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Submittal/Approval LetterTo: Patrick Muench, P.E. Date: May 1, 2017 Turnpike Design Engineer
Financial Project ID: 436517-1-52-01 & 436517-3-52-01 New Construction ( ) RRR ( )Federal Aid Number: Not ApplicableProject Name: Turnpike Mainline (SR 91) Resurfacing and Safety Improvements from MM 153.230 to MM169.320State Road Number: 91 Co./Sec./Sub.: 94/470/000Begin Project MP: 153.230 End Project MP: 169.320 Full Federal Oversight: Yes ( ) No ( )Request for: Design Exception ( ), Design Variation ( )
Community Aesthetic Feature: Conceptual ( ), Final ( )Re-submittal: Yes ( ) No( ) Original Ref# - -
Requested for the following element(s):( ) Design Speed ( ) Lane Width ( ) Shoulder Width ( ) Cross Slope( ) Design Loading Structural Capacity ( ) Vertical Clearance ( ) Maximum Grade ( ) Stopping Sight Distance( ) Superelevation ( ) Horizontal Curve Radius ( ) Other
This project consists of resurfacing and safety improvements for the Florida’s Turnpike Mainline (SR 91) from MM 153.230 to MM 169.320, County Mile Post 15.078 County Mile Post 31.168, in St. Lucie County (94470-000) for a total length of 16.090 miles. The main objective of the project is to extend the life of the existing pavement through milling and resurfacing of the existing northbound and southbound travel lanes, inside and outside shoulders, and the paved median openings. Safety improvements will include construction of ground-in rumble strips, repair of all guardrail openings for maintenance access and adjustment or replacement of guardrail as necessary, cross slope correction to meet governing criteria, shoulder drop-off correction along the edge of pavement, replacement of non-compliant signing within the project limits, bridge deck repair at the L-20 and Angle Road/Belcher canal bridges, bridge railing retrofit at the Picos Road, CR 68, and Minute Maid Road overpass bridges, and repairs to the existing box culverts and farm crossings.
SR 91 is classified as a Rural Principal Arterial – Expressway and is part of the National Highway System (NHS) and the State Highway System (SHS). SR 91 is also a Strategic Intermodal System (SIS) Corridor with a Limited Access Right-of-Way of 400 feet. The corridor has a posted and design speed of 70 MPH. The existing typical section is a four-lane, divided, rural facility with two 12 ft. lanes, an 8 ft. inside shoulder with 4 ft. paved, and a 12 ft. outside shoulder with 10 ft. paved, in each direction. The northbound and southbound roadways are separated by a 40-ft. median. An existing median double-faced guardrail with rub rail, predominantly located adjacent to the southbound inside shoulder, runs along the median within the project limits. In some locations, such as the segment between the Belcher Canal and L-20 Canal bridges, standard guardrail is located adjacent to the median shoulders and the outside shoulders for the northbound and southbound directions.
The seven bridges within the project limits meet AASHTO criteria for total bridge width. Three of the bridges along SR 91 mainline: the northbound bridge over Angle Road/Belcher Canal (Structure No. 940073), and the northbound and southbound bridges over the L-20 Canal (Structure Nos. 940083 and 940058), meet FDOT criteria. The four remaining bridges: the southbound bridge over Angle Road/Belcher Canal (Structure No. 940057), Picos Road (Structure No. 940055), County Road 68 (Structure No. 940056), and Minute Maid Road (Structure No. 940059) do not meet FDOT total bridge width criteria.
Since the overall width of the existing southbound SR 91 bridge over Angle Road/Belcher Canal (Structure No. 940057) is 39’-11 1/8”, which is less than the FDOT required minimum of 40’-0”, the outside shoulder width on the bridge will only be 9’-11 1/8”, and therefore noncompliant with FDOT requirement of 10 ft. In addition, the shoulder widths on both sides of the roadway at the three bridges crossing over SR 91 at Picos Road (Structure No. 940055), County Road 68 (Structure No. 940056), and Minute Maid Road (Structure No. 940059) do not meet FDOT criteria. As discussed in the progress meeting of 01/24/17, the design year AADT for the three roads crossing over SR 91 is not available. The only traffic information available is raw traffic data from the PTMS sites in the vicinity of the project. Furthermore, the design speed for the three facilities, has been estimated based on the posted speeds
along the corridor. Due to the lack of available information, the use of low volumes for the three roadways was recommended in the meeting. As indicated in Table 2.1, the required bridge shoulder widths for undivided collector highways is eight (8) feet on both sides for facilities with low traffic volumes. The existing shoulder widths of three (3) feet for both sides of Structures Nos. 940055 and 940059, and two (2) feet for both sides of Structure No. 940056, are not compliant with FDOT requirement of eight (8) feet. For these bridges to remain in place without improvements, a Design Variation will be required. Since total bridge width and bridge shoulder width are closely related, the deficiency in total bridge width will be addressed under this Design Variation request for noncompliant bridge shoulder widths.
No quantifiable benefit in terms of safety, operational performance, or level of service can be derived from implementing any of the improvements discussed in this report. Furthermore, maintaining the current shoulder widths will eliminate any negative impacts on environmental concerns, community considerations, budget, or schedule. Therefore, the approval of this Design Variation is requested for the bridge shoulder widths for the outside shoulder for the southbound SR 91 mainline bridge over Angle Road/Belcher Canal (Structure No. 940057), as well as the shoulders for the Picos Road (Structure No. 940055), County Road 68 (Structure No. 940056), and Minute Maid Road (Structure No. 940059) Bridges, as identified in Table 2.1 of this document, to remain as existing.
