1 1028 COLONIAL BLVD SUMMERLIN RD E 2 Arterial 4 45 52,446 2 13,112 34 0 1 N 0 0 Y N Y N N N N 3 0 2 0 0 5 76.5 1029 COLONIAL BLVD CHURCH LN E 2 Arterial 6 45 52,446 2 8,741 19 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 43.4 1030 COLONIAL BLVD BOWLING GREEN BLVD E 2 Arterial 6 45 52,446 2 8,741 18 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 41.0 1031 COLONIAL BLVD TILTON CT E 2 Arterial 6 45 52,446 2 8,741 18 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 40.4

April 2015 | B-9 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

Primary Need Bus Stop Data Criteria Secondary Need Criteria Ranking Scores Avg No. No. Posted Buses AADT Dwell Avg Avg Trans- Crash- Inju- Auto Trans- Bus Cross Auto Bus Im- Stop Direc- Routes Func. No. Speed 2013 per per Time Board- Alight- fer es '09- ries Dwell Vol- fer Vol- Sec- Dwell Vol- Vol- pact No. Street Intersection tion Served Class Lanes (mph) AADT Hour Lane (sec) ings ings Point '13 '09-'13 Speed Crash Time ume Point ume tion Speed Crash Time ume ume Total Score 1033 EDISON MALL DR COLONIAL BLVD W 4 Arterial 6 45 53,000 3 8,833 104 0 4 N 0 0 Y N Y Y N N N 3 0 3 2 1 9 417.1 1034 COLONIAL BLVD DELEON ST W 2 Arterial 6 45 52,446 2 8,741 17 2 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 39.1 1035 COLONIAL BLVD BOWLING GREEN BLVD W 2 Arterial 6 45 52,446 2 8,741 9 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 19.2 1036 COLONIAL BLVD SOMMERSET DR W 2 Arterial 6 45 52,446 2 8,741 17 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 39.1 1081 S CLEVELAND AVE PALM DR S 3 Arterial 6 45 49,026 5 8,171 36 2 1 Y 0 0 Y N Y Y Y N N 3 0 2 2 1 8 228.3 1090 CYPRESS LAKE DR OVERLOOK DR W 2 Arterial 4 40 27,500 2 6,875 17 1 1 N 0 0 Y N N Y N N N 2 0 0 2 0 4 37.0 1091 CYPRESS LAKE DR BROADHURST LOOP W 2 Arterial 4 40 27,500 2 6,875 20 0 1 N 0 0 Y N N Y N N N 2 0 0 2 0 4 43.3 1092 WINKLER RD CYPRESS LAKE DR S 2 Arterial 2 40 14,200 2 7,100 21 1 1 N 0 0 Y N N Y N N Y 2 0 0 2 0 4 46.5 1093 WINKLER RD LUECK LN S 2 Arterial 2 35 14,200 2 7,100 15 0 1 N 0 0 Y N N Y N N Y 0 0 0 2 0 2 28.5 MYERLEE COUNTRY 1094 WINKLER RD CLUB BLVD S 2 Arterial 2 35 14,200 2 7,100 14 0 1 N 0 0 Y N N Y N N Y 0 0 0 2 0 2 25.7 1095 WINKLER RD EDGEWATER CIR S 2 Arterial 2 35 14,200 2 7,100 0 0 0 N 0 0 Y N N Y N N Y 0 0 0 2 0 2 0.0 1096 WINKLER RD FRANCHI BLVD S 2 Arterial 2 35 14,200 2 7,100 19 0 0 N 0 0 Y N N Y N N Y 0 0 0 2 0 2 36.3 1097 WINKLER RD KIMBERLY TER S 2 Arterial 2 35 14,200 2 7,100 23 0 1 N 0 0 Y N N Y N N Y 0 0 0 2 0 2 44.1 1098 WINKLER RD POPHAM DR S 2 Arterial 2 40 14,200 2 7,100 8 0 1 N 0 0 Y N N Y N N Y 2 0 0 2 0 4 17.6 1099 WINKLER RD VILLMOOR LN S 2 Arterial 2 40 14,200 2 7,100 17 1 1 N 0 0 Y N N Y N N Y 2 0 0 2 0 4 37.8 1100 WINKLER RD ASCOT LN S 2 Arterial 2 40 14,200 2 7,100 0 0 0 N 0 0 Y N N Y N N Y 2 0 0 2 0 4 0.0 1101 WINKLER RD GLADIOLUS DR S 2 Arterial 4 40 14,200 2 3,550 31 1 2 N 0 0 Y N Y Y N N N 2 0 2 2 0 6 66.3 1137 WINKLER RD GLADIOLUS DR E 2 Arterial 4 40 14,200 2 3,550 24 1 1 N 0 0 Y N N Y N N N 2 0 0 2 0 4 52.8 1138 WINKLER RD PADDLE CREEK DR E 2 Arterial 2 40 14,200 2 7,100 22 1 1 N 0 0 Y N N Y N N Y 2 0 0 2 0 4 47.7 1139 WINKLER RD BRINDLE LN E 2 Arterial 2 40 14,200 2 7,100 28 1 0 N 0 0 Y N N Y N N Y 2 0 0 2 0 4 60.6 1140 WINKLER RD POPHAM DR E 2 Arterial 2 40 14,200 2 7,100 19 1 0 N 0 0 Y N N Y N N Y 2 0 0 2 0 4 41.7 1141 WINKLER RD KIMBERLY TER E 2 Arterial 2 35 14,200 2 7,100 11 1 0 N 0 0 Y N N Y N N Y 0 0 0 2 0 2 20.4 1142 WINKLER RD FRANCHI BLVD E 2 Arterial 2 35 14,200 2 7,100 15 1 1 N 0 0 Y N N Y N N Y 0 0 0 2 0 2 28.8 1143 WINKLER RD GOLF COURSE DR E 2 Arterial 2 35 14,200 2 7,100 14 0 1 N 0 0 Y N N Y N N Y 0 0 0 2 0 2 25.7 1144 WINKLER RD MYERLEE CC BLVD E 2 Arterial 2 35 14,200 2 7,100 31 1 0 N 0 0 Y N Y Y N N Y 0 0 2 2 0 4 59.6 1145 WINKLER RD LUECK LN E 2 Arterial 2 35 14,200 2 7,100 18 1 0 N 0 0 Y N N Y N N Y 0 0 0 2 0 2 34.9 1146 WINKLER RD MEMOLI LN E 2 Arterial 2 35 14,200 2 7,100 14 1 1 N 0 0 Y N N Y N N Y 0 0 0 2 0 2 27.1 1147 WINKLER RD CYPRESS LAKE DR E 2 Arterial 2 35 14,200 2 7,100 44 1 1 N 0 0 Y N Y Y N N Y 0 0 2 2 0 4 83.6 1148 CYPRESS LAKE DR WINKLER AVE E 2 Arterial 4 40 27,500 2 6,875 15 1 0 N 0 0 Y N N Y N N N 2 0 0 2 0 4 32.5 1149 CYPRESS LAKE DR OVERLOOK DR E 2 Arterial 4 40 27,500 2 6,875 24 1 0 N 0 0 Y N N Y N N N 2 0 0 2 0 4 51.1 1168 N CLEVELAND AVE PINEAPPLE LN S 1 Arterial 4 55 30,500 3 7,625 41 2 0 N 0 0 Y N Y Y N N N 4 0 2 2 0 8 185.5 1169 N CLEVELAND AVE JUDD RD S 1 Arterial 4 55 30,500 3 7,625 21 1 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 95.9 1170 N CLEVELAND AVE BETMAR BLVD S 1 Arterial 4 55 30,500 3 7,625 23 1 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 105.9 1171 N CLEVELAND AVE PONDELLA RD S 1 Arterial 4 55 30,500 3 7,625 35 1 1 N 0 0 Y N Y Y N N N 4 0 2 2 0 8 161.1 1173 N CLEVELAND AVE VICTORIA AVE S 1 Arterial 6 40 41,500 3 6,917 31 1 0 N 2 0 Y N Y Y N N N 2 0 2 2 0 6 104.6 1174 CLEVELAND AVE EDISON AVE S 1 Arterial 6 40 51,500 3 8,583 22 2 1 N 1 0 Y N N Y N N N 2 0 0 2 0 4 74.0 1175 CLEVELAND AVE FRANKLIN ST S 1 Arterial 6 40 51,500 3 8,583 28 1 1 N 0 0 Y N N Y N N N 2 0 0 2 0 4 94.6

B-10 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

Primary Need Bus Stop Data Criteria Secondary Need Criteria Ranking Scores Avg No. No. Posted Buses AADT Dwell Avg Avg Trans- Crash- Inju- Auto Trans- Bus Cross Auto Bus Im- Stop Direc- Routes Func. No. Speed 2013 per per Time Board- Alight- fer es '09- ries Dwell Vol- fer Vol- Sec- Dwell Vol- Vol- pact No. Street Intersection tion Served Class Lanes (mph) AADT Hour Lane (sec) ings ings Point '13 '09-'13 Speed Crash Time ume Point ume tion Speed Crash Time ume ume Total Score 1365 S TAMIAMI TRL PRODUCTION BLVD N 1 Arterial 6 50 47,500 1 7,917 17 0 3 N 0 0 Y N N Y N N N 4 0 0 2 0 6 15.0 1366 S TAMIAMI TRL VIA RAPALLO DR N 1 Arterial 6 50 47,500 3 7,917 25 1 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 102.0 1369 S TAMIAMI TRL COMMONS WAY S 2 Arterial 6 50 47,500 4 7,917 25 1 1 N 0 0 Y N N Y N N N 4 0 0 2 1 7 124.6 1457 CLEVELAND AVE LLEWELLYN DR S 1 Arterial 6 40 51,500 3 8,583 32 2 1 N 1 4 Y N Y Y N N N 2 1 2 2 0 7 106.8 1458 CLEVELAND AVE CANAL ST S 1 Arterial 6 40 51,500 3 8,583 30 1 0 N 0 0 Y N Y Y N N N 2 0 2 2 0 6 101.1 1459 CLEVELAND AVE LINHART AVE S 1 Arterial 6 40 51,500 3 8,583 30 2 1 N 0 0 Y N Y Y N N N 2 0 2 2 0 6 100.1 1460 CLEVELAND AVE HANSON ST S 1 Arterial 6 40 51,500 3 8,583 29 1 1 N 0 0 Y N N Y N N N 2 0 0 2 0 4 96.7 1461 CLEVELAND AVE CORONADO RD S 1 Arterial 6 40 48,500 3 8,083 33 2 1 N 0 0 Y N Y Y N N N 2 0 2 2 0 6 108.5 1463 CLEVELAND AVE GRACE AVE S 1 Arterial 6 40 55,000 3 9,167 29 1 1 N 0 0 Y N N Y N N N 2 0 0 2 0 4 97.9 1464 CLEVELAND AVE MARAVILLA AVE S 1 Arterial 6 40 55,000 3 9,167 28 1 1 N 1 N/A Y N N Y N N N 2 3 0 2 0 7 92.7 1465 CLEVELAND AVE EARL RD S 1 Arterial 6 40 55,000 3 9,167 30 1 0 N 0 0 Y N N Y N N N 2 0 0 2 0 4 99.4 1466 CLEVELAND AVE GOLF VIEW AVE S 1 Arterial 6 40 55,000 3 9,167 33 1 1 N 0 0 Y N Y Y N N N 2 0 2 2 0 6 108.5 1467 CLEVELAND AVE COLLIER AVE S 1 Arterial 6 40 55,000 3 9,167 14 1 1 N 0 0 Y N N Y N N N 2 0 0 2 0 4 45.0 1468 CLEVELAND AVE OAKLEY AVE S 1 Arterial 6 40 55,000 3 9,167 33 1 2 N 0 0 Y N Y Y N N N 2 0 2 2 0 6 108.9 1469 S CLEVELAND AVE COLONIAL BLVD S 1 Arterial 6 45 52,000 3 8,667 32 1 1 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 120.9 1470 S CLEVELAND AVE N AIRPORT RD S 1 Arterial 6 45 51,500 3 8,583 24 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 88.5 1471 S CLEVELAND AVE D ST S 1 Arterial 6 45 51,500 3 8,583 11 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 42.4 1472 S CLEVELAND AVE D ST S 1 Arterial 6 45 51,500 3 8,583 27 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 102.7 1473 S CLEVELAND AVE CLAYTON CT S 1 Arterial 6 45 51,500 3 8,583 24 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 91.0 1474 S CLEVELAND AVE BOY SCOUT DR S 1 Arterial 6 45 60,000 3 10,000 28 1 1 N 0 0 Y N N N N N N 3 0 0 0 0 3 103.3 1475 S CLEVELAND AVE DANA DR S 1 Arterial 6 45 60,000 3 10,000 18 0 1 N 0 0 Y N N N N N N 3 0 0 0 0 3 65.5 1476 S CLEVELAND AVE FLOWERS DR S 1 Arterial 6 45 49,026 3 8,171 30 1 2 N 0 0 Y N N Y N N N 3 0 0 2 0 5 111.4 1477 S CLEVELAND AVE OAK DR S 1 Arterial 6 45 49,026 3 8,171 27 2 2 N 0 0 Y N N Y N N N 3 0 0 2 0 5 100.9 1479 S CLEVELAND AVE PARK MEADOWS DR S 1 Arterial 6 45 49,026 3 8,171 30 1 1 Y 1 0 Y N Y Y Y N N 3 0 2 2 0 7 112.5 1480 S CLEVELAND AVE CRYSTAL DR S 1 Arterial 6 45 4,000 3 667 18 1 2 N 0 0 Y N N N N N N 3 0 0 0 0 3 67.5 1481 S CLEVELAND AVE SUNRISE BLVD S 1 Arterial 6 45 49,026 3 8,171 17 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 63.9 1482 S CLEVELAND AVE BRANTLEY RD S 1 Arterial 6 45 49,026 3 8,171 17 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 65.1 1483 S CLEVELAND AVE COLLEGE PKWY S 1 Arterial 6 45 49,026 3 8,171 30 0 3 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 113.2 1484 S CLEVELAND AVE S 1 Arterial 6 45 50,000 3 8,333 25 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 93.2 1485 S CLEVELAND AVE CYPRESS TER S 1 Arterial 6 45 50,000 3 8,333 19 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 71.9 1486 S CLEVELAND AVE SCANLON DR S 1 Arterial 6 45 50,000 3 8,333 20 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 76.0 1487 S CLEVELAND AVE LAKERIDGE CT S 1 Arterial 6 45 50,000 3 8,333 36 3 1 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 135.3 1488 S CLEVELAND AVE HARPER RD S 1 Arterial 6 50 50,000 3 8,333 17 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 72.0 1489 S CLEVELAND AVE GLADIOLUS DR S 1 Arterial 6 50 50,000 3 8,333 31 1 1 N 0 0 Y N Y Y N N N 4 0 2 2 0 8 128.5 1490 S CLEVELAND AVE OLD GLADIOLUS DR S 1 Arterial 6 50 57,500 3 9,583 31 1 2 N 0 0 Y N Y Y N N N 4 0 2 2 0 8 127.1 1491 DANIELS PKWY TREELINE AVE W 1 Arterial 6 45 50,500 1 8,417 26 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 30.3 1492 DANIELS PKWY DANPORT BLVD W 1 Arterial 6 45 52,977 1 8,830 33 1 0 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 37.8 1493 DANIELS PKWY SKYPORT AVE W 1 Arterial 6 45 52,977 1 8,830 45 1 0 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 51.9

