DESGIN/BUILD PAVEMENT DESIGN GUIDE (SR 570) Polk Parkway Widening/Pace Road Interchange Financial Project Id Nos: 416537-1-52-01 416537-2-52-01 416537-4-52-01 Polk County
FINAL JANUARY 2009
Table of Contents Sections Executive Summary……………………………………......A Pavement Structure Summary Sheets…………………...B Recommended Typical Sections………………………….C Correspondence…………………………………………….D
Appendices
ESAL’s………………………..…………………..………...1 Pavement Survey and Evaluation Report..…………..…2
A.
EXECUTIVE SUMMARY This project proposes to widen the Polk Parkway (SR 570) from 2 lanes to a 4 lane divided section from CR 546 to I-4, mill and resurface the existing 2 lanes and the ramps at CR 546 and I4, add an interchange at Pace Road and add open road tolling facilities to the current mainline toll plaza.. There are three Financial Project ID numbers for this project. 416537-1-52-01 is for the Polk Parkway mainline widening, 416537-2-52-01 is for the Pace Road interchange and 4165374-52-01 is for landscaping. The Intent of this document is to provide a minimum pavement design guide for the 2 new southbound lanes on the Polk Parkway, the milling and resurfacing the existing two travel lanes, the proposed Pace Road interchange ramps, Pace Road and the concrete pavement for the toll plazas at the mainline ORT lanes and the Pace Road ramps.
A.1
Existing Conditions Based on the Pavement Survey and Evaluation Report performed January 2009, included as Appendix 2, the existing mainline conditions are:; Original Pavement Design ¾”” 3.0” 11.8” 12.0”
A.2
Type FC-5 Friction Course Type SP Structural Course Limerock Base Stabilized Subgrade
Approach These pavement structures are developed in accordance with the criteria and guidelines established in the following FDOT publications: a. Flexible Pavement Design Manual, Doc. No. 625-010-002-g, March 2008 b. Rigid Pavement Design Manual, Doc. No. 625-010-006-d, January 2006 A period of 20 years is utilized beginning with year 2011, the first full year after construction. There are two mainline ESAL calculations; one from MP 18 (CR 526) to MP 23 (Pace Road) and one from MP 23 to MP 24 (I-4). The ESAL calculations are provided in Section D and Appendix 1.
A.3
Existing Pavement Evaluation The southbound and northbound mainline lanes were found to be in fair to good condition with limited cracking. The mainline shoulders were found to be in fair to good condition with minor cracking. The ramp lanes were generally found to be in fair to good condition with isolated sections of branch cracking, longitudinal cracking and raveling. The ramp shoulders were found to be in good condition with the exception of the westbound on ramp at I-4 which is in fair to poor condition with light branch cracking. Final pavement evaluation is the responsibility of the final design team.
A.4
Milling and Resurfacing The existing 2 lane section is crowned and will require an average 3” Type SP variable depth structural course (Traffic Level C) in the southbound lane to provide a uniform 2% cross slope. The milling depth for both lanes will be 1.75” to remove the existing FC-5 and 1.0” of structural course. Resurface the existing northbound lane with 1.0” of Type SP structural course (Traffic Level C) and 0.75” FC-5 Friction Course. In addition to the variable depth structural course, resurface the existing southbound lane with 1.0” of Type SP structural course (Traffic Level C) and 0.75” FC-5 Friction Course. The outside (existing northbound) shoulder will be widened 6’ and the existing 4’ shoulder pavement will be milled 1” average depth and resurfaced with 1” Type SP structural course (Traffic Level C). The inside (existing southbound) shoulder will be overbuilt 4.75” to accommodate the cross slope correction and paved with 1” Type SP structural course (Traffic Level C). The ramps at the CR 546 and I-4 interchanges will be milled 1.75” to remove the existing FC-5 and 1” of structural course. The resurfacing shall be 1” of Type SP structural course (Traffic Level C) and 0.75” of FC-5 Friction Course. The ramp shoulders will be milled 1.0” and resurfaced with 1” Type SP structural course (Traffic Level C). PG 76-22 binder will be used in the friction course and structural course for the mainline, ramps and all shoulders.
A.5
New Construction Pavement The following mainline pavement and shoulder structures recommended in this minimum guide are:
Polk Parkway Mainline Proposed Southbound Lanes
(in.)
Proposed Shoulder
(in.)
