436517-1 s+s design exception - shoulder width 2017-06-14 · this project consists of resurfacing...
TRANSCRIPT
Submittal/Approval LetterTo: Patrick Muench, P.E. Date: June 14, 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 to 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 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.
There are four locations along the project corridor where the SR 91 existing shoulder widths are less than 10 feet. The shoulder widths do not meet either the FDOT governing criteria (12 feet) or the AASHTO Criteria (10 feet Paved). Three of the four locations are the SR 91 Mainline outside shoulders at the three underpasses for Picos Road (Structure No. 940055), County Road 68 (Structure No. 940056), and Minute Maid Road (Structure No. 940059). The fourth location is in the vicinity of the northbound and southbound bridges across Angle Road/Belcher Canal.
The widening of the existing shoulder widths to 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. Since there are no documented crashes citing narrow shoulder width as the contributing cause, and no benefit may be gained as a result of implementing the improvements, the benefit/cost ratio for widening the shoulders was determined to 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 Exception is requested for the shoulder widths, identified in Table 2.1, to remain.
Recommended by:
Date 6/14/2017Houman Assari, P.E., Responsible Professional Engineer
Approvals:
Date N/A 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
June 16, 2017
Houman Assari Digitally signed by Houman Assari Date: 2017.06.14 18:50:43 -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: 2017.06.16 13:09:21 -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
SR 91 Mainline Resurfacing and Safety Improvements from MM 153.230 to MM 169.32015.078
06/14/2017
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
SHOULDER WIDTH DESIGN EXCEPTION
Prepared For:
Florida Department of Transportation Florida’s Turnpike Enterprise
JUNE 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 06/14/2017 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: 2017.06.14 18:46:40 -04'00'
Table of Contents 1.0 Project Description ....................................................................................................................................................... 1
2.0 Description of the Design Exception ............................................................................................................................. 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 .......................................................................................................................................................... 4
5.0 Justification .................................................................................................................................................................. 4
5.1 Operational Conditions .......................................................................................................................................... 4
5.2 Safety Considerations ............................................................................................................................................ 5 5.3 Benefit/Cost Analysis ............................................................................................................................................. 5
5.4 Accommodation of Disabled Vehicles .................................................................................................................... 6
5.5 Spread Analysis ...................................................................................................................................................... 6 5.6 Right-of-Way Impacts ............................................................................................................................................ 7
5.7 Community Impacts ............................................................................................................................................... 7
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: Traffic Data Appendix F: Crash History Appendix G: Cost Estimate Appendix H: Benefit/Cost Analysis Appendix I: Spread Analysis Appendix J: Project Schedule
Shoulder Width Design Exception 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 to 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 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 09/05/2017 and a Phase II submittal date of 04/04/2017. There are currently no major obstacles to meeting this schedule. The project schedule is included in Appendix J of this document. 2.0 Description of the Design Exception Based on information gathered from field reviews, the design survey for the project, and a review of the as-built plans, the SR 91 shoulders were evaluated for compliance with American Association of State Highway and Transportation Officials (AASHTO), Florida Department of Transportation (FDOT) and Florida’s Turnpike Enterprise (FTE) criteria for total shoulder width, and paved shoulder width. As indicated in Table 2.1, there are four locations along the project corridor where the SR 91 existing outside shoulder widths are less than 10 feet. The shoulder widths do not meet either the FDOT governing criteria (12 feet) or the AASHTO Criteria (10 feet Paved). Three of the four locations are the SR 91 Mainline outside shoulders at the three underpasses for Picos Road (Structure No. 940055), County Road 68 (Structure No. 940056), and Minute Maid Road (Structure No. 940059). The fourth location is in the vicinity of the northbound and southbound bridges across Angle Road/Belcher Canal. As required by Table 25.5.1 of the TPPPH, when a Design Exception is identified for one of the ten controlling elements, the element should be evaluated against PPM Chapter 25 criteria for the final determination of a Design Exception requirement. If the element meets PPM Chapter 25 design criteria, a technical memo will be required for approval, documenting that the element meets PPM Chapter 25 criteria and a Design Exception is not required. PPM Chapter 25 states that the standards used for shoulder widths may be the AASHTO interstate standards that were in effect at the time of original construction or inclusion into the interstate system. The AASHTO requirement for shoulder width at the time of original construction was 10 feet, therefore a Design Exception for shoulder width will be required for the current shoulder widths to remain. The Design Exception locations, as summarized in Table 2.1, have been included in Appendix A of this document.
Shou
lder
Wid
th D
esig
n Ex
cept
ion
FPI
D No
s: 43
6517
-1-5
2-01
& 4
3651
7-3-
52-0
1
Turn
pike
Mai
nlin
e (S
R 91
) Res
urfa
cing
and
Safe
ty Im
prov
emen
ts fr
om M
M 1
53.2
30 to
MM
169
.320
2
Ta
ble
2.1
– O
utsid
e Sh
ould
er W
idth
Def
icien
cies
Loca
tion
Begi
n M
ile
Mar
ker
End
Mile
M
arke
r Di
rect
ion
Leng
th
(ft.)
Requ
ired
Shou
lder
Wid
th
(ft.)
Exist
ing
Shou
lder
W
idth
(ft
.)
Requ
ired
Pa
ved
Shou
lder
Wid
th
(ft.)
Exist
ing
Pave
d Sh
ould
er
Wid
th
(ft.)
Reco
mm
enda
tion
AASH
TO
New
Con
st.
(1 &
2)
FDO
T/FT
E N
ew C
onst
. (3
)
AASH
TO
New
Con
st.
(1 &
2)
FDO
T/FT
E N
ew C
onst
. (3
)
Pico
s Roa
d Un
derp
ass
154.
910
154.
940
NB
159
10
12
9.81
10
10
9.
81
Desig
n Ex
cept
ion
CR 6
8 Un
derp
ass
156.
090
156.
120
NB
159
10
12
9.45
10
10
9.
45
Desig
n Ex
cept
ion
Nort
h of
An
gle
Rd
/Bel
cher
Ca
nal B
ridge
157.
980
158.
140
NB
845
10
12
9.49
10
10
9.
49
Desig
n Ex
cept
ion
Min
ute
Mai
d Ro
ad
Unde
rpas
s 16
5.47
0 16
5.49
0 NB
10
6 10
12
9.
77
10
10
9.77
De
sign
Exce
ptio
n
Pico
s Roa
d Un
derp
ass
154.
930
154.
960
SB
159
10
12
9.91
10
10
9.
91
Desig
n Ex
cept
ion
Sout
h of
An
gle
Rd
/Bel
cher
Ca
nal B
ridge
157.
680
157.
890
SB
1,10
9 10
12
9.
56
10
10
9.56
De
sign
Exce
ptio
n
(1
)AA
SHTO
– A
Pol
icy o
n De
sign
Stan
dard
s – In
ters
tate
Sys
tem
(200
5), P
age
3 (2
)AA
SHTO
– A
Pol
icy o
n Ge
omet
ric D
esig
n of
Hig
hway
s and
Str
eets
(201
1), S
ectio
n 8.
2.4
(3)
FDO
T –
Plan
s Pre
para
tion
Man
ual,
Volu
me
1, C
hapt
er 2
, Sec
tion
2.3,
Tab
le 2
.3.1
Shoulder Width Design Exception 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)
Cross Section Elements, Shoulders, Page 3:
“The paved width of the right shoulder shall not be less than 10 feet.” “On a four-lane section, the paved width of the left shoulder shall be at least 4 feet.”
A Policy on Geometric Design of Highways and Streets (2011)
Chapter 8 – Freeways, Section 8.2.4, Traveled Way and Shoulders:
“On four-lane freeways, the median (or left) shoulder is normally 4 to 8 feet wide, at least 4 feet of which should be paved and the remainder stabilized. The paved width of the right shoulder should be at least 10 feet.”
