multi-use trail feasibility study from st. augustine to ponte … · 2020-06-11 · bridge id...

Multi-Use Trail Feasibility Study

From St. Augustine to Ponte Vedra Beach

Prepared For:

Florida Department of Transportation, District 2

Prepared By:

Hanson Professional Services, Inc.

8075 Gate Parkway West, Suite 204

Jacksonville, Florida 32216

(904) 737-0090

March 2020

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Multi-Use Trail Feasibility Study from St. Augustine to Ponte Vedra Beach

Table of Contents 1 Purpose ................................................................................................................................................. 1

2 Introduction .......................................................................................................................................... 1

3 Previous Plans and Studies ................................................................................................................... 3

4 Existing Conditions ................................................................................................................................ 3

4.1 Segment 1 – Magnolia Avenue to 1st Street ................................................................................. 5

4.2 Segments 2 through 4 – Oak Avenue to Guana River Road.......................................................... 5

4.3 Segment 5 – Guana River Road to GTM NERR South Beach Access Parking Lot .......................... 6

4.4 Segment 6 – GTM NERR South Beach Access Parking Lot to GTM NERR North Beach Access

Parking Lot ................................................................................................................................................ 7

4.5 Segment 7 – GTM NERR North Beach Access Parking Lot to Mickler Road .................................. 7

5 Multi-Use Trail Design Criteria .............................................................................................................. 9

6 Multi-Use Trail Location Analysis .......................................................................................................... 9

6.1 Segment 1 ..................................................................................................................................... 9

6.2 Segments 2 through 4 ................................................................................................................. 11

6.3 Segment 4A ................................................................................................................................. 15

6.4 Segments 5 and 6 ........................................................................................................................ 16

6.5 Segment 7 ................................................................................................................................... 16

7 Future Design Considerations ............................................................................................................. 17

7.1 Drainage ...................................................................................................................................... 17

7.2 Utilities ........................................................................................................................................ 17

7.3 Landscaping and Driveways ........................................................................................................ 17

8 Engineer’s Construction Cost Estimate ............................................................................................... 18

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List of Figures

Figure 1 – Study Area .................................................................................................................................... 2

Figure 2 – SR A1A Existing Typical Section Image ......................................................................................... 3

Figure 3 – SR A1A Existing Roadway in Segment 5 and 6 ............................................................................. 7

Figure 4 – SR A1A Existing Roadway in Segment 7 ....................................................................................... 7

Figure 5 – SR A1A Existing Typical Sections .................................................................................................. 7

Figure 6 – ICW Bridge Proposed Typical Section ........................................................................................ 10

Figure 7 – Proposed Standard Typical Section ............................................................................................ 11

Figure 8 – Proposed Elevation Change Typical Sections ............................................................................. 12

Figure 9 – Segment 4A on Fire Break Path .................................................................................................. 15

List of Tables Table 1 – Utility Service Providers ................................................................................................................ 4

Table 2 – Results from the Exclusive Right-turn Lane Analysis ................................................................... 13

Table 3 – Summary of Construction and Associated Costs by Segment ..................................................... 18

List of Appendices Appendix A – Locations with Elevation Differential at ROW ...................................................................... 19

Appendix B – Right Turn Lane Elimination Analysis .................................................................................... 22

Appendix C – Constrained ROW Design Concepts ...................................................................................... 32

Appendix D – Engineer’s Construction Cost Estimate ................................................................................ 39

Appendix E – Preliminary Concept Plans….……………………………………………………………… under separate cover

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1 Purpose

The purpose of this study is to develop a preliminary design concept and cost for implementing a

multi-use trail from St. Augustine to Ponte Vedra Beach. The preliminary design identified a proposed

trail location, improvements required to SR AIA to accommodate the trail and preliminary ROW and

construction cost.

2 Introduction

Multi-use trails contribute to a healthy and active community by providing residents and visitors with a

safe and comfortable alternative mode of transportation. The goal of this study is to determine the

feasibility of a 19-mile multi-use trail on SR A1A starting from Magnolia Avenue in the City of St.

Augustine and ending at Mickler Road in Ponte Vedra Beach. The intended trail is to be a paved path,

separated from SR A1A and preferably on the west side of the road. Existing field conditions, available

right-of-way (ROW), design guidelines and constructability challenges have been studied and addressed

within this report. An estimate of probable costs has also been prepared to identify costs for design,

construction, ROW, temporary construction easements (TCEs), permanent easements (PEs) and

construction engineering and inspection (CEI).

For the purposes of this study, the corridor is examined in eight segments.

Segment 1 – Magnolia Avenue to 1st Street – 1.5 miles

Segment 2 – Oak Avenue to 5th Street – 2.4 miles

Segment 3 – 5th Street to north of Serenata North Neighborhood – 2.9 miles

Segment 4 – North of Serenata North Neighborhood to Guana River Road – 2.1 miles

Segment 4A – North of Serenata North Neighborhood to Guana River Road on the Guana

Tolomato Matanzas National Estuarine Research Reserve (GTM NERR) fire break line – 2.2 miles

Segment 5 – Guana River Road to GTM NERR South Beach Access Parking Lot – 3.5 miles

Segment 6 – GTM NERR South Beach Access Parking Lot to GTM NERR North Beach Access

Parking Lot – 3.1 miles

Segment 7 – GTM NERR North Beach Access Parking Lot to Mickler Road – 3.2 miles

Figure 1 identifies the eight segments.

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Figure 1 – Study Area

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3 Previous Plans and Studies

Several previous plans and documents were reviewed and used for consistency with the information

provided in this feasibility report, including:

Multi-Use Trail Planning Study, SR 207 to Ponte Vedra, 2016

Northeast Florida Regional Multi-Use Trail Master Plan, 2019

As-Built Plans, FPID 210413-2-52-01, SR A1A Resurfacing from Cedar Avenue to CR 203, 2006

SR A1A Sidewalk Concept Plan, 2019

FPID 429931-1-52-01 SR A1A Drainage Improvement Phase II Plans, 11/2018

SR A1A ROW maps.