Recommended by:
Date 5/1/2017Houman Assari, P.E., Responsible Professional Engineer
Approvals:
Date Date Patrick Muench, P.E., Turnpike Design Engineer Russ Snyder, P.E., Turnpike Structures Design Engineer
N/A Date N/A Date Michael Shepard, P.E., State Roadway Design Engineer State Structures Design Engineer
N/A Date N/A Date State Chief Engineer FHWA Division Administrator
5/11/1705/22/17
Houman Assari Digitally signed by Houman Assari Date: 2017.05.01 14:22:43 -04'00'
Russell D SnyderDigitally signed by Russell D Snyder DN: c=US, o=IdenTrust ACES Business Representative, ou=FLORIDA DEPARTMENT OF TRANSPORTATION, cn=Russell D Snyder, 0.9.2342.19200300.100.1.1=A01097C00000144FEE2E1C900002D8F Date: 2017.05.11 08:12:13 -04'00'
Patrick Muench
Digitally signed by Patrick Muench DN: cn=Patrick Muench, o=Florida Department of Transportation, ou=Florida's Turnpike Enterprise, [email protected], c=US Date: 2017.05.22 12:30:14 -04'00'
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Request for FTE Design Exceptions & Variations Checklist
Date:
BMP: EMP: EMP:
New Construction
District: Project Name: Project Section Exemption FPID: Requested Control Element(s):
Design Speed* Horizontal Curve Radius
Other __________
Lane Width Vertical Clearance** Superelevation
Shoulder Widths Maximum Grade Stopping Sight Distance
RRR
Design Loading Structural Capacity* Cross Slopes
*Requires supplementary review (i.e. Planning/Structures/etc)**Requires Utility Accommodation Manual (UAM) Exception Submittals
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Submittal/Approval Letter (independent file from report) Short description of project, applicable criteria and reason for variation requestApplicable signature fields, names, and titles listed
Design Exception/Variation Report Report Cover
Project Title, FPID, digital sign, seal and date Project description
General project information, typical section, begin/end milepost, county section number Include Work Mix, To – From, Objectives, Obstacles and Schedule.
Description of the variation element and applicable criteria (AASHTO and Department value or standard)
Detailed explanation of why the criteria or standard cannot be complied with or is not applicable Description of any proposed value for project and why it is appropriate
Amount and character of traffic using the facility Description of the anticipated impact on Operations, Adjacent Sections, Level Of Service, Safety, Long and Short Term Effects
Is the variation temporary or permanent? Description of the anticipated Cumulative Effects
A plan view or aerial photo of the variation location Showing right of way lines, and property lines of adjacent property.
A photo of the area. Typical section or cross‐section of variation/exception location The milepost and station location of the variation/exception Any related work programmed or in future work plans
BMP:
Florida's Turnpike Enterprise
Turnpike Mainline (SR 91) Resurfacing and Safety Improvements from MM 153.230 to MM 169.32015.078
05/01/2017
31.168
436517-1-52-01 & 436517-3-52-01 ✔
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The Project Schedule Management (PSM) Project Schedule Activities submitted
< Phase I Phase I – Phase II Phase II – Phase III Phase III – Phase IV > Phase IV
Letting: All mitigating efforts
An explanation of what if any associated existing or future Limitations as a result of public or legal commitments. Description and explanation of any practical alternatives, the selected treatment and why.
Comments on the most recent 5‐year crash history Including all pertinent crash reports Is the location of the variation on the High Crash List?
Description of the anticipated Cost (Social and to the Department – Benefit/Cost) Summary Conclusions
Summary description of included support documentation such as: Location map or description Typical section Aerial or Photo logs when they best illustrate the element issues Crash History and analysis Plan sheets in the area of the variation elements Profiles in the area of vertical alignment variation elements Tabulation of pole offsets for horizontal clearance variation Applicable Signed and Sealed Engineering Support Documents
For the specified conditions the following additional documentation is required: For design speed on FIHS/SIS
Provide typical sections at mid blocks and at intersections. For lane width
Provide locations of alternative routes that meet criteria Proposal for handling drainage Proposed signing and pavement markings
For shoulder width Proposal for handling stalled vehicles Proposal for handling drainage
For bridge width Plan view of the approaching roadways Existing bridge plans (these may be submitted electronically)
For a bridge with a design inventory load rating less than 1.0 Written evaluation and recommendation by the Office of Maintenance is required Load rating calculations for the affected structure
For vertical clearance Locations of alternative routes that meet criteria
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For cross‐slopeProposal for handling drainage
Details on how the cross slope impacts intersections
For conditions that may adversely affect the roadway’s capacity
Provide the comments on compatibility of the design and operation with the adjacent sections Effects on capacity (proposed criteria vs. AASHTO) using an acceptable capacity analysis procedure Calculate reduction for design year, level of service
For superelevation Provide the side friction factors for the curve for each lane of different cross‐slope at the PC of the curve, the point of maximum cross‐slope, and the PT of the curve using the following equation. f = (V2 – 15Re)/(V2e+15R)
For areas with crash histories or when a benefit to cost analysis is requested Provide a time value analysis between the benefit to society quantified in dollars and the costs to society quantified in dollars over the life of the Exception/Variation.