3.2 Florida Department of Transportation (FDOT) Plans Preparation Manual (PPM) (January 2017)
Volume 1, Chapter 2.3, Table 2.3.1 - Shoulder Widths and Cross Slopes – Freeways
The required shoulder widths on this type of facility 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.” “The required shoulder widths on this type of facility with shoulder gutter, are 13.5 feet for the median shoulder with six (6) feet paved, and 15.5 feet for the outside shoulder with eight (8) feet paved.”
Volume 1, Chapter 25, Section 25.1.2 states: “The RRR design criteria applicable for Interstate Highways and Freeways are new construction criteria, with the following exceptions: 1. The standards used for horizontal alignment, vertical alignment, and widths of median,
traveled way and shoulders may be the AASHTO interstate standards that were in effect at the time of original construction or inclusion into the interstate system.”
Turnpike Plans Preparation and Practices Handbook (TPPPH) (March 3, 2017)
Volume 1, Section 2.3 -Shoulders does not provide any additional criteria regarding Shoulder Widths for this type of high speed facility. Volume 1, Chapter 25, Table 25.5.1 states that for the 10 controlling elements, which include shoulder width:
“If a Design Exception is identified under the ERCAR, the element should then be evaluated against Chapter 25 for final determination of a Design Exception. If the element meets Chapter 25 design criteria, a technical memo will be submitted for approval by the Turnpike Design Engineer documenting that the element meets Chapter 25 criteria and a Design Exception is not required.
Shoulder Width Design Exception 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
If a Design Exception is identified under the ERCAR and also does not meet Chapter 25 criteria, then a Design Exception will be processed against current new construction criteria.”
4.0 Proposed Criteria The proposed design is to allow the existing outside shoulder widths for SR 91 for the underpasses at Picos Road (Structure No. 940055), County Road 68 (Structure No. 940056), and Minute Maid Road (Structure No. 940059), as well as the northbound and southbound approaches to the bridges across Angle Road/Belcher Canal, as identified in Table 2.1, to remain in place. 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 E of this document. The extent of the substandard shoulder width referenced in this exception is limited to the areas below the overpasses at Picos Road (Structure No. 940055), County Road 68 (Structure No. 940056), and Minute Maid Road (Structure No. 940059), as well as the segment of SR 91 to the north of the northbound bridge across Angle Road/Belcher Canal and the segment to the south of the southbound bridge across the same facilities. As indicated in the FHWA document “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 widths are an existing condition and the existing width of the outside shoulders are greater than six (6) feet within the exception limits, no adverse impacts on the existing capacity and operation of the facility are anticipated if the current 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 Exception, however, no cumulative effects impacting the operation of the facility are expected.
Shoulder Width Design Exception 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
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 Exception, 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. 5.2 Safety Considerations Safety considerations associated with narrow shoulder widths are reduced recovery areas, as well as reduced 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 F 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 within the project limits. There have been 49 crashes that have occurred within the limits established for the Design Exception, eight of which have involved collisions with the outside roadside barriers. The long form crash report for only one of the eight crashes was available. The report was reviewed to determine whether narrow shoulder widths were a contributing factor to any of the crashes. The findings are summarized in Table 5.2.1.
Table 5.2.1 - Summary of Detailed Crash Report
Based on the available information, a correlation between the crashes and narrow shoulder widths could not be found. The analysis further revealed that the narrow shoulder locations, as identified in this Design Exception, 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. 5.3 Benefit/Cost Analysis The widening of the existing shoulders to achieve compliant shoulder widths without compromising any existing conditions will require the reconstruction of the overpass bridges at Picos Road (Structure No. 940055), County Road 68 (Structure No. 940056), and Minute Maid Road (Structure No. 940059), since the piers of the existing structures need to be at an offset of at least 14 ft. to accommodate a new shoulder width of 12 ft. and the required pier protection barrier. The reconstruction of the bridges is impractical with respect to the scope of this rehabilitation project, based on the significant impacts on the environment, community, budget, and schedule.
Crash ID Year Location Summary Remarks
81963725 2013 MM
158.034 (R1)
Vehicle 1 was traveling northbound on SR 91 in the area of the 158 MM in the outside lane. Due to inclement weather and balding tires, Driver 1 lost control of Vehicle 1. Vehicle 1 traveled from the outside lane to the right shoulder striking the guardrail with its front right side. This action caused Vehicle 1 to rotate clockwise 180 degrees stopping on the shoulder facing NB to final rest.
According to our analysis of the nature of the crash, it was not attributed to the deficient shoulder width.
Shoulder Width Design Exception 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
The most cost effective approach to providing shoulder widths that would meet FDOT criteria under the existing bridges would be to realign mainline SR 91 to the inside, thereby narrowing the existing median width. This approach would require widening mainline SR 91, and consequently the inside shoulder, as well as replacement of the existing guardrail. To upgrade the shoulder width in the vicinity of the bridges across Angle Road/Belcher Canal to meet current standards, additional improvements beyond the widening of the existing shoulder such as, modifying existing drainage structures, regrading and stabilizing the front slope, and replacement of guardrail and connections to the bridge railings will be required. The estimated cost to construct the described improvements is $490,382.75, which has been included in Appendix G of this document. A Benefit/Cost analysis was performed, however, the B/C ratio was found to be zero, since there were no crashes found to be attributed to the narrow shoulder width in the analysis of the most recent 5-year crash history. Furthermore, based on the Highway Safety Manual, Crash Modification Factors (CMF) for shoulder widths greater than 8 feet wide can be assigned a CMF equal to 8 ft. wide shoulders. Therefore, the Crash Reduction Factor for widening the shoulders will effectively be zero. There are no anticipated social costs associated with the deficient shoulder widths.
5.4 Accommodation of Disabled Vehicles The narrowest shoulder width of 9.45 ft. occurs at the area below the overpass at County Road 68 (Structure No. 940056). The length of the shoulder width deficiency in this area does not exceed 159 ft. The deficiency lengths for the northbound and southbound segments in the vicinity of the bridges across Angle Road/Belcher Canal are 845 ft. and 1109 ft., respectively. However, the shoulder width deficiency in these areas is approximately six (6) inches with respect to AASHTO and approximately 2.5 feet with respect to FDOT requirements. The limited length of the substandard segments with shoulder widths at mainline SR 91 underpasses will not impede maintenance, law enforcement, and disabled vehicles from easily locating suitable refuge areas beyond the limits of the barrier in place to shield the existing bridge piers. For the remaining areas where the existing shoulder width varies between 9.49 ft. to 9.56 ft., the shoulder width is sufficient to accommodate disabled vehicles.
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 SR 91 Mainline Bridge over the 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 the low longitudinal slopes. Spread is not considered to be an issue in the areas below the Picos Road, CR 68, and Minute Maid Bridge overpasses due to flat longitudinal slopes, open shoulders on either side of the overpasses, and the short limit of the constrained sections which provides for minimal runoff that would need to be accommodate by these sections. The spread analysis results are included in Appendix I of this document.
Shoulder Width Design Exception 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
5.6 Right-of-Way Impacts Whether any of the Improvements to correct the shoulder width deficiency are implemented or the existing 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, 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.