April 2015 | B-11 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

Primary Need Bus Stop Data Criteria Secondary Need Criteria Ranking Scores Avg No. No. Posted Buses AADT Dwell Avg Avg Trans- Crash- Inju- Auto Trans- Bus Cross Auto Bus Im- Stop Direc- Routes Func. No. Speed 2013 per per Time Board- Alight- fer es '09- ries Dwell Vol- fer Vol- Sec- Dwell Vol- Vol- pact No. Street Intersection tion Served Class Lanes (mph) AADT Hour Lane (sec) ings ings Point '13 '09-'13 Speed Crash Time ume Point ume tion Speed Crash Time ume ume Total Score 1494 DANIELS PKWY PALOMINO LN W 1 Arterial 6 50 52,977 1 8,830 30 1 0 N 0 0 Y N Y Y N N N 4 0 2 2 0 8 38.8 1495 DANIELS PKWY PINTO LN W 1 Arterial 6 50 52,977 1 8,830 39 1 0 N 0 0 Y N Y Y N N N 4 0 2 2 0 8 50.7 1496 DANIELS PKWY SHIRE LN W 1 Arterial 6 50 52,977 1 8,830 0 0 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 0.0 1497 DANIELS PKWY FRESHMAN LN W 1 Arterial 6 50 52,977 1 8,830 17 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 21.6 1498 DANIELS PKWY CROSS CREEK BLVD W 1 Arterial 6 50 52,977 1 8,830 19 1 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 24.3 1499 DANIELS PKWY EAGLE RIDGE DR W 1 Arterial 6 50 52,977 1 8,830 16 1 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 20.0 1500 DANIELS PKWY SIX MILE CYPRESS PKWY W 1 Arterial 6 50 54,000 1 9,000 22 1 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 27.8 1501 DANIELS PKWY BROOKSHIRE LAKE BLVD W 1 Arterial 6 45 54,000 1 9,000 17 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 19.8 1502 DANIELS PKWY PLANTATION RD W 1 Arterial 6 45 54,000 1 9,000 25 1 0 Y 0 0 Y N N Y Y N N 3 0 0 2 0 5 28.7 1503 DANIELS PKWY COMMERCE BLVD W 1 Arterial 6 45 54,000 1 9,000 32 1 0 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 36.6 1504 DANIELS PKWY PONDEROSA WAY W 2 Arterial 6 45 45,780 2 7,630 17 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 32.1 1505 DANIELS PKWY BIG PINE WAY W 2 Arterial 6 45 45,780 2 7,630 0 0 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 0.0 1508 S CLEVELAND AVE SEVEN LAKES BLVD W 1 Arterial 6 45 65,000 1 10,833 29 1 1 Y 0 0 Y N N N Y N N 3 0 0 0 0 3 33.5 1509 S CLEVELAND AVE CYPRESS LAKE DR W 1 Arterial 6 45 65,000 1 10,833 34 1 0 N 0 0 Y N Y N N N N 3 0 2 0 0 5 39.9 1513 CYPRESS LAKE DR SUMMERLIN RD W 1 Arterial 4 45 27,500 1 6,875 19 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 21.7 1514 WINKLER RD SUMMERLIN RD W 1 Arterial 4 45 14,200 1 3,550 18 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 20.8 1515 SUMMERLIN RD WINKLER RD W 1 Arterial 6 45 41,500 1 6,917 14 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 15.8 1516 SUMMERLIN RD PARK ROYAL DR W 1 Arterial 6 45 41,500 1 6,917 16 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 18.1 1519 SUMMERLIN RD BASS RD W 1 Arterial 6 45 41,500 1 6,917 18 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 21.0 1520 SUMMERLIN RD SAFETY ST W 1 Arterial 6 45 41,500 1 6,917 15 0 2 N 0 0 Y N N Y N N N 3 0 0 2 0 5 17.6 1522 SUMMERLIN RD SAFETY ST E 1 Arterial 6 45 41,500 1 6,917 12 2 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 13.9 1535 SUMMERLIN RD BASS RD E 1 Arterial 6 45 41,500 1 6,917 27 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 31.0 1536 SUMMERLIN RD PARK ROYAL DR E 1 Arterial 6 45 41,500 1 6,917 28 2 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 32.7 1537 WINKLER RD SUMMERLIN RD E 1 Arterial 4 45 14,200 1 3,550 27 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 31.8 1538 CYPRESS LAKE DR EDISON LN E 1 Arterial 4 45 27,500 1 6,875 37 1 0 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 43.0 1542 DANIELS PKWY BRYNWOOD LN E 2 Arterial 6 45 45,780 2 7,630 18 0 2 N 0 0 Y N N Y N N N 3 0 0 2 0 5 34.7 1543 DANIELS PKWY PINE VILLA LN E 2 Arterial 6 45 45,780 2 7,630 17 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 33.2 1544 DANIELS PKWY MORGAN LA FEE LN E 2 Arterial 6 45 45,780 2 7,630 20 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 37.9 1545 DANIELS PKWY METRO PKWY E 3 Arterial 6 45 54,000 2 9,000 19 1 1 Y 0 0 Y N N Y Y N N 3 0 0 2 0 5 51.5 1546 DANIELS PKWY PLANTATION RD E 1 Arterial 6 45 54,000 1 9,000 27 1 1 Y 1 0 Y N N Y Y N N 3 0 0 2 0 5 31.8 1547 DANIELS PKWY BROOKSHIRE LAKE BLVD E 1 Arterial 6 45 54,000 1 9,000 25 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 28.9 1548 DANIELS PKWY EAGLE RIDGE DR E 1 Arterial 6 50 52,977 1 8,830 20 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 25.3 1549 DANIELS PKWY AMER. COLONY BLVD E 1 Arterial 6 50 52,977 1 8,830 14 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 18.1 1550 DANIELS PKWY FRESHMAN LN E 1 Arterial 6 50 52,977 1 8,830 0 0 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 0.0 1551 DANIELS PKWY RIVERSIDE CENTER CT E 1 Arterial 6 50 52,977 1 8,830 16 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 20.2 1552 DANIELS PKWY FIDDLESTICKS BLVD E 1 Arterial 6 50 52,977 1 8,830 47 0 2 N 1 0 Y N Y Y N N N 4 0 2 2 0 8 60.1 1553 DANIELS PKWY SKYPORT AVE E 1 Arterial 6 45 52,977 1 8,830 22 0 2 N 0 0 Y N N Y N N N 3 0 0 2 0 5 25.8 1554 DANIELS PKWY DANPORT BLVD E 1 Arterial 6 45 52,977 1 8,830 22 0 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 25.0

B-12 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

Primary Need Bus Stop Data Criteria Secondary Need Criteria Ranking Scores Avg No. No. Posted Buses AADT Dwell Avg Avg Trans- Crash- Inju- Auto Trans- Bus Cross Auto Bus Im- Stop Direc- Routes Func. No. Speed 2013 per per Time Board- Alight- fer es '09- ries Dwell Vol- fer Vol- Sec- Dwell Vol- Vol- pact No. Street Intersection tion Served Class Lanes (mph) AADT Hour Lane (sec) ings ings Point '13 '09-'13 Speed Crash Time ume Point ume tion Speed Crash Time ume ume Total Score 1555 JETPORT COMMERCE DANIELS PKWY E 1 Arterial 6 45 0 1 0 23 1 3 N 0 0 Y N N N N N N 3 0 0 0 0 3 26.2 1556 S TAMIAMI TRL JAMAICA BAY BLVD S 1 Arterial 6 50 57,500 3 9,583 21 1 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 86.5 1557 S TAMIAMI TRL HENDRY CREEK DR S 1 Arterial 6 50 57,500 3 9,583 19 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 77.9 1558 S TAMIAMI TRL LAKE DEVONWOOD DR S 1 Arterial 6 50 57,500 3 9,583 12 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 50.8 1559 S TAMIAMI TRL 15701 S TAMIAMI TRL S 1 Arterial 6 50 57,500 3 9,583 14 0 2 N 0 0 Y N N Y N N N 4 0 0 2 0 6 59.9 1560 S TAMIAMI TRL FRONTAGE RD S 1 Arterial 6 50 51,500 3 8,583 21 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 87.4 1561 S TAMIAMI TRL FOREST BLVD S 1 Arterial 6 50 51,500 3 8,583 17 0 2 N 0 0 Y N N Y N N N 4 0 0 2 0 6 69.5 1562 S TAMIAMI TRL ISLAND PARK RD S 1 Arterial 6 50 51,500 3 8,583 30 0 2 N 0 0 Y N Y Y N N N 4 0 2 2 0 8 126.6 1563 S TAMIAMI TRL ISLAND PARK RD S 1 Arterial 6 50 50,000 3 8,333 26 1 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 108.6 1564 S TAMIAMI TRL MAIN ST S 1 Arterial 6 50 50,000 3 8,333 30 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 123.8 1565 S TAMIAMI TRL ALICO RD S 1 Arterial 6 50 41,000 3 6,833 35 0 2 N 0 0 Y N Y Y N N N 4 0 2 2 0 8 146.9 1566 S TAMIAMI TRL PHARMACY RD S 1 Arterial 6 50 41,000 3 6,833 21 0 2 N 0 0 Y N N Y N N N 4 0 0 2 0 6 86.6 1567 S TAMIAMI TRL HIDDEN GATEWAY BLVD S 1 Arterial 6 50 41,000 3 6,833 12 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 50.3 1568 S TAMIAMI TRL SANIBEL BLVD N 2 Arterial 6 50 39,500 4 6,583 39 2 1 N 0 0 Y N Y Y N N N 4 0 2 2 1 9 196.2 1569 S TAMIAMI TRL BABCOCK RD N 1 Arterial 6 50 41,000 3 6,833 30 1 0 N 0 0 Y N Y Y N N N 4 0 2 2 0 8 124.9 1570 S TAMIAMI TRL EMERSON SQUARE BLVD N 1 Arterial 6 50 41,000 3 6,833 13 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 54.0 1571 S TAMIAMI TRL ALICO RD N 1 Arterial 6 50 41,000 3 6,833 0 0 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 0.0 1575 S TAMIAMI TRL ISLAND PARK RD N 1 Arterial 6 50 50,000 3 8,333 27 1 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 112.2 1577 S TAMIAMI TRL FOREST BLVD N 1 Arterial 6 50 51,500 3 8,583 22 1 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 93.0 1578 S TAMIAMI TRL YOUNGQUIST RD N 1 Arterial 6 50 57,500 3 9,583 25 1 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 105.3 1579 S TAMIAMI TRL 15701 S TAMIAMI TRL N 1 Arterial 6 50 57,500 3 9,583 18 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 73.0 1580 S TAMIAMI TRL BRIARCLIFF RD N 1 Arterial 6 50 57,500 3 9,583 28 2 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 114.7 1581 S TAMIAMI TRL HENDRY CREEK DR N 1 Arterial 6 50 57,500 3 9,583 26 1 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 106.6 1582 S CLEVELAND AVE JAMAICA BAY BLVD N 1 Arterial 6 50 57,500 3 9,583 51 1 0 N 0 0 Y N Y Y N N N 4 0 2 2 0 8 212.1 1583 S TAMIAMI TRL OLD GLADIOLUS DR N 1 Arterial 6 50 57,500 3 9,583 36 2 1 N 0 0 Y N Y Y N N N 4 0 2 2 0 8 149.4 1584 S CLEVELAND AVE GLADIOLUS DR N 1 Arterial 6 50 50,000 3 8,333 30 2 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 124.1 1585 S CLEVELAND AVE HARPER RD N 1 Arterial 6 50 50,000 3 8,333 14 1 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 58.0 1586 S CLEVELAND AVE ANDREA LN N 1 Arterial 6 45 50,000 3 8,333 21 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 78.5 1587 S CLEVELAND AVE SCANLON DR N 1 Arterial 6 45 50,000 3 8,333 30 1 0 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 113.7 1588 S CLEVELAND AVE SAUER DR N 1 Arterial 6 45 50,000 3 8,333 25 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 93.5 1589 S CLEVELAND AVE BIG PINE WAY N 2 Arterial 6 45 65,000 4 10,833 35 2 0 N 0 0 Y N Y N N N N 3 0 2 0 1 6 178.3 1590 S CLEVELAND AVE COLLEGE PKWY N 1 Arterial 6 45 49,026 3 8,171 32 1 0 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 120.3 1591 S CLEVELAND AVE BRANTLEY RD N 1 Arterial 6 45 49,026 3 8,171 31 1 1 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 117.7 1592 S CLEVELAND AVE CRYSTAL DR N 1 Arterial 6 45 49,026 3 8,171 31 1 1 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 114.7 1593 S CLEVELAND AVE CYPRESS DR N 1 Arterial 6 45 49,026 3 8,171 31 1 1 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 115.4 1595 S CLEVELAND AVE OAK DR N 1 Arterial 6 45 49,026 3 8,171 44 3 1 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 163.6 1596 S CLEVELAND AVE FLOWERS DR N 1 Arterial 6 45 49,026 3 8,171 39 2 0 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 146.5 1597 S CLEVELAND AVE SOUTH RD N 1 Arterial 6 45 60,000 3 10,000 24 1 0 N 1 0 Y N N N N N N 3 0 0 0 0 3 90.6

April 2015 | B-13 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

Primary Need Bus Stop Data Criteria Secondary Need Criteria Ranking Scores Avg No. No. Posted Buses AADT Dwell Avg Avg Trans- Crash- Inju- Auto Trans- Bus Cross Auto Bus Im- Stop Direc- Routes Func. No. Speed 2013 per per Time Board- Alight- fer es '09- ries Dwell Vol- fer Vol- Sec- Dwell Vol- Vol- pact No. Street Intersection tion Served Class Lanes (mph) AADT Hour Lane (sec) ings ings Point '13 '09-'13 Speed Crash Time ume Point ume tion Speed Crash Time ume ume Total Score 1598 S CLEVELAND AVE DANA DR N 1 Arterial 6 45 60,000 3 10,000 25 1 1 N 0 0 Y N N N N N N 3 0 0 0 0 3 92.4 1599 S CLEVELAND AVE FOWLER ST N 1 Arterial 6 45 51,500 3 8,583 34 1 1 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 126.0 1600 S CLEVELAND AVE D ST N 1 Arterial 6 45 51,500 3 8,583 21 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 80.2 1601 S CLEVELAND AVE D ST N 1 Arterial 6 45 51,500 3 8,583 15 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 54.3 1602 S CLEVELAND AVE N AIRPORT RD N 1 Arterial 6 45 51,500 3 8,583 23 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 84.8 1603 S CLEVELAND AVE COLONIAL BLVD N 1 Arterial 6 45 52,000 3 8,667 31 1 1 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 115.0 1605 CLEVELAND AVE COLONIAL BLVD N 3 Arterial 6 45 50,000 5 8,333 18 0 2 Y 0 0 Y N N Y Y N N 3 0 0 2 1 6 106.8 1607 CLEVELAND AVE COLLIER AVE N 1 Arterial 6 40 55,000 3 9,167 29 1 1 N 0 0 Y N N Y N N N 2 0 0 2 0 4 97.0 1608 CLEVELAND AVE HILL AVE N 1 Arterial 6 40 55,000 3 9,167 26 1 1 N 0 0 Y N N Y N N N 2 0 0 2 0 4 85.5 1609 CLEVELAND AVE CARRELL RD N 1 Arterial 6 40 55,000 3 9,167 33 1 1 N 0 0 Y N Y Y N N N 2 0 2 2 0 6 110.5 1610 CLEVELAND AVE EARL RD N 1 Arterial 6 40 55,000 3 9,167 17 1 1 N 0 0 Y N N Y N N N 2 0 0 2 0 4 57.6 1611 CLEVELAND AVE MARAVILLA LN N 1 Arterial 6 40 55,000 3 9,167 25 1 1 N 0 0 Y N N Y N N N 2 0 0 2 0 4 84.1 1612 CLEVELAND AVE CORONADO RD N 1 Arterial 6 40 48,500 3 8,083 31 1 2 N 0 0 Y N Y Y N N N 2 0 2 2 0 6 103.4 1613 CLEVELAND AVE HANSON ST N 1 Arterial 6 40 51,500 3 8,583 24 1 1 N 0 0 Y N N Y N N N 2 0 0 2 0 4 81.3 1614 CLEVELAND AVE LINHART AVE N 1 Arterial 6 40 51,500 3 8,583 27 1 1 N 0 0 Y N N Y N N N 2 0 0 2 0 4 90.8 1615 CLEVELAND AVE KATHERINE ST N 1 Arterial 6 40 51,500 3 8,583 23 1 2 N 0 0 Y N N Y N N N 2 0 0 2 0 4 77.0 1616 CLEVELAND AVE SOUTH ST N 1 Arterial 6 40 51,500 3 8,583 35 1 1 N 1 0 Y N Y Y N N N 2 0 2 2 0 6 116.7 1617 CLEVELAND AVE EDISON AVE N 1 Arterial 6 40 51,500 3 8,583 32 0 2 N 0 0 Y N Y Y N N N 2 0 2 2 0 6 105.8 1618 CLEVELAND AVE LAFAYETTE ST N 1 Arterial 6 40 41,500 3 6,917 23 0 2 N 0 0 Y N N Y N N N 2 0 0 2 0 4 76.1 1619 N CLEVELAND AVE PONDELLA RD N 1 Arterial 4 45 39,000 3 9,750 22 1 1 Y 0 0 Y N N Y Y N N 3 0 0 2 0 5 81.9 1620 N CLEVELAND AVE EVERGREEN RD N 1 Arterial 4 55 30,500 3 7,625 22 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 99.2 1626 SUMMERLIN RD SAN CARLOS BLVD E 2 Arterial 1 45 41,500 2 41,500 24 1 1 N 0 0 Y N N N N N Y 3 0 0 0 0 3 57.4 1627 SUMMERLIN RD PINE RIDGE RD E 1 Arterial 6 45 41,500 1 6,917 37 1 0 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 43.3 1631 S TAMIAMI TRL GALLOWAY FORD S 2 Arterial 6 50 47,500 4 7,917 15 0 1 N 0 0 Y N N Y N N N 4 0 0 2 1 7 75.6 1637 DANIELS PKWY BELL TOWER SHOPS AVE E 2 Arterial 6 45 45,780 2 7,630 18 1 0 Y 0 0 Y N N Y Y N N 3 0 0 2 0 5 33.9 1646 METRO PKWY COMMERCE PARK DR N 1 Arterial 4 50 21,641 1 5,410 20 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 17.0 1647 METRO PKWY 13081 METRO PKWY N 1 Arterial 4 50 21,641 1 5,410 0 0 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 0.0 1648 METRO PKWY 12871 METRO PKWY N 1 Arterial 4 50 21,641 1 5,410 24 1 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 20.8 1649 METRO PKWY 12681 METRO PKWY N 1 Arterial 4 50 21,641 1 5,410 11 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 9.3 1650 METRO PKWY CRYSTAL DR N 1 Arterial 4 50 21,641 1 5,410 0 0 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 0.0 1664 METRO PKWY IDLEWILD ST N 1 Arterial 4 50 28,500 1 7,125 15 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 13.2 1665 METRO PKWY SOUTHLAND CT N 1 Arterial 4 45 14,800 1 3,700 25 0 2 N 0 0 Y N N Y N N N 3 0 0 2 0 5 19.2 1679 METRO PKWY SOUTHLAND CT S 1 Arterial 4 45 14,800 1 3,700 13 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 9.7 1680 METRO PKWY 10260 METRO PKWY S 1 Arterial 4 45 14,800 1 3,700 0 0 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 0.0 1681 METRO PKWY LANDING VIEW RD S 1 Arterial 4 45 14,800 1 3,700 20 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 15.6 1682 METRO PKWY DANLEY DR S 1 Arterial 4 50 28,500 1 7,125 12 1 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 10.3 1697 METRO PKWY AMEDICUS LN S 1 Arterial 4 50 21,641 1 5,410 17 1 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 14.7 1698 METRO PKWY 10260 METRO PKWY S 1 Arterial 4 50 21,641 1 5,410 0 0 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 0.0

