pavement evaluation and design report route 33: eb & …

PAVEMENT EVALUATION AND DESIGN REPORT

Route 33: EB & WB (MP 24.3-29.0)

Manalapan & Freehold Townships, Monmouth County, New Jersey

Report Submitted to:

New Jersey Department of Transportation

1035 Parkway Avenue Trenton, NJ 08625-0600

December 2010

Project Site

Project Site

PAVEMENT EVALUATION AND DESIGN REPORT Route 33: EB & WB (MP 24.3-29.0)

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TABLE OF CONTENTS

Executive Summary ...................................................................................................... ii Part I – Introduction ....................................................................................................... 1 Part II – Scope of Work .................................................................................................. 3 Part III – Results and Recommendations ..................................................................... 6

3.1 Results ................................................................................................................. 6 Mainline Lanes ...................................................................................................... 6 Inside and Outside Shoulders ............................................................................. 7

3.2 Recommendations .......................................................................................... 8 Eastbound and Westbound Route 33 ............................................................... 8 Ramps and Grade-Separated Interchange Crossroads .............................. 11

3.3 Cost Estimate .................................................................................................. 12

Part IV – Disclaimer ..................................................................................................... 13 Tables Figures Distress Photo Log

Core Photo Log

Appendix A: Straight Line Diagrams for Project Area

Appendix B: Pavement Management System Data

Appendix C: Falling Weight Deflectometer Test Results Appendix D: Traffic Data

Appendix E: Pavement Design Calculation Sheets


ii

Executive Summary

Eastbound and westbound Route 33 from MP 24.20-29.00 in the eastbound direction

and from MP 24.30-29.00 in the westbound direction were evaluated in this project and

recommended for pavement restoration. Field testing (i.e., visual survey, GPR testing,

coring, and FWD testing) was performed on such pavement and the results were

considered along with anticipated traffic loadings to provide recommendations for the

restoration of the existing pavement.

Within the project limits the Route 33 lanes and shoulders are almost exclusively

comprised of flexible pavement (short remnants of the original Route 33 roadway

composite pavement exist at the western limits). The general pavement structure and

condition for the lanes can be summarized as follows:

• EB & WB, MP 24.31-27.91: 9 to 11 in. AC • EB & WB, MP 27.91-29.00: 8.5 in. AC • EB, MP 24.20-27.21: “Fair” to “Good” condition; Scattered L/M-block, fatigue, &

transverse cracking, L/M-longitudinal cracking between lanes • EB, MP 27.21-28.88 & WB, MP 24.31-28.88: “Poor” to “Very Poor” condition; Severe

block cracking, fatigue cracking, & longitudinal cracking between lanes • EB & WB, MP 28.88-29.00: “Very Good” condition; L-longitudinal cracking.

The general pavement structure and condition for the shoulders can be summarized as

follows:

• EB: 3 to 5 in. AC; WB: 4 to 5 in. AC • The shoulders are generally in “Fair” to “Good” condition, containing scattered L/M-

transverse, longitudinal, fatigue, and block cracking. The entirety of the Route 33 lanes do not require any structural improvements to attain a

10-year life. However, considering the extensive block and fatigue cracking throughout

the project limits, the following resurfacing is being recommended:

• EB, MP 24.20-27.21 (Lanes & Inside Shoulders): Mill & Replace 3” • EB, MP 27.21-28.88 & WB, MP 24.31-28.88 (Lanes & Inside Shoulders): Mill & Replace 4” • EB, MP 24.20-28.88 & WB, MP 24.31-28.88 (Outside Shoulders): Mill & Replace 2” • EB & WB, MP 28.88-29.00 (Lanes & Inside & Outside Shoulders): Do Nothing


iii

These recommendations are estimated to provide an overall service life of

approximately 17.2 years in the eastbound direction and approximately 18.6 years in

the westbound direction.

Resurfacing recommendations were also provided for the ramps and

overpass/underpass crossroads at grade-separated interchanges.