Friction Course FC-5
0.75
Type ‘SP’ Str. Course (Traffic C)
4.0
Type ‘SP’ Str. Course (Traffic C)
2.0
Optional Base Group 9
10.0
Optional Base Group 1
4.0
Type B Stabilization
12.0
Type B Stabilization
12.0
Proposed 1 Lane Toll Plaza Ramps
(in.)
Proposed Shoulder
(in.)
Friction Course FC-5
0.75
Type ‘SP’ Str. Course (Traffic C)
2.0
Type ‘SP’ Str. Course (Traffic C)
1.5
Optional Base Group 6
8.0
Optional Base Group 1
4.0
Type B Stabilization
12.0
Type B Stabilization
12.0
Proposed NB 2 Lane Ramps
(in.)
Proposed Shoulder
(in.)
Friction Course FC-5
0.75
Type ‘SP’ Str. Course (Traffic C)
3.0
Type ‘SP’ Str. Course (Traffic C)
1.5
Optional Base Group 8
9.5
Optional Base Group 1
4.0
Type B Stabilization
12.0
Type B Stabilization
12.0
Proposed SB 2 Lane Ramps
(in.)
Proposed Shoulder
(in.)
Friction Course FC-5
0.75
Type ‘SP’ Str. Course (Traffic C)
3.0
Type ‘SP’ Str. Course (Traffic C)
1.5
Optional Base Group 8
9.5
Optional Base Group 1
4.0
Type B Stabilization
12.0
Type B Stabilization
Pace Road Ramps
Toll Plaza Concrete Pavement Mainline ORT Lanes
(in.)
Fiber Reinforced Concrete
12.0
Asphalt Treated Permeable Base
4.0
Type ‘SP’ Str. Course (Traffic B)
1.0
Type B Stabilization
12.0
12.0
Pace Road Ramp ORT Lanes
(in.)
Fiber Reinforced Concrete
12.0
Asphalt Treated Permeable Base
4.0
Type ‘SP’ Str. Course (Traffic B)
1.0
Type B Stabilization
12.0
Toll Plaza Parking Area Pavement Toll Plaza Parking Areas
(in.)
Type “SP” Str. Course (Traffic B)
1.0
Optional Base Group 4
6.0
Type B Stabilization
12.0
A.6
Other Design Considerations •
The intent of this guide is to provide a minimum pavement section that represents the entire project and may not address every possible situation or issue that may be found within the project limits. It is required that the Design/Build team develop a Pavement Design Report for this project to be reviewed and approved by Florida’s Turnpike District Design Engineer.
•
The Designer shall use the appropriate PPM nomenclature as well as the most current Florida Department of Transportation Flexible Pavement Design Manual.
•
The Designer shall use the Turnpike’s Rigid Pavement Design Guide for concrete pavement at the toll plazas. The guide may be found at: http://www.dot.state.fl.us/turnpikepio/Design_Website/Roadway/Rigid%20Pavement%20Design%
20Guide.pdf
Section B Pavement Structure Summary Sheets
FLEXIBLE PAVEMENT DESIGN SUMMARY SHEET
PREPARED BY: FPID NO.: SECTION NO.: TYPE WORK: COUNTY: PROJECT LENGTH: OPENING YEAR: DESIGN YEAR: ESAL DESIGN SN REQUIRED:
LAYER FC-5 Type S Base (Limerock) Subgrade
David Reed 416537-1 16470 Mill and Resurface Polk 6.31 2011 2030 2,496,427 2.80
DATE PREP: STATE ROAD: FROM: TO: BEGIN MP: END MP.: RELIABILTY RESILIENT MODULUS DESIGN SPEED: Pavt. Design Seq. No.