B-14 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

Primary Need Bus Stop Data Criteria Secondary Need Criteria Ranking Scores Avg No. No. Posted Buses AADT Dwell Avg Avg Trans- Crash- Inju- Auto Trans- Bus Cross Auto Bus Im- Stop Direc- Routes Func. No. Speed 2013 per per Time Board- Alight- fer es '09- ries Dwell Vol- fer Vol- Sec- Dwell Vol- Vol- pact No. Street Intersection tion Served Class Lanes (mph) AADT Hour Lane (sec) ings ings Point '13 '09-'13 Speed Crash Time ume Point ume tion Speed Crash Time ume ume Total Score 1699 METRO PKWY 12871 METRO PKWY S 1 Arterial 4 50 21,641 1 5,410 12 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 10.3 1700 METRO PKWY E PINE PKWY S 1 Arterial 4 50 21,641 1 5,410 18 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 15.4 1701 METRO PKWY COMMERCE PARK DR S 1 Arterial 4 50 21,641 1 5,410 32 0 1 N 0 0 Y N Y Y N N N 4 0 2 2 0 8 27.3 1702 CLEVELAND AVE GRACE AVE N 1 Arterial 6 40 55,000 3 9,167 32 2 1 N 0 0 Y N Y Y N N N 2 0 2 2 0 6 107.9 1719 COLONIAL BLVD SR 82 W 1 Arterial 4 55 39,500 1 9,875 28 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 44.9 1722 LEE BLVD 8TH ST SW E 1 Arterial 6 50 31,079 1 5,180 17 0 1 N 2 3 Y N N Y N N N 4 1 0 2 0 7 25.2 1733 PALM BEACH BLVD SR 31 W 1 Arterial 6 55 26,228 2 4,371 23 1 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 68.7 1734 PALM BEACH BLVD SR 31 E 1 Arterial 6 55 26,228 2 4,371 30 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 90.5 1741 S TAMIAMI TRL EMERSON SQUARE BLVD S 1 Arterial 6 50 41,000 3 6,833 14 1 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 58.3 1742 S TAMIAMI TRL SANIBEL BLVD S 1 Arterial 6 50 39,500 3 6,583 23 0 2 N 0 0 Y N N Y N N N 4 0 0 2 0 6 94.0 1743 S TAMIAMI TRL SANIBEL BLVD S 2 Arterial 6 50 39,500 4 6,583 25 1 1 N 1 0 Y N N Y N N N 4 0 0 2 1 7 125.5 1744 S TAMIAMI TRL HICKORY DR S 2 Arterial 6 50 37,500 4 6,250 26 1 1 N 0 0 Y N N Y N N N 4 0 0 2 1 7 129.7 1745 S TAMIAMI TRL ELWOOD RD S 2 Arterial 6 50 37,500 4 6,250 18 0 1 N 0 0 Y N N Y N N N 4 0 0 2 1 7 88.3 1746 S TAMIAMI TRL BRECKENRIDGE DR S 2 Arterial 6 50 37,500 4 6,250 19 0 1 N 1 2 Y N N Y N N N 4 1 0 2 1 8 93.5 1747 S TAMIAMI TRL LORDS WAY ST S 2 Arterial 6 50 35,000 4 5,833 18 1 0 N 0 0 Y N N Y N N N 4 0 0 2 1 7 88.4 1748 S TAMIAMI TRL LYCHEE LN S 2 Arterial 6 50 35,000 4 5,833 13 0 1 N 0 0 Y N N Y N N N 4 0 0 2 1 7 67.2 1749 S TAMIAMI TRL WILLIAMS RD S 2 Arterial 6 50 47,500 4 7,917 16 1 0 N 0 0 Y N N Y N N N 4 0 0 2 1 7 81.7 1750 S TAMIAMI TRL COCONUT RD S 1 Arterial 6 50 47,500 1 7,917 22 1 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 19.8 1751 S TAMIAMI TRL PELICAN COLONY BLVD S 1 Arterial 6 50 47,500 1 7,917 19 2 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 17.2 1752 S TAMIAMI TRL PELICAN COLONY BLVD N 1 Arterial 6 50 47,500 1 7,917 14 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 12.6 1753 SECOND ST POINSETTIA AVE E 1 Local 3 35 7,900 0 2,633 20 0 1 Y 0 0 Y N N Y Y N N 0 0 0 2 0 2 0.0 1756 S TAMIAMI TRL WILLIAMS RD N 1 Arterial 6 50 47,500 3 7,917 25 1 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 106.0 1757 S TAMIAMI TRL COMMONS WAY N 1 Arterial 6 50 47,500 3 7,917 0 0 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 0.0 1758 S TAMIAMI TRL COUNTY RD N 1 Arterial 6 50 35,000 3 5,833 25 2 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 103.7 1759 S TAMIAMI TRL LORDS WAY ST N 1 Arterial 6 50 35,000 3 5,833 0 0 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 0.0 1760 S TAMIAMI TRL CYPRESS BEND DR N 1 Arterial 6 50 35,000 3 5,833 0 0 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 0.0 1761 S TAMIAMI TRL JACK RABBIT RUN N 1 Arterial 6 50 37,500 3 6,250 19 1 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 78.4 1762 S TAMIAMI TRL HICKORY DR N 1 Arterial 6 50 37,500 3 6,250 22 1 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 89.8 1763 S TAMIAMI TRL SANIBEL BLVD N 1 Arterial 6 50 39,500 3 6,583 25 1 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 102.4 1764 SANTA BARBARA BLVD AVIATION PKWY N 1 Arterial 6 45 21,805 1 3,634 30 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 28.5 1765 LEE BLVD OLYMPIA POINTE BLVD W 1 Arterial 6 50 31,079 1 5,180 22 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 32.5 1766 LEE BLVD SILVER BIRCH WAY E 1 Arterial 6 50 31,079 1 5,180 19 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 27.9 1768 S TAMIAMI TRL TRAILSIDE DR S 2 Arterial 6 50 35,000 4 5,833 30 1 1 N 0 0 Y N Y Y N N N 4 0 2 2 1 9 152.3 1769 S TAMIAMI TRL SHADOW CREEK BLVD N 1 Arterial 6 50 39,500 3 6,583 16 1 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 66.7 1770 S TAMIAMI TRL OLD US 41 S 1 Arterial 6 50 39,500 1 6,583 23 0 2 N 0 0 Y N N Y N N N 4 0 0 2 0 6 20.1 1771 S TAMIAMI TRL PELICANS NEST DR S 1 Arterial 6 50 39,500 1 6,583 42 1 1 N 0 0 Y N Y Y N N N 4 0 2 2 0 8 37.4 1773 S TAMIAMI TRL W TERRY ST E 1 Arterial 6 50 43,000 1 7,167 36 0 1 N 0 0 Y N Y Y N N N 4 0 2 2 0 8 34.2 1774 S TAMIAMI TRL TERRY ST W 1 Arterial 6 50 43,000 1 7,167 21 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 19.7

April 2015 | B-15 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

Primary Need Bus Stop Data Criteria Secondary Need Criteria Ranking Scores Avg No. No. Posted Buses AADT Dwell Avg Avg Trans- Crash- Inju- Auto Trans- Bus Cross Auto Bus Im- Stop Direc- Routes Func. No. Speed 2013 per per Time Board- Alight- fer es '09- ries Dwell Vol- fer Vol- Sec- Dwell Vol- Vol- pact No. Street Intersection tion Served Class Lanes (mph) AADT Hour Lane (sec) ings ings Point '13 '09-'13 Speed Crash Time ume Point ume tion Speed Crash Time ume ume Total Score 1777 S TAMIAMI TRL BERNWOOD DR S 1 Arterial 6 50 39,500 1 6,583 46 1 1 N 0 0 Y N Y Y N N N 4 0 2 2 0 8 41.0 1778 S TAMIAMI TRL OLD US 41 N 1 Arterial 6 50 39,500 1 6,583 52 1 1 N 0 0 Y N Y Y N N N 4 0 2 2 0 8 45.9 1792 METRO PKWY CRYSTAL DR (FS) N 1 Arterial 4 50 28,500 1 7,125 33 2 1 N 0 0 Y N Y Y N N N 4 0 2 2 0 8 28.3 1793 METRO PKWY ARC WAY N 1 Arterial 4 50 28,500 1 7,125 16 1 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 13.4 1794 METRO PKWY METRO PLANT. RD N 1 Arterial 4 50 28,500 1 7,125 22 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 18.7 1795 METRO PKWY METRO PLANT. RD (FS) S 1 Arterial 4 50 28,500 1 7,125 14 1 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 12.1 1796 METRO PKWY ARC WAY S 1 Arterial 4 50 28,500 1 7,125 15 0 2 N 0 0 Y N N Y N N N 4 0 0 2 0 6 12.6 1797 METRO PKWY LOS RIOS RD S 1 Arterial 4 50 28,500 1 7,125 10 0 2 N 0 0 Y N N Y N N N 4 0 0 2 0 6 8.5 1798 METRO PKWY CRYSTAL DR S 1 Arterial 4 50 28,500 1 7,125 30 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 25.5 1803 N TAMIAMI TRL ESTERO PKWY N 1 Arterial 6 50 35,000 3 5,833 41 1 0 N 0 0 Y N Y Y N N N 4 0 2 2 0 8 171.7 1804 N TAMIAMI TRL TRAILSIDE DR S 2 Arterial 6 50 35,000 4 5,833 17 0 1 N 0 0 Y N N Y N N N 4 0 0 2 1 7 87.6 1805 WINKLER RD SCHOOLHOUSE RD W W 1 Arterial 4 45 21,000 1 5,250 28 1 2 N 0 0 Y N N Y N N N 3 0 0 2 0 5 26.6 1830 WINKLER AVE EXT COLONIAL BLVD W 1 Arterial 4 45 21,000 1 5,250 32 1 2 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 30.7 1831 WINKLER AVE THE BRITTANY APTS W 1 Arterial 4 45 21,000 1 5,250 41 3 1 N 0 0 Y N Y Y N N N 3 0 2 2 0 7 39.0 1832 WINKLER AVE ALDERM.'S WALK BLVD W 1 Arterial 4 45 21,000 1 5,250 18 0 2 N 0 0 Y N N Y N N N 3 0 0 2 0 5 16.8 1833 WINKLER AVE VER. S SHOEMAKER BLVD W 1 Arterial 4 45 21,000 1 5,250 28 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 26.4 1834 COLONIAL BLVD W 1 Arterial 6 55 48,848 1 8,141 18 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 29.4 1841 COLONIAL BLVD WINKLER AVE E 1 Arterial 4 45 67,500 1 16,875 24 1 2 Y 0 0 Y N N N Y N N 3 0 0 0 0 3 32.2 1845 COLONIAL BLVD COLONIAL CENTER DR W 1 Arterial 6 45 75,000 1 12,500 34 0 2 N 0 0 Y N Y N N N N 3 0 2 0 0 5 44.6 1847 S TAMIAMI TRL BONITA BEACH RD SE S 1 Arterial 6 55 32,993 1 5,499 30 2 2 N 0 0 Y N N Y N N N 4 0 0 2 0 6 29.2 1858 WINKLER AVE FOWLER ST W 3 Arterial 4 45 14,300 2 3,575 0 0 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 0.0 1861 COLONIAL BLVD E 1 Arterial 6 55 48,848 1 8,141 0 0 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 0.0 1866 SANTA BARBARA BLVD VETERANS PKWY S 1 Arterial 6 45 21,805 1 3,634 73 1 1 N 0 0 Y N Y Y N N N 3 0 3 2 0 8 70.1 1872 METRO PKWY TOPAZ CT N 1 Arterial 4 50 28,500 1 7,125 0 0 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 0.0 1877 DEL PRADO BLVD S VETERANS PKWY S 4 Arterial 6 45 58,000 3 9,667 28 1 1 N 0 0 Y N N Y N N N 3 0 0 2 1 6 118.0 1883 N CLEVELAND AVE SATURN CIR N 1 Arterial 4 55 18,500 1 4,625 13 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 20.7 1889 BAYSHORE RD GLICK DR W 1 Arterial 4 50 31,500 1 7,875 6 1 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 8.6 1891 N CLEVELAND AVE PINE ISLAND RD S 0 Arterial 4 55 23,500 0 5,875 0 0 0 Y 0 0 Y N N Y Y N N 4 0 0 2 0 6 0.0 1903 N CLEVELAND AVE VICTORIA AVE N 1 Arterial 6 40 41,500 3 6,917 49 0 1 Y 0 0 Y N Y Y Y N N 2 0 2 2 0 6 161.6 1932 PALM BEACH BLVD FIRST ST E 1 Arterial 6 55 26,228 2 4,371 0 0 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 0.0 1933 S TAMIAMI TRL TIMBERWILDE DR N 1 Arterial 6 50 39,500 1 6,583 14 0 2 N 0 0 Y N N Y N N N 4 0 0 2 0 6 12.2 1934 S TAMIAMI TRL TIMBERWILDE DR N 1 Arterial 6 50 39,500 1 6,583 11 0 1 N 0 0 Y N N Y N N N 4 0 0 2 0 6 9.7 1941 PALM BEACH BLVD TROPIC AVE W 1 Arterial 4 45 28,500 2 7,125 23 1 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 57.2 1947 COLONIAL BLVD ROLFES RD E 1 Arterial 6 45 75,000 1 12,500 36 2 1 N 0 0 Y N Y N N N N 3 0 2 0 0 5 47.2 1953 SUMMERLIN RD LEXINGTON MIDDLE SCH. E 1 Arterial 6 45 41,500 1 6,917 0 0 0 N 0 0 Y N N Y N N N 3 0 0 2 0 5 0.0 1968 NE PINE ISLAND RD DEL PINE DR W 1 Arterial 4 45 23,162 1 5,790 28 1 1 N 0 0 Y N N Y N N N 3 0 0 2 0 5 35.9 1971 METRO PKWY TOPAZ CT S 1 Arterial 4 50 28,500 1 7,125 0 0 0 N 0 0 Y N N Y N N N 4 0 0 2 0 6 0.0 1978 WINKLER AVE EXT COLONIAL BLVD E 1 Arterial 4 45 21,000 1 5,250 34 0 1 Y 0 0 Y N Y Y Y N N 3 0 2 2 0 7 32.2

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B-18 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

APPENDIX C The reentry delay criterion is not one that has been used by others to assess the viability of a bus pullout. Pro- cedures described on Pages 6-71 through 6-77 of the TCQSM, which are themselves based on Highway Capacity Manual (HCM) procedures, can be used to estimate the delay to buses as they attempt to reenter the traffic stream at potential bus pullout locations. Such an estimate requires knowledge of existing segment traffic volumes (ideally curb lane volumes), a general assumption about the quality of traffic signal coordination, and, if the bus stop is affected by a traffic signal, the associated cycle length and green time on the street where the bus operates. Lee MPO and Lee County DOT have provided segment traffic volumes (from which curb lane volumes can be approximated) and traffic signal data. Table C-1 is an example of a reentry delay estimates generated for a near-side bus stop where the traffic signal cycle is 100 seconds long, the green time available to through movements (including the bus) is 30 seconds, and there is no signal coordination. The reentry delay estimate in Table C1 accounts for the time that it will take a stopped queue of automobiles to clear (in case they are blocking the bus pullout) and the time it will take the bus to find a suitable gap in moving automobile traffic.

Table C1. Illustrative Reentry Delay Thresholds: Near-Side Stop

Adjacent Lane Traffic Volume Estimated Reentry Delay for (vehicles/hour) Near-Side Stop (seconds) 1 0 100 5 200 10 300 16

400 24 500 30 600 30 700 30 800 30 900 30 1,000 30 Note: Cycle length = 100 seconds and green time available for through movements = 30 seconds.

In Table C1, waiting more than 30 seconds means that the bus will have to wait through another signal cycle, which is undesirable. Thus, it could be concluded that a curb lane volume of more than 400 vehicles per hour might be "too high" for a near-side bus pullout at this particular bus stop—and perhaps a far-side installation would be more suitable. Table C2 shows reentry delay estimates for a far-side bus stop where the traffic signal cycle is 100 seconds long, the green time available to through movements (including the bus) is 30 seconds, and there is no signal coordination.

April 2015 | C-1 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

Table C-2. Illustrative Reentry Delay Thresholds: Far-Side Stop

Adjacent Lane Traffic Volume Estimated Reentry Delay for (vehicles/hour) Near-Side Stop (seconds) 1 0 100 0 200 2 300 3 400 6 500 10 600 10

700 10 800 11 900 11 1,000 12 Note: Cycle length = 100 seconds and green time available for through movements = 30 seconds.

Far-side stops do not have to wait for stopped automobile queues to clear, and buses can take advantage of gaps created by the traffic signal, so reentry delay is significantly shorter than in the near-side case presented in Table C1. Thus, a bus pullout that is not viable in a near-side location might be viable in a far-side location. However, the decision to relocate a bus stop must also consider the land uses that are being served by the stop and bus stop spacing.

C-2 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

APPENDIX D This attachment contains the worksheets used to develop the planning-level Estimates of Probable Cost in Sec- tion 5.3.

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D-2 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

Probable Cost Worksheet - -Location Location #1 #1 - - Stop Stop 171 171 March 2015 Weighted Total Item No. Description Unit Average Unit Total Amount Quantity Price LENGTHS OF PULLOUT (PO) (LF) CLEARING & GRUBBING Roadway Items 85 FULL LENGTH PO AREA (FT) 1/62 MILES 25 WIDTH (FT) 110-1-1 CLEARING & GRUBBING AC 0.11 $5,447.21 $600.00 110 COMBINED TAPERS (FT) 1/48 MILES 4875 TOTAL AREA (SF) 120-6 EMBANKMENT CY 360.00 $4.61 $1,700.00 195 TOTAL LENGTH (FT) 1/27 MILES 0.11 TOTAL ACRES 160-4 TYPE B STABILIZATION SY 190.00 $2.42 $500.00 12 WIDTH OF PO (FT) 285-709 OPTIONAL BASE, BASE GROUP 9 SY 190.00 $12.50 $2,400.00 327-70-5 MILLING EXISTING ASPH PVMT, 2" AVG DEPTH SY 43.00 $1.90 $100.00 EMBANKMENT BUS SHELTER PAD/ADD'L SIDEWALK 334-1-23 SUPERPAVE ASPH CONC, TRAF C, PG76-22 TN 17.00 $89.10 $1,600.00 195 FILL LENGTH (FT) 8 BUS PAD WIDTH (FT) 337-7-22 ASPH CONC FC, INC BIT, FC-5, PG76-22, PMA TN 6.00 $138.02 $900.00 25 FILL WIDTH (FT) 680 BUS PAD AREA (SF) 520-1-10 CONCRETE CURB & GUTTER, TYPE F LF 90.00 $19.07 $1,800.00 2 FILL HEIGHT (FT) 75.55555556 BUS PAD AREA (SY) 522-1 SIDEWALK CONCRETE, 4" THICK SY 50.00 $23.10 $1,200.00 9750 FILL VOLUME (CF) 90 ADD'L SW LENGTH 522-3 BUS BOARDING PAD - CONCRETE SY 110.00 $109.00 $12,000.00 361.1111111 FILL VOLUME (CY) 5 ADD'L SW WIDTH 522-4 BUS SHELTER PAD - CONCRETE SY 80.00 $351.17 $28,100.00 450 ADD'L SW AREA (SF) 570-1-2 PERFORMANCE TURF, SOD SY 110.00 $1.76 $200.00 STABILIZATION/BASE/ASPHALT FOR TAPER AREAS 50 ADD'L SW AREA (SY) Signing and Pavement Marking Items 110 LB/SY/IN THICK 700-1-11 SINGLE POST SIGN, F&I GM, LESS THAN 12 SF AS 0.00 $397.91 $0.00 3 INCHES THICK SOD 700-1-50 SINGLE POST SIGN, RELOCATE AS 0.00 $286.00 $0.00 660 TAPER AREAS (SF) 5 WIDTH OF SOD (FT) 700-2-50 MULTI- POST SIGN, RELOCATE AS 0.00 $3,426.14 $0.00 73.33333333 TOTAL SY 975 TOTAL AREA (SF) 711-11-122 THERMOPLASTIC, STANDARD, WHITE, SOLID, 8" LF 365.00 $1.32 $500.00 24200 LB ASPHALT 108.3333333 TOTAL AREA (SY) 711-11-151 THERMOPLASTIC, STANDARD, WHITE, DOT GUIDE, 6" LF 220.00 $1.27 $300.00 12 TONS 711-11-170 THERMOPLASTIC, STANDARD, WHITE, ARROW EA 0.00 $64.90 $0.00 Utility, Drainage, and Lighting Items STABILIZATION/BASE FOR PO AREA N/A UTILITY POLE RELOCATION EA 1.00 $150,000.00 $150,000.00 1020 PO AREA (SF) 715-4-400 LIGHT POLE COMPLETE, RELOCATE EA 1.00 $3,905.00 $4,000.00 113.3333333 TOTAL SY 425-71 INLETS RELOCATING EA 0.00 $5,000.00 $0.00 425-5 MANHOLE, ADJUST EA 0.00 $504.12 $0.00 MILLING & RESURFACING OUTSIDE LANE 425-6 VALVE BOXES, ADJUST EA 0.00 $113.00 $0.00 110 LB/SY/IN THICK 430-175-142 PIPE CULV, OPT MATL, ROUND, 42"S/CD LF 0.00 $114.79 $0.00 2 INCHES THICK 430-610-125 U-ENDWALL, STD 261, 1:4 SLP, 18" EA 0.00 $3,185.00 $0.00 2 MILLING WIDTH (LF) Miscellaneous Items 195 MILLING LENGTH N/A STREET TREES EA 4.00 $500.00 $2,000.00 390 TOTAL SF 515-2-211 PED/BICYCLE RAILING, STL, 42" TYPE 1 LF 0.00 $195.87 $0.00 43.33333333 TOTAL SY Subtotal $208,000.00 9533.333333 LB ASPHALT Value obtained from 102-1 MAINTENANCE OF TRAFFIC LS 10% $21,000.00 5 TONS Statewide average Subtotal $229,000.00 pay item cost list 101-1 MOBILIZATION LS 10% $23,000.00 FOR CULVERT FOR SIDEWALK CONNECTION Subtotal $252,000.00 WIDTH OF CULVERT 0 Case-specific input CONTINGENCY LS 20% $51,000.00 WIDTH OF SIDEWALK 5 values Total Construction Cost $303,000.00 EXTRA PIPE LENGTH 2 DESIGN LS 15% $46,000.00 PIPE LENGTH 7 Price obtained from C.E.I LS 12% $37,000.00 ENDWALLS 2 Brevard pay item list Total Cost $390,000.00