1

Part I – Introduction

The New Jersey Department of Transportation (NJDOT) retained Advanced

Infrastructure Design, Inc. (AID) to provide technical services pertaining to the

pavement evaluation and design of Route N.J. 33 (hereafter referred to as “Route 33”),

as part of the “Route 33: EB & WB (MP 24.3-29.0)” screening project. As indicated by the

project title, the project limits extend on Route 33 from approximately Milepost (MP) 24.3

to 29.0 in both the eastbound and westbound directions. The project site is located in

Manalapan and Freehold Townships, Monmouth County, New Jersey.

The original limits of this project are indicated above. Based on AID’s pavement

evaluation efforts, the eventual limits for recommended pavement restoration under

this project were slightly adjusted to the locations near the original limits where the

pavement condition noticeably improves (and resurfacing is not currently required).

The adjusted limits of recommended pavement restoration under this project extend

from MP 24.20-28.88 in the eastbound direction and from MP 24.31-28.88 in the

westbound direction.

The intent of AID’s work on this project was to assess the general scope of pavement

restoration work that is appropriate within the project limits. This involved a review of

existing documents as well as pavement testing in the field. The remainder of this report

discusses the scope of work in more detail and provides the results and

recommendations yielded by the pavement evaluation and design efforts.

Within the project limits Route 33 functions as an urban freeway and generally consists

of two lanes, a narrow inside shoulder, and a wide outside shoulder in each direction.

Exceptions include a third acceleration or deceleration that exists in the vicinity of the

interchanges and only one travel lane in each direction in the vicinity of the Halls Mill

Road interchange. For the purposes of this report the innermost lane in each direction

was numbered “1” and the outer lanes were sequentially numbered “2,” “3,” etc.

Furthermore, for the purposes of this report, locations are referenced in terms of


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mileposts, as per the NJDOT 2010 Straight Line Diagrams (see Appendix A).


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Part II – Scope of Work

As part of its pavement evaluation efforts, AID performed the following tasks:

• Reviewed existing documents: This included a review of the available As-Built

plans, NJDOT Pavement Management System (PMS) data, and NJDOT historical

boring records. The As-Built plan data is incorporated into the pavement

structure data in Tables 1a-b and 2a-b for the eastbound and westbound

directions, respectively. The PMS data is included in full in Appendix B and

summarized in Tables 1a and 2a.

• Performed visual pavement condition survey: This included conducting a visual

survey of the existing pavement condition along the Route 33 project length in

accordance with the guidelines in the Strategic Highway Research Program’s

Distress Identification Manual for the Long-Term Pavement Performance Project.

A subjective assessment of the relative overall pavement condition was also

made. All of this information as well as available information on design

constraints (such as curb presence/reveal, barrier curb presence/height/reveal,

guiderail presence, bridge and overpass structures, driveway presence, and

drainage issues) are summarized in Tables 1a-c and 2a-c. A photo log of some of

the distresses observed during the visual survey is provided in this report.

A visual survey of the pavement for the ramps connecting to Route 33 as well as

the overpass/underpass crossroad pavement at grade-separated interchanges

was also conducted to determine the visual condition and scope of treatment

required. A summary of such findings for the ramp and crossroad pavement is

provided in Table 3.

• Performed Ground Penetrating Radar (GPR) testing and analysis: One run of GPR

testing utilizing a 2 GHz air-launched antenna was conducted along each of the

inner two lanes and the outside shoulder in each direction of Route 33. The

testing was conducted along the approximate outer wheel path of the lanes


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and along the centerline of the outside shoulders. Such testing was performed in

accordance with ASTM D 4748: Standard Test Method for Determining the

Thickness of Bound Pavement Layers Using Short-Pulse Radar. The GPR data was

used to determine the variation in thickness of the asphalt concrete (AC) layer.

The variations in estimated AC layer thickness for the lanes and shoulders are

plotted in Figures 1 through 6.

• Performed coring and hand augering: A total of thirty-six (36) cores were

extracted in this project. Samples of the underlying unbound material were

collected via hand augering or grab sampling beneath the bound material.