The SR A1A centerline stationing used in this report is consistent with the 2006 As-Built Plans.

4 Existing Conditions

The SR A1A corridor from Magnolia Avenue to Mickler Road is approximately 19 miles and is completely

within St. Johns County and FDOT District Two. The corridor is classified as a minor arterial and is

designated part of the A1A Scenic and Historic Coastal Byway in the Florida Scenic Highways Program.

From south to north, the corridor begins within the city limits of St. Augustine, traverses through Vilano

Beach and the GTM NERR and ends in Ponte Vedra Beach, near Mickler’s Landing. Several residential

subdivisions are along the corridor including the Villages of Vilano, Ponte Vedra Shores West Marshview,

South Beach, Beachwalk, Serenata Beach, Ocean Grande, Tide’s Edge, Turtle Shores, Beachside, and

Serenata North.

Throughout the corridor, SR A1A has two 12-foot lanes and 5-foot paved shoulders, used by bicyclists in

the community. There are no sidewalks along most of the corridor. Figure 2 shows an image of the

existing SR A1A Typical Section.

Figure 2 – SR A1A Existing Typical Section Image

The topography of SR A1A is generally flat with varying dune heights on either side of the roadway. This

was confirmed through a combination of field visits, examination of the 2006 resurfacing plans and

review of 1-foot LiDAR contours downloaded from the St. Johns County GIS Data Depot. Surface runoff

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from paved surfaces generally sheet flows to grassy areas alongside the corridor. Low groundwater

conditions and permeable soils help to offset the lack of a well-defined drainage system in most parts of

SR A1A. The Intracoastal Waterway (ICW) Bridge drains via scuppers into the ICW River below.

Besides the GTM NERR, several local and state recreational parks and amenities are along the corridor.

These facilities include the Vilano Landing Boat Ramp Park between the ICW and Hospital Creek, the

Vilano Nature Greenway boardwalk and fishing pier, Surfside Park beach access, North Shores

Community Park, Nease Beachfront Park, North Beach Park, North Beach Camp Resort, South Ponte

Vedra Beach Recreational Area, Ponte Vedra Tennis Courts, and Mickler’s Landing.

Fourteen utility service providers operate along the corridor. Coordination with these companies will be

important during future development phases of the multi-use trail. A recently pulled Sunshine 811 ticket

identified the following utility service providers with operations along the corridor (see Table 1).

Table 1 – Utility Service Providers

Utility Name Utility Type

A T & T/ Distribution Telephone

City of Palm Coast Utility Department Sewer, Water

City of St Augustine Sewer, Water

Comcast Cable Communications CATV

Florida Power & Light - Subaqueous Electric

Florida Power & Light--Flagler Electric

Florida Power & Light--St Johns Electric

Jacksonville Electric Authority Sewer Sewer

Jacksonville Electric Authority Water Water

North Beach Utilities Inc Sewer, Water

Sprint Fiber

St. Johns County Utility Department Sewer, Water

TECO Peoples Gas Jacksonville Gas

Uniti Fiber LLC Fiber

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4.1 Segment 1 – Magnolia Avenue to 1st Street Segment 1 begins at Magnolia Avenue, west of the ICW and Hospital Creek and extends east on SR A1A

to 1st Street in Vilano Beach, a total length of approximately 1.5 miles.

Two bridge crossings are on Segment 1. Bridge ID 780071 over Hospital

Creek is a two-lane bridge, approximately 265 linear feet long. Bridge

ID 780099, the Francis and Mary Usina Bridge, crosses the ICW. This

bridge is also two lanes and spans approximately 3,800 linear feet. An

existing sidewalk is on the north side of SR A1A that continues across

both bridges.

The pedestrian path on the Hospital Creek Bridge is separated from

traffic with flexible delineator posts while the path on the ICW Bridge is

separated by a concrete barrier wall. Both paths are narrow (5 feet

wide or less) and are used heavily by

pedestrians and joggers.

The ROW along Segment 1 varies from

50 feet wide near Magnolia Avenue, 135 feet at Hospital Creek Bridge,

and 200 feet wide east of Hospital Creek to 1st Street. The posted speed

limit starts at 35 mph in the residential area near Magnolia Avenue,

increases to 40 mph over the Hospital Creek Bridge, and increases to

45 mph over the ICW Bridge.

West of the ICW Bridge, the Vilano Beach Nature Boardwalk provides a

pedestrian path under the bridge and there is a small parking area at the

intersection of Beachcomber Way and 1st Street. At this point the

proposed trail will connect to 1st Street and will resume at the

SR A1A/Oak Avenue intersection.

4.2 Segments 2 through 4 – Oak Avenue to Guana River Road Segments 2 through 4 have similar characteristics, running north/south from Oak Avenue to Guana River

Road for approximately 7.4 miles. The existing typical section contains two 12-foot lanes with 5-foot

paved shoulders, with bicyclists riding on the shoulders. There are no sidewalks within these segments.

The area is primarily residential for about 5 miles with posted speed limits ranging from 40 – 50 mph.

The northern 2 miles of Segment 4 falls within the GTM NERR. Being inside the park boundaries with

few side street connections allows for a higher posted speed limit of 55 mph.

The ROW for the first 5 miles from Oak Avenue to the GTM NERR is 66 feet wide, except for a half-mile

span surrounding the Serenata/Ocean Grande community in which the ROW widens to 100 feet. The

ROW within the GTM NERR to Guana River Road is 100 feet wide; however, the road is not centered

within the ROW and is constructed on the east side within the ROW. Figure 5 provides Typical Sections

for all scenarios.