April 2015 | D-3 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

Probable Cost Worksheet - -Location Location # #22 - - Stop Stop 994 994 March 2015 Weighted Total Item No. Description Unit Average Unit Total Amount Quantity Price LENGTHS OF PULLOUT (PO) (LF) CLEARING & GRUBBING Roadway Items 85 FULL LENGTH PO AREA (FT) 1/62 MILES 25 WIDTH (FT) 110-1-1 CLEARING & GRUBBING AC 0.11 $5,447.21 $600.00 110 COMBINED TAPERS (FT) 1/48 MILES 4875 TOTAL AREA (SF) 120-6 EMBANKMENT CY 360.00 $4.61 $1,700.00 195 TOTAL LENGTH (FT) 1/27 MILES 0.11 TOTAL ACRES 160-4 TYPE B STABILIZATION SY 190.00 $2.42 $500.00 12 WIDTH OF PO (FT) 285-709 OPTIONAL BASE, BASE GROUP 9 SY 190.00 $12.50 $2,400.00 327-70-5 MILLING EXISTING ASPH PVMT, 2" AVG DEPTH SY 43.00 $1.90 $100.00 EMBANKMENT BUS SHELTER PAD/ADD'L SIDEWALK 334-1-23 SUPERPAVE ASPH CONC, TRAF C, PG76-22 TN 17.00 $89.10 $1,600.00 195 FILL LENGTH (FT) 8 BUS PAD WIDTH (FT) 337-7-22 ASPH CONC FC, INC BIT, FC-5, PG76-22, PMA TN 6.00 $138.02 $900.00 25 FILL WIDTH (FT) 680 BUS PAD AREA (SF) 520-1-10 CONCRETE CURB & GUTTER, TYPE F LF 90.00 $19.07 $1,800.00 2 FILL HEIGHT (FT) 75.55555556 BUS PAD AREA (SY) 522-1 SIDEWALK CONCRETE, 4" THICK SY 50.00 $23.10 $1,200.00 9750 FILL VOLUME (CF) 90 ADD'L SW LENGTH 522-3 BUS BOARDING PAD - CONCRETE SY 110.00 $109.00 $12,000.00 361.1111111 FILL VOLUME (CY) 5 ADD'L SW WIDTH 522-4 BUS SHELTER PAD - CONCRETE SY 80.00 $351.17 $28,100.00 450 ADD'L SW AREA (SF) 570-1-2 PERFORMANCE TURF, SOD SY 110.00 $1.76 $200.00 STABILIZATION/BASE/ASPHALT FOR TAPER AREAS 50 ADD'L SW AREA (SY) Signing and Pavement Marking Items 110 LB/SY/IN THICK 700-1-11 SINGLE POST SIGN, F&I GM, LESS THAN 12 SF AS 0.00 $397.91 $0.00 3 INCHES THICK SOD 700-1-50 SINGLE POST SIGN, RELOCATE AS 0.00 $286.00 $0.00 660 TAPER AREAS (SF) 5 WIDTH OF SOD (FT) 700-2-50 MULTI- POST SIGN, RELOCATE AS 0.00 $3,426.14 $0.00 73.33333333 TOTAL SY 975 TOTAL AREA (SF) 711-11-122 THERMOPLASTIC, STANDARD, WHITE, SOLID, 8" LF 365.00 $1.32 $500.00 24200 LB ASPHALT 108.3333333 TOTAL AREA (SY) 711-11-151 THERMOPLASTIC, STANDARD, WHITE, DOT GUIDE, 6" LF 220.00 $1.27 $300.00 12 TONS 711-11-170 THERMOPLASTIC, STANDARD, WHITE, ARROW EA 0.00 $64.90 $0.00 Utility, Drainage, and Lighting Items STABILIZATION/BASE FOR PO AREA N/A UTILITY POLE RELOCATION EA 0.00 $150,000.00 $0.00 1020 PO AREA (SF) 715-4-400 LIGHT POLE COMPLETE, RELOCATE EA 0.00 $3,905.00 $0.00 113.3333333 TOTAL SY 425-71 INLETS RELOCATING EA 0.00 $5,000.00 $0.00 425-5 MANHOLE, ADJUST EA 0.00 $504.12 $0.00 MILLING & RESURFACING OUTSIDE LANE 425-6 VALVE BOXES, ADJUST EA 0.00 $113.00 $0.00 110 LB/SY/IN THICK 430-175-142 PIPE CULV, OPT MATL, ROUND, 42"S/CD LF 0.00 $114.79 $0.00 2 INCHES THICK 430-610-125 U-ENDWALL, STD 261, 1:4 SLP, 18" EA 0.00 $3,185.00 $0.00 2 MILLING WIDTH (LF) Miscellaneous Items 195 MILLING LENGTH N/A STREET TREES EA 0.00 $500.00 $0.00 390 TOTAL SF 515-2-211 PED/BICYCLE RAILING, STL, 42" TYPE 1 LF 0.00 $195.87 $0.00 43.33333333 TOTAL SY Subtotal $52,000.00 9533.333333 LB ASPHALT Value obtained from 102-1 MAINTENANCE OF TRAFFIC LS 10% $6,000.00 5 TONS Statewide average Subtotal $58,000.00 pay item cost list 101-1 MOBILIZATION LS 10% $6,000.00 FOR CULVERT FOR SIDEWALK CONNECTION Subtotal $64,000.00 WIDTH OF CULVERT 0 Case-specific input CONTINGENCY LS 20% $13,000.00 WIDTH OF SIDEWALK 5 values Total Construction Cost $77,000.00 EXTRA PIPE LENGTH 2 DESIGN LS 15% $12,000.00 PIPE LENGTH 7 Price obtained from C.E.I LS 12% $10,000.00 ENDWALLS 2 Brevard pay item list Total Cost $100,000.00

D-4 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

Probable Cost Worksheet - - Location Location # #33 - - Stop Stop 477 477 March 2015 Weighted Total Item No. Description Unit Average Unit Total Amount Quantity Price LENGTHS OF PULLOUT (PO) (LF) CLEARING & GRUBBING Roadway Items 85 FULL LENGTH PO AREA (FT) 1/62 MILES 25 WIDTH (FT) 110-1-1 CLEARING & GRUBBING AC 0.11 $5,447.21 $600.00 110 COMBINED TAPERS (FT) 1/48 MILES 4875 TOTAL AREA (SF) 120-6 EMBANKMENT CY 360.00 $4.61 $1,700.00 195 TOTAL LENGTH (FT) 1/27 MILES 0.11 TOTAL ACRES 160-4 TYPE B STABILIZATION SY 190.00 $2.42 $500.00 12 WIDTH OF PO (FT) 285-709 OPTIONAL BASE, BASE GROUP 9 SY 190.00 $12.50 $2,400.00 327-70-5 MILLING EXISTING ASPH PVMT, 2" AVG DEPTH SY 43.00 $1.90 $100.00 EMBANKMENT BUS SHELTER PAD/ADD'L SIDEWALK 334-1-23 SUPERPAVE ASPH CONC, TRAF C, PG76-22 TN 17.00 $89.10 $1,600.00 195 FILL LENGTH (FT) 8 BUS PAD WIDTH (FT) 337-7-22 ASPH CONC FC, INC BIT, FC-5, PG76-22, PMA TN 6.00 $138.02 $900.00 25 FILL WIDTH (FT) 680 BUS PAD AREA (SF) 520-1-10 CONCRETE CURB & GUTTER, TYPE F LF 90.00 $19.07 $1,800.00 2 FILL HEIGHT (FT) 75.55555556 BUS PAD AREA (SY) 522-1 SIDEWALK CONCRETE, 4" THICK SY 60.00 $23.10 $1,400.00 9750 FILL VOLUME (CF) 100 ADD'L SW LENGTH 522-3 BUS BOARDING PAD - CONCRETE SY 110.00 $109.00 $12,000.00 361.1111111 FILL VOLUME (CY) 5 ADD'L SW WIDTH 522-4 BUS SHELTER PAD - CONCRETE SY 80.00 $351.17 $28,100.00 500 ADD'L SW AREA (SF) 570-1-2 PERFORMANCE TURF, SOD SY 110.00 $1.76 $200.00 STABILIZATION/BASE/ASPHALT FOR TAPER AREAS 55.55555556 ADD'L SW AREA (SY) Signing and Pavement Marking Items 110 LB/SY/IN THICK 700-1-11 SINGLE POST SIGN, F&I GM, LESS THAN 12 SF AS 0.00 $397.91 $0.00 3 INCHES THICK SOD 700-1-50 SINGLE POST SIGN, RELOCATE AS 1.00 $286.00 $300.00 660 TAPER AREAS (SF) 5 WIDTH OF SOD (FT) 700-2-50 MULTI- POST SIGN, RELOCATE AS 1.00 $3,426.14 $3,500.00 73.33333333 TOTAL SY 975 TOTAL AREA (SF) 711-11-122 THERMOPLASTIC, STANDARD, WHITE, SOLID, 8" LF 365.00 $1.32 $500.00 24200 LB ASPHALT 108.3333333 TOTAL AREA (SY) 711-11-151 THERMOPLASTIC, STANDARD, WHITE, DOT GUIDE, 6" LF 220.00 $1.27 $300.00 12 TONS 711-11-170 THERMOPLASTIC, STANDARD, WHITE, ARROW EA 0.00 $64.90 $0.00 Utility, Drainage, and Lighting Items STABILIZATION/BASE FOR PO AREA N/A UTILITY POLE RELOCATION EA 0.00 $150,000.00 $0.00 1020 PO AREA (SF) 715-4-400 LIGHT POLE COMPLETE, RELOCATE EA 0.00 $3,905.00 $0.00 113.3333333 TOTAL SY 425-71 INLETS RELOCATING EA 0.00 $5,000.00 $0.00 425-5 MANHOLE, ADJUST EA 0.00 $504.12 $0.00 MILLING & RESURFACING OUTSIDE LANE 425-6 VALVE BOXES, ADJUST EA 0.00 $113.00 $0.00 110 LB/SY/IN THICK 430-175-142 PIPE CULV, OPT MATL, ROUND, 42"S/CD LF 0.00 $114.79 $0.00 2 INCHES THICK 430-610-125 U-ENDWALL, STD 261, 1:4 SLP, 18" EA 0.00 $3,185.00 $0.00 2 MILLING WIDTH (LF) Miscellaneous Items 195 MILLING LENGTH N/A STREET TREES EA 0.00 $500.00 $0.00 390 TOTAL SF 515-2-211 PED/BICYCLE RAILING, STL, 42" TYPE 1 LF 0.00 $195.87 $0.00 43.33333333 TOTAL SY Subtotal $56,000.00 9533.333333 LB ASPHALT Value obtained from 102-1 MAINTENANCE OF TRAFFIC LS 10% $6,000.00 5 TONS Statewide average Subtotal $62,000.00 pay item cost list 101-1 MOBILIZATION LS 10% $7,000.00 FOR CULVERT FOR SIDEWALK CONNECTION Subtotal $69,000.00 WIDTH OF CULVERT 0 Case-specific input CONTINGENCY LS 20% $14,000.00 WIDTH OF SIDEWALK 5 values Total Construction Cost $83,000.00 EXTRA PIPE LENGTH 2 DESIGN LS 15% $13,000.00 PIPE LENGTH 7 Price obtained from C.E.I LS 12% $10,000.00 ENDWALLS 2 Brevard pay item list Total Cost $110,000.00

April 2015 | D-5 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

ProbableProbable Cost Cost Worksheet Worksheet - Locations - Location #4 #and4 - Stop#9 - Stopss 169 and169 170and 170 March 2015 Weighted Total Item No. Description Unit Average Unit Total Amount Quantity Price LENGTHS OF PULLOUT (PO) (LF) CLEARING & GRUBBING Roadway Items 85 FULL LENGTH PO AREA (FT) 1/62 MILES 25 WIDTH (FT) 110-1-1 CLEARING & GRUBBING AC 0.11 $5,447.21 $600.00 110 COMBINED TAPERS (FT) 1/48 MILES 4875 TOTAL AREA (SF) 120-6 EMBANKMENT CY 360.00 $4.61 $1,700.00 195 TOTAL LENGTH (FT) 1/27 MILES 0.11 TOTAL ACRES 160-4 TYPE B STABILIZATION SY 190.00 $2.42 $500.00 12 WIDTH OF PO (FT) 285-709 OPTIONAL BASE, BASE GROUP 9 SY 190.00 $12.50 $2,400.00 327-70-5 MILLING EXISTING ASPH PVMT, 2" AVG DEPTH SY 43.00 $1.90 $100.00 EMBANKMENT BUS SHELTER PAD/ADD'L SIDEWALK 334-1-23 SUPERPAVE ASPH CONC, TRAF C, PG76-22 TN 17.00 $89.10 $1,600.00 195 FILL LENGTH (FT) 8 BUS PAD WIDTH (FT) 337-7-22 ASPH CONC FC, INC BIT, FC-5, PG76-22, PMA TN 6.00 $138.02 $900.00 25 FILL WIDTH (FT) 680 BUS PAD AREA (SF) 520-1-10 CONCRETE CURB & GUTTER, TYPE F LF 90.00 $19.07 $1,800.00 2 FILL HEIGHT (FT) 75.55555556 BUS PAD AREA (SY) 522-1 SIDEWALK CONCRETE, 4" THICK SY 50.00 $23.10 $1,200.00 9750 FILL VOLUME (CF) 90 ADD'L SW LENGTH 522-3 BUS BOARDING PAD - CONCRETE SY 110.00 $109.00 $12,000.00 361.1111111 FILL VOLUME (CY) 5 ADD'L SW WIDTH 522-4 BUS SHELTER PAD - CONCRETE SY 80.00 $351.17 $28,100.00 450 ADD'L SW AREA (SF) 570-1-2 PERFORMANCE TURF, SOD SY 110.00 $1.76 $200.00 STABILIZATION/BASE/ASPHALT FOR TAPER AREAS 50 ADD'L SW AREA (SY) Signing and Pavement Marking Items 110 LB/SY/IN THICK 700-1-11 SINGLE POST SIGN, F&I GM, LESS THAN 12 SF AS 0.00 $397.91 $0.00 3 INCHES THICK SOD 700-1-50 SINGLE POST SIGN, RELOCATE AS 0.00 $286.00 $0.00 660 TAPER AREAS (SF) 5 WIDTH OF SOD (FT) 700-2-50 MULTI- POST SIGN, RELOCATE AS 0.00 $3,426.14 $0.00 73.33333333 TOTAL SY 975 TOTAL AREA (SF) 711-11-122 THERMOPLASTIC, STANDARD, WHITE, SOLID, 8" LF 365.00 $1.32 $500.00 24200 LB ASPHALT 108.3333333 TOTAL AREA (SY) 711-11-151 THERMOPLASTIC, STANDARD, WHITE, DOT GUIDE, 6" LF 220.00 $1.27 $300.00 12 TONS 711-11-170 THERMOPLASTIC, STANDARD, WHITE, ARROW EA 0.00 $64.90 $0.00 Utility, Drainage, and Lighting Items STABILIZATION/BASE FOR PO AREA N/A UTILITY POLE RELOCATION EA 0.00 $150,000.00 $0.00 1020 PO AREA (SF) 715-4-400 LIGHT POLE COMPLETE, RELOCATE EA 1.00 $3,905.00 $4,000.00 113.3333333 TOTAL SY 425-71 INLETS RELOCATING EA 1.00 $5,000.00 $5,000.00 425-5 MANHOLE, ADJUST EA 0.00 $504.12 $0.00 MILLING & RESURFACING OUTSIDE LANE 425-6 VALVE BOXES, ADJUST EA 2.00 $113.00 $300.00 110 LB/SY/IN THICK 430-175-142 PIPE CULV, OPT MATL, ROUND, 42"S/CD LF 0.00 $114.79 $0.00 2 INCHES THICK 430-610-125 U-ENDWALL, STD 261, 1:4 SLP, 18" EA 0.00 $3,185.00 $0.00 2 MILLING WIDTH (LF) Miscellaneous Items 195 MILLING LENGTH N/A STREET TREES EA 4.00 $500.00 $2,000.00 390 TOTAL SF 515-2-211 PED/BICYCLE RAILING, STL, 42" TYPE 1 LF 0.00 $195.87 $0.00 43.33333333 TOTAL SY Subtotal $64,000.00 9533.333333 LB ASPHALT Value obtained from 102-1 MAINTENANCE OF TRAFFIC LS 10% $7,000.00 5 TONS Statewide average Subtotal $71,000.00 pay item cost list 101-1 MOBILIZATION LS 10% $8,000.00 FOR CULVERT FOR SIDEWALK CONNECTION Subtotal $79,000.00 WIDTH OF CULVERT 0 Case-specific input CONTINGENCY LS 20% $16,000.00 WIDTH OF SIDEWALK 5 values Total Construction Cost $95,000.00 EXTRA PIPE LENGTH 2 DESIGN LS 15% $15,000.00 PIPE LENGTH 7 Price obtained from C.E.I LS 12% $12,000.00 ENDWALLS 2 Brevard pay item list Total Cost $130,000.00