Roadside Safety Analysis Program (RSAP) Historical Crash Method (HCM)
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Turnpike Mainline (SR 91) Resurfacing and Safety Improvements from MM 153.230 to MM 169.320
St. Lucie County, Florida
FPID Numbers 436517-1-52-01 and 436517-3-52-01 Contract Number C9R86
BRIDGE SHOULDER WIDTH DESIGN VARIATION
Prepared For:
Florida Department of Transportation Florida’s Turnpike Enterprise
MAY 2017
Prepared By: Propel Engineering, Inc. 6685 Forest Hill Boulevard, Suite 205 Responsible Engineer: Greenacres, FL 33413 Houman Assari, PE Certification of Authorization No. 31050 State of Florida, Professional Engineer Vendor No. F463316950 License No. 49029
This item has been electronically signed and sealed by Houman Assari, PE on 05/01/2017 using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.
Houman Assari Digitally signed by Houman Assari Date: 2017.05.01 14:20:43 -04'00'
TABLE OF CONTENTS 1.0 Project Description ....................................................................................................................................................... 1
2.0 Description of the Design Variation .............................................................................................................................. 1 3.0 Design Criteria .............................................................................................................................................................. 3
3.1 American Association of State Highway and Transportation Officials (AASHTO) .................................................... 3
3.2 Florida Department of Transportation (FDOT) ....................................................................................................... 3 4.0 Proposed Criteria .......................................................................................................................................................... 3
5.0 Justification .................................................................................................................................................................. 4
5.1 Operational Conditions .......................................................................................................................................... 4
5.2 Crash History Analysis ............................................................................................................................................ 5 5.3 Benefit/Cost Analysis ............................................................................................................................................. 6
5.4 Accommodation of Disabled Vehicles .................................................................................................................... 6
5.5 Spread Analysis ...................................................................................................................................................... 6 5.6 Right-of-Way Impacts ............................................................................................................................................ 6
5.7 Community Impacts ............................................................................................................................................... 6
5.8 Environmental Impacts .......................................................................................................................................... 7
5.9 Mitigation .............................................................................................................................................................. 7 6.0 Summary Conclusions ................................................................................................................................................... 8
APPENDICES
Appendix A: Location Map Appendix B: Typical Sections Appendix C: As-Built Plans Appendix D: Photo Log Appendix E: Crash History Appendix F: Traffic Data Appendix G: Spread Analysis Appendix H: Cost Estimate Appendix I: Project Schedule
Bridge Shoulder Width Design Variation FPID Nos: 436517-1-52-01 & 436517-3-52-01
Turnpike Mainline (SR 91) Resurfacing and Safety Improvements from MM 153.230 to MM 169.320 1
1.0 Project Description This project consists of resurfacing and safety improvements for the Florida’s Turnpike Mainline (SR 91) from MM 153.230 to MM 169.320, County Mile Post 15.078 County Mile Post 31.168, in St. Lucie County (94470-000) for a total length of 16.090 miles. The main objective of the project is to extend the life of the existing pavement through milling and resurfacing of the existing northbound and southbound travel lanes, inside and outside shoulders, and the paved median openings. Safety improvements will include construction of ground-in rumble strips, repair of all guardrail openings for maintenance access and adjustment or replacement of guardrail as necessary, cross slope correction to meet governing criteria, shoulder drop-off correction along the edge of pavement, replacement of non-compliant signing within the project limits, bridge deck repair at the L-20 and Angle Road/Belcher canal bridges, bridge railing retrofit at the Picos Road, CR 68, and Minute Maid Road overpass bridges, and repairs to the existing box culverts and farm crossings. SR 91 is classified as a Rural Principal Arterial – Expressway and is part of the National Highway System (NHS) and the State Highway System (SHS). SR 91 is also a Strategic Intermodal System (SIS) Corridor with a Limited Access Right-of-Way of 400 feet. The corridor has a posted and design speed of 70 MPH. The existing typical section is a four-lane, divided, rural facility with two 12 ft. lanes, an 8 ft. inside shoulder with 4 ft. paved, and a 12 ft. outside shoulder with 10 ft. paved, in each direction. The northbound and southbound roadways are separated by a 40-ft. median. An existing median double-faced guardrail with rub rail, predominantly located adjacent to the southbound inside shoulder, runs along the median within the project limits. In some locations, such as the segment between the Belcher Canal and L-20 Canal bridges, standard guardrail is located adjacent to the median shoulders and the outside shoulders for the northbound and southbound directions. The project is currently scheduled for letting on 01/09/2018, with a production date of 10/06/2017. There are currently no major obstacles to meeting this schedule. The project schedule is included in Appendix I of this document. 2.0 Description of the Design Variation There are seven bridges within the project limits, four of which are a part of SR 91 Mainline. The SR 91 northbound and southbound travel ways have separate bridges at the Angle Road/Belcher Canal and the L-20 Canal crossings. Structure Nos. 940057 and 940073 cross the Angle Road/Belcher Canal and, and Structure Nos. 940058 and 940083 cross over the L-20 Canal. The remaining bridges on the project are the three overpasses across SR 91 at Picos Road (Structure No. 940055), County Road 68 (Structure No. 940056), and Minute Maid Road (Structure No. 940059). Based on information gathered from field reviews, the design survey for the project, and a review of the as-built plans, the bridges were evaluated for compliance with American Association of State Highway and Transportation Officials (AASHTO), and Florida Department of Transportation (FDOT) criteria for bridge shoulder width. The results of the evaluation have been summarized in Table 2.1. The seven bridges within the project limits meet AASHTO criteria for total bridge width. Three of the bridges along SR 91 mainline: the northbound bridge over Angle Road/Belcher Canal (Structure No. 940073), and the northbound and southbound bridges over the L-20 Canal (Structure Nos. 940083 and 940058), meet FDOT criteria. The four remaining bridges: the southbound bridge over Angle Road/Belcher Canal (Structure No. 940057), Picos Road (Structure No. 940055), County Road 68 (Structure No. 940056), and Minute Maid Road (Structure No. 940059) do not meet FDOT total bridge width criteria. Since the overall width of the existing southbound SR 91 bridge over Angle Road/Belcher Canal (Structure No. 940057) is 39’-11 1/8”, which is less than the FDOT required minimum of 40’-0”, the outside shoulder width on the bridge will only be 9’-11 1/8”, and therefore noncompliant with FDOT requirement of 10 ft.