On the west side of SR A1A within Segments 2 through 4, there are 34 side streets, 35 residential and/or

commercial driveways, and two elevated pedestrian crossings. The elevated pedestrian crossings are

north and south of the Villages of Vilano and pose no conflict with the proposed multi-use trail. There

Sidewalk approach along

north side of ICW Bridge

Congested & narrow

pedestrian path on ICW

Bridge

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are also two pedestrian tunnels – one that is south of Serenata Drive/Ocean Grande Drive and another

north of Turtle Shores Drive. The tunnels pose no conflict with the multi-use trail.

The road widens to accommodate turns lanes in six locations,

which will restrict construction of the proposed trail. The

locations include: Seaside of Vilano and Ocean Sands Beach Inn,

Carcaba Road and Villages of Vilano, Euclid Avenue and North

Beach Camp Resort, Tide’s Edge Place, Turtle Bay Lane and

Turtle Shores Drive. Preliminary design concepts have been

developed at these locations and are discussed in Section 5.2.

Florida Power & Light has overhead power facilities on the west

side of the road for approximately 2.6 miles from Oak Avenue to

3rd Street, with the overhead power transitioning to the east

side of the road north of 3rd Street.

The Coastal Construction Control Line (CCCL) Program is part of Florida’s coastal management program

and is regulated by the Florida Department of Environmental Protection (FDEP). The purpose of the

CCCL is to protect the State’s beaches and dunes. The CCCL establishes an area of jurisdiction in which

special siting and design criteria are applied for construction related activities. Within these areas, any

soil excavated must be replaced within the same area. Two areas within the study corridor fall within

the CCCL zone and may be subject to permits or regulatory criteria. The first area is within Segment 2

from south of Seaside of Vilano Condominiums to Carcaba Road (Station 138+00 to 162+00). The second

area is within Segment 4 and extends into Segment 5, from 0.3 miles south of Guana River Road to 0.2

miles north of Guana River Road (Station 469+00 to 498+00).

4.3 Segment 5 – Guana River Road to GTM NERR South Beach Access Parking Lot

Segment 5 is completely within the GTM NERR from Guana River Road to the GTM NERR South Beach

Access parking lot and is approximately 3.5 miles long. The typical section in this segment for SR A1A is

two 12-foot lanes with 5-foot paved shoulders with bicyclists riding on the shoulders. This segment has

no sidewalks. The speed limit throughout this segment is 55 mph. There is one driveway connected to

an electrical substation and one side street intersection leading to the South Beach Access parking lot

(the intersection of Guana River Road is counted in Segment 4).

North of Guana River Road, for approximately 2 miles, the ROW is 100 feet wide with the road

constructed on the east side of the ROW as shown in Figure 5, Typical Section 3. At Station 589+80, the

ROW decreases to 66 feet wide for the remaining 1.5 miles of Segment 2. The road reverts to being

centered within the ROW as shown in Figure 5, Typical Section 1.

In Segment 5, the overhead power poles are on the east side of the road. The west side of the road

contains natural vegetation and is protected by the nearby GTM NERR.

Pedestrian Tunnel at

Serenata Drive

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Figure 3 – SR A1A Existing Roadway in Segment 5 and 6

4.4 Segment 6 – GTM NERR South Beach Access Parking Lot to GTM NERR North

Beach Access Parking Lot

Segment 6 is also completely within the GTM NERR from the South Beach Access parking lot to the

North Beach Access parking lot and is approximately 3.1 miles long. The typical section SR A1A in this

segment is two 12-foot lanes with 5-foot paved shoulders as portrayed on Figure 5, Typical Section 1.

This segment has no sidewalks. The speed limit throughout this segment is 55 mph. There are two

streets and two driveways, which all access parking areas. The ROW within this segment is 66 feet wide.

No power poles are within this segment.

4.5 Segment 7 – GTM NERR North Beach Access Parking Lot to Mickler Road Segment 7 is approximately 3.2 miles long from the GTM NERR North Beach Access parking lot to

Mickler Road. The GTM NERR ends about 1 mile north of Segment 6 where residential property

resumes. Approximately 38 driveways and three streets on the west side of SR A1A will be impacted by

the proposed multi-use trail. The speed limit is 55 mph throughout this segment, except for the far

northern end near Mickler Road where the speed limit decreases to 45 mph. The ROW is 66 feet wide

through the GTM NERR. The ROW widens to 100 feet where the road has been constructed on the east

side within the ROW. Figure 5, Typical Section 1 shows the 66-foot ROW through the GTM NERR and

Typical Section 3 shows the 100-foot ROW. Residences are served by underground utilities. This

segment has sidewalks for approximately a half-mile from Mickler’s Road to Broken Pottery Drive.

Figure 4 – SR A1A Existing Roadway in Segment 7

Figure 5 – SR A1A Existing Typical Sections

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5 Multi-Use Trail Design Criteria

Design guidelines utilized for this feasibility study took into consideration established criteria and design

standards outlined in the FDOT Florida Design Manual (FDOT FDM) for shared-use trails and roadways.

Because this trail will be shared by bicyclists and pedestrians, the design will need to conform to the

Americans with Disabilities Act (ADA) standards. Signing and pavement marking considerations will need

to conform with the Manual of Uniform Traffic Control Devices (MUTCD).

6 Multi-Use Trail Location Analysis

The multi-use trail will provide continuity and connectivity between the various communities along the

corridor, and allow for adequate access to local streets and other facilities along the trail.