D-6 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

ProbableProbable Cost Cost Worksheet Worksheet - Locations - Location #6 #5 and - Stops #8 - Stops 143 and 144 144 and 143 March 2015 Weighted Total Item No. Description Unit Average Unit Total Amount Quantity Price LENGTHS OF PULLOUT (PO) (LF) CLEARING & GRUBBING Roadway Items 85 FULL LENGTH PO AREA (FT) 1/62 MILES 25 WIDTH (FT) 110-1-1 CLEARING & GRUBBING AC 0.11 $5,447.21 $600.00 110 COMBINED TAPERS (FT) 1/48 MILES 4875 TOTAL AREA (SF) 120-6 EMBANKMENT CY 360.00 $4.61 $1,700.00 195 TOTAL LENGTH (FT) 1/27 MILES 0.11 TOTAL ACRES 160-4 TYPE B STABILIZATION SY 190.00 $2.42 $500.00 12 WIDTH OF PO (FT) 285-709 OPTIONAL BASE, BASE GROUP 9 SY 190.00 $12.50 $2,400.00 327-70-5 MILLING EXISTING ASPH PVMT, 2" AVG DEPTH SY 43.00 $1.90 $100.00 EMBANKMENT BUS SHELTER PAD/ADD'L SIDEWALK 334-1-23 SUPERPAVE ASPH CONC, TRAF C, PG76-22 TN 17.00 $89.10 $1,600.00 195 FILL LENGTH (FT) 8 BUS PAD WIDTH (FT) 337-7-22 ASPH CONC FC, INC BIT, FC-5, PG76-22, PMA TN 6.00 $138.02 $900.00 25 FILL WIDTH (FT) 680 BUS PAD AREA (SF) 520-1-10 CONCRETE CURB & GUTTER, TYPE F LF 90.00 $19.07 $1,800.00 2 FILL HEIGHT (FT) 75.55555556 BUS PAD AREA (SY) 522-1 SIDEWALK CONCRETE, 4" THICK SY 50.00 $23.10 $1,200.00 9750 FILL VOLUME (CF) 90 ADD'L SW LENGTH 522-3 BUS BOARDING PAD - CONCRETE SY 110.00 $109.00 $12,000.00 361.1111111 FILL VOLUME (CY) 5 ADD'L SW WIDTH 522-4 BUS SHELTER PAD - CONCRETE SY 80.00 $351.17 $28,100.00 450 ADD'L SW AREA (SF) 570-1-2 PERFORMANCE TURF, SOD SY 110.00 $1.76 $200.00 STABILIZATION/BASE/ASPHALT FOR TAPER AREAS 50 ADD'L SW AREA (SY) Signing and Pavement Marking Items 110 LB/SY/IN THICK 700-1-11 SINGLE POST SIGN, F&I GM, LESS THAN 12 SF AS 0.00 $397.91 $0.00 3 INCHES THICK SOD 700-1-50 SINGLE POST SIGN, RELOCATE AS 0.00 $286.00 $0.00 660 TAPER AREAS (SF) 5 WIDTH OF SOD (FT) 700-2-50 MULTI- POST SIGN, RELOCATE AS 0.00 $3,426.14 $0.00 73.33333333 TOTAL SY 975 TOTAL AREA (SF) 711-11-122 THERMOPLASTIC, STANDARD, WHITE, SOLID, 8" LF 365.00 $1.32 $500.00 24200 LB ASPHALT 108.3333333 TOTAL AREA (SY) 711-11-151 THERMOPLASTIC, STANDARD, WHITE, DOT GUIDE, 6" LF 220.00 $1.27 $300.00 12 TONS 711-11-170 THERMOPLASTIC, STANDARD, WHITE, ARROW EA 0.00 $64.90 $0.00 Utility, Drainage, and Lighting Items STABILIZATION/BASE FOR PO AREA N/A UTILITY POLE RELOCATION EA 0.00 $150,000.00 $0.00 1020 PO AREA (SF) 715-4-400 LIGHT POLE COMPLETE, RELOCATE EA 1.00 $3,905.00 $4,000.00 113.3333333 TOTAL SY 425-71 INLETS RELOCATING EA 0.00 $5,000.00 $0.00 425-5 MANHOLE, ADJUST EA 0.00 $504.12 $0.00 MILLING & RESURFACING OUTSIDE LANE 425-6 VALVE BOXES, ADJUST EA 3.00 $113.00 $400.00 110 LB/SY/IN THICK 430-175-142 PIPE CULV, OPT MATL, ROUND, 42"S/CD LF 0.00 $114.79 $0.00 2 INCHES THICK 430-610-125 U-ENDWALL, STD 261, 1:4 SLP, 18" EA 0.00 $3,185.00 $0.00 2 MILLING WIDTH (LF) Miscellaneous Items 195 MILLING LENGTH N/A STREET TREES EA 0.00 $500.00 $0.00 390 TOTAL SF 515-2-211 PED/BICYCLE RAILING, STL, 42" TYPE 1 LF 10.00 $195.87 $2,000.00 43.33333333 TOTAL SY Subtotal $59,000.00 9533.333333 LB ASPHALT Value obtained from 102-1 MAINTENANCE OF TRAFFIC LS 10% $6,000.00 5 TONS Statewide average Subtotal $65,000.00 pay item cost list 101-1 MOBILIZATION LS 10% $7,000.00 FOR CULVERT FOR SIDEWALK CONNECTION Subtotal $72,000.00 WIDTH OF CULVERT 0 Case-specific input CONTINGENCY LS 20% $15,000.00 WIDTH OF SIDEWALK 5 values Total Construction Cost $87,000.00 EXTRA PIPE LENGTH 2 DESIGN LS 15% $14,000.00 PIPE LENGTH 7 Price obtained from C.E.I LS 12% $11,000.00 ENDWALLS 2 Brevard pay item list Total Cost $120,000.00

April 2015 | D-7 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

Probable Cost Worksheet - - Location Location # #76 -- Stop Stop 116767 March 2015 Weighted Total Item No. Description Unit Average Unit Total Amount Quantity Price LENGTHS OF PULLOUT (PO) (LF) CLEARING & GRUBBING Roadway Items 85 FULL LENGTH PO AREA (FT) 1/62 MILES 25 WIDTH (FT) 110-1-1 CLEARING & GRUBBING AC 0.11 $5,447.21 $600.00 110 COMBINED TAPERS (FT) 1/48 MILES 4875 TOTAL AREA (SF) 120-6 EMBANKMENT CY 360.00 $4.61 $1,700.00 195 TOTAL LENGTH (FT) 1/27 MILES 0.11 TOTAL ACRES 160-4 TYPE B STABILIZATION SY 190.00 $2.42 $500.00 12 WIDTH OF PO (FT) 285-709 OPTIONAL BASE, BASE GROUP 9 SY 190.00 $12.50 $2,400.00 327-70-5 MILLING EXISTING ASPH PVMT, 2" AVG DEPTH SY 43.00 $1.90 $100.00 EMBANKMENT BUS SHELTER PAD/ADD'L SIDEWALK 334-1-23 SUPERPAVE ASPH CONC, TRAF C, PG76-22 TN 17.00 $89.10 $1,600.00 195 FILL LENGTH (FT) 8 BUS PAD WIDTH (FT) 337-7-22 ASPH CONC FC, INC BIT, FC-5, PG76-22, PMA TN 6.00 $138.02 $900.00 25 FILL WIDTH (FT) 680 BUS PAD AREA (SF) 520-1-10 CONCRETE CURB & GUTTER, TYPE F LF 90.00 $19.07 $1,800.00 2 FILL HEIGHT (FT) 75.55555556 BUS PAD AREA (SY) 522-1 SIDEWALK CONCRETE, 4" THICK SY 50.00 $23.10 $1,200.00 9750 FILL VOLUME (CF) 90 ADD'L SW LENGTH 522-3 BUS BOARDING PAD - CONCRETE SY 110.00 $109.00 $12,000.00 361.1111111 FILL VOLUME (CY) 5 ADD'L SW WIDTH 522-4 BUS SHELTER PAD - CONCRETE SY 80.00 $351.17 $28,100.00 450 ADD'L SW AREA (SF) 570-1-2 PERFORMANCE TURF, SOD SY 110.00 $1.76 $200.00 STABILIZATION/BASE/ASPHALT FOR TAPER AREAS 50 ADD'L SW AREA (SY) Signing and Pavement Marking Items 110 LB/SY/IN THICK 700-1-11 SINGLE POST SIGN, F&I GM, LESS THAN 12 SF AS 0.00 $397.91 $0.00 3 INCHES THICK SOD 700-1-50 SINGLE POST SIGN, RELOCATE AS 0.00 $286.00 $0.00 660 TAPER AREAS (SF) 5 WIDTH OF SOD (FT) 700-2-50 MULTI- POST SIGN, RELOCATE AS 0.00 $3,426.14 $0.00 73.33333333 TOTAL SY 975 TOTAL AREA (SF) 711-11-122 THERMOPLASTIC, STANDARD, WHITE, SOLID, 8" LF 365.00 $1.32 $500.00 24200 LB ASPHALT 108.3333333 TOTAL AREA (SY) 711-11-151 THERMOPLASTIC, STANDARD, WHITE, DOT GUIDE, 6" LF 220.00 $1.27 $300.00 12 TONS 711-11-170 THERMOPLASTIC, STANDARD, WHITE, ARROW EA 0.00 $64.90 $0.00 Utility, Drainage, and Lighting Items STABILIZATION/BASE FOR PO AREA N/A UTILITY POLE RELOCATION EA 0.00 $150,000.00 $0.00 1020 PO AREA (SF) 715-4-400 LIGHT POLE COMPLETE, RELOCATE EA 1.00 $3,905.00 $4,000.00 113.3333333 TOTAL SY 425-71 INLETS RELOCATING EA 0.00 $5,000.00 $0.00 425-5 MANHOLE, ADJUST EA 2.00 $504.12 $1,100.00 MILLING & RESURFACING OUTSIDE LANE 425-6 VALVE BOXES, ADJUST EA 0.00 $113.00 $0.00 110 LB/SY/IN THICK 430-175-142 PIPE CULV, OPT MATL, ROUND, 42"S/CD LF 0.00 $114.79 $0.00 2 INCHES THICK 430-610-125 U-ENDWALL, STD 261, 1:4 SLP, 18" EA 0.00 $3,185.00 $0.00 2 MILLING WIDTH (LF) 1644-800 FIRE HYDRANT, RELOCATE EA 1.00 $2,740.00 $2,800.00 195 MILLING LENGTH $7,900.00 Miscellaneous Items 390 TOTAL SF N/A STREET TREES EA 4.00 $500.00 $2,000.00 43.33333333 TOTAL SY 515-2-211 PED/BICYCLE RAILING, STL, 42" TYPE 1 LF 200.00 $195.87 $39,200.00 9533.333333 LB ASPHALT Subtotal $101,000.00 5 TONS Value obtained from 102-1 MAINTENANCE OF TRAFFIC LS 10% $11,000.00 Statewide average Subtotal $112,000.00 pay item cost list 101-1 MOBILIZATION LS 10% $12,000.00 FOR CULVERT FOR SIDEWALK CONNECTION Subtotal $124,000.00 WIDTH OF CULVERT 0 Case-specific input CONTINGENCY LS 20% $25,000.00 WIDTH OF SIDEWALK 5 values Total Construction Cost $149,000.00 EXTRA PIPE LENGTH 2 DESIGN LS 15% $23,000.00 PIPE LENGTH 7 Price obtained from C.E.I LS 12% $18,000.00 ENDWALLS 2 Brevard pay item list Total Cost $190,000.00

D-8 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

ProbableProbable CostCost Worksheet Worksheet - Location #10#7 - -Stop Stop 1 14646 March 2015 Weighted Total Item No. Description Unit Average Unit Total Amount Quantity Price LENGTHS OF PULLOUT (PO) (LF) CLEARING & GRUBBING Roadway Items 85 FULL LENGTH PO AREA (FT) 1/62 MILES 25 WIDTH (FT) 110-1-1 CLEARING & GRUBBING AC 0.11 $5,447.21 $600.00 110 COMBINED TAPERS (FT) 1/48 MILES 4875 TOTAL AREA (SF) 120-6 EMBANKMENT CY 360.00 $4.61 $1,700.00 195 TOTAL LENGTH (FT) 1/27 MILES 0.11 TOTAL ACRES 160-4 TYPE B STABILIZATION SY 190.00 $2.42 $500.00 12 WIDTH OF PO (FT) 285-709 OPTIONAL BASE, BASE GROUP 9 SY 190.00 $12.50 $2,400.00 327-70-5 MILLING EXISTING ASPH PVMT, 2" AVG DEPTH SY 43.00 $1.90 $100.00 EMBANKMENT BUS SHELTER PAD/ADD'L SIDEWALK 334-1-23 SUPERPAVE ASPH CONC, TRAF C, PG76-22 TN 17.00 $89.10 $1,600.00 195 FILL LENGTH (FT) 8 BUS PAD WIDTH (FT) 337-7-22 ASPH CONC FC, INC BIT, FC-5, PG76-22, PMA TN 6.00 $138.02 $900.00 25 FILL WIDTH (FT) 680 BUS PAD AREA (SF) 520-1-10 CONCRETE CURB & GUTTER, TYPE F LF 90.00 $19.07 $1,800.00 2 FILL HEIGHT (FT) 75.55555556 BUS PAD AREA (SY) 522-1 SIDEWALK CONCRETE, 4" THICK SY 50.00 $23.10 $1,200.00 9750 FILL VOLUME (CF) 90 ADD'L SW LENGTH 522-3 BUS BOARDING PAD - CONCRETE SY 110.00 $109.00 $12,000.00 361.1111111 FILL VOLUME (CY) 5 ADD'L SW WIDTH 522-4 BUS SHELTER PAD - CONCRETE SY 80.00 $351.17 $28,100.00 450 ADD'L SW AREA (SF) 570-1-2 PERFORMANCE TURF, SOD SY 110.00 $1.76 $200.00 STABILIZATION/BASE/ASPHALT FOR TAPER AREAS 50 ADD'L SW AREA (SY) Signing and Pavement Marking Items 110 LB/SY/IN THICK 700-1-11 SINGLE POST SIGN, F&I GM, LESS THAN 12 SF AS 0.00 $397.91 $0.00 3 INCHES THICK SOD 700-1-50 SINGLE POST SIGN, RELOCATE AS 0.00 $286.00 $0.00 660 TAPER AREAS (SF) 5 WIDTH OF SOD (FT) 700-2-50 MULTI- POST SIGN, RELOCATE AS 0.00 $3,426.14 $0.00 73.33333333 TOTAL SY 975 TOTAL AREA (SF) 711-11-122 THERMOPLASTIC, STANDARD, WHITE, SOLID, 8" LF 365.00 $1.32 $500.00 24200 LB ASPHALT 108.3333333 TOTAL AREA (SY) 711-11-151 THERMOPLASTIC, STANDARD, WHITE, DOT GUIDE, 6" LF 220.00 $1.27 $300.00 12 TONS 711-11-170 THERMOPLASTIC, STANDARD, WHITE, ARROW EA 0.00 $64.90 $0.00 Utility, Drainage, and Lighting Items STABILIZATION/BASE FOR PO AREA N/A UTILITY POLE RELOCATION EA 0.00 $150,000.00 $0.00 1020 PO AREA (SF) 715-4-400 LIGHT POLE COMPLETE, RELOCATE EA 1.00 $3,905.00 $4,000.00 113.3333333 TOTAL SY 425-71 INLETS RELOCATING EA 0.00 $5,000.00 $0.00 425-5 MANHOLE, ADJUST EA 0.00 $504.12 $0.00 MILLING & RESURFACING OUTSIDE LANE 425-6 VALVE BOXES, ADJUST EA 0.00 $113.00 $0.00 110 LB/SY/IN THICK 430-175-142 PIPE CULV, OPT MATL, ROUND, 42"S/CD LF 0.00 $114.79 $0.00 2 INCHES THICK 430-610-125 U-ENDWALL, STD 261, 1:4 SLP, 18" EA 0.00 $3,185.00 $0.00 2 MILLING WIDTH (LF) Miscellaneous Items 195 MILLING LENGTH N/A STREET TREES EA 4.00 $500.00 $2,000.00 390 TOTAL SF 515-2-211 PED/BICYCLE RAILING, STL, 42" TYPE 1 LF 200.00 $195.87 $39,200.00 43.33333333 TOTAL SY Subtotal $98,000.00 9533.333333 LB ASPHALT Value obtained from 102-1 MAINTENANCE OF TRAFFIC LS 10% $10,000.00 5 TONS Statewide average Subtotal $108,000.00 pay item cost list 101-1 MOBILIZATION LS 10% $11,000.00 FOR CULVERT FOR SIDEWALK CONNECTION Subtotal $119,000.00 WIDTH OF CULVERT 0 Case-specific input CONTINGENCY LS 20% $24,000.00 WIDTH OF SIDEWALK 5 values Total Construction Cost $143,000.00 EXTRA PIPE LENGTH 2 DESIGN LS 15% $22,000.00 PIPE LENGTH 7 Price obtained from C.E.I LS 12% $18,000.00 ENDWALLS 2 Brevard pay item list Total Cost $190,000.00