Table 4 provides a summary of the core results, including the AC thicknesses, the

types and thicknesses of the underlying materials (see “Classification of Unbound

Pavement Materials” appending Table 4), and any pertinent comments (e.g.,

interface depths where core was broken or debonded). A core photo log with

photos of each core is included in this report. The AC layer thicknesses from the

cores are superimposed in the GPR figures (i.e., Figures 1 through 6).

• Performed Falling Weight Deflectometer (FWD) testing and analysis: FWD testing

was conducted in accordance with ASTM D 4694-96(03): Standard Test Method

for Deflections with a Falling-Weight-Type Impulse Load Device and ASTM D

4695-03: Standard Guide for General Pavement Deflection Measurements. This

testing was carried out approximately every 0.05 mi. along Lane 2 of each

direction. Inaccessible areas, where safety and/or traffic flow would be

compromised, were not tested. The FWD testing, which involved applying three

load drops at each test location, was performed to allow for determination of

the various pavement layer moduli, including the subgrade resilient modulus, as

well as the effective structural number. ASTM D 5858-96(03): Standard Guide for

Calculating In Situ Equivalent Elastic Moduli of Pavement Materials Using Layered

Elastic Theory and the AASHTO Guide for Design of Pavement Structures (1993)

were followed for the backcalculation of the pavement parameters. The FWD


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flexible pavement test results are compiled in Appendix C. The average results

by section are included in Tables 1a and 2a.

• Obtained traffic-related inputs for pavement design: NJDOT provided AID with

an intradepartmental NJDOT memorandum dated 9/23/2010 (see Appendix D)

with the one-way Average Daily Traffic (ADT) for base and future years and

percentages of “heavy” and “total” trucks under the headings “Year 2015” and

“Year 2035.” We were subsequently instructed by NJDOT to use the “Year 2035”

data with an initial design year of 2015 for pavement design calculations. It was

assumed that the “heavy” trucks are representative of Federal Highway

Administration (FHWA) Classes 6 through 13 and the total trucks are

representative of FHWA Classes 4 through 13. This information was then used to

determine the percentages of “light” (i.e., FHWA Classes 4 and 5) and “heavy”

(i.e., FHWA Classes 6 through 13) trucks for pavement design purposes. The

current 18-kip equivalent single axle load (ESAL) factors (2009) for the project

limits were obtained from the NJDOT website and are also included in Appendix

D. Table 5 contains a summary of the traffic-related inputs that were used for the

Route 33 pavement design.


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Part III – Results and Recommendations

3.1 Results

Summaries of the pavement evaluation findings for various sections of the eastbound

and westbound Route 33 lanes/outside shoulders are provided in Tables 1a-b and 2a-b,

respectively.

The following is a summary of the pavement evaluation findings:

Mainline Lanes

• The mainline lanes consist of flexible (i.e., AC only) pavement throughout the

project limits with the exception of short sections at the western end of the

project, which consist of composite (i.e., AC over Portland cement concrete

(PCC)) pavement. These composite pavement sections are the remnants of the

original Route 33, which continues as Route 33 Business roughly parallel to the

subject Route 33 freeway. The composite pavement sections include the

eastbound lanes from ~MP 24.20-24.31 and the westbound lanes from ~MP 24.34-

24.40 and consist of 6 in. of AC over 8 in. PCC slabs over 6 in. of Subbase, based

on a lone core and the As-Builts.

• The flexible pavement lanes generally are comprised of the following structure in

both directions:

o MP 24.31-27.91: 9 to 11 in. AC over 12 in. of base/subbase (sand & gravel (natural) with silt)

o MP 27.91-29.00: 8.5 in. AC over 12 in. of base/subbase (sand & gravel (stone) with silt)

• The lanes exhibit 0.25 to 0.50 in. of rutting throughout the project limits and “Fair”

ride quality, based on the PMS data. The following is a summary of the visual

condition:


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o EB, MP 24.20-27.21: “Fair” to “Good” condition; L/M-block cracking, scattered L/M-fatigue & transverse cracking, L/M-longitudinal cracking between lanes

o EB, MP 27.21-28.88 & WB, MP 24.31-28.88: “Poor” to “Very Poor” condition; Severe block cracking, fatigue cracking, & longitudinal cracking between lanes It should be noted that the longitudinal cracking between lanes is widespread and severe (especially in the latter section noted above), such that wide gaps exist along these construction joints with missing asphalt pieces. As such, this condition appears to pose a safety hazard to the motoring public, especially motorcyclists crossing these joints.

o EB & WB, MP 28.88-29.00: “Very Good” condition; L-longitudinal cracking.