6.1 Segment 1 The existing sidewalk at the SR A1A/Magnolia Avenue intersection will serve as the connection point for

the multi-use trail. The existing sidewalk along the north side of SR A1A can be widened to 10 feet until

it reaches Hospital Creek. Width restrictions on the existing Hospital Creek bridge will prevent

incorporating the multi-use trail on the bridge. A new 12-foot-wide separated bridge structure parallel

to the existing roadway bridge is recommended for the trail to cross this waterway. The trail will

reconnect with the existing sidewalk, which will be widened to 10 feet. The trail will remain on the

north side of SR A1A along the causeway, eventually connecting to the ICW Bridge. The trail can be

accommodated on the existing bridge structure by removing and reconstructing a new concrete barrier

wall 5 feet from its current location. Modifications to the bridge would include restriping the

westbound lane to 11 feet wide with a 6-foot wide shoulder. The eastbound lane and existing shoulder

will not be impacted. Figure 6 reflects the proposed typical section for the ICW Bridge.

The proposed trail could reconnect to an existing 5-foot wide sidewalk at the base of the ICW Bridge in

Vilano Beach. This sidewalk would need to be widened to 10 feet until the trail reaches 1st Street.

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Figure 6 – ICW Bridge Proposed Typical Section

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6.2 Segments 2 through 4 The multi-use trail will resume in Vilano Beach at the Oak Avenue/SR A1A intersection and continue for

7.4 miles on the west side of SR A1A until it reaches the intersection of Guana River Road in the GTM

NERR. The proposed typical section within this area will be primarily a 10-foot wide paved trail placed as

close as possible to the ROW, separated from the existing shoulder by a 5-foot vegetated strip per FDM

224.12 separation criteria. The existing 5-foot wide shoulder will be remain to be used by bicyclists. The

proposed typical section is shown in Figure 7.

Figure 7 – Proposed Standard Typical Section

Field observations along with review of LiDAR mapping (1-foot contour intervals) reveal several locations

along Segments 2 through 4 where topographic elevation changes near the ROW. It is anticipated that

either gravity or sheet pile walls will be necessary to accommodate the grade differentials at the ROW.

The multi-use trail may need narrowing to 8 feet wide in some areas where the ROW is limited and a

higher gravity wall is required. Guiderail will be added to the gravity wall in areas of fall. The typical

sections for the elevation drop and elevation rise scenarios are shown in Figure 8. Segments 2 through

4, have eight observed locations of elevation rise and 18 locations of elevation drop. A complete list of

observed locations can be found within Appendix A. The preliminary construction estimate developed

for these segments assumes that 5-foot wide TCEs would be required at these locations.

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Figure 8 – Proposed Elevation Change Typical Sections

Several areas within Segments 2 through 4 have left- and right-turn lanes that will restrict adding the

proposed 10-foot wide multi-use trail. Preliminary concept plans have been developed at six locations

to demonstrate how a trail can be accommodated in these areas. See Appendix C. In several locations,

it will be necessary to slightly shift the road and construct a curb and gutter typical section to

accommodate the proposed trail. A 5-foot wide lane would be maintained outside of the northbound

travel lane for bicyclists, while southbound bicyclists would be merged onto an expanded 12-foot-wide

multi-use trail. The trail would need to be a minimum of four feet from back of curb to meet FDM

224.12 separation criteria. Left-turn lanes and through travel lanes would be reduced to 11 feet wide

with posted speed limits would need to be reduced from 50 mph to 45 mph at four locations.

Existing right turn lanes are recommended for removal to accommodate the multi-use trail. Hanson

conducted a preliminary analysis to assess impacts of removing southbound right-turn lanes at five

locations along SR A1A north of Vilano Beach.

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Table 2 provides recommendations on removing exclusive right-turn lanes based on the guidelines

established by the FDOT Driveways Information Guide and the estimated right-turning traffic during

peak hours.

Table 2 – Results from the Exclusive Right-turn Lane Analysis

# Street Location

Name

Dwelling

Units

Max Entering

Trips (AM or PM)

33% Entering

from North

(southbound)

Remove Right-Turn

Lane?

1 Turtle Shores Dr. 170 111 37 Can be removed

2 Turtle Bay Ln. 127 83 28 Can be removed

3 Tides Edge Pl. 29 19 7 Can be removed

4 North Beach Fish

Camp N/A N/A N/A Can be removed

5 Villages of Vilano 230 150 50 Can be removed

A copy of a technical memorandum that outlines the details of this study can be found in Appendix B.

The concept design and typical sections for these areas are shown in Appendix C. These areas include:

1. Seaside of Vilano and Ocean Sands Beach Inn (Sta. 140+30 to Sta. 155+20)

a. Eliminate southbound right turn lane

b. Shift roadway centerline 2.5 feet east

c. Construct a curb and gutter typical section with 11-foot travel and left turn lanes

d. Construct a 5-foot-wide northbound paved lane inside curb line for bicyclist use

e. Construct a 12-foot-wide multi-use trail on west side

f. Work zone is within CCCL zone

2. Carcaba Road and Villages of Vilano (Sta. 158+20 to Sta. 169+30)

a. Eliminate southbound right-turn lane

b. Shift roadway centerline 3 feet east

c. Construct a curb and gutter typical section with 11-foot travel and left turn lanes

d. Construct a 5-foot-wide northbound paved lane inside curb line for bicyclist use


f. Work zone is within CCCL zone

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3. Euclid Avenue and North Beach Camp Resort (Sta. 207+80 to Sta. 221+90)