April 2015 | D-9 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

Probable Cost WorksheetWorksheet - Location #11 #8 -- Stop 15691569 March 2015 Weighted Total Item No. Description Unit Average Unit Total Amount Quantity Price LENGTHS OF PULLOUT (PO) (LF) CLEARING & GRUBBING Roadway Items 125 FULL LENGTH PO AREA (FT) 1/42 MILES 25 WIDTH (FT) 110-1-1 CLEARING & GRUBBING AC 0.13 $5,447.21 $800.00 110 COMBINED TAPERS (FT) 1/48 MILES 5875 TOTAL AREA (SF) 120-6 EMBANKMENT CY 490.00 $4.61 $2,300.00 235 TOTAL LENGTH (FT) 2/45 MILES 0.13 TOTAL ACRES 160-4 TYPE B STABILIZATION SY 240.00 $2.42 $600.00 12 WIDTH OF PO (FT) 285-709 OPTIONAL BASE, BASE GROUP 9 SY 240.00 $12.50 $3,000.00 327-70-5 MILLING EXISTING ASPH PVMT, 2" AVG DEPTH SY 52.00 $1.90 $100.00 EMBANKMENT BUS SHELTER PAD/ADD'L SIDEWALK 334-1-23 SUPERPAVE ASPH CONC, TRAF C, PG76-22 TN 18.00 $89.10 $1,700.00 235 FILL LENGTH (FT) 8 BUS PAD WIDTH (FT) 337-7-22 ASPH CONC FC, INC BIT, FC-5, PG76-22, PMA TN 6.00 $138.02 $900.00 25 FILL WIDTH (FT) 1000 BUS PAD AREA (SF) 520-1-10 CONCRETE CURB & GUTTER, TYPE F LF 130.00 $19.07 $2,500.00 2 FILL HEIGHT (FT) 111.1111111 BUS PAD AREA (SY) 522-1 SIDEWALK CONCRETE, 4" THICK SY 30.00 $23.10 $700.00 11750 FILL VOLUME (CF) 45 ADD'L SW LENGTH 522-3 BUS BOARDING PAD - CONCRETE SY 170.00 $109.00 $18,600.00 435.1851852 FILL VOLUME (CY) 5 ADD'L SW WIDTH 522-4 BUS SHELTER PAD - CONCRETE SY 110.00 $351.17 $38,700.00 225 ADD'L SW AREA (SF) 570-1-2 PERFORMANCE TURF, SOD SY 130.00 $1.76 $300.00 STABILIZATION/BASE/ASPHALT FOR TAPER AREAS 25 ADD'L SW AREA (SY) Signing and Pavement Marking Items 110 LB/SY/IN THICK 700-1-11 SINGLE POST SIGN, F&I GM, LESS THAN 12 SF AS 0.00 $397.91 $0.00 3 INCHES THICK SOD 700-1-50 SINGLE POST SIGN, RELOCATE AS 1.00 $286.00 $300.00 660 TAPER AREAS (SF) 5 WIDTH OF SOD (FT) 700-2-50 MULTI- POST SIGN, RELOCATE AS 0.00 $3,426.14 $0.00 73.33333333 TOTAL SY 1175 TOTAL AREA (SF) 711-11-122 THERMOPLASTIC, STANDARD, WHITE, SOLID, 8" LF 485.00 $1.32 $700.00 24200 LB ASPHALT 130.5555556 TOTAL AREA (SY) 711-11-151 THERMOPLASTIC, STANDARD, WHITE, DOT GUIDE, 6" LF 220.00 $1.27 $300.00 12 TONS 711-11-170 THERMOPLASTIC, STANDARD, WHITE, ARROW EA 0.00 $64.90 $0.00 Utility, Drainage, and Lighting Items STABILIZATION/BASE FOR PO AREA ADD'L SIDEWALK CONNECTION EMBANKMENT N/A UTILITY POLE RELOCATION EA 0.00 $150,000.00 $0.00 1500 PO AREA (SF) 40 FILL LENGTH (FT) 715-4-400 LIGHT POLE COMPLETE, RELOCATE EA 0.00 $3,905.00 $0.00 166.6666667 TOTAL SY 9 FILL WIDTH (FT) 425-71 INLETS RELOCATING EA 0.00 $5,000.00 $0.00 4 FILL HEIGHT (FT) 425-5 MANHOLE, ADJUST EA 0.00 $504.12 $0.00 MILLING & RESURFACING OUTSIDE LANE 1440 FILL VOLUME (CF) 425-6 VALVE BOXES, ADJUST EA 0.00 $113.00 $0.00 110 LB/SY/IN THICK 53.33333333 FILL VOLUME (CY) 430-175-142 PIPE CULV, OPT MATL, ROUND, 42"S/CD LF 12.00 $114.79 $1,400.00 2 INCHES THICK 430-610-125 U-ENDWALL, STD 261, 1:4 SLP, 18" EA 4.00 $3,185.00 $12,800.00 2 MILLING WIDTH (LF) Miscellaneous Items 235 MILLING LENGTH N/A STREET TREES EA 0.00 $500.00 $0.00 470 TOTAL SF 515-2-211 PED/BICYCLE RAILING, STL, 42" TYPE 1 LF 0.00 $195.87 $0.00 52.22222222 TOTAL SY Subtotal $86,000.00 11488.88889 LB ASPHALT Value obtained from 102-1 MAINTENANCE OF TRAFFIC LS 10% $9,000.00 6 TONS Statewide average Subtotal $95,000.00 pay item cost list 101-1 MOBILIZATION LS 10% $10,000.00 FOR CULVERT FOR SIDEWALK CONNECTION Subtotal $105,000.00 WIDTH OF CULVERT 4 Case-specific input CONTINGENCY LS 20% $21,000.00 WIDTH OF SIDEWALK 5 values Total Construction Cost $126,000.00 EXTRA PIPE LENGTH 2 DESIGN LS 15% $19,000.00 PIPE LENGTH 12 Price obtained from C.E.I LS 12% $16,000.00 ENDWALLS 4 Brevard pay item list Total Cost $170,000.00

D-10 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

ProbableProbable Cost Worksheet - Location #12 #9 -- StopStop 1369 March 2015 Weighted Total Item No. Description Unit Average Unit Total Amount Quantity Price LENGTHS OF PULLOUT (PO) (LF) CLEARING & GRUBBING Roadway Items 125 FULL LENGTH PO AREA (FT) 1/42 MILES 25 WIDTH (FT) 110-1-1 CLEARING & GRUBBING AC 0.13 $5,447.21 $800.00 110 COMBINED TAPERS (FT) 1/48 MILES 5875 TOTAL AREA (SF) 120-6 EMBANKMENT CY 460.00 $4.61 $2,200.00 235 TOTAL LENGTH (FT) 2/45 MILES 0.13 TOTAL ACRES 160-4 TYPE B STABILIZATION SY 240.00 $2.42 $600.00 12 WIDTH OF PO (FT) 285-709 OPTIONAL BASE, BASE GROUP 9 SY 240.00 $12.50 $3,000.00 327-70-5 MILLING EXISTING ASPH PVMT, 2" AVG DEPTH SY 52.00 $1.90 $100.00 EMBANKMENT BUS SHELTER PAD/ADD'L SIDEWALK 334-1-23 SUPERPAVE ASPH CONC, TRAF C, PG76-22 TN 18.00 $89.10 $1,700.00 235 FILL LENGTH (FT) 8 BUS PAD WIDTH (FT) 337-7-22 ASPH CONC FC, INC BIT, FC-5, PG76-22, PMA TN 6.00 $138.02 $900.00 25 FILL WIDTH (FT) 1000 BUS PAD AREA (SF) 520-1-10 CONCRETE CURB & GUTTER, TYPE F LF 130.00 $19.07 $2,500.00 2 FILL HEIGHT (FT) 111.1111111 BUS PAD AREA (SY) 522-1 SIDEWALK CONCRETE, 4" THICK SY 10.00 $23.10 $300.00 11750 FILL VOLUME (CF) 20 ADD'L SW LENGTH 522-3 BUS BOARDING PAD - CONCRETE SY 170.00 $109.00 $18,600.00 435.1851852 FILL VOLUME (CY) 5 ADD'L SW WIDTH 522-4 BUS SHELTER PAD - CONCRETE SY 110.00 $351.17 $38,700.00 100 ADD'L SW AREA (SF) 570-1-2 PERFORMANCE TURF, SOD SY 130.00 $1.76 $300.00 STABILIZATION/BASE/ASPHALT FOR TAPER AREAS 11.11111111 ADD'L SW AREA (SY) Signing and Pavement Marking Items 110 LB/SY/IN THICK 700-1-11 SINGLE POST SIGN, F&I GM, LESS THAN 12 SF AS 0.00 $397.91 $0.00 3 INCHES THICK SOD 700-1-50 SINGLE POST SIGN, RELOCATE AS 0.00 $286.00 $0.00 660 TAPER AREAS (SF) 5 WIDTH OF SOD (FT) 700-2-50 MULTI- POST SIGN, RELOCATE AS 0.00 $3,426.14 $0.00 73.33333333 TOTAL SY 1175 TOTAL AREA (SF) 711-11-122 THERMOPLASTIC, STANDARD, WHITE, SOLID, 8" LF 485.00 $1.32 $700.00 24200 LB ASPHALT 130.5555556 TOTAL AREA (SY) 711-11-151 THERMOPLASTIC, STANDARD, WHITE, DOT GUIDE, 6" LF 220.00 $1.27 $300.00 12 TONS 711-11-170 THERMOPLASTIC, STANDARD, WHITE, ARROW EA 0.00 $64.90 $0.00 Utility, Drainage, and Lighting Items STABILIZATION/BASE FOR PO AREA ADD'L SIDEWALK CONNECTION EMBANKMENT N/A UTILITY POLE RELOCATION EA 0.00 $150,000.00 $0.00 1500 PO AREA (SF) 15 FILL LENGTH (FT) 715-4-400 LIGHT POLE COMPLETE, RELOCATE EA 0.00 $3,905.00 $0.00 166.6666667 TOTAL SY 9 FILL WIDTH (FT) 425-71 INLETS RELOCATING EA 0.00 $5,000.00 $0.00 4 FILL HEIGHT (FT) 425-5 MANHOLE, ADJUST EA 0.00 $504.12 $0.00 MILLING & RESURFACING OUTSIDE LANE 540 FILL VOLUME (CF) 425-6 VALVE BOXES, ADJUST EA 0.00 $113.00 $0.00 110 LB/SY/IN THICK 20 FILL VOLUME (CY) 430-175-142 PIPE CULV, OPT MATL, ROUND, 42"S/CD LF 12.00 $114.79 $1,400.00 2 INCHES THICK 430-610-125 U-ENDWALL, STD 261, 1:4 SLP, 18" EA 4.00 $3,185.00 $12,800.00 2 MILLING WIDTH (LF) Miscellaneous Items 235 MILLING LENGTH N/A STREET TREES EA 0.00 $500.00 $0.00 470 TOTAL SF 515-2-211 PED/BICYCLE RAILING, STL, 42" TYPE 1 LF 0.00 $195.87 $0.00 52.22222222 TOTAL SY Subtotal $85,000.00 11488.88889 LB ASPHALT Value obtained from 102-1 MAINTENANCE OF TRAFFIC LS 10% $9,000.00 6 TONS Statewide average Subtotal $94,000.00 pay item cost list 101-1 MOBILIZATION LS 10% $10,000.00 FOR CULVERT FOR SIDEWALK CONNECTION Subtotal $104,000.00 WIDTH OF CULVERT 4 Case-specific input CONTINGENCY LS 20% $21,000.00 WIDTH OF SIDEWALK 5 values Total Construction Cost $125,000.00 EXTRA PIPE LENGTH 2 DESIGN LS 15% $19,000.00 PIPE LENGTH 12 Price obtained from C.E.I LS 12% $15,000.00 ENDWALLS 4 Brevard pay item list Total Cost $160,000.00

April 2015 | D-11 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

ProbableProbable Cost WorksheetWorksheet -- LocationLocation #1#130 - StopStop 114545 March 2015 Weighted Total Item No. Description Unit Average Unit Total Amount Quantity Price LENGTHS OF PULLOUT (PO) (LF) CLEARING & GRUBBING Roadway Items 85 FULL LENGTH PO AREA (FT) 1/62 MILES 25 WIDTH (FT) 110-1-1 CLEARING & GRUBBING AC 0.11 $5,447.21 $600.00 110 COMBINED TAPERS (FT) 1/48 MILES 4875 TOTAL AREA (SF) 120-6 EMBANKMENT CY 360.00 $4.61 $1,700.00 195 TOTAL LENGTH (FT) 1/27 MILES 0.11 TOTAL ACRES 160-4 TYPE B STABILIZATION SY 190.00 $2.42 $500.00 12 WIDTH OF PO (FT) 285-709 OPTIONAL BASE, BASE GROUP 9 SY 190.00 $12.50 $2,400.00 327-70-5 MILLING EXISTING ASPH PVMT, 2" AVG DEPTH SY 43.00 $1.90 $100.00 EMBANKMENT BUS SHELTER PAD/ADD'L SIDEWALK 334-1-23 SUPERPAVE ASPH CONC, TRAF C, PG76-22 TN 17.00 $89.10 $1,600.00 195 FILL LENGTH (FT) 8 BUS PAD WIDTH (FT) 337-7-22 ASPH CONC FC, INC BIT, FC-5, PG76-22, PMA TN 6.00 $138.02 $900.00 25 FILL WIDTH (FT) 680 BUS PAD AREA (SF) 520-1-10 CONCRETE CURB & GUTTER, TYPE F LF 90.00 $19.07 $1,800.00 2 FILL HEIGHT (FT) 75.55555556 BUS PAD AREA (SY) 522-1 SIDEWALK CONCRETE, 4" THICK SY 50.00 $23.10 $1,200.00 9750 FILL VOLUME (CF) 90 ADD'L SW LENGTH 522-3 BUS BOARDING PAD - CONCRETE SY 110.00 $109.00 $12,000.00 361.1111111 FILL VOLUME (CY) 5 ADD'L SW WIDTH 522-4 BUS SHELTER PAD - CONCRETE SY 80.00 $351.17 $28,100.00 450 ADD'L SW AREA (SF) 570-1-2 PERFORMANCE TURF, SOD SY 110.00 $1.76 $200.00 STABILIZATION/BASE/ASPHALT FOR TAPER AREAS 50 ADD'L SW AREA (SY) Signing and Pavement Marking Items 110 LB/SY/IN THICK 700-1-11 SINGLE POST SIGN, F&I GM, LESS THAN 12 SF AS 0.00 $397.91 $0.00 3 INCHES THICK SOD 700-1-50 SINGLE POST SIGN, RELOCATE AS 0.00 $286.00 $0.00 660 TAPER AREAS (SF) 5 WIDTH OF SOD (FT) 700-2-50 MULTI- POST SIGN, RELOCATE AS 0.00 $3,426.14 $0.00 73.33333333 TOTAL SY 975 TOTAL AREA (SF) 711-11-122 THERMOPLASTIC, STANDARD, WHITE, SOLID, 8" LF 365.00 $1.32 $500.00 24200 LB ASPHALT 108.3333333 TOTAL AREA (SY) 711-11-151 THERMOPLASTIC, STANDARD, WHITE, DOT GUIDE, 6" LF 220.00 $1.27 $300.00 12 TONS 711-11-170 THERMOPLASTIC, STANDARD, WHITE, ARROW EA 0.00 $64.90 $0.00 Utility, Drainage, and Lighting Items STABILIZATION/BASE FOR PO AREA N/A UTILITY POLE RELOCATION EA 0.00 $150,000.00 $0.00 1020 PO AREA (SF) 715-4-400 LIGHT POLE COMPLETE, RELOCATE EA 1.00 $3,905.00 $4,000.00 113.3333333 TOTAL SY 425-71 INLETS RELOCATING EA 0.00 $5,000.00 $0.00 425-5 MANHOLE, ADJUST EA 1.00 $504.12 $600.00 MILLING & RESURFACING OUTSIDE LANE 425-6 VALVE BOXES, ADJUST EA 1.00 $113.00 $200.00 110 LB/SY/IN THICK 430-175-142 PIPE CULV, OPT MATL, ROUND, 42"S/CD LF 0.00 $114.79 $0.00 2 INCHES THICK 430-610-125 U-ENDWALL, STD 261, 1:4 SLP, 18" EA 0.00 $3,185.00 $0.00 2 MILLING WIDTH (LF) Miscellaneous Items 195 MILLING LENGTH N/A STREET TREES EA 4.00 $500.00 $2,000.00 390 TOTAL SF 515-2-211 PED/BICYCLE RAILING, STL, 42" TYPE 1 LF 0.00 $195.87 $0.00 43.33333333 TOTAL SY Subtotal $59,000.00 9533.333333 LB ASPHALT Value obtained from 102-1 MAINTENANCE OF TRAFFIC LS 10% $6,000.00 5 TONS Statewide average Subtotal $65,000.00 pay item cost list 101-1 MOBILIZATION LS 10% $7,000.00 FOR CULVERT FOR SIDEWALK CONNECTION Subtotal $72,000.00 WIDTH OF CULVERT 0 Case-specific input CONTINGENCY LS 20% $15,000.00 WIDTH OF SIDEWALK 5 values Total Construction Cost $87,000.00 EXTRA PIPE LENGTH 2 DESIGN LS 15% $14,000.00 PIPE LENGTH 7 Price obtained from C.E.I LS 12% $11,000.00 ENDWALLS 2 Brevard pay item list Total Cost $120,000.00