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 on the approach to the bridges over Angle Road/Belcher Canal in both northbound and southbound directions to notify the travelling public of narrow shoulder widths. To enhance the safety with respect to narrow shoulder widths, the existing signs are to be replaced by new signs (W5-2 with supplemental W16-3aP Panels). As indicated previously, narrow shoulder widths will cause a reduction in free-flow speed when the lateral clearance for outside shoulders is less than six (6) feet. Since the narrow shoulder widths along the SR 91 Mainline outside shoulders at the three underpasses for Picos Road (Structure No. 940055), County Road 68 (Structure No. 940056), and Minute Maid Road (Structure No. 940059) are an existing condition and the existing width of the outside shoulders are greater than six (6) feet within the exception limits, no adverse impacts on the existing capacity and operation of the facility are anticipated if the current shoulder widths are maintained. Furthermore, the length of the shoulder width deficiency at the underpass locations does not exceed 159 ft. Therefore, no mitigation measures are proposed for the underpass locations. Additional mitigation strategies as outlined in the FHWA publication Mitigation Strategies for Design Exceptions, dated July 2007, include recessed pavement markings, delineators, object markers, high visibility bridge railing, and bridge lighting are either infeasible for application 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.
Shoulder Width Design Exception 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 shoulder widths to 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. Since there are no documented crashes citing narrow shoulder width as the contributing cause, and no benefit may be gained as a result of implementing the improvements, the benefit/cost ratio for widening the shoulders was determined to 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 Exception is requested for the shoulder widths, identified in Table 2.1, to remain.
Shoulder Width Design Exception PID 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
Appendix A Location Map
Shoulder Width Design Exception PID 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
Appendix B Typical Sections
Shoulder Width Design Exception PID 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
Appendix C As-Built Plans
Shoulder Width Design Exception PID 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
Appendix D Photo Log
Shoulder Width Design Exception 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
Figure 1 - NB SR 91 Mainline Outside Shoulder at Picos Road Bridge
Figure 3 - NB SR 91 Mainline Outside Shoulder at CR 68 Bridge
Figure 2 - SB SR 91 Mainline Outside Shoulder at Picos Road Bridge
Figure 4 - NB SR 91 Mainline Outside Shoulder at Minute Maid Road Bridge
Shoulder Width Design Exception 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
Figure 5 – NB SR 91 Mainline Outside Shoulder North of Angle Road/Belcher Canal Bridge
Figure 6 - SB SR 91 Mainline Outside Shoulder South of Angle Road/Belcher Canal Bridge
Shoulder Width Design Exception PID 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
Appendix E Traffic Data
Traffic and Revenue Consultant Florida’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* =
Shoulder Width Design Exception PID 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
Appendix F Crash History
Cras
h Nu
mbe
rEv
ent C
rash
Da
te
Crsh
Loc
Fina
l MP
On
Road
way
Turn
pike
M
M
Firs
t Ha
rmfu
l Ev
ent
Code
Accid
ent
Side
Of
Road
Lane
Of
Accid
ent
Code
Road
Su
rface
Co
nditi
on
Code
Light
ing
Cond
ition
Co
de
Even
t W
eath
er
Cond
ition
Co
de
Wor
k Zo
ne
Rela
ted
Code
Firs
t Roa
d Co
nditi
on
Code
Alco
hol
Invo
lved
In
Acc
. Co
de
Veh
#1
Harm
ful
Even
t Seq
01
Cd
Veh
#1
Poin
t Of
Impa
ct
Veh
#1
Mov
emen
t Co
de
Veh
#1
Dire
ctio
n O
f Tra
vel
Veh
#1
Firs
t Dr
iver
Ac
tion
Cd
Veh
#2
Poin
t Of
Impa
ct
Veh
#2
Mov
emen
t Co
de
Veh
#2
Dire
ctio
n O
f Tra
vel
Tota
l Nu
mbe
r O
f Veh
icle
Tota
l Nu
mbe
r O
f Fat
ality
Tota
l of
Inju
ries
Num
ber
8198
4049
01/
2/20
1118
.869
157.
019
14L
11
12
11
014
141
S1
814
S4
00
8198
6151
01/
2/20
1118
.869
157.
019
9R
21
51
11
09
21
N1
1
02
8197
8411
01/
5/20
1130
.884
169.
034
27R
S1
12
11
027
11
N77
1
00
8196
3697
01/
6/20
1120
.871
159.
021
27R
S1
51
11
027
1415
N17
1
00
8197
4819
01/
6/20
1120
.871
159.
021
27L
S2
51
11
027
715
S12
1
00
8197
4820
01/
6/20
1120
.871
159.
021
15L
22
51
11
014
148
E
21
S2
00
8196
3699
01/
13/2
011
21.8
7616
0.02
67
R2
11
11
10
90
1N
115
1N
20
081
9829
250
1/20
/201
124
.878
163.
028
27R
S1
54
11
027
141
N77
1
00
8197
5263
01/
30/2
011
26.8
8116
5.03
113
L1
15
11
10
1314
1S
1
10
081
9973
390
2/13
/201
118
.876
157.
026
27R
S1
11
11
027
31
N17
1
00
8200
1260
02/
18/2
011
19.9
0115
8.05
114
L1
15
11
10
142
11S
21
6S
20
081
9752
650
2/21
/201
115
.863
154.
013
14L
21
51
11
014
211
S25
211
S2
00
8204
3178
02/
27/2
011
22.8
7516
1.02
529
RS
15
21
10
2914
6N
1
10
081
9990
080
3/5/
2011
27.8
816
6.03
014
L1
11
21
10
1412
14S
773
14S
20
081
9861
570
3/9/
2011
16.5
5815
4.70
827
LS
15
11
10
2710
1S
2
10
182
0431
790
3/9/
2011
21.8
7616
0.02
627
LS
15
11
10
2714
1S
26
10
281
9829
280
3/14
/201
116
.058
154.
208
14R
11
11
11
014
714
N2
141
N3
00
8201
7236
03/
16/2
011
29.3
2316
7.47
31
RS
11
11
10
119
1N
25
10
182
0172
370
3/17
/201
119
.901
158.
051
27M
M1
11
11
027
141
S26
211
S2
03
8202
2051
03/
17/2
011
21.8
7616
0.02
614
R2
15
11
10
181
1N
128
1N
20
382
0647
260
3/22
/201
127
.88
166.
030
27M
M1
54
11
027
141
S25
1
00
8197
5271
04/
10/2
011
28.8
816
7.03
014
L2
11
11
10
140
1S
7
1S
20
281
9829
330
4/15
/201
118
.869
157.
019
27L
11
12
177
027
141
S77
1
00
8197
4829
04/
27/2
011
18.8
6915
7.01
929
LS
11
11
10
292
1S
2
10
081
9748
300
5/1/
2011
23.9
3116
2.08
127
RS
11
11
10
2710
1N
1
10
181
9829
370
5/7/
2011
17.8
6415
6.01
427
RS
11
11
10
273
1N
1
10
081
9829
380
5/13
/201
119
.901
158.
051
14R
21
11
11
014
11
N77
81
N2
00
8199
7349
05/
22/2
011
30.8
8416
9.03
41
R1
11
11
10
4219
1N
17
10
482
0650
250
5/24
/201
120
.852
159.
002
27L
S1
11
11
227
21
S2
1
01
8197
4804
05/
30/2
011
28.8
5316
7.00
327
LS
11
11
10
272
1S
2
10
181
9748
050
6/3/
2011
23.9
3116
2.08
127
LS
13
11
10
272
1S
1
10
082
0012
750
6/5/
2011
20.8
7115
9.02
127
MM
11
21
10
2712
1S
2513
1N
20
081
9748
060
6/12
/201
126
.881
165.
031
28R
S1
11
11
028
415
N2
1
01
8198
2922
06/
23/2
011
27.8
816
6.03
027
MM
21
31
770
2714
1S
77
10
081
9752
750
6/26
/201
121
.876
160.
026
14L
21
12
111
014
131
S12
413
S2
01
8204
3181
06/
26/2
011
20.8
7115
9.02
127
LS
11
21
10
2714
1S
1
10
181
9829
350
6/30
/201
117
.864
156.