a. Reduce posted speed from 50 mph to 45 mph

b. Shift roadway centerline 4.5 feet east

c. Construct a curb and gutter typical section with 11-foot travel

and left-turn lanes

d. Construct a 5-foot-wide northbound paved lane inside curb

line for bicyclist use


f. Remove gravity wall and guardrail and reinstall a gravity wall

with traffic railing

4. Tide’s Edge Place (Sta. 296+60 to Sta. 299+60)


b. Remove southbound right-turn lane and construct 10-foot-

wide multi-use lane

c. Maintain 5-foot shoulders for bicyclist activity

5. Turtle Bay Lane (Sta. 311+60 to Sta. 324+65)


b. Eliminate southbound right-turn lane

c. Shift roadway centerline 1.5 feet east

d. Construct a curb and gutter typical section with 11-foot travel

and left-turn lanes

e. Construct a 5-foot-wide northbound paved lane inside curb line

for bicyclist use

f. Construct a 12-foot-wide multi-use trail on west side

6. Turtle Shores Drive (Sta. 330+77 to Sta. 339+74)


b. Eliminate southbound right-turn lane

c. Shift roadway centerline 1.5 feet east

d. Construct a curb and gutter typical section with 11-foot travel

and left-turn lanes

e. Construct a 5-foot-wide northbound paved lane inside curb line

for bicyclist use

f. Construct a 12-foot-wide multi-use trail on west side

Existing gravity wall with

guardrail at Euclid Avenue

Right turn lane at Turtle

Shores Drive

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Florida Power & Light has overhead power lines throughout the corridor. Power lines are on the west

side of the roadway near the ROW from Vilano Beach to approximately 0.6 miles south of Serenata. The

power lines cross SR A1A at this location and remain on the east side of the corridor to Mickler Road.

FDM Section 224.7 encourages a minimum of four feet of horizontal clearance from above grade

obstacles from the edge of a multi-use trail. Many of the power poles in this segment fall within that

zone along the southern portion of the proposed trail. The location of these poles will need to be

evaluated further during future design phases.

Meeting minimum roadway lateral offset criteria for power poles along the east side of SR A1A was also

considered in the proposed roadway shift areas. Reduction of posted speed and conversion to curb and

gutter at these locations will help to meet the 4-foot minimum criteria for curbed roadways.

6.3 Segment 4A Segment 4A offers an alternative to Segment 4

on SR A1A on an existing fire break path within

the GTM NERR. This segment spans

approximately 2.2 miles from north of the

Serenata North Neighborhood to Guana River

Road. The multi-use trail along this segment

would eliminate construction along SR A1A and

provide a safe and scenic trail completely

separated from traffic. However, a permanent

easement may be required to traverse the

Exxon Gas Station property near Sta. 480+00.

Additional clearing of the fire break path will be

needed to construct the multi-use trail.

Coordination with GTM NERR will be required

to establish a permanent easement for this

segment. Figure 9 shows the Segment 4A

alignment.

Figure 9 – Segment 4A on Fire Break Path

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6.4 Segments 5 and 6 Segments 5 and 6 are similar in nature and are both within the GTM NERR. The standard typical section

shown in Figure 7 would mostly apply along both segments.

Field observations along with review of LiDAR mapping (1-foot contour intervals) revealed several

locations where topographic elevation changes near the ROW. It is anticipated that either gravity or

sheet pile walls will be necessary to accommodate the grade

differential at the ROW. This would only be applicable to the

restricted 66-foot wide ROW areas. The multi-use trail may need

to be narrowed to 8 feet wide in a few areas where a higher

gravity wall is required. Guiderail will be added to the gravity wall

in areas of fall. The typical sections for the elevation drop and

elevation rise scenarios are shown in Figure 8. Within Segments 5

and 6, there are 12 observed locations of elevation rise and 10

locations of elevation drop. A complete list of observed locations

can be found within Appendix A. The preliminary construction

estimate developed for these segments assumes 5-foot TCEs

would be required at these locations.

The multi-use trail will be accessible from the Guana parking

areas and connect with the pedestrian crosswalks.

6.5 Segment 7 Segment 7 is mostly residential north of the GTM NERR. The

design concept is the standard typical section shown in Figure 7 along SR A1A. The ROW is 100 feet wide

in this area with 67 feet west of the road centerline, leaving ample room for the multi-use trail. The trail

will meander to minimize impacts to specimen trees and heavily landscaped driveway areas. As

previously discussed, there are 38 driveways and 3 streets within this segment. Many of these driveways

have a steep grade that may need to be reconstructed to ensure ADA compliance. PEs to reconstruct

these driveways are included in the Engineer’s Construction Cost Estimate.

As with other segments, some locations in Segment 4 have elevation drops or rises and have been

identified for cut or fill within the ROW, as shown in Appendix A. Within Segment 7, there are four

locations of elevation rise that will require sheet pile or gravity walls and five locations of elevation drop

that will require sheet pile or gravity walls and guide rails. TCEs may be needed for these locations and

are included in the Engineer’s Construction Cost Estimate.

The multi-use trail will connect to an existing sidewalk on the west side of SR A1A just north of Broken

Pottery Drive. From this location, the existing sidewalk will need to be widened to 10 feet up to the

intersection of Mickler Road.

Example of sand dune at ROW DRAFT

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7 Future Design Considerations

7.1 Drainage The multi-use trail should qualify for a stormwater management exemption from the St. Johns River

Water Management District, thereby waiving stormwater requirements along the corridor. However,

added impervious area from the trail will generate additional stormwater runoff within the corridor. To

minimize the risk of flood encroachment into the travel lanes in areas where drainage may be blocked

by a rise in elevation near the ROW, a few potential runoff storage sites outside of the ROW were

included in the Engineer’s Construction Cost Estimate. Those sites will need to be further identified and

evaluated during future design phases. It is anticipated that these systems will operate as dry facilities

with recovery relying on the well-drained natural percolation capabilities of the soils along the corridor.

7.2 Utilities Florida Power & Light has overhead power lines throughout the

corridor. Power lines are on the west side of the roadway near the

ROW from Vilano Beach to approximately 0.6 miles south of

Serenata. The power lines cross SR A1A at this location and

remain on the east side of the corridor for the remainder of the

corridor to Mickler Road. FDM Section 224.7 encourages a

minimum of four feet of horizontal clearance from above grade

obstacles to the edge of a multi-use trail. Many of the power

poles in this segment fall within that zone along the southern

portion of the proposed trail. The location of these power poles

will need to be further evaluated during future design phases.