D-12 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

ProbableProbable Cost WorksheetWorksheet -- LocationLocation ##1411 - Stop 666 March 2015 Weighted Total Item No. Description Unit Average Unit Total Amount Quantity Price LENGTHS OF PULLOUT (PO) (LF) CLEARING & GRUBBING Roadway Items 125 FULL LENGTH PO AREA (FT) 1/42 MILES 25 WIDTH (FT) 110-1-1 CLEARING & GRUBBING AC 0.13 $5,447.21 $800.00 110 COMBINED TAPERS (FT) 1/48 MILES 5875 TOTAL AREA (SF) 120-6 EMBANKMENT CY 440.00 $4.61 $2,100.00 235 TOTAL LENGTH (FT) 2/45 MILES 0.13 TOTAL ACRES 160-4 TYPE B STABILIZATION SY 240.00 $2.42 $600.00 12 WIDTH OF PO (FT) 285-709 OPTIONAL BASE, BASE GROUP 9 SY 240.00 $12.50 $3,000.00 327-70-5 MILLING EXISTING ASPH PVMT, 2" AVG DEPTH SY 52.00 $1.90 $100.00 EMBANKMENT BUS SHELTER PAD/ADD'L SIDEWALK 334-1-23 SUPERPAVE ASPH CONC, TRAF C, PG76-22 TN 18.00 $89.10 $1,700.00 235 FILL LENGTH (FT) 8 BUS PAD WIDTH (FT) 337-7-22 ASPH CONC FC, INC BIT, FC-5, PG76-22, PMA TN 6.00 $138.02 $900.00 25 FILL WIDTH (FT) 1000 BUS PAD AREA (SF) 520-1-10 CONCRETE CURB & GUTTER, TYPE F LF 130.00 $19.07 $2,500.00 2 FILL HEIGHT (FT) 111.1111111 BUS PAD AREA (SY) 522-1 SIDEWALK CONCRETE, 4" THICK SY 10.00 $23.10 $300.00 11750 FILL VOLUME (CF) 25 ADD'L SW LENGTH 522-3 BUS BOARDING PAD - CONCRETE SY 170.00 $109.00 $18,600.00 435.1851852 FILL VOLUME (CY) 5 ADD'L SW WIDTH 522-4 BUS SHELTER PAD - CONCRETE SY 110.00 $351.17 $38,700.00 125 ADD'L SW AREA (SF) 570-1-2 PERFORMANCE TURF, SOD SY 130.00 $1.76 $300.00 STABILIZATION/BASE/ASPHALT FOR TAPER AREAS 13.88888889 ADD'L SW AREA (SY) Signing and Pavement Marking Items 110 LB/SY/IN THICK 700-1-11 SINGLE POST SIGN, F&I GM, LESS THAN 12 SF AS 0.00 $397.91 $0.00 3 INCHES THICK SOD 700-1-50 SINGLE POST SIGN, RELOCATE AS 0.00 $286.00 $0.00 660 TAPER AREAS (SF) 5 WIDTH OF SOD (FT) 700-2-50 MULTI- POST SIGN, RELOCATE AS 0.00 $3,426.14 $0.00 73.33333333 TOTAL SY 1175 TOTAL AREA (SF) 711-11-122 THERMOPLASTIC, STANDARD, WHITE, SOLID, 8" LF 485.00 $1.32 $700.00 24200 LB ASPHALT 130.5555556 TOTAL AREA (SY) 711-11-151 THERMOPLASTIC, STANDARD, WHITE, DOT GUIDE, 6" LF 220.00 $1.27 $300.00 12 TONS 711-11-170 THERMOPLASTIC, STANDARD, WHITE, ARROW EA 0.00 $64.90 $0.00 Utility, Drainage, and Lighting Items STABILIZATION/BASE FOR PO AREA N/A UTILITY POLE RELOCATION EA 0.00 $150,000.00 $0.00 1500 PO AREA (SF) 715-4-400 LIGHT POLE COMPLETE, RELOCATE EA 0.00 $3,905.00 $0.00 166.6666667 TOTAL SY 425-71 INLETS RELOCATING EA 0.00 $5,000.00 $0.00 425-5 MANHOLE, ADJUST EA 0.00 $504.12 $0.00 MILLING & RESURFACING OUTSIDE LANE 425-6 VALVE BOXES, ADJUST EA 0.00 $113.00 $0.00 110 LB/SY/IN THICK 430-175-142 PIPE CULV, OPT MATL, ROUND, 42"S/CD LF 7.00 $114.79 $900.00 2 INCHES THICK 430-610-125 U-ENDWALL, STD 261, 1:4 SLP, 18" EA 2.00 $3,185.00 $6,400.00 2 MILLING WIDTH (LF) Miscellaneous Items 235 MILLING LENGTH N/A STREET TREES EA 2.00 $500.00 $1,000.00 470 TOTAL SF 515-2-211 PED/BICYCLE RAILING, STL, 42" TYPE 1 LF 0.00 $195.87 $0.00 52.22222222 TOTAL SY Subtotal $79,000.00 11488.88889 LB ASPHALT Value obtained from 102-1 MAINTENANCE OF TRAFFIC LS 10% $8,000.00 6 TONS Statewide average Subtotal $87,000.00 pay item cost list 101-1 MOBILIZATION LS 10% $9,000.00 FOR CULVERT FOR SIDEWALK CONNECTION Subtotal $96,000.00 WIDTH OF CULVERT 2 Case-specific input CONTINGENCY LS 20% $20,000.00 WIDTH OF SIDEWALK 5 values Total Construction Cost $116,000.00 EXTRA PIPE LENGTH 2 DESIGN LS 15% $18,000.00 PIPE LENGTH 7 Price obtained from C.E.I LS 12% $14,000.00 ENDWALLS 2 Brevard pay item list Total Cost $150,000.00

April 2015 | D-13 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

ProbableProbable CostCost WorksheetWorksheet - LocationLocation #1#152 - Stop 670 March 2015 Weighted Total Item No. Description Unit Average Unit Total Amount Quantity Price LENGTHS OF PULLOUT (PO) (LF) CLEARING & GRUBBING Roadway Items 80 FULL LENGTH PO AREA (FT) 1/66 MILES 25 WIDTH (FT) 110-1-1 CLEARING & GRUBBING AC 0.08 $5,447.21 $500.00 60 COMBINED TAPERS (FT) 1/88 MILES 3500 TOTAL AREA (SF) 120-6 EMBANKMENT CY 260.00 $4.61 $1,200.00 140 TOTAL LENGTH (FT) 1/38 MILES 0.08 TOTAL ACRES 160-4 TYPE B STABILIZATION SY 150.00 $2.42 $400.00 12 WIDTH OF PO (FT) 285-709 OPTIONAL BASE, BASE GROUP 9 SY 150.00 $12.50 $1,900.00 327-70-5 MILLING EXISTING ASPH PVMT, 2" AVG DEPTH SY 31.00 $1.90 $100.00 EMBANKMENT BUS SHELTER PAD/ADD'L SIDEWALK 334-1-23 SUPERPAVE ASPH CONC, TRAF C, PG76-22 TN 10.00 $89.10 $900.00 140 FILL LENGTH (FT) 8 BUS PAD WIDTH (FT) 337-7-22 ASPH CONC FC, INC BIT, FC-5, PG76-22, PMA TN 3.00 $138.02 $500.00 25 FILL WIDTH (FT) 640 BUS PAD AREA (SF) 520-1-10 CONCRETE CURB & GUTTER, TYPE F LF 80.00 $19.07 $1,600.00 2 FILL HEIGHT (FT) 71.11111111 BUS PAD AREA (SY) 522-1 SIDEWALK CONCRETE, 4" THICK SY 0.00 $23.10 $0.00 7000 FILL VOLUME (CF) 0 ADD'L SW LENGTH 522-3 BUS BOARDING PAD - CONCRETE SY 110.00 $109.00 $12,000.00 259.2592593 FILL VOLUME (CY) 5 ADD'L SW WIDTH 522-4 BUS SHELTER PAD - CONCRETE SY 70.00 $351.17 $24,600.00 0 ADD'L SW AREA (SF) 570-1-2 PERFORMANCE TURF, SOD SY 80.00 $1.76 $200.00 STABILIZATION/BASE/ASPHALT FOR TAPER AREAS 0 ADD'L SW AREA (SY) Signing and Pavement Marking Items 110 LB/SY/IN THICK 700-1-11 SINGLE POST SIGN, F&I GM, LESS THAN 12 SF AS 0.00 $397.91 $0.00 3 INCHES THICK SOD 700-1-50 SINGLE POST SIGN, RELOCATE AS 1.00 $286.00 $300.00 360 TAPER AREAS (SF) 5 WIDTH OF SOD (FT) 700-2-50 MULTI- POST SIGN, RELOCATE AS 0.00 $3,426.14 $0.00 40 TOTAL SY 700 TOTAL AREA (SF) 711-11-122 THERMOPLASTIC, STANDARD, WHITE, SOLID, 8" LF 300.00 $1.32 $400.00 13200 LB ASPHALT 77.77777778 TOTAL AREA (SY) 711-11-151 THERMOPLASTIC, STANDARD, WHITE, DOT GUIDE, 6" LF 120.00 $1.27 $200.00 7 TONS 711-11-170 THERMOPLASTIC, STANDARD, WHITE, ARROW EA 0.00 $64.90 $0.00 Utility, Drainage, and Lighting Items STABILIZATION/BASE FOR PO AREA N/A UTILITY POLE RELOCATION EA 0.00 $150,000.00 $0.00 960 PO AREA (SF) 715-4-400 LIGHT POLE COMPLETE, RELOCATE EA 0.00 $3,905.00 $0.00 106.6666667 TOTAL SY 425-71 INLETS RELOCATING EA 1.00 $5,000.00 $5,000.00 425-5 MANHOLE, ADJUST EA 0.00 $504.12 $0.00 MILLING & RESURFACING OUTSIDE LANE 425-6 VALVE BOXES, ADJUST EA 0.00 $113.00 $0.00 110 LB/SY/IN THICK 430-175-142 PIPE CULV, OPT MATL, ROUND, 42"S/CD LF 0.00 $114.79 $0.00 2 INCHES THICK 430-610-125 U-ENDWALL, STD 261, 1:4 SLP, 18" EA 0.00 $3,185.00 $0.00 2 MILLING WIDTH (LF) Miscellaneous Items 140 MILLING LENGTH N/A STREET TREES EA 2.00 $500.00 $1,000.00 280 TOTAL SF 515-2-211 PED/BICYCLE RAILING, STL, 42" TYPE 1 LF 0.00 $195.87 $0.00 31.11111111 TOTAL SY Subtotal $51,000.00 6844.444444 LB ASPHALT Value obtained from 102-1 MAINTENANCE OF TRAFFIC LS 10% $6,000.00 3 TONS Statewide average Subtotal $57,000.00 pay item cost list 101-1 MOBILIZATION LS 10% $6,000.00 FOR CULVERT FOR SIDEWALK CONNECTION Subtotal $63,000.00 WIDTH OF CULVERT 0 Case-specific input CONTINGENCY LS 20% $13,000.00 WIDTH OF SIDEWALK 5 values Total Construction Cost $76,000.00 EXTRA PIPE LENGTH 2 DESIGN LS 15% $12,000.00 PIPE LENGTH 7 Price obtained from C.E.I LS 12% $10,000.00 ENDWALLS 2 Brevard pay item list Total Cost $100,000.00

D-14 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

APPENDIX E This attachment contains four supplemental design concepts and Estimates of Probable Cost per Section 5.3.

April 2015 | E-1 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

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E-2 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

Location A: WB Palm Beach Blvd at Fairview Ave (Stop 677)

Table E1. Data Summary: WB Palm Beach Blvd at Fairview Ave (Stop 677)

Table E2. Estimate of Probable Cost: WB Palm Beach Blvd at Fairview Ave (Stop 677)

Cost Item Cost Roadway items $52,000 Signing and pavement marking items $1,000 Utility, drainage, and lighting items $10,000

Figure E1. Photo: WB Palm Beach Blvd at Fairview Ave (Stop 677) [16] Miscellaneous items $5,000 Subtotal (rounded) $68,000 Maintenance of traffic $7,000 Table E3. Recommendations: WB Palm Beach Blvd at Fairview Ave (Stop 677) Mobilization $8,000 Recommendations and Supporting Improvements . Single-post sign to be relocated. Contingency $17,000 . Inlet to be relocated. Design $15,000 . Valve boxes to be adjusted or relocated. . Ornamental street light to be relocated. Construction engineering and inspection $12,000 . Street trees to be relocated. Total Estimate of Probable Cost (rounded) $120,000

April 2015 | E-3 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

Figure E2. Conceptual Design: WB Palm Beach Blvd at Fairview Ave (Stop 677)

E-4 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

Location B: SB S Tamiami Tr at Williams Rd (Stop 1749)

Table E4. Data Summary: SB S Tamiami Tr at Williams Rd (Stop 1749)

Table E5. Estimate of Probable Cost: SB S Tamiami Tr at Williams Rd (Stop 1749)

Cost Item Cost Roadway items $71,000

Figure E3. Photo: SB S Tamiami Tr at Williams Rd (Stop 1749) [16] Signing and pavement marking items $1,000 Utility, drainage, and lighting items $0 Miscellaneous items $18,000 Subtotal (rounded) $90,000 Maintenance of traffic $9,000 Table E6. Recommendations: SB S Tamiami Tr at Williams Rd (Stop 1749) Mobilization $10,000 Recommendations and Supporting Improvements . Railing to be replaced. Contingency $22,000 Design $20,000 Construction engineering and inspection $16,000 Total Estimate of Probable Cost (rounded) $170,000

April 2015 | E-5 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

Figure E4. Conceptual Design: SB S Tamiami Tr at Williams Rd (Stop 1749)

E-6 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

Location C: EB Winkler Ave at Metro Pkwy (Stop 13)

Table E7. Data Summary: EB Winkler Ave at Metro Pkwy (Stop 13)

Table E8. Estimate of Probable Cost: EB Winkler Ave at Metro Pkwy (Stop 13)

Cost Item Cost Roadway items $52,000 Signing and pavement marking items $1,000 Utility, drainage, and lighting items $313,000 Miscellaneous items $2,000 Figure E5. Photo: EB Winkler Ave at Metro Pkwy (Stop 13) [16] Subtotal (rounded) $368,000 Maintenance of traffic $37,000 Table E9. Recommendations: EB Winkler Ave at Metro Pkwy (Stop 13) Mobilization $41,000 Recommendations and Supporting Improvements Contingency $89,000 . Power poles to be relocated. . Ornamental street lights to be relocated. Design $81,000 . Inlet to be relocated. . Street trees to be relocated. Construction engineering and inspection $65,000

Total Estimate of Probable Cost (rounded) $680,000

April 2015 | E-7 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

Figure E6. Conceptual Design: EB Winkler Ave at Metro Pkwy (Stop 13)

E-8 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

Location D: EB Daniels Pkwy at Fiddlesticks Blvd (Stop 1552)

Table E10. Data Summary: EB Daniels Pkwy at Fiddlesticks Blvd (Stop 1552)

Table E11. Estimate of Probable Cost: EB Daniels Pkwy at Fiddlesticks Blvd (Stop 1552)

Cost Item Cost Roadway items $71,000 Signing and pavement marking items $1,000 Utility, drainage, and lighting items $0 Miscellaneous items $0 Subtotal (rounded) $72,000 Figure E7. Photo: EB Daniels Pkwy at Fiddlesticks Blvd (Stop 1552) [16] Maintenance of traffic $8,000

Mobilization $8,000 Table E12. Recommendations: EB Daniels Pkwy at Fiddlesticks Blvd (Stop 1552) Contingency $18,000 Recommendations and Supporting Improvements Design $16,000 . None Construction engineering and inspection $13,000

Total Estimate of Probable Cost (rounded) $140,000

April 2015 | E-9 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

Figure E8. Conceptual Design: EB Daniels Pkwy at Fiddlesticks Blvd (Stop 1552)

E-10 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

Probable Cost Worksheet - Location A - Stop 677 March 2015 Weighted Total Item No. Description Unit Average Unit Total Amount Quantity Price LENGTHS OF PULLOUT (PO) (LF) CLEARING & GRUBBING Roadway Items 85 FULL LENGTH PO AREA (FT) 1/62 MILES 25 WIDTH (FT) 110-1-1 CLEARING & GRUBBING AC 0.11 $5,447.21 $600.00 110 COMBINED TAPERS (FT) 1/48 MILES 4875 TOTAL AREA (SF) 120-6 EMBANKMENT CY 360.00 $4.61 $1,700.00 195 TOTAL LENGTH (FT) 1/27 MILES 0.11 TOTAL ACRES 160-4 TYPE B STABILIZATION SY 190.00 $2.42 $500.00 12 WIDTH OF PO (FT) 285-709 OPTIONAL BASE, BASE GROUP 9 SY 190.00 $12.50 $2,400.00 327-70-5 MILLING EXISTING ASPH PVMT, 2" AVG DEPTH SY 43.00 $1.90 $100.00 EMBANKMENT BUS SHELTER PAD/ADD'L SIDEWALK 334-1-23 SUPERPAVE ASPH CONC, TRAF C, PG76-22 TN 17.00 $89.10 $1,600.00 195 FILL LENGTH (FT) 8 BUS PAD WIDTH (FT) 337-7-22 ASPH CONC FC, INC BIT, FC-5, PG76-22, PMA TN 6.00 $138.02 $900.00 25 FILL WIDTH (FT) 680 BUS PAD AREA (SF) 520-1-10 CONCRETE CURB & GUTTER, TYPE F LF 90.00 $19.07 $1,800.00 2 FILL HEIGHT (FT) 75.55555556 BUS PAD AREA (SY) 522-1 SIDEWALK CONCRETE, 4" THICK SY 50.00 $23.10 $1,200.00 9750 FILL VOLUME (CF) 90 ADD'L SW LENGTH 522-3 BUS BOARDING PAD - CONCRETE SY 110.00 $109.00 $12,000.00 361.1111111 FILL VOLUME (CY) 5 ADD'L SW WIDTH 522-4 BUS SHELTER PAD - CONCRETE SY 80.00 $351.17 $28,100.00 450 ADD'L SW AREA (SF) 570-1-2 PERFORMANCE TURF, SOD SY 110.00 $1.76 $200.00 STABILIZATION/BASE/ASPHALT FOR TAPER AREAS 50 ADD'L SW AREA (SY) Signing and Pavement Marking Items 110 LB/SY/IN THICK 700-1-11 SINGLE POST SIGN, F&I GM, LESS THAN 12 SF AS 0.00 $397.91 $0.00 3 INCHES THICK SOD 700-1-50 SINGLE POST SIGN, RELOCATE AS 1.00 $286.00 $300.00 660 TAPER AREAS (SF) 5 WIDTH OF SOD (FT) 700-2-50 MULTI- POST SIGN, RELOCATE AS 0.00 $3,426.14 $0.00 73.33333333 TOTAL SY 975 TOTAL AREA (SF) 711-11-122 THERMOPLASTIC, STANDARD, WHITE, SOLID, 8" LF 365.00 $1.32 $500.00 24200 LB ASPHALT 108.3333333 TOTAL AREA (SY) 711-11-151 THERMOPLASTIC, STANDARD, WHITE, DOT GUIDE, 6" LF 220.00 $1.27 $300.00 12 TONS 711-11-170 THERMOPLASTIC, STANDARD, WHITE, ARROW EA 0.00 $64.90 $0.00 Utility, Drainage, and Lighting Items STABILIZATION/BASE FOR PO AREA N/A UTILITY POLE RELOCATION EA 0.00 $150,000.00 $0.00 1020 PO AREA (SF) 715-4-400 LIGHT POLE COMPLETE, RELOCATE EA 1.00 $3,905.00 $4,000.00 113.3333333 TOTAL SY 425-71 INLETS RELOCATING EA 1.00 $5,000.00 $5,000.00 425-5 MANHOLE, ADJUST EA 0.00 $504.12 $0.00 MILLING & RESURFACING OUTSIDE LANE 425-6 VALVE BOXES, ADJUST EA 3.00 $113.00 $400.00 110 LB/SY/IN THICK 430-175-142 PIPE CULV, OPT MATL, ROUND, 42"S/CD LF 0.00 $114.79 $0.00 2 INCHES THICK 430-610-125 U-ENDWALL, STD 261, 1:4 SLP, 18" EA 0.00 $3,185.00 $0.00 2 MILLING WIDTH (LF) Miscellaneous Items 195 MILLING LENGTH N/A STREET TREES EA 9.00 $500.00 $4,500.00 390 TOTAL SF 515-2-211 PED/BICYCLE RAILING, STL, 42" TYPE 1 LF 0.00 $195.87 $0.00 43.33333333 TOTAL SY Subtotal $67,000.00 9533.333333 LB ASPHALT Value obtained from 102-1 MAINTENANCE OF TRAFFIC LS 10% $7,000.00 5 TONS Statewide average Subtotal $74,000.00 pay item cost list 101-1 MOBILIZATION LS 10% $8,000.00 FOR CULVERT FOR SIDEWALK CONNECTION Subtotal $82,000.00 WIDTH OF CULVERT 0 Case-specific input CONTINGENCY LS 20% $17,000.00 WIDTH OF SIDEWALK 5 values Total Construction Cost $99,000.00 EXTRA PIPE LENGTH 2 DESIGN LS 15% $15,000.00 PIPE LENGTH 7 Price obtained from C.E.I LS 12% $12,000.00 ENDWALLS 2 Brevard pay item list Total Cost $130,000.00