014
29L
S1
11
11
029
91
S77
1
00
8197
4825
07/
21/2
011
16.8
3815
4.98
814
R2
11
11
10
141
1N
221
1N
20
081
9973
410
7/22
/201
131
.886
170.
036
14L
21
11
11
014
31
S1
101
S2
00
8198
4048
07/
24/2
011
15.0
1515
3.16
514
L1
11
11
10
144
1S
110
1S
20
0
Exem
ptio
n fro
m F
lorid
a Pu
blic
Rec
ords
Sec
tion
119,
Flo
rida
Stat
utes
: Th
e in
form
atio
n co
ntai
ned
in th
e C
rash
An
alys
is R
epor
ting
(C.A
.R.)
syst
em h
as b
een
com
pile
d fro
m in
form
atio
n co
llect
ed fo
r the
pur
pose
of i
dent
ifyin
g,
eval
uatin
g, o
r pla
nnin
g sa
fety
enh
ance
men
ts.
This
sys
tem
and
its
prod
ucts
iden
tify
info
rmat
ion
used
for t
he p
urpo
se o
f de
velo
ping
hig
hway
saf
ety
cons
truct
ion
impr
ovem
ent p
roje
cts
whi
ch m
ay b
e im
plem
ente
d ut
ilizin
g Fe
dera
l-aid
hig
hway
fu
nds.
Sin
ce th
is in
form
atio
n is
col
lect
ed fo
r the
abo
ve-m
entio
ned
purp
ose
it is
exe
mpt
from
dis
clos
ure
as a
pub
lic
reco
rd p
ursu
ant t
o Fe
dera
l law
. Any
doc
umen
t dis
play
ing
this
exe
mpt
ion
from
pub
lic re
cord
s sh
all b
e us
ed o
nly
for
thos
e pu
rpos
es d
eem
ed a
ppro
pria
te b
y th
e D
epar
tmen
t. Se
e Ti
tle 2
3 U
nite
d St
ates
Cod
e Se
ctio
n 40
9.
2011
Cras
h Nu
mbe
rEv
ent C
rash
Da
te
Crsh
Loc
Fina
l MP
On
Road
way
Turn
pike
M
M
Firs
t Ha
rmfu
l Ev
ent
Code
Accid
ent
Side
Of
Road
Lane
Of
Accid
ent
Code
Road
Su
rface
Co
nditi
on
Code
Light
ing
Cond
ition
Co
de
Even
t W
eath
er
Cond
ition
Co
de
Wor
k Zo
ne
Rela
ted
Code
Firs
t Roa
d Co
nditi
on
Code
Alco
hol
Invo
lved
In
Acc
. Co
de
Veh
#1
Harm
ful
Even
t Seq
01
Cd
Veh
#1
Poin
t Of
Impa
ct
Veh
#1
Mov
emen
t Co
de
Veh
#1
Dire
ctio
n O
f Tra
vel
Veh
#1
Firs
t Dr
iver
Ac
tion
Cd
Veh
#2
Poin
t Of
Impa
ct
Veh
#2
Mov
emen
t Co
de
Veh
#2
Dire
ctio
n O
f Tra
vel
Tota
l Nu
mbe
r O
f Veh
icle
Tota
l Nu
mbe
r O
f Fat
ality
Tota
l of
Inju
ries
Num
ber
8206
5031
08/
4/20
1121
.876
160.
026
27L
S1
11
11
043
141
S30
1
00
8198
2944
08/
7/20
1129
.881
168.
031
29L
S2
53
11
029
21
S29
1
00
8200
1282
08/
13/2
011
29.3
2316
7.47
318
R1
12
11
10
400
1N
11
1N
60
081
9752
790
8/25
/201
128
.08
166.
230
1M
M2
12
11
01
41
N12
1
01
8201
7251
09/
2/20
1127
.88
166.
030
27M
M1
11
11
027
41
N26
1
00
8200
1285
09/
16/2
011
28.8
816
7.03
014
L2
15
11
10
141
6N
221
1S
20
081
9840
620
9/22
/201
114
.862
153.
012
14R
21
51
11
014
11
N2
211
N3
02
8198
2949
09/
26/2
011
28.8
816
7.03
027
LS
11
11
10
2714
11S
1
10
082
0431
880
10/1
/201
126
.881
165.
031
27M
M1
12
11
027
11
N1
1
02
8198
4431
010
/6/2
011
19.0
5815
7.20
814
R1
11
21
10
148
4N
41
8N
20
081
9748
370
10/8
/201
131
.807
169.
957
27R
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165.
004
27M
M1
11
112
043
141
S1
1
00
8379
7287
010
/15/
2014
31.3
3916
9.48
914
R1
15
11
10
141
1N
28
1N
20
083
7045
530
10/1
8/20
1425
.058
163.
208
14L
21
51
11
014
21
S2
91
S2
08
8290
3552
010
/19/
2014
24.0
5816
2.20
814
R2
11
11
10
1410
6N
153
1N
20
083
7720
340
10/2
0/20
1423
.655
161.
805
18R
11
11
11
09
01
N77
151
N2
00
8290
3553
010
/22/
2014
26.3
2316
4.47
329
MM
11
21
10
294
8O
10
083
7720
360
10/2
7/20
1416
.099
154.
249
14R
21
11
11
014
41
N2
121
N2
00
8366
4701
010
/31/
2014
22.3
2316
0.47
327
R2
12
21
10
93
1N
1021
1N
20
083
1882
030
11/5
/201
429
.852
168.
002
5L
S1
11
11
040
21
S2
1
00
8330
0704
011
/9/2
014
18.9
3515
7.08
527
MM
21
31
40
271
1S
1
10
0
Cras
h Nu
mbe
rEv
ent C
rash
Da
te
Crsh
Loc
Fina
l MP
On
Road
way
Turn
pike
M
M
Firs
t Ha
rmfu
l Ev
ent
Code
Accid
ent
Side
Of
Road
Lane
Of
Accid
ent
Code
Road
Su
rface
Co
nditi
on
Code
Light
ing
Cond
ition
Co
de
Even
t W
eath
er
Cond
ition
Co
de
Wor
k Zo
ne
Rela
ted
Code
Firs
t Roa
d Co
nditi
on
Code
Alco
hol
Invo
lved
In
Acc
. Co
de
Veh
#1
Harm
ful
Even
t Seq
01
Cd
Veh
#1
Poin
t Of
Impa
ct
Veh
#1
Mov
emen
t Co
de
Veh
#1
Dire
ctio
n O
f Tra
vel
Veh
#1
Firs
t Dr
iver
Ac
tion
Cd
Veh
#2
Poin
t Of
Impa
ct
Veh
#2
Mov
emen
t Co
de
Veh
#2
Dire
ctio
n O
f Tra
vel
Tota
l Nu
mbe
r O
f Veh
icle
Tota
l Nu
mbe
r O
f Fat
ality
Tota
l of
Inju
ries
Num
ber
8323
9808
011
/18/
2014
19.3
115
7.46
014
L2
15
21
11
142
1S
29
1S
20
383
7972
910
11/2
1/20
1428
.058
166.
208
27M
M1
51
11
027
11
N1
1
01
8206
7835
011
/23/
2014
22.8
516
1.00
028
LS
11
21
10
282
6S
2
10
083
6646
450
11/3
0/20
1420
.058
158.
208
37R
S1
11
11
042
11
N1
1
00
8370
4559
012
/2/2
014
30.8
5416
9.00
414
R2
21
31
100
141
1N
778
1N
20
283
3007
110
12/5
/201
418
.011
156.