• The FWD test results indicate that the pavement is in relatively good structural

condition, as the normalized deflections are generally under 7 to 8 mils.

Backcalculation of the FWD data yielded an average seasonally adjusted

subgrade resilient modulus of 4500 to 5000 psi, indicative of a “Fair” subgrade

quality, which is in line with the boring information on record.

Inside and Outside Shoulders

• Like the lanes, the inside and outside shoulders consist of flexible pavement

throughout the project limits with the exception of short sections at the western

end of the project, which consist of composite pavement. The composite

pavement sections include the eastbound inside shoulder from ~MP 24.26-24.32

and the westbound inside and outside shoulders from ~MP 24.34-24.37 and from

~MP 24.37-24.41. It is assumed that the shoulders consist of a similar composite

pavement structure as to that in the lanes.

• The flexible pavement shoulders generally are comprised of the following

structure:

o EB, MP 24.20-27.91: 3 to 4.5 in. AC over 19 in. of sand & gravel (natural) with silt

o EB, MP 27.91-29.00: 4.75 in. AC over 16 in. of sand & gravel (stone) with silt o WB, MP 24.31-27.91: 4 to 5 in. AC over 19 in. of sand & gravel (natural) with

silt


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o WB, MP 27.91-29.00: 4 to 5 in. AC over 16 in. of sand & gravel (stone) with silt

• The shoulders are generally in “Fair” to “Good” condition, containing scattered

L/M-transverse, longitudinal, fatigue, and block cracking.

3.2 Recommendations

The objective of AID’s pavement design efforts was to determine feasible milling and

overlaying recommendations to obtain a minimum 10-year design life (or acceptably

close thereto) via such an effort. Pavement design calculations were thus performed to

determine the required 10-year overlay thickness and the life provided by appropriate

mill and overlay alternatives. The findings and recommendations are discussed below.

Pavement design calculation sheets for the 10-year overlay requirements and the

preferred alternative recommendations are compiled in Appendix E.

Eastbound and Westbound Route 33

The 10-year overlay requirement (where the initial design year was taken as 2015) with

standard Hot Mix Asphalt (HMA) mixes was calculated for each section of the lanes

within the project limits, based on the AASHTO Guide for Design of Pavement Structures

(1993). The overlay requirements for eastbound and westbound Route 33 are shown in

Tables 1d and 2d, respectively. As shown in these tables, the entirety of the Route 33

lanes within the project limits structurally does not require any additional HMA overlay

thickness to achieve a 10-year service life.

Although no structural improvements are needed, extensive block and fatigue cracking

exist throughout the project limits up to approximately MP 28.88. The eastbound lanes

from MP 27.21-28.88 and the westbound lanes from MP 24.31-28.88 are generally in poor

condition with severe cracking in either or both of the directional lanes. The eastbound

lanes from MP 24.20-27.21 are in better condition with less severe cracking. Both

directions from MP 28.88-29.00 are in very good condition with only low-severity

longitudinal cracking.


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Estimated service lives for a matrix of mill depths and overlay thicknesses are provided

in Tables 1d and 2d. This matrix includes mill depths of 2, 3, and 4 in. and overlay

thicknesses resulting in no raise, a 1 in. raise, and a 2 in. raise.

Based on a review of the cores (i.e., debonding and cracking patterns, condition of the

AC, etc.) and the assessed AC layer thicknesses, it was determined that it would be

appropriate to mill and replace 4 in. of the existing AC layer in the above-noted poor

condition areas of the lanes. 3 in. of mill and replace should be sufficient to restore the

eastbound lanes from MP 24.20-27.21. The 20-year ESAL’s are approximately 4.25 million,

suggesting that HMA 12.5M64 is an appropriate mix for the replacement overlay. No

pavement improvements are needed or recommended at this time from MP 28.88-

29.00. The service lives corresponding to these preferred alternative recommendations

are bolded, shaded, and boxed in Tables 1d and 2d.