1/27/2009 570 CR 546 Pace Road 18 23 95% 23,000 70
EXISTING PAVEMENT DESIGN - TRAVEL LANES THICKNESS COEFF 0.75 0 3 0.25 11 0.18 12 0.08 Total SN Provided =
SN 0.00 0.75 1.98 0.96 3.69
RECOMMENDED RESURFACING PAVEMENT DESIGN - EXISTING NB LANE LAYER THICKNESS COEFF Existing Pavement Structure Milling Existing FC-5 0.75 0 Milling Existing Type S 1 -0.25 FC-5 0.75 0.00 Asphaltic Concrete Superpave Traffic C 1 0.44 Total SN Provided =
SN 3.69 0.00 -0.25 0.00 0.44 3.88
RECOMMENDED RESURFACING PAVEMENT DESIGN - EXISTING SB LANE LAYER THICKNESS COEFF Existing Pavement Structure Milling Existing FC-5 0.75 0 Milling Existing Type S 1 -0.25 FC-5 0.75 0.00 Overbuild, Avg. (varies from 0" to 5.75") 3 0.00 Asphaltic Concrete Superpave Traffic C 1 0.44 Total SN Provided =
SN 3.69 0.00 -0.25 0.00 0.00 0.44 3.88
LAYER Type S Base (limerock) Subgrade Existing
EXISTING PAVEMENT DESIGN - SHOULDERS THICKNESS COEFF 1.5 0.25 4 0.18 12 0.08 Total SN Provided =
SN 0.38 0.72 0.96 2.06
RECOMMENDED RESURFACING PAVEMENT DESIGN - EXISTING NB SHOULDER LAYER THICKNESS COEFF Existing Shoulder Pavement Structure Milling Existing Type S 1 -0.25 Asphaltic Concrete Superpave Traffic C 1 0.44 Total SN Provided =
SN 2.06 -0.25 0.44 2.25
RECOMMENDED RESURFACING PAVEMENT DESIGN - EXISTING SB SHOULDER LAYER THICKNESS COEFF Existing Shoulder Pavement Structure Overbuild 4.75 0.00 Asphaltic Concrete Superpave Traffic C 1 0.44 Total SN Provided =
SN 2.06 0.00 0.44 2.50
DESIGN NOTES
Pavement Design Summary Polk & Pace with new ESALs 08-10-26.xls
FLEXIBLE PAVEMENT DESIGN SUMMARY SHEET
PREPARED BY: FPID NO.: SECTION NO.: TYPE WORK: COUNTY: PROJECT LENGTH: OPENING YEAR: DESIGN YEAR: ESAL DESIGN SN REQUIRED:
LAYER FC-5 Type S Base (Limerock) Subgrade
David Reed 416537-1 16470 Mill and Resurface Polk 6.31 2011 2030 4,193,992 3.09
DATE PREP: STATE ROAD: FROM: TO: BEGIN MP: END MP.: RELIABILTY RESILIENT MODULUS DESIGN SPEED: Pavt. Design Seq. No.
1/27/2009 570 Pace Road I-4 23 24 95% 23,000 70
EXISTING PAVEMENT DESIGN - TRAVEL LANES THICKNESS COEFF 0.75 0 3 0.25 11 0.18 12 0.08 Total SN Provided =
SN 0.00 0.75 1.98 0.96 3.69
RECOMMENDED RESURFACING PAVEMENT DESIGN - EXISTING NB LANE LAYER THICKNESS COEFF Existing Pavement Structure Milling Existing FC-5 0.75 0 Milling Existing Type S 1 -0.25 FC-5 0.75 0.00 Asphaltic Concrete Superpave Traffic C 1 0.44 Total SN Provided =
SN 3.69 0.00 -0.25 0.00 0.44 3.88
RECOMMENDED RESURFACING PAVEMENT DESIGN - EXISTING SB LANE LAYER THICKNESS COEFF Existing Pavement Structure Milling Existing FC-5 0.75 0 Milling Existing Type S 1 -0.25 FC-5 0.75 0.00 Overbuild, Avg. (varies from 0.0" to 5.75") 3 0.00 Asphaltic Concrete Superpave Traffic C 1 0.44 Total SN Provided =
SN 3.69 0.00 -0.25 0.00 0.00 0.44 3.88
LAYER Type S Base (limerock) Subgrade Existing
EXISTING PAVEMENT DESIGN - SHOULDERS THICKNESS COEFF 1.5 0.25 4 0.18 12 0.08 Total SN Provided =
SN 0.38 0.72 0.96 2.06
RECOMMENDED RESURFACING PAVEMENT DESIGN - EXISTING NB SHOULDER LAYER THICKNESS COEFF Existing Shoulder Pavement Structure Mill Existing Type S 1 -0.25 Asphaltic Concrete Superpave Traffic C 1 0.44 Total SN Provided =
SN 2.06 -0.25 0.44 2.25
RECOMMENDED RESURFACING PAVEMENT DESIGN - EXISTING SB SHOULDER LAYER THICKNESS COEFF Existing Shoulder Pavement Structure Overbuild 4.75 0.00 Asphaltic Concrete Superpave Traffic C 1 0.44 Total SN Provided =
SN 2.06 0.00 0.44 2.50
DESIGN NOTES
Pavement Design Summary Polk & Pace with new ESALs 08-10-26.xls
FLEXIBLE PAVEMENT DESIGN SUMMARY SHEET
PREPARED BY: FPID NO.: SECTION NO.: TYPE WORK: COUNTY: PROJECT LENGTH: OPENING YEAR: DESIGN YEAR: ESAL DESIGN SN REQUIRED:
David Reed 416537-1 16470 New Construction Polk 6.31 2011 2030 2,496,427 3.76
DATE PREP: STATE ROAD: FROM: TO: BEGIN MP: END MP.: RELIABILTY RESILIENT MODULUS DESIGN SPEED: Pavt. Design Seq. No.