Bridge Shoulder Width Design Variation FPID Nos: 436517-1-52-01 & 436517-3-52-01
Turnpike Mainline (SR 91) Resurfacing and Safety Improvements from MM 153.230 to MM 169.320 2
In addition, the shoulder widths on both sides of the roadway at the three bridges crossing over SR 91 at Picos Road (Structure No. 940055), County Road 68 (Structure No. 940056), and Minute Maid Road (Structure No. 940059) do not meet FDOT criteria. As discussed in the progress meeting of 01/24/17, the design year AADT for the three roads crossing over SR 91 is not available. The only traffic information available is raw traffic data from the PTMS sites in the vicinity of the project. Furthermore, the design speed for the three facilities, has been estimated based on the posted speeds along the corridor. Due to the lack of available information, the use of low volumes for the three roadways was recommended in the meeting. As indicated in Table 2.1, the required bridge shoulder widths for undivided collector highways is eight (8) feet on both sides for facilities with low traffic volumes. The existing shoulder widths of three (3) feet for both sides of Structures Nos. 940055 and 940059, and two (2) feet for both sides of Structure No. 940056, are not compliant with FDOT requirement of eight (8) feet. For these bridges to remain in place without improvements, a Design Variation will be required. Since total bridge width and bridge shoulder width are closely related, the deficiency in total bridge width will be addressed under this Design Variation request for noncompliant bridge shoulder widths. The Design Variation locations have been included in Appendix A of this document.
Table 2.1 – Summary of Bridge Shoulder Widths
Bridge No.
Mile Marker Road Name
Bridge Length
(ft.)
Existing/*Proposed Shoulder Width
Required Shoulder Width (ft.) Recommendation
AASHTO FDOT
940055 154.938 Picos Road
over SR 91
227.12 3’-0” (LT) 2
(LT & RT) (2)
8 (LT & RT)
(4)
Design Variation
3’-0” (RT) Design Variation
940056 156.091 CR 68 over SR 91
191.06 2’-0” (LT) 2
(LT & RT) (2)
8 (LT & RT)
(4)
Design Variation
2’-0” (RT) Design Variation
940073 157.975 SR 91 NB over Belcher Canal 486.48
*6’-4” Median 4 Median 4 Outside
(1)
6 Median 10 Outside
(3)
Shoulder to Remain
*10’-0” Outside Shoulder to Remain
940057 157.975 SR 91 SB
over Belcher Canal
486.94 *6’-0” Median 4 Median
4 Outside (1)
6 Median 10 Outside
(3)
Shoulder to Remain
*9’-11 1/8” Outside Design Variation
940083 158.657 SR 91 NB over L-20 Canal 290.94
*6’-1” Median 4 Median 4 Outside
(1)
6 Median 10 Outside
(3)
Shoulder to Remain
*10’-0” Outside Shoulder to Remain
940058 158.657 SR 91 SB
over L-20 Canal
291.23 *6’-0” Median 4 Median
4 Outside (1)
6 Median 10 Outside
(3)
Shoulder to Remain
*10’-0” Outside Shoulder to Remain
940059 165.420 Minute Maid
Rd. over SR 91
398.09 3’-0” (LT) 2
(LT & RT) (2)
8 (LT & RT)
(4)
Design Variation
3’-0” (RT) Design Variation
(1) AASHTO – A Policy on Design Standards – Interstate System (2005), Cross Section, Page 5 (2) AASHTO – A Policy on Geometric Design of Highways and Streets (2011), Section 7.2.5, Bridges to Remain in Place,
Page 7-6 (3) FDOT – Plans Preparation Manual, Volume 1, Chapter 2, Figure 2.11.1 (4) FDOT – Plans Preparation Manual, Volume 1, Chapter 2, Figure 2.11.2
Bridge Shoulder Width Design Variation FPID Nos: 436517-1-52-01 & 436517-3-52-01
Turnpike Mainline (SR 91) Resurfacing and Safety Improvements from MM 153.230 to MM 169.320 3
3.0 Design Criteria 3.1 American Association of State Highway and Transportation Officials (AASHTO)
A Policy on Design Standards – Interstate System – (2005) (AASHTO IS) Bridges and Other Structures, Cross Section, Page 5:
“The width of all bridges, including grade separation structures, measured between rails, parapets, or barriers shall equal the full paved width of the approach roadways. The approach roadway includes the width of paved shoulders. Long bridges, defined as bridges having an overall length in excess of 200 ft., may have a lesser width. Such bridges shall be analyzed individually. On long bridges, offsets to parapet, rail or barrier shall be at least 4 ft. measured from the edge of the nearest traffic lane on both the left and the right.”