Several other utilities are present along SR A1A south of the GTM

NERR. Early coordination with the utility service providers during

design is highly encouraged to avoid costly infrastructure impacts.

7.3 Landscaping and Driveways

The construction of the proposed trail will impact approximately 75 driveways and 40 side streets. It is

anticipated that many of these paved connections will need to be rebuilt to ensure ADA compliance.

Heavy landscaping and mature specimen trees are also present at most subdivision entrances and

around driveways especially within Segment 7. Avoidance of vegetation impacts should be considered

especially in areas with wider ROW.

Existing FPL Overhead Power

Turtle Shores entrance and landscaping

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8 Engineer’s Construction Cost Estimate

An Engineer’s Construction Cost Estimate for construction and associated costs has been prepared for all

eight segments. Associated costs include estimated design fees, ROW acquisition for potential storage

ponds, TCEs and PEs, and CEI services. Project unknowns are assumed to cover expenses for

replacement of landscape, fencing and pedestrian lighting. Table 3 summarizes the anticipated costs,

and Appendix D provides a full breakdown of construction cost estimates by segment.

Table 3 – Summary of Construction and Associated Costs by Segment

Segment

Number

Segment

Length

(feet)

Estimated

Construction

Cost

Trail ROW

Cost

Pond ROW

Cost

Design Cost

(20% of

Construction)

CEI (15% of

Construction) Total Cost

1 8,105 $ 8,237,180 $ - $ - $ 1,647,436 $ 1,235,577 $ 11,120,193

2 12,738 $ 6,576,534 $ 1,443,355 $ 2,818,021 $ 1,315,307 $ 986,480 $ 13,139,697

3 15,100 $ 5,335,589 $ 2,336,045 $ 723,824 $ 1,067,118 $ 800,338 $ 10,262,914

4 11,067 $ 1,465,031 $ - $ - $ 293,006 $ 219,755 $ 1,977,792

4a 11,580 $ 1,590,227 $ 118,700 $ - $ 318,045 $ 238,534 $ 2,265,506

5 18,264 $ 2,417,865 $ 5,500 $ 3,500 $ 483,573 $ 362,680 $ 3,273,118

6 16,429 $ 7,504,967 $ 3,500 $ 15,750 $ 1,500,993 $ 1,125,745 $ 10,150,955

7 16,944 $ 6,827,846 $ 347,470 $ 158,016 $ 1,365,569 $ 1,024,177 $ 9,723,078

Totals 99,160 $ 38,490,208 $ 4,259,570 $ 3,719,111 $ 7,698,041 $ 5,773,531 $ 59,935,461*

* Assumes Segment 4A in Total Costs

DRAFT

19


Appendix A

Locations with Elevation Differential of ROW

DRAFT

Segment From Station To Station Length Cut/Fill Height

2 121+58 123+08 150 Cut 3

2 124+58 127+45 287 Fill 2

2 127+45 128+60 115 Cut 3

2 130+85 136+34 549 Fill 2

2 143+30 148+48 518 Cut 3

2 166+52 171+06 454 Fill 1

2 178+88 180+20 132 Fill 1

2 180+20 180+89 69 Cut 1

2 183+51 188+75 524 Fill 3

2 191+97 193+98 201 Fill 2

2 194+59 196+60 201 Fill 2

2 196+60 197+21 61 Cut 2

2 200+50 201+73 123 Fill 3

2 205+07 207+10 203 Cut 3

2 207+70 209+70 200 Fill 3

2 212+92 214+93 201 Fill 3

2 215+54 217+55 201 Cut 2

2 218+56 224+84 628 Fill 2

3 229+18 230+19 101 Fill 2

3 231+20 233+85 265 Fill 2

3 237+60 244+18 658 Fill 3

3 248+48 250+38 190 Fill 1

3 254+51 261+17 666 Fill 2

3 297+55 302+61 506 Fill 2

3 320+10 330+80 1070 Cut 2

3 338+79 348+00 921 Fill 1

5 597+69 598+49 80 Fill 3

5 610+41 611+50 109 Cut 1

5 624+41 625+78 137 Cut 1

5 632+59 633+00 41 Cut 1

5 637+09 637+51 42 Cut 1

6 670+00 670+98 98 Cut 1

6 676+40 677+70 130 Cut 2

6 678+50 696+70 1820 Fill 2

6 698+20 702+00 380 Fill 2

6 708+10 712+70 460 Cut 5

6 721+90 724+20 230 Cut 3

6 730+80 731+80 100 Fill 1

6 741+40 749+20 780 Fill 2

Locations with Elevation Differential at ROW

Page 1 of 2

DRAFT

Segment From Station To Station Length Cut/Fill Height

Locations with Elevation Differential at ROW

6 753+50 758+30 480 Cut 3

6 760+61 770+79 1018 Cut 4

6 772+20 781+87 967 Fill 2

6 787+38 796+97 959 Cut 4

6 800+11 804+20 409 Cut 5

6 804+20 806+87 267 Fill 5

6 817+21 822+38 517 Fill 3

6 826+74 827+61 87 Fill 4

6 829+44 833+60 416 Fill 6

7 833+60 836+18 258 Fill 6

7 836+18 850+10 1392 Cut 6

7 853+90 854+20 30 Cut 3

7 854+20 857+60 340 Fill 3

7 857+60 861+55 395 Cut 4

7 863+60 880+90 1730 Fill 4

7 880+90 882+50 160 Cut 3

7 888+48 890+48 200 Fill 2

7 894+48 896+48 200 Fill 1

Page 2 of 2

DRAFT

22


Appendix B

Right Turn Lane Elimination Analysis

DRAFT

i

SR A1A Multi-Use Trail Project Exclusive Right-Turn Lane Elimination Analysis

Right Turn Lane Elimination Analysis

SR A1A Multi-Use Trail Project

DRAFT

ii


February 2020

DRAFT


1. INTRODUCTION

This memorandum presents the findings of a preliminary analysis completed to assess the impact

of removing right turn lanes in the southbound direction at five locations along SR A1A north of

Vilano Beach.