10/26/2008 570 CR 546 Pace Road 18 23 90% 8,900 70
RECOMMENDED PAVEMENT DESIGN - NEW SOUTHBOUND LANES THICKNESS COEFF FC-5 0.75 0 Asphaltic Concrete Superpave Traffic C 4 0.44 OBG 9 10 0.18 Stabilized Subgrade 12 0.08 Total SN Provided =
SN 0.00 1.76 1.80 0.96 4.52
RECOMMENDED PAVEMENT DESIGN - NEW SOUTHBOUND SHOULDERS LAYER THICKNESS COEFF Asphaltic Concrete Superpave Traffic C 2 0.44 OBG 1 4 0.18 Stabilized Subgrade 12 0.08 Total SN Provided =
SN 0.88 0.72 0.96 2.56
LAYER
DESIGN NOTES Shoulder design based on 3% of the mainline ESALs = 74,893. The resulting Sn required for is 2.21
Pavement Design Summary Polk & Pace with new ESALs 08-10-26.xls
FLEXIBLE PAVEMENT DESIGN SUMMARY SHEET
PREPARED BY: FPID NO.: SECTION NO.: TYPE WORK: COUNTY: PROJECT LENGTH: OPENING YEAR: DESIGN YEAR: ESAL DESIGN SN REQUIRED:
David Reed 416537-1 16470 New Construction Polk 6.31 2011 2030 4,193,992 4.13
DATE PREP: STATE ROAD: FROM: TO: BEGIN MP: END MP.: RELIABILTY RESILIENT MODULUS DESIGN SPEED: Pavt. Design Seq. No.
10/26/2008 570 Pace Road I-4 23 24 90% 8,900 70
RECOMMENDED PAVEMENT DESIGN - NEW SOUTHBOUND LANES THICKNESS COEFF FC-5 0.75 0 Asphaltic Concrete Superpave Traffic C 4 0.44 OBG 9 10 0.18 Stabilized Subgrade 12 0.08 Total SN Provided =
SN 0.00 1.76 1.80 0.96 4.52
RECOMMENDED PAVEMENT DESIGN - NEW SOUTHBOUND SHOULDERS LAYER THICKNESS COEFF Asphaltic Concrete Superpave Traffic C 2 0.44 OBG 1 4 0.18 Stabilized Subgrade 12 0.08 Total SN Provided =
SN 0.88 0.72 0.96 2.56
LAYER
DESIGN NOTES Shoulder design based on 3% of the mainline ESALs = 125,820. The resulting Sn required for is 2.36
Pavement Design Summary Polk & Pace with new ESALs 08-10-26.xls
FLEXIBLE PAVEMENT DESIGN SUMMARY SHEET
PREPARED BY: FPID NO.: SECTION NO.: TYPE WORK: COUNTY: PROJECT LENGTH: OPENING YEAR: DESIGN YEAR: ESAL DESIGN* SN REQUIRED:
David Reed 416537-1 16470 New Construction Polk 6.31 2011 2030 499,285 2.89
DATE PREP: STATE ROAD: FROM: TO: BEGIN MP: END MP.: RELIABILTY RESILIENT MODULUS DESIGN SPEED: Pavt. Design Seq. No.