161
14L
21
51
11
014
211
S2
211
S2
00
8377
4969
012
/5/2
014
30.0
5816
8.20
827
MM
21
21
100
2714
1S
29
10
183
3274
810
12/1
1/20
1428
.853
167.
003
1R
S1
11
11
042
191
N1
1
01
8374
6625
012
/15/
2014
23.3
2316
1.47
313
R2
15
11
10
131
1N
1
10
083
6749
550
12/1
6/20
1417
.886
156.
036
28R
S1
51
11
028
74
S4
1
00
8317
7434
01/
1/20
1516
.058
154.
208
14R
22
13
11
014
21
N2
11
N2
00
8317
7435
01/
2/20
1519
.058
157.
208
14R
11
12
11
014
1414
N77
713
N2
00
8379
7300
01/
2/20
1516
.058
154.
208
34L
S2
13
11
034
1115
W12
1
00
8366
4704
01/
13/2
015
16.0
5815
4.20
89
L2
11
21
10
402
1S
77
10
1983
6646
500
1/18
/201
517
.058
155.
208
1M
M1
11
11
043
131
N1
1
01
8366
4651
01/
21/2
015
16.0
5815
4.20
830
MM
14
11
10
4314
1N
1
10
083
3274
890
1/31
/201
528
.853
167.
003
17L
11
51
11
05
01
S77
21
S2
00
8366
4652
02/
13/2
015
21.8
5216
0.00
214
R2
15
11
10
00
00
9
14N
30
083
6646
530
2/14
/201
521
.852
160.
002
14L
21
51
11
014
11
S2
91
S2
00
8323
5638
02/
22/2
015
15.1
5815
3.30
814
R1
11
11
10
1413
17N
33
1N
30
083
7973
950
2/23
/201
519
.96
158.
110
18L
11
11
11
018
181
S1
1
00
8374
6629
02/
28/2
015
15.1
1515
3.26
514
R2
21
21
10
141
6N
7710
1N
20
083
8146
190
3/7/
2015
31.0
5816
9.20
827
L2
11
21
10
90
6S
1
1S
20
083
7720
490
3/13
/201
527
.354
165.
504
27L
S2
52
11
027
31
S77
1
00
8323
5641
03/
16/2
015
20.8
3315
8.98
317
L2
11
11
120
1715
1S
1
10
083
7466
330
3/23
/201
529
.323
167.
473
14R
21
52
11
014
11
N2
81
N2
03
8374
6634
03/
24/2
015
14.9
215
3.07
030
L1
21
21
10
301
17S
778
1S
30
283
6646
550
3/26
/201
526
.055
164.
205
9R
S1
12
11
027
71
N77
1
00
8323
9821
03/
29/2
015
21.8
6716
0.01
727
RS
11
21
10
2714
1S
2
10
083
6646
580
3/29
/201
517
.055
155.
205
15R
11
11
11
015
50
N2
1013
N2
00
8377
4334
03/
29/2
015
21.8
5216
0.00
214
R1
15
11
10
1414
10N
772
1N
20
083
2002
940
4/1/
2015
15.0
6115
3.21
114
R1
15
11
10
1412
1N
4
1N
20
282
0678
450
4/3/
2015
19.8
8415
8.03
414
R1
11
11
10
142
14N
29
14N
20
083
3274
920
4/3/
2015
31.8
5617
0.00
614
L1
11
11
10
1413
1S
293
1S
20
382
0938
770
4/14
/201
524
.323
162.
473
27L
S2
31
11
027
11
S2
1
00
8199
9033
04/
15/2
015
17.3
5715
5.50
732
RS
11
11
10
428
1N
1
10
083
7720
540
4/19
/201
519
.384
157.
534
14R
21
11
11
027
131
S77
141
N2
01
8381
4621
04/
19/2
015
18.0
5815
6.20
827
MM
25
21
10
2714
1S
2
10
083
2748
320
5/14
/201
520
.86
159.
010
5R
21
11
11
040
181
S77
111
S2
00
8381
4622
05/
23/2
015
15.0
8615
3.23
627
RS
15
11
10
271
1N
10
183
6729
170
5/24
/201
528
.353
166.
503
14R
21
12
11
09
477
S31
131
S2
01
8367
2918
05/
27/2
015
29.3
5216
7.50
215
L2
11
11
770
152
77S
29
13S
20
383
7010
000
5/27
/201
528
.353
166.
503
28M
M1
11
11
028
84
S4
1
00
8323
9824
05/
28/2
015
23.5
516
1.70
014
L2
11
21
12
1421
1S
771
1S
21
484
5159
480
5/28
/201
518
.058
156.
208
27M
M1
51
11
045
01
N
211
N2
00
8451
5949
05/
31/2
015
15.0
8615
3.23
613
L2
15
11
10
131
1S
1
10
083
7720
570
6/2/
2015
18.7
5515
6.90
529
LS
12
11
10
428
1S
77
10
083
6729
190
6/3/
2015
23.4
0516
1.55
528
MM
15
11
10
280
10U
10
0
2015
Cras
h Nu
mbe
rEv
ent C
rash
Da
te
Crsh
Loc
Fina
l MP
On
Road
way
Turn
pike
M
M
Firs
t Ha
rmfu
l Ev
ent
Code
Accid
ent
Side
Of
Road
Lane
Of
Accid
ent
Code
Road
Su
rface
Co
nditi
on
Code
Light
ing
Cond
ition
Co
de
Even
t W
eath
er
Cond
ition
Co
de
Wor
k Zo
ne
Rela
ted
Code
Firs
t Roa
d Co
nditi
on
Code
Alco
hol
Invo
lved
In
Acc
. Co
de
Veh
#1
Harm
ful
Even
t Seq
01
Cd
Veh
#1
Poin
t Of
Impa
ct
Veh
#1
Mov
emen
t Co
de
Veh
#1
Dire
ctio
n O
f Tra
vel
Veh
#1
Firs
t Dr
iver
Ac
tion
Cd
Veh
#2
Poin
t Of
Impa
ct
Veh
#2
Mov
emen
t Co
de
Veh
#2
Dire
ctio
n O
f Tra
vel
Tota
l Nu
mbe
r O
f Veh
icle
Tota
l Nu
mbe
r O
f Fat
ality
Tota
l of
Inju
ries
Num
ber
8206
7832
06/
13/2
015
20.3
8415
8.53
427
MM
11
11
10
2714
1S
2
10
083
6729
260
7/13
/201
524
.405
162.
555
13L
21
51
111
013
11
S1
1
00
8206
7837
07/
18/2
015
21.8
5216
0.00
227
L1
11
21
10
279
1S
1
10
083
7466
410
7/18
/201
518
.03
156.
180
18R
S1
51
11
018
211
N77
11
N2
00
8366
4721
07/
19/2
015
15.0
7115
3.22
118
R2
15
21
120
1818
1N
1
10
183
7973
140
7/19
/201
516
.058
154.
208
18R
11
51
11
018
11
N1
1
00
8379
7315
07/
19/2
015
17.0
5815
5.20
818
R1
15
11
10
1818
1N
1
10
083
7720
620
7/24
/201
524
.155
162.
305
14L
11
51
11
00
00
S
31
S2
00
8377
2064
07/
28/2
015
26.6
0416
4.75
414
L1
15
11
10
1421
1S
3
1S
20
082
0678
460
7/29
/201
517
.735
155.
885
29L
S2
13
110
029
141
S1
1
00
8377
2068
08/
9/20
1524
.602
162.
752
27L
S1
51
11
027
11
S77
1
00
8374
6645
08/
16/2
015
25.3
2316
3.47
328
MM
11
21
10
2714
1N
25
10
083
7539
560
8/20
/201
517
.849
155.