As indicated in Tables 1d and 2d, based on the pavement design calculations, the

above mill and overlay recommendations will provide an estimated service life of 20

years throughout most of the project limits west of MP 27.91. East of MP 27.91, where the

AC layer is thinner – approximately 8.5 in. – a 13 to 14 year life can be expected.

Because the inside shoulders are narrow (approximately 5 ft.), it is recommended to

apply the lane recommendations to the adjacent inside shoulders. Considering the

measured AC thickness of the outside shoulders and assuming the inside shoulders are

similar in structure, the 3 to 4 in. of milling in the inside shoulders may also require

removal of unbound material in some areas. Wherever unbound material is

encountered, “Removal of Pavement” and “Excavation, Unclassified” should be used

on an “If & Where Directed” basis in lieu of the milling item.

The outside shoulders are of lane width. It is recommended to resurface these shoulders

by milling and replacing 2 in. of the existing AC.

The service lives provided to the shoulders by section following the above

recommended mill and overlay efforts are shown in Tables 1e and 2e. It can be seen


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that the life of the shoulders varies from approximately 0.9 to 3.8 years. If it is anticipated

that any sections of the shoulders will be subjected to traffic longer than the

anticipated service life during staging, it would be recommended to perform deeper

milling and overlaying in these sections.

It is recommended to perform necessary pavement repairs on an “If and Where

Directed” basis in conjunction with the milling and overlaying operation (following

milling and prior to overlay). Such repairs include “Sealing of Cracks in Hot Mix Asphalt

Surface Course” and “Hot Mix Asphalt Pavement Repair” in the flexible pavement

areas. The following recommendations apply to Route 33:

EB, MP 24.20-27.21 (Lanes & Inside Shoulders) • Mill 3 in. • Perform Necessary Pre-Overlay Repairs (noted above) • Place 3 in. Hot Mix Asphalt 12.5M64 Surface Course

EB, MP 27.21-28.88 & WB, MP 24.31-28.88 (Lanes & Inside Shoulders) • Mill 4 in. • Perform Necessary Pre-Overlay Repairs (noted above) • Place 2 in. Hot Mix Asphalt 12.5M64 Surface Course • Place 2 in. Hot Mix Asphalt 12.5M64 Intermediate Course

EB, MP 24.20-28.88 & WB, MP 24.31-28.88 (Outside Shoulders) • Mill 2 in. • Perform Necessary Pre-Overlay Repairs (noted above) • Place 2 in. Hot Mix Asphalt 12.5M64 Surface Course EB & WB, MP 28.88-29.00 (Lanes & Inside & Outside Shoulders) • Do Nothing

As evidenced by the current deteriorated condition of the longitudinal construction

joints, it is critical that Polymerized Joint Adhesive be properly applied to any such joints

created in the newly resurfaced pavement.

A schematic of the recommendations, including the corresponding estimated service

life by segment, is provided in Table 6. A cost estimate considering the above

recommendations is discussed in Section 3.3.


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The above recommendations are estimated to provide an overall service life of

approximately 17.2 years in the eastbound direction and approximately 18.6 years in

the westbound direction.

It is believed that the prescribed recommendations can be implemented throughout

the project length, as there is no resulting increase in vertical profile.

Ramps and Grade-Separated Interchange Crossroads

Table 3 provides a summary of the recommended treatment for ramps connecting to

Route 33 as well as the overpass/underpass crossroad pavement at grade-separated

interchanges. Based on the existing visual condition and consideration of the

pavement structure based on the As-Builts, the ramps and crossroads were

recommended for either “resurfacing,” “deep resurfacing,” or nothing, as shown in

Table 3. The following recommendations apply for “resurfacing” and “deep

resurfacing”:

Resurfacing • Mill 2 in. • Perform Necessary Pre-Overlay Repairs (noted below) • Place 2 in. Hot Mix Asphalt 12.5M64 Surface Course Deep Resurfacing • Mill 3 in. • Perform Necessary Pre-Overlay Repairs (noted below) • Place 2 in. Hot Mix Asphalt 12.5M64 Surface Course • Place 2 in. Hot Mix Asphalt 12.5M64 Intermediate Course

For the ramps and crossroads being resurfaced, it is recommended to perform

necessary pavement repairs on an “If and Where Directed” basis in conjunction with

the milling and overlaying operation. Such repairs include “Sealing of Cracks in Hot Mix

Asphalt Surface Course” and “Hot Mix Asphalt Pavement Repair.” These repairs are also

recommended for any ramps that will not be resurfaced.


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3.3 Cost Estimate

A cost estimate of the pavement-related work for the recommended pavement

restoration efforts has been prepared. Costs associated with additional roadway

improvements that may result from roadway profile change, realignment, widening,

traffic signals, right-of-way, etc. during the design development phase of the project

were not considered in these cost estimates. The unit costs utilized for this cost estimate

were compiled from various sources, including a review of recent construction bid

tabulations and reports, discussion with NJDOT personnel and industry representatives,

and the experience of AID staff. Pay item quantities have been estimated based on the

general project geometry.

A summary of the cost estimate can be found in Table 7. The approximate cost of

pavement-related work is approximately $4.15 million.


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Part IV – Disclaimer

AID has used reasonable care and professional judgment in the performance of its

services for this project. The GPR testing was performed using state-of-the-art

equipment, and the results were analyzed utilizing the GPR manufacturer’s software.

GPR testing is a non-destructive type of testing that permits the collection of pavement

layer thickness and composition information relatively quickly, unobtrusively, and

inexpensively in comparison with conventional coring methods. It should be

understood, however, that the accuracy of the GPR test results is inherently affected by

such factors as: surface condition, electrical conductivity of the ground,

electromagnetic noise in the testing environment from devices using a frequency near

the GPR operating frequency, water in the pavement layers, obstacles in the GPR

vehicle’s path, attenuation of the GPR signal, and the depth of radar penetration. This

should be kept in mind when considering the GPR test results presented in this report.


Tables

Table 1a. SUMMARY OF EVALUATION FINDINGS BY SECTION FOR EASTBOUND MAINLINE LANE PAVEMENT

D1A

(in.)E1A

(ksi)a1

D1C

(in.)E1C

(ksi)D2

(in.)E2

(ksi)a2

D3

(in.)E3

(ksi)a3

MR

(psi)k

(psi/in.)

Skid Value

(SN40R)

IRI(in./mi.) SDI

Avg. Rut

Depth(in.)

033 E 24.20 25.36 11.00 1,237 NA --- --- 12.00 39 NA --- --- --- 5,138 NA 5.7 6.57M-Block Cracking; Scattered M-Fatigue

Cracking; M-Longitudinal Cracking between Lanes; M-Transverse Cracking; Scattered

Potholes & Patches

--- 114 0.58 0.32 Fair Fair

033 E 25.36 27.21 9.00 845 NA --- --- 12.00 38 NA --- --- --- 4,918 NA 8.2 5.10L/M-Longitudinal Cracking between Lanes;

Scattered L/M-Transverse Cracking; Scattered L/M-Fatigue Cracking; Cracks Are Sealed in

Some Locations; Minor Rutting

--- 112 3.30 0.15 Good Fair

033 E 27.21 27.54 10.50 1,063 NA --- --- 12.00 40 NA --- --- --- 4,757 NA 6.9 5.91 H-Block Cracking; Scattered M-Fatigue Cracking; Scattered Patches & Potholes --- 145 0.37 0.28 Poor Fair

033 E 27.54 27.91 10.50 1,155 NA --- --- 12.00 38 NA --- --- --- 4,928 NA 6.4 6.09 H-Block Cracking; Scattered M-Fatigue Cracking; Scattered Patches & Potholes --- 165 2.20 0.28 Poor Fair

033 E 27.91 28.88 8.50 914 NA --- --- 12.00 37 NA --- --- --- 4,528 NA 8.6 5.00 H-Block Cracking; H-Fatigue Cracking; Scattered Patches & Potholes --- 172 0.40 0.42 Very Poor Deficient