10/26/2008 570 CR 546 Pace Road 18 23 90% 8,900 70
RECOMMENDED PAVEMENT DESIGN - MAINLINE PLAZA RAMPS THICKNESS COEFF FC-5 0.75 0 Asphaltic Concrete Superpave Traffic C 2 0.44 OBG 6 8 0.18 Stabilized Subgrade 12 0.08 Total SN Provided =
SN 0.00 0.88 1.44 0.96 3.28
RECOMMENDED PAVEMENT DESIGN - MAINLINE PLAZA RAMPS SHOULDERS LAYER THICKNESS COEFF Asphaltic Concrete Superpave Traffic C 1.5 0.44 OBG 1 4 0.18 Subgrade Existing 12 0.08 Total SN Provided =
SN 0.66 0.72 0.96 2.34
LAYER
DESIGN NOTES *Ramp ESALS conservatively based on 20% mainline volumes per the "Polk Parkway Eastern Toll Plaza Evaluation Memorandum" provided in March 2008 Shoulder design based on 3% of the mainline ESALs = 74,893. The resulting Sn required for is 2.21
Pavement Design Summary Polk & Pace with new ESALs 08-10-26.xls
FLEXIBLE PAVEMENT DESIGN SUMMARY SHEET
PREPARED BY: FPID NO.: SECTION NO.: TYPE WORK: COUNTY: PROJECT LENGTH: OPENING YEAR: DESIGN YEAR: ESAL DESIGN SN REQUIRED:
David Reed 416537-2 16470 New Construction Polk 6.31 2011 2030 3,332,819 3.97
DATE PREP: STATE ROAD: FROM: TO: BEGIN MP: END MP.: RELIABILTY RESILIENT MODULUS DESIGN SPEED: Pavt. Design Seq. No.
10/26/2008 570 CR 546 I-4 18 24 90% 8,900 55
RECOMMENDED PAVEMENT DESIGN - PACE ROAD NB ON AND SB OFF RAMPS THICKNESS COEFF FC-5 0.75 0 Asphaltic Concrete Superpave Traffic C 3 0.44 OBG 8 9.5 0.18 Stabilized Subgrade 12 0.08 Total SN Provided =
SN 0.00 1.32 1.71 0.96 3.99
RECOMMENDED PAVEMENT DESIGN - RAMP SHOULDERS LAYER THICKNESS COEFF Asphaltic Concrete Superpave Traffic C 1.5 0.44 OBG 1 4 0.18 Subgrade Existing 12 0.08 Total SN Provided =
SN 0.66 0.72 0.96 2.34
LAYER
DESIGN NOTES Shoulder design based on 3% of the mainline ESALs = 99,985. The resulting Sn required for is 2.21
Pavement Design Summary Polk & Pace with new ESALs 08-10-26.xls
FLEXIBLE PAVEMENT DESIGN SUMMARY SHEET
PREPARED BY: FPID NO.: SECTION NO.: TYPE WORK: COUNTY: PROJECT LENGTH: OPENING YEAR: DESIGN YEAR: ESAL DESIGN SN REQUIRED:
David Reed 416537-2 16470 New Construction Polk 6.31 2011 2030 1,562,258 3.63
DATE PREP: STATE ROAD: FROM: TO: BEGIN MP: END MP.: RELIABILTY RESILIENT MODULUS DESIGN SPEED: Pavt. Design Seq. No.
10/26/2008 570 CR 546 I-4 18 24 90% 8,900 55
RECOMMENDED PAVEMENT DESIGN - PACE ROAD SB ON AND NB OFF RAMPS THICKNESS COEFF FC-5 0.75 0 Asphaltic Concrete Superpave Traffic C 3 0.44 OBG 8 9.5 0.18 Stabilized Subgrade 12 0.08 Total SN Provided =
SN 0.00 1.32 1.71 0.96 3.99
RECOMMENDED PAVEMENT DESIGN - RAMP SHOULDERS LAYER THICKNESS COEFF Asphaltic Concrete Superpave Traffic C 1.5 0.44 OBG 1 4 0.18 Subgrade Existing 12 0.08 Total SN Provided =
SN 0.66 0.72 0.96 2.34
LAYER
DESIGN NOTES Shoulder design based on 3% of the mainline ESALs = 46,868. The resulting Sn required for is 2.21
Pavement Design Summary Polk & Pace with new ESALs 08-10-26.xls
FLEXIBLE PAVEMENT DESIGN SUMMARY SHEET
PREPARED BY: FPID NO.: SECTION NO.: TYPE WORK: COUNTY: PROJECT LENGTH: OPENING YEAR: DESIGN YEAR: ESAL DESIGN SN REQUIRED:
LAYER FC-5 Type S Base (Limerock) Subgrade
David Reed 416537-1 16470 Mill and Resurface Polk 6.31 2011 2030 See note below See note below
DATE PREP: STATE ROAD: FROM: TO: BEGIN MP: END MP.: RELIABILTY RESILIENT MODULUS DESIGN SPEED: Pavt. Design Seq. No.