April 2015 | E-11 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

Probable Cost Worksheet - Location B - Stop 1749 March 2015 Weighted Total Item No. Description Unit Average Unit Total Amount Quantity Price LENGTHS OF PULLOUT (PO) (LF) CLEARING & GRUBBING Roadway Items 125 FULL LENGTH PO AREA (FT) 1/42 MILES 25 WIDTH (FT) 110-1-1 CLEARING & GRUBBING AC 0.13 $5,447.21 $800.00 110 COMBINED TAPERS (FT) 1/48 MILES 5875 TOTAL AREA (SF) 120-6 EMBANKMENT CY 440.00 $4.61 $2,100.00 235 TOTAL LENGTH (FT) 2/45 MILES 0.13 TOTAL ACRES 160-4 TYPE B STABILIZATION SY 240.00 $2.42 $600.00 12 WIDTH OF PO (FT) 285-709 OPTIONAL BASE, BASE GROUP 9 SY 240.00 $12.50 $3,000.00 327-70-5 MILLING EXISTING ASPH PVMT, 2" AVG DEPTH SY 52.00 $1.90 $100.00 EMBANKMENT BUS SHELTER PAD/ADD'L SIDEWALK 334-1-23 SUPERPAVE ASPH CONC, TRAF C, PG76-22 TN 18.00 $89.10 $1,700.00 235 FILL LENGTH (FT) 8 BUS PAD WIDTH (FT) 337-7-22 ASPH CONC FC, INC BIT, FC-5, PG76-22, PMA TN 6.00 $138.02 $900.00 25 FILL WIDTH (FT) 1000 BUS PAD AREA (SF) 520-1-10 CONCRETE CURB & GUTTER, TYPE F LF 130.00 $19.07 $2,500.00 2 FILL HEIGHT (FT) 111.1111111 BUS PAD AREA (SY) 522-1 SIDEWALK CONCRETE, 4" THICK SY 50.00 $23.10 $1,200.00 11750 FILL VOLUME (CF) 90 ADD'L SW LENGTH 522-3 BUS BOARDING PAD - CONCRETE SY 170.00 $109.00 $18,600.00 435.1851852 FILL VOLUME (CY) 5 ADD'L SW WIDTH 522-4 BUS SHELTER PAD - CONCRETE SY 110.00 $351.17 $38,700.00 450 ADD'L SW AREA (SF) 570-1-2 PERFORMANCE TURF, SOD SY 130.00 $1.76 $300.00 STABILIZATION/BASE/ASPHALT FOR TAPER AREAS 50 ADD'L SW AREA (SY) Signing and Pavement Marking Items 110 LB/SY/IN THICK 700-1-11 SINGLE POST SIGN, F&I GM, LESS THAN 12 SF AS 0.00 $397.91 $0.00 3 INCHES THICK SOD 700-1-50 SINGLE POST SIGN, RELOCATE AS 0.00 $286.00 $0.00 660 TAPER AREAS (SF) 5 WIDTH OF SOD (FT) 700-2-50 MULTI- POST SIGN, RELOCATE AS 0.00 $3,426.14 $0.00 73.33333333 TOTAL SY 1175 TOTAL AREA (SF) 711-11-122 THERMOPLASTIC, STANDARD, WHITE, SOLID, 8" LF 485.00 $1.32 $700.00 24200 LB ASPHALT 130.5555556 TOTAL AREA (SY) 711-11-151 THERMOPLASTIC, STANDARD, WHITE, DOT GUIDE, 6" LF 220.00 $1.27 $300.00 12 TONS 711-11-170 THERMOPLASTIC, STANDARD, WHITE, ARROW EA 0.00 $64.90 $0.00 Utility, Drainage, and Lighting Items STABILIZATION/BASE FOR PO AREA N/A UTILITY POLE RELOCATION EA 0.00 $150,000.00 $0.00 1500 PO AREA (SF) 715-4-400 LIGHT POLE COMPLETE, RELOCATE EA 0.00 $3,905.00 $0.00 166.6666667 TOTAL SY 425-71 INLETS RELOCATING EA 0.00 $5,000.00 $0.00 425-5 MANHOLE, ADJUST EA 0.00 $504.12 $0.00 MILLING & RESURFACING OUTSIDE LANE 425-6 VALVE BOXES, ADJUST EA 0.00 $113.00 $0.00 110 LB/SY/IN THICK 430-175-142 PIPE CULV, OPT MATL, ROUND, 42"S/CD LF 0.00 $114.79 $0.00 2 INCHES THICK 430-610-125 U-ENDWALL, STD 261, 1:4 SLP, 18" EA 0.00 $3,185.00 $0.00 2 MILLING WIDTH (LF) Miscellaneous Items 235 MILLING LENGTH N/A STREET TREES EA 0.00 $500.00 $0.00 470 TOTAL SF 515-2-211 PED/BICYCLE RAILING, STL, 42" TYPE 1 LF 90.00 $195.87 $17,700.00 52.22222222 TOTAL SY Subtotal $90,000.00 11488.88889 LB ASPHALT Value obtained from 102-1 MAINTENANCE OF TRAFFIC LS 10% $9,000.00 6 TONS Statewide average Subtotal $99,000.00 pay item cost list 101-1 MOBILIZATION LS 10% $10,000.00 FOR CULVERT FOR SIDEWALK CONNECTION Subtotal $109,000.00 WIDTH OF CULVERT 0 Case-specific input CONTINGENCY LS 20% $22,000.00 WIDTH OF SIDEWALK 5 values Total Construction Cost $131,000.00 EXTRA PIPE LENGTH 2 DESIGN LS 15% $20,000.00 PIPE LENGTH 7 Price obtained from C.E.I LS 12% $16,000.00 ENDWALLS 2 Brevard pay item list Total Cost $170,000.00

E-12 | Kittelson & Associates, Inc. Transit Bus Pullout Study at Various Locations Throughout Lee County Final Report

Probable Cost Worksheet - Location C - Stop 13 March 2015 Weighted Total Item No. Description Unit Average Unit Total Amount Quantity Price LENGTHS OF PULLOUT (PO) (LF) CLEARING & GRUBBING Roadway Items 85 FULL LENGTH PO AREA (FT) 1/62 MILES 25 WIDTH (FT) 110-1-1 CLEARING & GRUBBING AC 0.11 $5,447.21 $600.00 110 COMBINED TAPERS (FT) 1/48 MILES 4875 TOTAL AREA (SF) 120-6 EMBANKMENT CY 360.00 $4.61 $1,700.00 195 TOTAL LENGTH (FT) 1/27 MILES 0.11 TOTAL ACRES 160-4 TYPE B STABILIZATION SY 190.00 $2.42 $500.00 12 WIDTH OF PO (FT) 285-709 OPTIONAL BASE, BASE GROUP 9 SY 190.00 $12.50 $2,400.00 327-70-5 MILLING EXISTING ASPH PVMT, 2" AVG DEPTH SY 43.00 $1.90 $100.00 EMBANKMENT BUS SHELTER PAD/ADD'L SIDEWALK 334-1-23 SUPERPAVE ASPH CONC, TRAF C, PG76-22 TN 17.00 $89.10 $1,600.00 195 FILL LENGTH (FT) 8 BUS PAD WIDTH (FT) 337-7-22 ASPH CONC FC, INC BIT, FC-5, PG76-22, PMA TN 6.00 $138.02 $900.00 25 FILL WIDTH (FT) 680 BUS PAD AREA (SF) 520-1-10 CONCRETE CURB & GUTTER, TYPE F LF 90.00 $19.07 $1,800.00 2 FILL HEIGHT (FT) 75.55555556 BUS PAD AREA (SY) 522-1 SIDEWALK CONCRETE, 4" THICK SY 50.00 $23.10 $1,200.00 9750 FILL VOLUME (CF) 90 ADD'L SW LENGTH 522-3 BUS BOARDING PAD - CONCRETE SY 110.00 $109.00 $12,000.00 361.1111111 FILL VOLUME (CY) 5 ADD'L SW WIDTH 522-4 BUS SHELTER PAD - CONCRETE SY 80.00 $351.17 $28,100.00 450 ADD'L SW AREA (SF) 570-1-2 PERFORMANCE TURF, SOD SY 110.00 $1.76 $200.00 STABILIZATION/BASE/ASPHALT FOR TAPER AREAS 50 ADD'L SW AREA (SY) Signing and Pavement Marking Items 110 LB/SY/IN THICK 700-1-11 SINGLE POST SIGN, F&I GM, LESS THAN 12 SF AS 0.00 $397.91 $0.00 3 INCHES THICK SOD 700-1-50 SINGLE POST SIGN, RELOCATE AS 0.00 $286.00 $0.00 660 TAPER AREAS (SF) 5 WIDTH OF SOD (FT) 700-2-50 MULTI- POST SIGN, RELOCATE AS 0.00 $3,426.14 $0.00 73.33333333 TOTAL SY 975 TOTAL AREA (SF) 711-11-122 THERMOPLASTIC, STANDARD, WHITE, SOLID, 8" LF 365.00 $1.32 $500.00 24200 LB ASPHALT 108.3333333 TOTAL AREA (SY) 711-11-151 THERMOPLASTIC, STANDARD, WHITE, DOT GUIDE, 6" LF 220.00 $1.27 $300.00 12 TONS 711-11-170 THERMOPLASTIC, STANDARD, WHITE, ARROW EA 0.00 $64.90 $0.00 Utility, Drainage, and Lighting Items STABILIZATION/BASE FOR PO AREA N/A UTILITY POLE RELOCATION EA 2.00 $150,000.00 $300,000.00 1020 PO AREA (SF) 715-4-400 LIGHT POLE COMPLETE, RELOCATE EA 2.00 $3,905.00 $7,900.00 113.3333333 TOTAL SY 425-71 INLETS RELOCATING EA 1.00 $5,000.00 $5,000.00 425-5 MANHOLE, ADJUST EA 0.00 $504.12 $0.00 MILLING & RESURFACING OUTSIDE LANE 425-6 VALVE BOXES, ADJUST EA 0.00 $113.00 $0.00 110 LB/SY/IN THICK 430-175-142 PIPE CULV, OPT MATL, ROUND, 42"S/CD LF 0.00 $114.79 $0.00 2 INCHES THICK 430-610-125 U-ENDWALL, STD 261, 1:4 SLP, 18" EA 0.00 $3,185.00 $0.00 2 MILLING WIDTH (LF) Miscellaneous Items 195 MILLING LENGTH N/A STREET TREES EA 4.00 $500.00 $2,000.00 390 TOTAL SF 515-2-211 PED/BICYCLE RAILING, STL, 42" TYPE 1 LF 0.00 $195.87 $0.00 43.33333333 TOTAL SY Subtotal $367,000.00 9533.333333 LB ASPHALT Value obtained from 102-1 MAINTENANCE OF TRAFFIC LS 10% $37,000.00 5 TONS Statewide average Subtotal $404,000.00 pay item cost list 101-1 MOBILIZATION LS 10% $41,000.00 FOR CULVERT FOR SIDEWALK CONNECTION Subtotal $445,000.00 WIDTH OF CULVERT 0 Case-specific input CONTINGENCY LS 20% $89,000.00 WIDTH OF SIDEWALK 5 values Total Construction Cost $534,000.00 EXTRA PIPE LENGTH 2 DESIGN LS 15% $81,000.00 PIPE LENGTH 7 Price obtained from C.E.I LS 12% $65,000.00 ENDWALLS 2 Brevard pay item list Total Cost $680,000.00

April 2015 | E-13 Final Report Transit Bus Pullout Study at Various Locations Throughout Lee County

Probable Cost Worksheet - Location D - Stop 1552 March 2015 Weighted Total Item No. Description Unit Average Unit Total Amount Quantity Price LENGTHS OF PULLOUT (PO) (LF) CLEARING & GRUBBING Roadway Items 125 FULL LENGTH PO AREA (FT) 1/42 MILES 25 WIDTH (FT) 110-1-1 CLEARING & GRUBBING AC 0.13 $5,447.21 $800.00 110 COMBINED TAPERS (FT) 1/48 MILES 5875 TOTAL AREA (SF) 120-6 EMBANKMENT CY 440.00 $4.61 $2,100.00 235 TOTAL LENGTH (FT) 2/45 MILES 0.13 TOTAL ACRES 160-4 TYPE B STABILIZATION SY 240.00 $2.42 $600.00 12 WIDTH OF PO (FT) 285-709 OPTIONAL BASE, BASE GROUP 9 SY 240.00 $12.50 $3,000.00 327-70-5 MILLING EXISTING ASPH PVMT, 2" AVG DEPTH SY 52.00 $1.90 $100.00 EMBANKMENT BUS SHELTER PAD/ADD'L SIDEWALK 334-1-23 SUPERPAVE ASPH CONC, TRAF C, PG76-22 TN 18.00 $89.10 $1,700.00 235 FILL LENGTH (FT) 8 BUS PAD WIDTH (FT) 337-7-22 ASPH CONC FC, INC BIT, FC-5, PG76-22, PMA TN 6.00 $138.02 $900.00 25 FILL WIDTH (FT) 1000 BUS PAD AREA (SF) 520-1-10 CONCRETE CURB & GUTTER, TYPE F LF 130.00 $19.07 $2,500.00 2 FILL HEIGHT (FT) 111.1111111 BUS PAD AREA (SY) 522-1 SIDEWALK CONCRETE, 4" THICK SY 50.00 $23.10 $1,200.00 11750 FILL VOLUME (CF) 90 ADD'L SW LENGTH 522-3 BUS BOARDING PAD - CONCRETE SY 170.00 $109.00 $18,600.00 435.1851852 FILL VOLUME (CY) 5 ADD'L SW WIDTH 522-4 BUS SHELTER PAD - CONCRETE SY 110.00 $351.17 $38,700.00 450 ADD'L SW AREA (SF) 570-1-2 PERFORMANCE TURF, SOD SY 130.00 $1.76 $300.00 STABILIZATION/BASE/ASPHALT FOR TAPER AREAS 50 ADD'L SW AREA (SY) Signing and Pavement Marking Items 110 LB/SY/IN THICK 700-1-11 SINGLE POST SIGN, F&I GM, LESS THAN 12 SF AS 0.00 $397.91 $0.00 3 INCHES THICK SOD 700-1-50 SINGLE POST SIGN, RELOCATE AS 0.00 $286.00 $0.00 660 TAPER AREAS (SF) 5 WIDTH OF SOD (FT) 700-2-50 MULTI- POST SIGN, RELOCATE AS 0.00 $3,426.14 $0.00 73.33333333 TOTAL SY 1175 TOTAL AREA (SF) 711-11-122 THERMOPLASTIC, STANDARD, WHITE, SOLID, 8" LF 485.00 $1.32 $700.00 24200 LB ASPHALT 130.5555556 TOTAL AREA (SY) 711-11-151 THERMOPLASTIC, STANDARD, WHITE, DOT GUIDE, 6" LF 220.00 $1.27 $300.00 12 TONS 711-11-170 THERMOPLASTIC, STANDARD, WHITE, ARROW EA 0.00 $64.90 $0.00 Utility, Drainage, and Lighting Items STABILIZATION/BASE FOR PO AREA N/A UTILITY POLE RELOCATION EA 0.00 $150,000.00 $0.00 1500 PO AREA (SF) 715-4-400 LIGHT POLE COMPLETE, RELOCATE EA 0.00 $3,905.00 $0.00 166.6666667 TOTAL SY 425-71 INLETS RELOCATING EA 0.00 $5,000.00 $0.00 425-5 MANHOLE, ADJUST EA 0.00 $504.12 $0.00 MILLING & RESURFACING OUTSIDE LANE 425-6 VALVE BOXES, ADJUST EA 0.00 $113.00 $0.00 110 LB/SY/IN THICK 430-175-142 PIPE CULV, OPT MATL, ROUND, 42"S/CD LF 0.00 $114.79 $0.00 2 INCHES THICK 430-610-125 U-ENDWALL, STD 261, 1:4 SLP, 18" EA 0.00 $3,185.00 $0.00 2 MILLING WIDTH (LF) Miscellaneous Items 235 MILLING LENGTH N/A STREET TREES EA 0.00 $500.00 $0.00 470 TOTAL SF 515-2-211 PED/BICYCLE RAILING, STL, 42" TYPE 1 LF 0.00 $195.87 $0.00 52.22222222 TOTAL SY Subtotal $72,000.00 11488.88889 LB ASPHALT Value obtained from 102-1 MAINTENANCE OF TRAFFIC LS 10% $8,000.00 6 TONS Statewide average Subtotal $80,000.00 pay item cost list 101-1 MOBILIZATION LS 10% $8,000.00 FOR CULVERT FOR SIDEWALK CONNECTION Subtotal $88,000.00 WIDTH OF CULVERT 0 Case-specific input CONTINGENCY LS 20% $18,000.00 WIDTH OF SIDEWALK 5 values Total Construction Cost $106,000.00 EXTRA PIPE LENGTH 2 DESIGN LS 15% $16,000.00 PIPE LENGTH 7 Price obtained from C.E.I LS 12% $13,000.00 ENDWALLS 2 Brevard pay item list Total Cost $140,000.00

E-14 | Kittelson & Associates, Inc.