A Policy on Geometric Design of Highways and Streets (2011) Section 7.2.5, Structures, Bridges to remain in place:
“For an existing bridge to remain in place, it should have adequate structural strength and a width at least equal to the width of the traveled way plus 2 ft. clearance on each side.”
3.2 Florida Department of Transportation (FDOT) Plans Preparation Manual (PPM) (January 2017) Volume 1, Chapter 2, Figure 2.11.1, Partial Bridge Sections:
The required bridge shoulder widths for a divided highway with two lanes are six (6) feet for the inside shoulder and ten (10) feet for the outside shoulder.
Volume 1, Chapter 2, Figure 2.11.2, Bridge Section: The required bridge shoulder widths for undivided collector highways is eight (8) feet on both sides for facilities with low traffic volumes.
Volume 1, Chapter 2, Table 2.3.1 - Shoulder Widths and Cross Slopes – Freeways The required shoulder widths for the approach roadways to the bridges on two-lane freeways without shoulder gutter, are eight (8) feet for the median shoulder with four (4) feet paved, and twelve (12) feet for the outside shoulder with ten (10) feet paved.
Volume 1, Chapter 2, Table 2.3.4 - Shoulder Widths and Cross Slopes – Undivided Collectors
The required shoulder widths for the approach roadways to the bridges on two-lane, two-way undivided collectors are eight (8) feet with five (5) feet paved for facilities with low traffic volumes.
4.0 Proposed Criteria The proposed design is to allow the outside shoulder width for the southbound SR 91 mainline bridge over Angle Road/Belcher Canal (Structure No. 940057) to be at a width of 9’-11 1/8”. Furthermore, the shoulder widths for the bridges on Picos Road (Structure No. 940055) and Minute Maid Road (Structure No. 940059) will be 3’-0”, and County Road 68 Bridge (Structure No. 940056) will have shoulder widths of 2’-0”. Additionally, the proposed design will allow the existing bridge widths for the southbound SR 91 mainline bridge over Angle Road/Belcher Canal (Structure No. 940057), Picos Road (Structure No. 940055), County Road 68 (Structure No. 940056), and Minute Maid Road (Structure No. 940059) to remain as existing.
Bridge Shoulder Width Design Variation FPID Nos: 436517-1-52-01 & 436517-3-52-01
Turnpike Mainline (SR 91) Resurfacing and Safety Improvements from MM 153.230 to MM 169.320 4
5.0 Justification The main objective of the project is to extend the service life of the existing asphalt pavement and improve safety related features along the corridor. The proposed design provides a balance between pavement improvements and vehicular traffic operation while maintaining the safety of the traveling public.
5.1 Operational Conditions A project Traffic Data Report was provided by FTE. The Traffic Data results were as follows:
Table 5.1.1 – SR 91 Traffic Data
Two-Way AADT Trucks (DDHV) Traffic Factors
2016 2018 2038 2016 2018 2028 KSTD (%) D (%) T24 (%) DHT (%)
32,500 33,900 45,200 145 151 202 10.5 60.7 14.0 7.0 The design and posted speed within the project limits is 70 mph. The Traffic Data is included in Appendix F of this document. The extent of the substandard shoulder width along SR 91 mainline, as identified in this variation, is limited to one segment of 486.94 ft. with an actual deficiency of less than one inch. As indicated in the FHWA publication Mitigation Strategies for Design Exceptions, dated July 2007, shoulder width may have an impact on traffic operations and highway capacity on high-speed facilities, since narrow shoulder widths may reduce free-flow speeds and driver comfort. There will be a reduction in free-flow speed when the lateral clearance for outside shoulders is less than six (6) feet. Since the narrow shoulder width is greater than six (6) feet within the variation limits, no adverse impacts on the existing capacity and operation of the facility are anticipated if the 9’-11 1/8” outside shoulder on Structure No. 940057 remains in place. The remaining segments of the substandard design elements referenced in this variation are at three crossings over SR 91 at Picos Road (structure no. 940055), County Road 68 (structure no. 940056), and Minute Maid Road (structure no. 940059). As illustrated in Table 2.1, the lengths of the substandard bridge widths and bridge shoulder widths on the crossover bridges range between 191.06 ft. and 398.09 ft. Since the narrow bridge and shoulder widths are an existing condition, no additional adverse impacts on the existing capacity and operation of the facility are anticipated if the current bridge widths and shoulder widths are maintained. The capacity of roadway is dependent on the number of lanes and the posted speed limit along the corridor. The scope of this project is limited to milling and resurfacing, therefore these elements will remain the same. Furthermore, the limited length of the substandard segments will not impede maintenance, law enforcement, and disabled vehicles from locating a suitable refuge area. There are additional design elements that are not in compliance with AASHTO and FDOT criteria, namely Vertical Clearance and Cross slope/Superelevation, that occur in the vicinity of the areas established for this design variation, however, no cumulative effects impacting the operation of the facility are expected. Based on the analysis performed, no long or short term adverse impacts are anticipated on operations, Level of Service, or adjacent roadway sections for the areas identified in this Design Variation, which is expected to be in place through the design life of the project. SR 91 from MM 152 to MM 193 is to be evaluated for widening by year 2035 which may ultimately eliminate the substandard shoulder widths along SR 91. A Project Development and Environment (PD&E) study would be required, which may address the shoulder width deficiency, prior to design and construction.