1/27/2009 570 CR 546 Pace Road 18 23 95% See note 1 below 55
EXISTING PAVEMENT DESIGN - TRAVEL LANES (CR 546 RAMPS) THICKNESS COEFF 0.75 0 3 0.25 9.5 0.18 12 0.08 Total SN Provided =
RECOMMENDED RESURFACING PAVEMENT DESIGN - TRAVEL LANES (CR 546 RAMPS) LAYER THICKNESS COEFF Existing Pavement Structure Milling Existing FC-5 0.75 0 Milling Existing Type S 1 -0.25 FC-5 0.75 0.00 Asphaltic Concrete Superpave Traffic C 1 0.44 Total SN Provided =
LAYER Type S Base (limerock) Subgrade Existing
EXISTING PAVEMENT DESIGN - RAMPS SHOULDERS THICKNESS COEFF 1.5 0.25 9.5 0.18 12 0.08 Total SN Provided =
RECOMMENDED RESURFACING PAVEMENT DESIGN - RAMP SHOULDERS LAYER THICKNESS COEFF Existing Shoulder Pavement Structure Milling Existing Type S 1 0.25 Asphaltic Concrete Superpave Traffic C 1 0.44 Total SN Provided =
SN 0.00 0.75 1.71 0.96 3.42
SN 3.42 0.00 -0.25 0.00 0.44 3.61
SN 0.38 1.71 0.96 3.05
SN 3.05 0.25 0.44 3.74
DESIGN NOTES The required structural number (Sn) will need to be developed by the Design/Build firm and the pavement design adjusted as needed.
Pavement Design Summary Polk & Pace with new ESALs 08-10-26.xls
FLEXIBLE PAVEMENT DESIGN SUMMARY SHEET
PREPARED BY: FPID NO.: SECTION NO.: TYPE WORK: COUNTY: PROJECT LENGTH: OPENING YEAR: DESIGN YEAR: ESAL DESIGN SN REQUIRED:
LAYER FC-5 Type S Base (Limerock) Subgrade
David Reed 416537-1 16470 Mill and Resurface Polk 6.31 2011 2030 See note below See note below
DATE PREP: STATE ROAD: FROM: TO: BEGIN MP: END MP.: RELIABILTY RESILIENT MODULUS DESIGN SPEED: Pavt. Design Seq. No.
1/27/2009 570 Pace Road I-4 23 24 95% See note below 55
EXISTING PAVEMENT DESIGN - TRAVEL LANES (I-4 RAMPS) THICKNESS COEFF 0.75 0 3 0.25 9.5 0.18 12 0.08 Total SN Provided =
RECOMMENDED RESURFACING PAVEMENT DESIGN - TRAVEL LANES (I-4 RAMPS) LAYER THICKNESS COEFF Existing Pavement Structure Milling Existing FC-5 0.75 0 Milling Existing Type S 1 -0.25 FC-5 0.75 0.00 Asphaltic Concrete Superpave Traffic C 1 0.44 Total SN Provided =
LAYER Type S Base (limerock) Subgrade Existing
EXISTING PAVEMENT DESIGN - RAMPS SHOULDERS THICKNESS COEFF 1.5 0.25 9.5 0.18 12 0.08 Total SN Provided =
RECOMMENDED RESURFACING PAVEMENT DESIGN - RAMP SHOULDERS LAYER THICKNESS COEFF Existing Shoulder Pavement Structure Milling Existing Type S 1 0.25 Asphaltic Concrete Superpave Traffic C 1 0.44 Total SN Provided =
SN 0.00 0.75 1.71 0.96 3.42
SN 3.42 0.00 -0.25 0.00 0.44 3.61
SN 0.38 1.71 0.96 3.05
SN 3.05 0.25 0.44 3.74
DESIGN NOTES The required structural number (Sn) will need to be developed by the Design/Build firm and the pavement design adjusted as needed.