999
14L
11
51
11
014
21
S29
81
S2
00
8328
5221
08/
21/2
015
18.3
515
6.50
029
R1
11
11
10
4018
1N
14
1N
20
283
2852
230
9/5/
2015
20.8
5215
9.00
227
MM
21
31
100
271
6N
1220
1S
20
183
3392
210
9/5/
2015
20.3
5815
8.50
827
MM
21
21
100
271
1S
30
10
083
6729
330
9/5/
2015
20.3
5215
8.50
29
L2
21
31
100
91
11S
214
1S
20
183
7466
470
9/5/
2015
18.9
3515
7.08
527
MM
21
31
10
278
1N
10
10
083
7539
580
9/9/
2015
31.8
5617
0.00
614
R1
15
11
12
1410
6N
252
77N
20
083
8120
910
9/9/
2015
20.0
5815
8.20
814
LS
188
771
10
144
1S
11
8S
20
084
5675
480
9/12
/201
520
.852
159.
002
18R
11
12
11
018
151
N1
1
00
8381
2094
09/
26/2
015
19.0
5815
7.20
813
R2
12
11
10
131
1N
1
10
083
6729
350
10/7
/201
520
.852
159.
002
9M
M1
51
11
145
16
N2
1
01
8333
9227
010
/12/
2015
31.7
9916
9.94
914
R1
11
11
10
010
00
3
1N
20
083
7466
500
10/1
5/20
1516
.935
155.
085
9R
S1
11
11
040
31
N1
1
00
8328
5227
010
/17/
2015
23.3
2316
1.47
314
L1
15
11
10
141
1S
221
1S
20
083
3392
300
10/2
2/20
1527
.423
165.
573
13L
S1
11
11
013
21
S1
1
01
8367
2937
010
/25/
2015
17.3
5715
5.50
79
MM
15
11
10
914
1S
2
10
084
8706
170
10/2
5/20
1522
.935
161.
085
14L
11
11
11
014
11
S2
81
S4
00
8374
6654
010
/30/
2015
21.9
3516
0.08
518
L1
15
21
10
181
1S
1
10
083
6567
390
11/6
/201
520
.377
158.
527
9M
M1
11
11
040
141
N1
1
03
8365
6742
011
/13/
2015
27.2
2316
5.37
329
LS
21
31
100
422
1S
26
10
083
6729
420
11/1
7/20
1521
.352
159.
502
14L
22
53
188
014
088
U
131
S2
03
8367
2943
011
/19/
2015
15.3
4715
3.49
74
R2
25
31
100
46
15N
12
10
183
2852
300
11/2
7/20
1516
.981
155.
131
36M
M1
12
11
027
114
N2
1
00
8328
5231
011
/28/
2015
15.1
5815
3.30
814
R1
11
11
10
1413
6N
34
1N
30
083
7466
650
11/3
0/20
1529
.323
167.
473
27L
S2
12
11
027
141
S77
1
00
8370
6455
012
/3/2
015
14.9
1515
3.06
59
MM
24
31
100
301
1S
29
10
083
7545
290
12/3
/201
518
.935
157.
085
29L
S2
12
110
042
25
S30
1
00
8370
6456
012
/4/2
015
31.2
8216
9.43
214
R1
25
21
10
1412
77N
254
11N
20
083
7466
660
12/7
/201
526
.323
164.
473
27R
S1
12
11
027
177
S1
1
00
8375
4531
012
/10/
2015
31.4
9616
9.64
69
RS
11
11
10
4010
1N
29
10
183
7545
360
12/1
8/20
1529
.852
168.
002
9R
S2
52
110
09
31
N2
1
02
8513
7361
012
/22/
2015
17.9
6315
6.11
327
MM
11
11
10
431
1S
26
10
185
2479
970
12/2
4/20
1528
.853
167.
003
14R
11
31
11
014
11
N1
1
00
8381
8036
012
/25/
2015
27.2
2816
5.37
827
MM
11
11
10
279
15S
7710
15S
20
1
Shoulder Width Design Exception PID 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
Appendix G Cost Estimate
PAY
ITEM
NU
MBE
RIT
EM D
ESCR
IPTI
ON
UNIT
UNIT
PRI
CEQ
UAN
TITY
COST
110-
1-1
CLEA
RIN
G AN
D GR
UBBI
NG
AC5,
250.
00$
2.1
11,0
25.0
0$
110-
4-10
REM
OVA
L OF
EXIS
ITN
G CO
NCRE
TESY
20.0
0$
780
15,6
00.0
0$
120-
6EM
BANK
MEN
TCY
6.25
$
2075
12,9
68.7
5$
160-
4TY
PE B
STA
BILI
ZATI
ON
SY3.
25$
53
8517
,501
.25
$
28
5-70
1O
PTIO
NAL B
ASE
GRO
UP 1
SY7.
50$
20
6515
,487
.50
$
28
5-71
1O
PTIO
NAL B
ASE
GRO
UP 1
1SY
20.0
0$
1285
25,7
00.0
0$
334-
1-14
SUPE
RPAV
E AS
PHAL
TIC
CONC
, TRA
FFIC
DTN
85.0
0$
555
47,1
75.0
0$
337-
7-22
ASPH
CO
NC F
RICT
ION
COU
RSE,
FC-
5TN
130.
00$
13
517
,550
.00
$
33
9-1
MIS
CELL
AEO
US
ASPH
ALT
PAVE
MEN
TTN
210.
00$
14
530
,450
.00
$
42
5-11
MO
DIFY
EXI
STIN
G DR
AIN
AGE
STRU
CTUR
EEA
2,50
0.00
$
4
10,0
00.0
0$
520-
6SH
OUL
DER
GUTT
ER -
CONC
RETE
LF20
.00
$
20
0040
,000
.00
$
53
6-1-
1GU
ARDR
AIL
LF18
.00
$
46
0082
,800
.00
$
57
0-1-
2PE
RFO
RMAN
CE T
URF
, SO
DSY
2.
50$
47
7511
,937
.50
$
101-
1M
OBI
LIZA
TIO
N10
2-1
MAI
NTE
NAN
CE O
F TR
AFFI
C
P.E.
C.E.
I.15
%50
,729
.25
$
Tota
l Cos
t $
490
,382
.75
UTI
LITY
IMPA
CTS
10%
-$
CO
NTIN
GEN
CY10
%33
,819
.50
$
Cons
truc
tion
Cost
Est
imat
e fo
r Sho
ulde
r Wid
th Im
prov
emen
tsTu
rnpi
ke M
ainl
ine
(SR
91) R
esur
facin
g an
d Sa
fety
Impr
ovem
ents
fr
om M
P 15
3.23
0 to
MP
169.
320
St. L
ucie
Cou
nty,
Flo
rida
FPID
Num
bers
436
517-
1-52
-01
and
4365
17-3
-52-
01Co
ntra
ct N
umbe
r C9R
86 Subt
otal
$
3
38,1
95.0
0 10
%33
,819
.50
$
10%
33,8
19.5
0$
Shoulder Width Design Exception PID 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
Appendix H Benefit/Cost Analysis
Rev. 02/2014
District: County: Date Prepared: 05/26/17
Location:
Section : Beg. Milepost : 15.078 End Milepost : 31.168Rdway Type:
Control Element:
Service Life
Capital Recovery
Factor Total100 0.0408 -$ 15 0.0899 4,560.56$ 75 0.0425 -$ 20 0.0736 31,401.70$ 20 0.0736 956.80$ 20 0.0736 -$ 20 0.0736 -$
36,919.06$ Annual Cost = 36,919.06$
Total number of crashes = 49 0# of correctable crashes, PC = 0# of years of crash data, YD = 5
PC/YD = 0.00Crash reduction factor, CRF = 0.00%
CRF x (PC/YD) = 0.00Cost per crash, CPC = $254,951.00
Benefit = $0
BENEFIT/COST RATIO
Benefit $0.00Cost $36,919.06
Prepared by:
50,729.25$ -$
426,653.50$ 13,000.00$
Based on HSM, CMF for shoulder widths > 8 ft. is the same
0.00
Benefit-Cost Analysis
Turnpike 94 - St Lucie
ANNUAL COST OF IMPROVEMENTS
Shoulder Width
Realignment of SR 91at Picos Road, CR 68, and Minute Maid Road, as well as improvements at the Angle Road/Belcher Canal Bridge approches to provide compliant shoulder widths.