The five locations with existing right turn lanes are marked in the figure below along with the

number of dwelling units:

(source: Zillow / Google Earth)

DRAFT


2. RESEARCH AND ANALYSIS

2.1. Research

To assess the need of exclusive right turn lanes at unsignalized driveways, the FDOT Driveways

Information Guide, 2008 was referenced. The guide has established criterion based on posted

speed limit and the right turning volume to assist in the decision-making process. The following

information presents the recommended guidelines for exclusive right turn lanes at unsignalized

driveways:

Posted speed limit (mph)

Number of right turns per hour

Notes

45 mph or less 80-125 • 80 vph when through traffic is at least 600 vphpl.

• 125 vph on lower volume roads, multilane highways or driveway with entry radius 50ft or greater

Over 45 mph 35-55 • 35 vph for higher volume two lane roads.

• 55 vph on lower volume roads, multilane highways or driveway with entry radius 50ft or greater

(Exhibit 44 of the FDOT Driveways Information Guide, 2008)

2.2. Analysis

The ITE Trip Generation Manual was used to estimate the right turning traffic during the weekday peak hours. The size of the development was estimated by counting the dwelling units from Google Earth and Zillow.

The following Table provides recommendations on the removal of exclusive right turn lanes based on the guidelines established by the FDOT Driveways Information Guide and the estimated right tuning traffic during the peak hours. The proposed posted speed for the project area is 45 mph.

It was assumed that 33% of the total entering traffic will arrive from the North or in southbound direction.

DRAFT


# Location Name Dwelling Units

Max Entering Trips (AM or PM)

33% Entering from North

(southbound)

Remove Right-Turn Lane?

1 Turtle Shores Dr 170 111 37 Can be removed

2 Turtle Bay Ln 127 83 28 Can be removed

3 Tides Edge 29 19 7 Can be removed

4 N Beach Fish Camp N/A N/A N/A Can be removed

5 Villages of Vilano 230 150 50 Can be removed

DRAFT


Following are the results from the trip generation report:

DRAFT


DRAFT

32


Appendix C

Constrained ROW Design Concepts

DRAFT

Euclid

Ave.

PUD 2019-07

North Beach Camp Resort

Restaurant

The Reef

EXIST. GROUND

5' 12'4' 5' 12' 12'

66'

EXISTING

¡ CONST. A1AR/WEXIST.

16'

EXIST. R/W

EXIST. GROUND

POLESPOWEREXIST.

¡ CONST. A1A

66'

PROPOSED

R/WEXIST.

EXIST. R/W

POLESPOWEREXIST.

WALLGRAVITY

RAILINGTRAFFIC

5'

EO

P

SOD

4'

& GUTTERTYPE F CURB

MULTIUSE PATH

11' 11' 11'

LEFT TURN LANE

1'

SHIFT

4.5'

& GUTTERTYPE F CURB

EO

P

12'3' 2' 2' 5' 5' TCE

Feet

100200

N

EXISTING PROPOSED

I:\18jobs\18H0013T08\FDOTDirStruct\roadway\PLANRD03.dgnricht01881 3/4/2020 2:20:58 PM PLAN1

3

ROAD NO. FINANCIAL PROJECT IDCOUNTY

DATE DESCRIPTION

REVISIONS

DATE DESCRIPTION4.2

FIGURESTATE OF FLORIDA

DEPARTMENT OF TRANSPORTATION

STA. 207+80 TO STA. 221+90

MULTI-USE TRAIL CORRIDOR

Proposed Posted Speed = 45 MPH

Existing Posted Speed = 50 MPH

Gravity Wall with Traffic Railing Gravity Wall with Traffic Railing

Overhead Power

Coastal Construction Line

Bike Lane Transition (Typ.)

DRAFT

39


Appendix D

Engineer’s Construction Cost Estimate

DRAFT

Pay Item Number Pay Item Description Quantity Unit

Selected Unit

Cost Engineer's Total Cost

101-1 Mobilization (10%)* 1 LS 595,431.25$ 595,431.25$

102-1 Maintenance of Traffic (12%)* 1 LS 637,962.05$ 637,962.05$

104-10-3 Sediment Barrier 3400 LF 1.95$ 6,630.00$

110-1-1 Clearing & Grubbing 1.25 AC 14,654.55$ 18,318.19$

110-3 Removal of Existing Concrete Structures/Bridges 8420 SF 43.45$ 365,849.00$

110-4-10 Remove Exist Conc 206 SY 19.65$ 4,047.90$

120-1 Regular Excavation 1470.5 CY 7.91$ 11,631.66$

120-6 Embankment 5312.5 CY 9.87$ 52,434.38$

160-4 Type B Stabilization 7489 SY 7.65$ 57,290.85$

285-701 Optional Base, Base Group 01 6608 SY 13.95$ 92,181.60$

334-1-12 Superpave Asphaltic Conc, Traffic B 398.8 TN 455.00$ 181,454.00$

400-0-11 Conc Class NS, Gravity Wall 141.9 CY 875.24$ 124,196.56$

405-70-2 Latex Mod Portland Cement Conc, Type III 106.4 CF 50.00$ 5,318.70$

430-175-124 Pipe Culv, Opt Matl, Round 24" S/CD 68 LF 81.66$ 5,552.88$

430-984-129 Mitered End Sect, Optional Rd, 24" SD 4 EA 1,736.38$ 6,945.52$

455-133-3 Sheet Piling Steel, F&I Permanent 43560 SF 39.10$ 1,703,196.00$

from LRE Pedestrian Bridge, 12 Foot Wide 1 LS 1,788,204.00$ 1,788,204.00$

515-2-211 Ped/Bicycle Railing, Stl, 42" Type 1 2750 LF 96.77$ 266,117.50$

521-5-13 Conc Traf Rail - Bridge, 36" Sing Slope 4210 LF 123.29$ 519,050.90$

522-2 Concrete Sidewalk and Driveways, 6" Thick 9 SY 60.32$ 542.88$

527-2 Detectable Warnings 80 SF 31.20$ 2,496.00$

536-1-1 Guardrail-Roadway, Gen TL-3 175 LF 23.44$ 4,102.00$

570-1-2 Performance Turf, Sod 2267 SY 2.81$ 6,370.27$

630-2-16 Conduit, F&I, Embedded-Barr/Railings 8420 LF 10.61$ 89,336.20$

700-1-12 Single Post Sign, F&I Ground Mount, Up to 12-20 SF 4 EA 1,201.26$ 4,805.04$