Pavement Design Summary Polk & Pace with new ESALs 08-10-26.xls
RIGID PAVEMENT DESIGN Project: S.R. 570 – Polk Mainline Widening + Pace Road Interchange Limits: C.R. 546 to Pace Road FPID: 416537-1-52-27
RIGID PAVEMENT DESIGN SUMMARY SHEET Prepared by : Financial Project ID: State Project Number : W.P.I. Number : Fed. Aid Number : County :
Tarik A. Chehab 416537-1-52-27 N/A N/A N/A Polk
Date : SR Number : From MP : To MP : Project Length :
Type of work: Rigid pavement design for toll plaza slab at approximate MP 10.500. ADDITIONAL DATA : Modulus of Subgrade Reaction Year of opening : 2011 (KG) Design year : 2030 Reliability (%) Design speed (MPH): 70 18 KIP ESALD(1) Required Depth (DR) Notes: ESAL Ref: Flexible Pavement Design from Protean, Polk Mainline Resurf MP 18-23
Jan 29, 2009 570 18 23 6.31 miles
200 psi 95 2,496,427 12”
PLAN NOTES: 1)
THE PAVEMENT DESCRIPTION IN THE PLANS SHALL READ: NEW CONSTRUCTION - TOLL PLAZA SLAB Type B Stabilization (LBR 40) (12”) Type SP Structural Course (Traffic Level B) (1”) Asphalt Treated Permeable Base (4”) and Fiber Reinforced Concrete Pavement (12”)
DESIGN NOTES: 1)
Recommended reliability factors can range between 80% to 95% as per RPDM Chapter 3, Table 3.2, Page 3.11.0 for new construction on limited access facilities. A reliability factor of 95% was selected as per the Rigid Pavement Design Guide (RPDG) Section A, A.3.
2)
A design period of 20 years was selected for new construction on this project according to Table 3.1 in the RPDM. Section A, A.3 in the Executive Summary of the RPDG requires a design period of 20 years for new construction, beginning with the first full year after construction is complete.
3)
Required depth for 95% reliability is 9” which was selected from RPDM Table A.11.0, Appendix A. The minimum thickness of pavement slab was set to 12” according to RPDG, Section A, A.4.
4)
Base and subbase determined in RPDG, Section A, A.4 and FDOT Design Standards, Index 505.
5)
RPDM, Chapter 2, 2.2.1, Page 2.5.0, the Modulus of Subgrade Reaction (KG) is 200 psi, for special select soil. Plans will refer to FDOT Design Standards, Index 505.
REFERENCES: FDOT DESIGN STANDARDS, 2006 (Standard Index) FDOT PLANS PREPARATION MANUAL, ENGLISH 2007 (PPM) TURNPIKE ENTERPRISE RIGID PAVEMENT DESIGN GUIDE, 2003 (RPDG) FDOT RIGID PAVEMENT DESIGN MANUAL (RPDM), 2006
This information is submitted for your review and approval. Please advise if you require any additional information.
RIGID PAVEMENT DESIGN Project: S.R. 570 – Polk Mainline Widening + Pace Road Interchange Limits: Pace Road Ramps FPID: 416537-1-52-27
RIGID PAVEMENT DESIGN SUMMARY SHEET Prepared by : Financial Project ID: State Project Number : W.P.I. Number : Fed. Aid Number : County :
Tarik A. Chehab 416537-1-52-27 N/A N/A N/A Polk
Date : SR Number : From MP : To MP : Project Length :
Jan 29, 2009 570 N/A N/A 6.31 miles
Type of work: Rigid pavement design for toll plaza slab at approximate MP 10.500. ADDITIONAL DATA : Modulus of Subgrade Reaction Year of opening : 2011 (KG) 200 psi Design year : 2030 Reliability (%) 95 Design speed (MPH): 55 18 KIP ESALD(1) 666,564 Required Depth (DR) 12” Notes: ESAL Ref: Based on 20% of ESALs data from Flexible Pavement Design from Protean, Pace Road North Ramps PLAN NOTES: 1)
THE PAVEMENT DESCRIPTION IN THE PLANS SHALL READ: NEW CONSTRUCTION - TOLL PLAZA SLAB Type B Stabilization (LBR 40) (12”) Type SP Structural Course (Traffic Level B) (1”) Asphalt Treated Permeable Base (4”) and Fiber Reinforced Concrete Pavement (12”)
DESIGN NOTES: 1)
Recommended reliability factors can range between 80% to 95% as per RPDM Chapter 3, Table 3.2, Page 3.11.0 for new construction on limited access facilities. A reliability factor of 95% was selected as per the Rigid Pavement Design Guide (RPDG) Section A, A.3.
2)
A design period of 20 years was selected for new construction on this project according to Table 3.1 in the RPDM. Section A, A.3 in the Executive Summary of the RPDG requires a design period of 20 years for new construction, beginning with the first full year after construction is complete.
3)
Required depth for 95% reliability is 7” which was selected from RPDM Table A.11.0, Appendix A. The minimum thickness of pavement slab was set to 12” according to RPDG, Section A, A.4.