033 E 28.88 29.00 8.50 NT 0.44 --- --- 12.00 NT 0.12 --- --- --- 4,500 NA NT 5.18 L-Longitudinal Cracking --- 84 3.53 0.31 Very Good Good

Table 1b. SUMMARY OF EVALUATION FINDINGS BY SECTION FOR EASTBOUND SHOULDER PAVEMENT

D1A

(in.)E1A

(ksi)a1

D1C

(in.)E1C

(ksi)D2

(in.)E2

(ksi)a2

D3

(in.)E3

(ksi)a3

MR

(psi)k

(psi/in.)

Skid Value

(SN40R)

IRI(in./mi.) SDI

Avg. Rut

Depth(in.)

033 E 24.20 24.35 3.50 NT 0.38 --- --- 19.00 NT 0.11 --- --- --- 4,500 NA NT 3.42 M-Longitudinal & Transverse Cracking; Scattered M-Fatigue Cracking --- --- --- --- Fair Fair

033 E 24.35 25.36 4.50 NT 0.40 --- --- 19.00 NT 0.11 --- --- --- 4,500 NA NT 3.89 L/M-Longitudinal & Transverse Cracking; Scattered Patches & Potholes --- --- --- --- Good Fair

033 E 25.36 25.87 3.50 NT 0.40 --- --- 19.00 NT 0.11 --- --- --- 4,500 NA NT 3.49 Scattered L/M-Transverse Cracking --- --- --- --- Good Fair

033 E 25.87 27.21 3.00 NT 0.40 --- --- 19.00 NT 0.11 --- --- --- 4,500 NA NT 3.29 L/M-Longitudinal & Transverse Cracking; Scattered Patches & Potholes --- --- --- --- Good Fair

033 E 27.21 27.54 4.00 NT 0.38 --- --- 19.00 NT 0.11 --- --- --- 4,500 NA NT 3.61M-Block Cracking; L/M-Longitudinal &

Transverse Cracking; Scattered L/M-Fatigue Cracking; Scattered Patches & Potholes

--- --- --- --- Fair Fair

033 E 27.54 27.91 4.00 NT 0.38 --- --- 19.00 NT 0.11 --- --- --- 4,500 NA NT 3.61M-Block Cracking; L/M-Longitudinal &

Transverse Cracking; Scattered L/M-Fatigue Cracking; Scattered Patches & Potholes

--- --- --- --- Fair Fair

033 E 27.91 28.88 4.75 NT 0.38 --- --- 16.00 NT 0.11 --- --- --- 4,500 NA NT 3.57L/M-Longitudinal & Transverse Cracking;

Scattered L/M-Fatigue Cracking; Scattered Patches & Potholes

--- --- --- --- Fair Fair

033 E 28.88 29.00 4.75 NT 0.40 --- --- 16.00 NT 0.11 --- --- --- 4,500 NA NT 3.66 L-Longitudinal Cracking --- --- --- --- Very Good Good

Notes:

2) NT = No Falling Weight Deflectometer Testing was performed.

3) L = Low Severity, M = Medium Severity, H = High Severity; Distresses correspond to types and severities defined in SHRP's Distress Identification Manual for the Long-Term Pavement Performance Program (June 2003)

4) Overall Pavement Condition has been subjectively evaluated as either Very Good, Good, Fair, Poor, or Very Poor.

5) Ride Quality has been evaluated as either Excellent, Good, Fair, or Deficient.

6) The eastbound lanes are believed to consist of composite pavement from approximately MP 24.20 to 24.31, while the eastbound inside shoulder is believed to consist of composite pavement from approximately MP 24.26 to 24.32. Limited core and As-Built data indicate the composite pavement consists of 6 in. AC/8 in. PCC/6 in. Subbase.