Bridge Shoulder Width Design Variation FPID Nos: 436517-1-52-01 & 436517-3-52-01
Turnpike Mainline (SR 91) Resurfacing and Safety Improvements from MM 153.230 to MM 169.320 5
5.2 Crash History Analysis Safety considerations associated with narrow shoulder widths on bridges are reduced recovery areas and storage space for disabled vehicles, maintenance operations, law enforcement activities, and stormwater management. The most recent 5-year crash history from the years 2011 through 2015 was reviewed. The crash data is included in Appendix E of this document. This report covers crash data, field investigations, and assessments of the existing conditions along the corridor. The data provided includes the location of each crash, the type of crash, the date, and the existing conditions.
The analysis of the crash history revealed a total of 376 crashes along SR 91 within the project limits. There have been 15 crashes on SR 91 mainline that have occurred within the limits established for this design variation, including one with a fatality. Four of the crashes involved collisions with the roadside barriers, however, none of these crashes were within the limits of bridge over Angle Road/Belcher Canal (Structure No. 940057). Furthermore, all these crashes were with barriers on the median side, however, the only location identified as requiring a variation for bridge shoulder width along the mainline is the outside shoulder on Structure No. 940057. The long form crash reports for these four crashes were reviewed to determine whether the narrow bridge shoulder width may have been a contributing factor to any of the crashes. In addition, the long form crash report for the accident with the fatality was reviewed to ensure that the narrow bridge shoulder width was not involved in the crash in any way. A summary of the crash is provided below:
Table 5.2.1 - Summary of Detailed Crash Report
Based on the available information, a correlation between the crashes and narrow bridge shoulder width could not be found. The analysis further revealed that the narrow shoulder locations, as identified in this Design Variation, are not on the Turnpike’s Top 30 Crash List. From the foregoing information presented, it is reasonable to conclude that the crashes would not be mitigated by widening the narrow shoulders, and safety is not compromised.
Crash ID Year Location Summary Remarks
83183054 2013 MM
158.129 (L1)
Vehicle 1 was traveling southbound on State Road 91 in the inside lane. For an unknown reason, Vehicle 1 traveled onto the eastern shoulder and Driver 1 steered the Vehicle 1 back to the right, overcorrected, and subsequently lost control of Vehicle 1. Vehicle 1 traveled across both southbound lanes and onto the western shoulder of southbound State Road 91. Vehicle 1 then rotated counterclockwise and traveled back across both southbound lanes and struck the center median guardrail with the left side of Vehicle 1. Occupant 2 was ejected from Vehicle 1 through the left side window and struck the metal guardrail. Occupant 2 came to final rest in the inside lane facing north. Vehicle 1 continued to rotate counterclockwise and struck the center median guardrail a second and third time before traveling across both southbound lanes and struck the metal guardrail on the western shoulder. Vehicle 1 came to final rest on the western shoulder of southbound State Road 91 facing north. Occupant 2 was pronounced deceased on the scene.
The Crash was not attributed to the narrow bridge shoulders on the outside of the bridge.
Bridge Shoulder Width Design Variation FPID Nos: 436517-1-52-01 & 436517-3-52-01
Turnpike Mainline (SR 91) Resurfacing and Safety Improvements from MM 153.230 to MM 169.320 6
5.3 Benefit/Cost Analysis The widening of the existing bridges to achieve compliant bridge shoulder widths will require improvements at the bridge termini including widening of the shoulders at the bridge approaches, embankment placement with regrading and stabilizing of the slopes, and upgrading of the guardrail and their connection to the proposed bridge railings. The estimated cost to construct these improvements is $2,980,954.51. A cost estimate has been prepared for the widening of each of the bridges which have been included in Appendix H of this document. There are no anticipated social costs associated with the design elements discussed in this report. A Benefit/Cost analysis would result in a B/C ratio of zero since there were no crashes found to be attributed to the narrow bridge shoulder width in the analysis of the most recent 5-year crash history. 5.4 Accommodation of Disabled Vehicles The extent of the substandard shoulder width along SR 91 mainline, as identified in this variation, is limited to one segment of 486.94 ft., and the actual deficiency of less than one inch. The slight deficiency and the limited length of the substandard segment will not impede maintenance, law enforcement, and disabled vehicles from locating a suitable refuge area in the vicinity of the substandard shoulder width. The lengths of the substandard bridge shoulder widths on the crossover bridges range between 191.06 ft. and 398.09 ft. Since the narrow bridge shoulder widths are an existing condition, no additional adverse impacts on the existing capacity and operation of the facility are anticipated if the current bridge widths and shoulder widths are maintained. As is the case with SR 91 mainline, the limited length of the substandard segments will not impede maintenance, law enforcement, and disabled vehicles from easily locating suitable refuge areas beyond the limits of the bridges.