RoadwayDrainage
Signal
CostTypeROW
P.E.C.E.I.Structure
Additional crash reduction factor:
Dilnahar H. Shuvo, EI
SR 91 Mainline Resurfacing and Safety Improvements in St. Lucie County
94/470/000Turnpike Rural Divided
= =
Additional crash reduction factor:
Primary crash reduction factor (%):
OtherSub-Total 490,382.75$
Shoulder Width Design Exception PID 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
Appendix I Spread Analysis
Shoulder Width Design Exception PID 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
Appendix J Project Schedule
Activ
ity ID
PSM
Activ
ity N
ame
Orig Dur
Rem Dur
Star
tFi
nish
Dur
atio
n %
Com
plet
eC
alen
dar
Tota
lFl
oat
Free
Floa
t
4365
17-1
RES
4365
17-1
RES
UR
FAC
4365
17-1
RES
UR
FAC
E TP
K M
AIN
LIN
E IN
ST
LUC
IE C
OU
NTY
, (M
P 15
3.23
- 16
9.32
)71
933
605
-Sep
-15
A01
-Jul
-18
53.2
7%0
0
RESU
RFAC
E TP
RESU
RFAC
E TP
K M
AIRE
SURF
ACE
TPK
MAI
NLIN
E IN
ST.
LUC
IE C
OUN
TY, M
P 15
3.23
- 16
9.32
719
336
05-S
ep-1
5 A
01-J
ul-1
853
.27%
00
PE -
DES
IGN
PE -
DES
IGN
PE -
DES
IGN
534
151
05-S
ep-1
5 A
09-O
ct-1
771
.72%
185
0
PUB
LIC
INVO
LVPU
BLI
C IN
VOLV
EMEN
PUB
LIC
INVO
LVEM
ENT
66
24-A
pr-1
701
-May
-17
0%5-
Day
293
0R
3610
020
610
CO
OR
DIN
ATE
W/ E
MO
REG
ARD
ING
PU
BLIC
INVO
LVEM
ENT
55
24-A
pr-1
7*28
-Apr
-17
0%5-
Day
293
0R
3610
030
610
DO
CU
MEN
T PR
OPO
SED
PU
BLIC
INVO
LVEM
ENT
ACTI
VITI
ES1
101
-May
-17
01-M
ay-1
70%
5-D
ay29
329
3
FIN
AL D
ESIG
N
FIN
AL D
ESIG
N -
SCO
PFI
NAL
DES
IGN
- SC
OPE
OF
SER
VIC
ES &
MH
EST
IMAT
E67
005
-Sep
-15
A10
-Dec
-15
A10
0%0
R31
6400
016
4PR
EPAR
E D
RAF
T SC
OPE
OF
SER
VIC
ES -
Obt
ain
Scop
e Te
mpl
, dev
el d
raft
SOS
160
05-S
ep-1
5 A
20-S
ep-1
5 A
100%
7 D
ayR
3724
420
724
DIS
CIP
LIN
E R
EVIE
W D
RAF
T SO
S - D
EVEL
OP
MH
EST
IMAT
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006
-Oct
-15
A12
-Oct
-15
A10
0%5-
Day
R39
9002
072
4R
EQU
EST
CR
ASH
DAT
A FR
OM
TR
AFFI
C O
PS1
015
-Oct
-15
A15
-Oct
-15
A10
0%5-
Day
R37
2443
072
4R
EVIS
E D
RAF
T SC
OPE
OF
SER
VIC
ES5
018
-Nov
-15
A22
-Nov
-15
A10
0%7
Day
R37
2444
072
4D
ISC
IPLI
NES
REV
IEW
PR
E-FI
NAL
SO
S6
020
-Nov
-15
A01
-Dec
-15
A10
0%5-
Day
R31
6410
016
4FI
NAL
IZE
SCO
PE O
F SE
RVI
CES
/MAN
HO
UR
EST
IMAT
E5
004
-Dec
-15
A10
-Dec
-15
A10
0%5-
Day
FIN
AL D
ESIG
N
FIN
AL D
ESIG
N -
CO
NS
FIN
AL D
ESIG
N -
CO
NSU
LTAN
T C
ON
TRAC
T AC
QUIS
ITIO
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40
04-J
an-1
6 A
01-N
ov-1
6 A
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0R
3724
101
724
CO
NFI
RM
AD
INFO
RM
ATIO
N (M
ajor
& M
inor
Wor
k Ty
pes
Verif
ied)
50
04-J
an-1
6 A
08-J
an-1
6 A
100%
5-D
ayR
3724
105
724
MEE
T W
ITH
TR
C/T
RC
KIC
KOFF
MEE
TIN
G1
009
-Jan
-16
A09
-Jan
-16
A10
0%7
Day
R37
2408
072
4TP
K R
EVIE
W F
INAL
DR
AFT
SOS
(Kat
hy/B
riann
a)5
011
-Jan
-16
A15
-Jan
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A10
0%7
Day
R37
2409
072
4SU
BMIT
FIN
AL D
RAF
T SO
S TO
PSU
10
18-J
an-1
6 A
18-J
an-1
6 A
100%
7 D
ayR
3724
100
724
POST
PLA
NN
ED A
D O
N F
DO
T W
EB S
ITE
*1
025
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-16
A25
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A10
0%M
onR
3990
000
990
DES
IGN
CO
NSU
LTAN
T C
ON
TRAC
T AC
QU
ISIT
ION
(H
amm
ock)
198
025
-Jan
-16
A01
-Nov
-16
A10
0%5-
Day
R37
2420
572
4H
OLD
TEC
H P
ANEL
MEE
TIN
GS
*2
004
-Feb
-16
A05
-Feb
-16
A10
0%5-
Day
R32
3210
023
2FO
RM
AL A
D A
PPEA
RS
ON
FD
OT
WEB
PAG
E (C
one
of S
ilenc
e)*
10
22-F
eb-1
6 A
22-F
eb-1
6 A
100%
Mon
R39
9005
072
4LE
TTER
S O
F R
ESPO
NSE
LO
Rs
DU
E D
ATE
*1
007
-Mar
-16
A07
-Mar
-16
A10
0%M
onR
3724
130
724
PREP
ARE
LON
G L
IST
PAC
KAG
E *
50
08-M
ar-1
6 A
14-M
ar-1
6 A
100%
5-D
ayR
3724
140
724
TEC
H. R
EV. C
OM
MIT
TEE
EVAL
UAT
E LO
NG
LIS
T PK
G. *
50
15-M
ar-1
6 A
21-M
ar-1
6 A
100%
5-D
ayR
3990
040
724
LON
GLI
ST T
RC
MEE
TIN
G *
10
28-M
ar-1
6 A
28-M
ar-1
6 A
100%
Mon
R34
0110
040
1SE
LEC
TIO
N C
OM
MIT
TEE
SHO
RT
LIST
CO
NSU
LTAN
TS *
10
08-A
pr-1
6 A
08-A
pr-1
6 A
100%
Fri
R37
2418
072
4SE
ND
RFP
*1
018
-Apr
-16
A18
-Apr
-16
A10
0%M
onR
3230
000
230
SCO
PE O
F SE
RVI
CES
MEE
TIN
G (
Shor
tlist F
irms)
*1
025
-Apr
-16
A25
-Apr
-16
A10
0%M
onR
3990
060
230
DEA
DLI
NE
FOR
TEC
HIN
ICAL
QU
ESTI
ON
S *
10
02-M
ay-1
6 A
02-M
ay-1
6 A
100%
Mon
R39
9007
023
0C
ON
SULT
ANT
PAC
KETS
DU
E *
10
09-M
ay-1
6 A
09-M
ay-1
6 A
100%
Mon
R32
4900
024
9R
ECV.