4)
Base and subbase determined in RPDG, Section A, A.4 and FDOT Design Standards, Index 505.
5)
RPDM, Chapter 2, 2.2.1, Page 2.5.0, the Modulus of Subgrade Reaction (KG) is 200 psi, for special select soil. Plans will refer to FDOT Design Standards, Index 505.
REFERENCES: FDOT DESIGN STANDARDS, 2006 (Standard Index) FDOT PLANS PREPARATION MANUAL, ENGLISH 2007 (PPM) TURNPIKE ENTERPRISE RIGID PAVEMENT DESIGN GUIDE, 2003 (RPDG) FDOT RIGID PAVEMENT DESIGN MANUAL (RPDM), 2006
This information is submitted for your review and approval. Please advise if you require any additional information.
Project Name: Polk Parkway/ Pace Road Project Number: 2007-077 Financial Project No.
416537-1-52-27
Date: 8/7/2008 Calc. By: TAC Subject
Page No.: Checked By: Rigid Pavment Deisgn
No. of Lanes in One Direction
2
Design Speed
55 mph
Opening Year
2011
Ref: Flexible Pavement Design from Protean, Pace Road North Ramps
Deisgn Year
2030
Ref: Flexible Pavement Design from Protean, Pace Road North Ramps
Design Year ESALS
3,332,819
% R (Reliability)
95%
ORT Ramp Lanes Ramp
Ref: Flexible Pavement Design from Protean, Pace Road North Ramps
Based on ESALs figure taken from Flexible Pavement Design from Protean, Pace Road North Ramps Protean, Pace Road North Ramps Ref: Flexible Pavement Design from Protean, Pace Road North Ramps
New Construction 12" Fiber Reinforced Concrete Pavement 4" Asphalt Treated Permeable Base 1" Type SP (Traffic B) 12" Stabilization (Type B)
Project Name: Polk Parkway/ Pace Road Project Number: 2007-077 Financial Project No.
416537-1-52-27
Date: 8/7/2008 Calc. By: TAC Subject
Page No.: Checked By: Rigid Pavment Deisgn
Table A.4 above yields a rigid pavement thicknes 7 in. Per FTE Sept. 2003 RPDG for SunPass Only/Express Lanes the recommended minimum pavement thickness is 12 in. DR= 12 inches
Project Name: Polk Parkway/ Pace Road Project Number: 2007-077 Financial Project No.
Date: 8/7/2008 Calc. By: TAC
416537-1-52-27
Page No.: Checked By:
Subject
Rigid Pavment Deisgn
Dowel Bar Diameter Per 2006 RPDG Table 5.1 1.50 inches From GRFP Manufacturer: Shear Strength GRFP = 38.9 kips (for 1.50" Ø) > Shear Strength of Steel = 35.3 kips
Use conservative dowel bar spacing of 10" O.C. in accordance with FTE Sept. 2003 RPDG for SunPass Only/Express Lanes. Slab Length Per 2006 RPDG Table 5.2
15 feet
Tie Bar Spacing Tie bars shall be #6 GFRP bars in accordance with FTE Sept. 2003 RPDG SunPass Only/Express Lanes and design data noted below. FGFRP AGFRP S B CF W DR
Bar Working Stress 124 Mpa 17985 psi Bar Area 0.458 sq. in. Bar Spacing Distance to free edge 12 ft Coefficient of Friction 1.5 assumed per 2006 FDOT RPDG Unit Weight of Concrete 150 lbf/ft^3 Required Depth of Concrete ft S = (FGFRP x AGFRP) /( B x CF x W x DR) S= 3 feet
Stand. Bar Length
24 inches
OK
FLEXIBLE PAVEMENT DESIGN Project: S.R. 570 – Polk Mainline Widening + Pace Road Interchange Limits: Employee Parking Lot FPID: 416537-1-52-27
FLEXIBLE PAVEMENT DESIGN SUMMARY SHEET NEW CONSTRUCTION Prepared by : Financial Project ID: State Project Number : W.P.I. Number : Fed. Aid Number : County :
Tarik A. Chehab 416537-1-52-27 N/A N/A N/A Polk
Date : SR Number : From MP : To MP : Project Length :
Type of work: Widening of existing highway as well as addition of new on/off ramps. ADDITIONAL DATA : Year of opening : 2011 Resilient Modulus (psi) Design year : 2030 Reliability (%) Design speed (MPH):