5.5 Spread Analysis Spread calculations were performed to ensure that existing spread calculations meet FTE criteria and no adverse impacts on the operation of the roadways are realized as a result of the narrow shoulder widths. The analysis pertains to the approaches to the southbound SR 91 mainline bridge over Angle Road/Belcher Canal. The spread criteria at this location has been met. This area represents the most critical location as the longest segment with the largest contributing area and with low longitudinal slopes. Spread is not considered to be an issue at Picos Road, CR 68, and Minute Maid Bridges due to the short limit of the curbed section at the crest of the vertical curve, significantly wider shoulders beyond the bridge limits, and steeper longitudinal slopes. The spread analysis results are included in Appendix G of this document. 5.6 Right-of-Way Impacts Whether any of the Improvements to correct the shoulder width deficiency are implemented or the existing bridge shoulder widths are allowed to remain in place, no right-of-way impacts are anticipated. 5.7 Community Impacts Since the substandard shoulder widths are an existing condition, no adverse community impacts are expected if the existing shoulder widths are maintained. However, if any of the Improvements to correct the shoulder width deficiency are implemented, the additional work will impact the maintenance of traffic on SR 91 as well as the three roadways crossing over SR 91, thereby increasing the cost and extending the construction duration of the project. This will ultimately result in additional disturbance to the FTE consumers, and the local community.
Bridge Shoulder Width Design Variation FPID Nos: 436517-1-52-01 & 436517-3-52-01
Turnpike Mainline (SR 91) Resurfacing and Safety Improvements from MM 153.230 to MM 169.320 7
5.8 Environmental Impacts With the implementation of the Improvements to correct the shoulder width deficiency, there may be impacts on the environmentally sensitive areas adjacent to the roadway as a result of placement of required embankment. Furthermore, Gopher tortoise burrows were observed during our field visits which will require coordination with Florida Fish and Wildlife Conservation Commission (FWC). The appropriate habitats must be surveyed during design to confirm whether the burrows are active. If the burrows are impacted, a relocation permit will be required prior to moving the tortoise. Relocation permitting does not typically occur until approximately 90 days prior to the start of construction in the area. Since the substandard shoulder widths are an existing condition, no adverse environmental impacts are expected if the existing shoulder widths are maintained. 5.9 Mitigation There are existing warning signs along the mainline in both northbound and southbound directions to notify the travelling public of reduced shoulder widths. To enhance the safety regarding the narrow bridges and shoulder widths, the existing signs are to be replaced by new signs (W5-2 with supplemental W16-3aP Panels). To reduce crash severity should a driver leave the travel lanes, crashworthy approach guardrail and connections to the existing bridge railings are already in place. Additional mitigation strategies as outlined in the FHWA publication include recessed pavement markings, delineators, object markers, high visibility bridge railing, and bridge lighting are either infeasible for application at the bridges on this project, or impractical based on the scope of this resurfacing project.
There are no associated existing or future limitations as a result of legal or public commitments are known for this project.
Bridge Shoulder Width Design Variation FPID Nos: 436517-1-52-01 & 436517-3-52-01
Turnpike Mainline (SR 91) Resurfacing and Safety Improvements from MM 153.230 to MM 169.320 8
6.0 Summary Conclusions The main objective of the project is to extend the life of the existing pavement through milling and resurfacing of the existing northbound and southbound travel lanes, inside and outside shoulders and the paved median openings. Additional safety related improvements will also be provided along the corridor. The proposed design provides a balance between pavement improvements and vehicular traffic operation while maintaining the safety of the traveling public. The widening of the existing bridges to achieve bridge shoulder widths that meet the FDOT criteria will increase the construction cost significantly as well as impact the construction duration and schedule. Furthermore, FTE’s customers would be impacted by the extended construction duration. Widening of the bridges will negatively impact the budget and the schedule, however, since there are no documented crashes citing narrow bridge or bridge shoulder width as the contributing cause, the benefit/cost ratio for widening the bridges will be zero. No quantifiable benefit in terms of safety, operational performance, or level of service can be derived from implementing any of the improvements discussed in this report. Furthermore, maintaining the current shoulder widths will eliminate any negative impacts on environmental concerns, community considerations, budget, or schedule. Therefore, the approval of this Design Variation is requested for the bridge shoulder widths for the outside shoulder for the southbound SR 91 mainline bridge over Angle Road/Belcher Canal (Structure No. 940057), as well as the shoulders for the Picos Road (Structure No. 940055), County Road 68 (Structure No. 940056), and Minute Maid Road (Structure No. 940059) Bridges, as identified in Table 2.1 of this document, to remain as existing. The outside shoulder width for the southbound SR 91 mainline bridge over Angle Road/Belcher Canal (Structure No. 940057) will be 9’-11 1/8”. Furthermore, the shoulder widths for the bridges on Picos Road (Structure No. 940055) and Minute Maid Road (Structure No. 940059) will be 3’-0”, and County Road 68 Bridge (Structure No. 940056) will have shoulder widths of 2’-0”.