WR
ITTE
N P
RO
POSA
LS/C
ON
DU
CT
OR
AL T
ECH
NIC
ALS
*1
027
-May
-16
A27
-May
-16
A10
0%Fr
iR
3724
220
724
TEC
HN
ICAL
EVA
LUAT
ION
*2
027
-May
-16
A31
-May
-16
A10
0%5-
Day
R39
9008
072
4TR
C S
CO
RES
DU
E *
10
03-J
un-1
6 A
03-J
un-1
6 A
100%
Fri
R34
0210
040
2FI
NAL
SEL
ECTI
ON
CO
MM
ITTE
E M
EETI
NG
S *
10
13-J
un-1
6 A
13-J
un-1
6 A
100%
Mon
R37
2433
072
4PR
EPAR
E C
ON
TRAC
T50
022
-Jun
-16
A31
-Aug
-16
A10
0%5-
Day
R37
2429
572
4SC
OPE
CLA
RIF
ICAT
ION
MEE
TIN
G1
029
-Jun
-16
A29
-Jun
-16
A10
0%5-
Day
R37
2402
072
4U
NIT
S M
EETI
NG
10
14-J
ul-1
6 A
14-J
ul-1
6 A
100%
5-D
ayR
3724
300
724
STAF
FHO
UR
NEG
OTI
ATIO
NS
MEE
TIN
GS
10
15-A
ug-1
6 A
15-A
ug-1
6 A
100%
5-D
ayR
3724
310
724
CO
NSU
LTAN
T SU
BMIT
FIN
AL P
RIC
E PR
OPO
SAL/
AUD
IT P
KG5
025
-Aug
-16
A31
-Aug
-16
A10
0%5-
Day
R37
2432
072
4PR
E-AW
ARD
AU
DIT
EVA
LUAT
ION
30
01-S
ep-1
6 A
06-S
ep-1
6 A
100%
5-D
ayR
3990
100
990
AWAR
D C
ON
TRAC
T
(Ham
moc
k)43
001
-Sep
-16
A01
-Nov
-16
A10
0%5-
Day
R37
2433
572
4TU
RN
PIKE
LEG
AL R
EVIE
W C
ON
TRAC
T1
014
-Oct
-16
A14
-Oct
-16
A10
0%5-
Day
R37
2434
072
4SE
ND
CO
NTR
ACT
TO C
ON
SULT
ANT
50
24-O
ct-1
6 A
28-O
ct-1
6 A
100%
5-D
ayR
3299
000
299
REQ
UES
T FU
ND
S1
027
-Oct
-16
A27
-Oct
-16
A10
0%5-
Day
R37
2436
072
4R
ECEI
VED
SIG
NED
CO
NTR
ACT
10
31-O
ct-1
6 A
31-O
ct-1
6 A
100%
5-D
ayR
3233
000
233
EXEC
UTE
CO
NTR
ACT
(DES
IGN
)1
001
-Nov
-16
A01
-Nov
-16
A10
0%5-
Day
PAVE
MEN
T D
EPA
VEM
ENT
DES
IGN
PK
PAVE
MEN
T D
ESIG
N P
KG
& T
YPIC
AL S
ECTI
ON
149
3421
-Sep
-16
A24
-Apr
-17
77.1
8%5-
Day
200
R31
9710
019
7R
EQU
EST
ESAL
(18
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CAL
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AFR
OM
PLA
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ING
10
21-S
ep-1
6 A
21-S
ep-1
6 A
100%
5-D
ayR
3257
000
257
REC
EIPT
OF
ESAL
& T
RAF
FIC
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A FR
OM
PLA
NN
ING
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27-O
ct-1
6 A
27-O
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6 A
100%
5-D
ayR
3106
100
106
DES
IGN
SU
RVE
Y22
002
-Nov
-16
A05
-Dec
-16
A10
0%5-
Day
R31
0203
010
2LA
NE
CLO
SUR
E AN
ALYS
IS/4
5% T
CP
MEE
TIN
G1
007
-Mar
-17
A07
-Mar
-17
A10
0%5-
Day
EXC
EPTI
ON
S EX
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TIO
NS
& V
ARIA
EXC
EPTI
ON
S &
VAR
IATI
ON
S11
134
14-N
ov-1
6 A
24-A
pr-1
769
.37%
5-D
ay20
0
R32
9401
029
4PR
EPAR
E D
RAF
T D
ESIG
N E
XCEP
TIO
NS,
VAR
IATI
ON
S &
TEC
H M
EMO
200
14-N
ov-1
6 A
13-D
ec-1
6 A
100%
5-D
ayR
3294
030
294
REV
IEW
DR
AFT
DES
IGN
EXC
EPTI
ON
S, V
ARIA
TIO
NS
& TE
CH
MEM
O15
014
-Dec
-16
A06
-Jan
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A10
0%5-
Day
R32
9404
029
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EPAR
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CH
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O60
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-Jan
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A31
-Mar
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70%
5-D
ay20
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3294
050
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REV
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FIN
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VAR
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0%5-
Day
200
R31
9721
019
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BMIT
SIG
N &
SEA
LED
EXC
EPTI
ON
S, V
ARIA
TIO
NS,
& T
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MEM
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VE1
124
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-17
24-A
pr-1
70%
5-D
ay20
0
PAVE
MEN
T D
EPA
VEM
ENT
DES
IGN
PAVE
MEN
T D
ESIG
N87
606
-Dec
-16
A10
-Apr
-17
93.1
%5-
Day
300
R31
9700
019
7PR
EPAR
E D
RAF
T PA
VEM
ENT
DES
IGN
200
06-D
ec-1
6 A
05-J
an-1
7 A
100%
5-D
ayR
3197
060
260
REV
IEW
DR
AFT
PAVE
MEN
T D
ESIG
N15
006
-Jan
-17
A26
-Jan
-17
A10
0%5-
Day
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ND
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2016
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2018
2019
2020
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ATE
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REG
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ING
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BLIC
INVO
LVEM
ENT
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MEN
T PR
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BLIC
INVO
LVEM
ENT
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VITI
ES
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ARE
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AFT
SCO
PE O
F SE
RVI
CES
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btai
n Sc
ope
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pl, d
evel
dra
ft SO
SD
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NE
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IEW
DR
AFT
SOS
- DEV
ELO
P M
H E
STIM
ATES
REQ
UES
T C
RAS
H D
ATA
FRO
M T
RAF
FIC
OPS
REV
ISE
DR
AFT
SCO
PE O
F SE
RVI
CES
DIS
CIP
LIN
ES R
EVIE
W P
RE-
FIN
AL S
OS
FIN
ALIZ
E SC
OPE
OF
SER
VIC
ES/M
ANH
OU
R E
STIM
ATE
CO
NFI
RM
AD
INFO
RM
ATIO
N (M
ajor
& M
inor
Wor
k Ty
pes
Verif
ied)
MEE
T W
ITH
TR
C/T
RC
KIC
KOFF
MEE
TIN
GTP
K R
EVIE
W F
INAL
DR
AFT
SOS
(Kat
hy/B
riann
a)SU
BMIT
FIN
AL D
RAF
T SO
S TO
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3.23
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