711-11-123 Thermoplastic, Standard, White, Solid, 12" for Crosswalk and Roundabout 96 LF 2.90$ 278.40$

999-25 Initial Contingency Amount (Min of 5% or $50,000)* 1 LS 50,000.00$ 50,000.00$

Project Unknowns (25%)* 1 LS 1,637,435.93$ 1,637,435.93$

Subtotal without * items 5,316,350.42$

Total Construction Cost 8,237,179.64$

ENGINEER'S COST ESTIMATE

SR A1A Vilano Trail

Segment 1 - Magnolia Avenue to 1st Street

Date: 02/19/2020

DRAFT


Selected Unit


101-1 Mobilization (10%)* 1 LS 474,656.98$ 474,656.98$




110-7-1 Mailbox, F&I Single 22 EA 179.50$ 3,949.00$


120-6 Embankment 1603.8 CY 9.87$ 15,829.51$




334-1-12 Superpave Asphaltic Conc, Traffic B 3102.7 TN 455.00$ 1,411,728.50$


425-1-551 Inlets, DT Bot, Type E, <10' 7 EA 4,835.40$ 33,847.80$




520-1-10 Concrete Curb & Gutter, Type F 7620 LF 24.43$ 186,156.60$

522-2 Concrete Sidewalk and Driveways, 6" Thick 774 SY 60.32$ 46,687.68$




711-11-123 Thermoplastic, Standard, White, Solid, 12" for Crosswalk and Roundabout 768 LF 2.90$ 2,227.20$






SR A1A Vilano Trail

Segment 2 - Oak Avenue (Sta 97+40) to 5th Street (Sta 225+00)

Date: 02/19/2020

DRAFT


Selected Unit


101-1 Mobilization (10%)* 1 LS 384,406.44$ 384,406.44$






120-6 Embankment 1186.5 CY 9.87$ 11,710.76$




334-1-12 Superpave Asphaltic Conc, Traffic B 2530.2 TN 455.00$ 1,151,241.00$






520-1-10 Concrete Curb & Gutter, Type F 4404 LF 24.43$ 107,589.72$





711-11-123 Thermoplastic, Standard, White, Solid, 12" for Crosswalk and Roundabout 576 LF 2.90$ 1,670.40$






SR A1A Vilano Trail

Segment 3 - 5th Street (Sta 225+00) to North of Serenata North Neighborhood (Sta 376+00)

Date: 02/19/2020

DRAFT


Selected Unit


101-1 Mobilization (10%)* 1 LS 102,911.37$ 102,911.37$




110-7-1 Mailbox, F&I Single 3 EA 179.50$ 538.50$













Project Unknowns (25%)* 1 LS 283,006.26$ 283,006.26$

Subtotal without * items 918,851.50$



SR A1A Vilano Trail

Segment 4 - North of Serenata North Neighborhood (Sta 376+00) to Guana River Road (Sta 486+60)

Date: 02/19/2020

DRAFT


Selected Unit


101-1 Mobilization (10%)* 1 LS 112,016.53$ 112,016.53$





















SR A1A Vilano Trail

Segment 4A - Fire Break Road from North of Serenata North Neighborhood (Sta 376+00) to Guana River Road (Sta 486+60)

Date: 02/19/2020

DRAFT


Selected Unit


101-1 Mobilization (10%)* 1 LS 172,208.33$ 172,208.33$






120-6 Embankment 46.3 CY 9.87$ 456.98$



















SR A1A Vilano Trail

Segment 5 - Guana River Road (Sta 486+60) to GTM Southern Parking Lot (Sta 669+25)

Date: 02/19/2020

DRAFT


Selected Unit


101-1 Mobilization (10%)* 1 LS 542,179.43$ 542,179.43$






120-6 Embankment 2643.2 CY 9.87$ 26,088.38$




400-0-11 Conc Class NS, Gravity Wall 1821.6 CY 875.24$ 1,594,337.18$




455-133-3** Sheet Piling Steel, F&I Permanent - Press-in 24528 SF 43.72$ 1,072,364.16$












SR A1A Vilano Trail

Segment 6 - GTM Southern Parking Lot (Sta 669+25) to GTM Northern Parking Lot (Sta 833+60)

Date: 02/19/2020

DRAFT


Selected Unit


101-1 Mobilization (10%)* 1 LS 492,934.24$ 492,934.24$





120-1 Regular Excavation 8504 CY 7.91$ 67,266.64$

120-6 Embankment 1942.9 CY 9.87$ 19,176.42$




400-0-11 Conc Class NS, Gravity Wall 1152.1 CY 875.24$ 1,008,364.00$




455-133-3** Sheet Piling Steel, F&I Permanent - Press-in 29700 SF 43.72$ 1,298,484.00$












SR A1A Vilano Trail

Segment 7 - GTM Northern Parking Lot (Sta 833+60) to Mickler Road (Sta 1003+00)

Date: 02/19/2020

DRAFT

multi-use trail feasibility study from st. augustine to ponte … · 2020-06-11 · bridge id...

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