Bridge Width and Bridge Shoulder Width Design Variation FPID Nos: 436517-1-52-01 & 436517-3-52-01
Turnpike Mainline (SR 91) Resurfacing and Safety Improvements from 153.230 to 169.320
Figure 1 - SB SR 91 Mainline (Bridge No. 940057)
Figure 2 - Picos Road Eastbound Shoulder (Bridge No. 940055)
Figure 3 - Picos Road Bridge (Bridge No. 940055)
Figure 4 - Eastbound Picos Road (Bridge No. 940055)
Bridge Width and Bridge Shoulder Width Design Variation FPID Nos: 436517-1-52-01 & 436517-3-52-01
Turnpike Mainline (SR 91) Resurfacing and Safety Improvements from 153.230 to 169.320
Figure 5 – Eastbound Shoulder CR 68 (Bridge No. 940056)
Figure 6 - Westbound Shoulder CR 68 (Bridge No. 940056)
Figure 7 - Northbound Shoulder Minute Maid Road (Bridge No. 940059)
Figure 8 - Southbound Shoulder Minute Maid Road (Bridge No. 940059)
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2014
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1
Traffic and Revenue ConsultantFlorida’s Turnpike Enterprise
Florida Department of Transportation
AECOM P.O. Box 613069 Florida’s Turnpike Milepost 263, Building 5315 Ocoee, Florida 34761-3069 Tel: 407-532-3999 www.aecom.com
MEMORANDUM Date:
To:
From:
Copies:
Subject: Typical Section Traffic Data and Equivalent Single Axle Loading (ESAL) Calculations_Update
FPN:
State Road:
Counties:
FY 2016 Turnpike Annual Traffic Trends Report
Lane Closure Traffic Data Page 2
AECOM P.O. Box 613069 Florida’s Turnpike Milepost 263, Building 5315 Ocoee, Florida 34761-3069 Tel: 407-532-3999 www.aecom.com
U.S. DOT Mitigation Strategies for Design Expectations
Typical Section Traffic Data and Trucks Directional Design Hour Volume
2016 2018 2038 KSTD D T24 (%) DHT (%) 2016 2018 2038
South of Fort Drum Service Plaza (MP 184)
32,500 33,900 45,200 10.5% 60.7% 14.0 7.0 145 151 202
Trucks (DDHV)Segment
Two-Way AADT Traffic Factors
Year AADT Lane Factor ESAL (1000S)
CUM-ESAL(1000S)
2018 33,900 0.763 694 6942019 34,600 0.761 706 1,4002020 35,400 0.759 721 2,1212021 35,900 0.758 730 2,8512022 36,600 0.756 743 3,5942023 37,300 0.755 755 4,3492024 37,900 0.753 766 5,1152025 38,500 0.752 777 5,8922026 39,000 0.751 786 6,6782027 39,600 0.750 797 7,4752028 40,100 0.749 806 8,2812029 40,700 0.748 816 9,0972030 41,200 0.747 825 9,9222031 41,700 0.746 834 10,7562032 42,200 0.745 843 11,5992033 42,700 0.744 852 12,4512034 43,200 0.743 861 13,3122035 43,700 0.742 869 14,1812036 44,200 0.741 878 15,0592037 44,700 0.740 887 15,9462038 45,200 0.739 896 16,842
14.0%
0.5
(1.567 - 0.0826 x Ln(One-Way AADT)-0.12368 x LV)
1.050 *Freeway - Urban - Flexible Pavement
LV = 0.000
ESAL = AADT x T24 x DF x LF x EF x 365
Opening to Mid-Design Year (2025) ESAL Accumulation: 5,198
Opening to Design Year (2032) ESAL Accumulation: 10,905
Opening to Mid-Design Year (2028) ESAL Accumulation: 7,587
Opening to Design Year (2038) ESAL Accumulation: 16,14820-year design
(Years 2018-2038)
14-year design (Years 2018-2032)
Florida's Turnpike - Ticket System
FPN 436517-1 Mainline Resurfacing from MP 153.2 to MP 169.3
Mainline - South of Fort Drum Service Plaza
Two (2) Lanes
(Daily Truck Factor) T24 =
(Directional Distribution Factor) DF =
(Lane Factor) LF =
(Load Equivalency Factor) EF* =
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R31
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R39
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R37
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4R
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-Nov
-15
A22
-Nov
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A10
0%7
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R37
2444
072
4D
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IPLI
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REV
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S6
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A10
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R31
6410
016
4FI
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FIN
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A10
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R37
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072
4TP
K R
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A10
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R37
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072
4SU
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A01
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A10
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R37
2420
572
4H
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A05
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A10
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R32
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023
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R39
9005
072
4LE
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F R
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50
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LON
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R39
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3724
220
724
TEC
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A31
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A10
0%5-
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R39
9008
072
4TR
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10
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6 A
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6 A
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R37
2433
072
4PR
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A31
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A10
0%5-
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R37
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4SC
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A29
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A10
0%5-
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R37
2402
072
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10
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10
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6 A
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310
724
CO
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A31
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A10
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R37
2432
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3990
100
990
AWAR
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-Sep
-16
A01
-Nov
-16
A10
0%5-
Day
R37
2433
572
4TU
RN
PIKE
LEG
AL R
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W C
ON
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-Oct
-16
A14
-Oct
-16
A10
0%5-
Day
R37
2434
072
4SE
ND
CO
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50
24-O
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6 A
28-O
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6 A
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3299
000
299
REQ
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-Oct
-16
A27
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A10
0%5-
Day
R37
2436
072
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ECEI
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SIG
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10
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233
EXEC
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PAVE
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149
3421
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-16
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77.1
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Day
200
R31
9710
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3257
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RAF
FIC
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27-O
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3106
100
106
DES
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-16
A05
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A10
0%5-
Day
R31
0203
010
2LA
NE
CLO
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ALYS
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5% T
CP
MEE
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G1
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A07
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A10
0%5-
Day
EXC
EPTI
ON
S EX
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& V
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R32
9401
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