Table 1c. SUMMARY OF DESIGN CONSTRAINTS FOR EASTBOUND PAVEMENT

Drainage Issues

Overpasses/BridgesOverpasses: MP's 24.68, 25.68, 26.59, 28.24, 29.04Bridges (AC surface): MP's 26.23, 27.34, 28.09, 28.55Bridges (PCC surface): MP's 27.50-27.57, 27.67-27.71

None

None

Driveways None

None

Inside Shoulder: MP's 24.32-24.36, 24.65-24.72, 25.54-25.81, 26.56-26.76, 27.41-27.86, 28.22-28.28, 28.82-28.86Outside Shoulder: MP's 24.29-24.35, 24.88-24.92, 25.54-25.56, 26.76-26.80, 27.29-27.83, 28.06-28.19, 28.51-28.56, 28.83-28.84Guiderail Limits

Barrier Curb Limits/Height/Reveal

Inside & Outside Shoulders(see Note 6)

Curb Limits/Reveal

Feature

Subbase

BeginMP

EndMP

Comments

1) AC = Asphalt Concrete, PCC = Portland Cement Concrete

Roadway

Inside & Outside Shoulders


AC




PCC

Overall Pavement Condition

Ride Quality

PMS DataBase

Subbase

Predominant DistressesSNeff

SubgradeOverall

Pavement Condition

PMS DataBase

FWD Basin/

MidslabD0

(mils)

Ride Quality

Direction Predominant Distresses

AC

SNeff

SubgradePCC FWD Basin/

MidslabD0

(mils)


Flexible Pavement:Lanes 1, 2 and 3

(where exist)

Flexible Pavement:Lane 1 and 2(where exist)

Direction



(where exist)

Roadway

Flexible Pavement:Lanes 1 and 2(see Note 6)

BeginMP Section

Flexible Pavement:Lane 1

Section


(where exist)

EndMP

Table 1d. SUMMARY OF DESIGN FINDINGS BY SECTION FOR EASTBOUND MAINLINE LANE PAVEMENT

FD(SY)

PD(SY) 2" HMA 3" HMA 4" HMA 3" HMA 4" HMA 5" HMA 4" HMA 5" HMA 6" HMA

033 E 24.20 25.36 0.00 NA NA 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0

033 E 25.36 27.21 0.00 NA NA 15.8 20.0 20.0 16.1 20.0 20.0 16.4 20.0 20.0

033 E 27.21 27.54 0.00 NA NA 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0

033 E 27.54 27.91 0.00 NA NA 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0

033 E 27.91 28.88 0.00 NA NA 13.7 20.0 20.0 13.7 20.0 20.0 13.7 20.0 20.0

033 E 28.88 29.00 0.00 NA NA 16.7 20.0 20.0 16.7 20.0 20.0 16.7 20.0 20.0

Table 1e. SUMMARY OF DESIGN FINDINGS BY SECTION FOR EASTBOUND SHOULDER PAVEMENT

FD(SY)


033 E 24.20 24.35 NA NA NA 1.3 --- --- 1.4 --- --- --- --- ---

033 E 24.35 25.36 NA NA NA 2.6 --- --- 2.7 --- --- --- --- ---

033 E 25.36 25.87 NA NA NA 1.3 --- --- 1.4 --- --- --- --- ---

033 E 25.87 27.21 NA NA NA 0.9 --- --- 1.0 --- --- --- --- ---

033 E 27.21 27.54 NA NA NA 1.7 --- --- --- --- --- 2.1 --- ---

033 E 27.54 27.91 NA NA NA 2.1 --- --- --- --- --- 2.6 --- ---

033 E 27.91 28.88 NA NA NA 2.0 --- --- --- --- --- 2.4 --- ---

033 E 28.88 29.00 NA NA NA --- --- --- --- --- --- --- --- ---

Notes:

2) FD = Full Depth Concrete Pavement Repair, PD = Partial Depth Concrete Repair

1) HMA = Hot Mix Asphalt, DGA = Dense-Graded Aggregate Base Course

3) The eastbound lanes are believed to consist of composite pavement from approximately MP 24.20 to 24.31, while the eastbound inside shoulder is believed to consist of composite pavement from approximately MP 24.26 to 24.32. Limited core and As-Built data indicate the composite pavement consists of 6 in. AC/8 in. PCC/6 in. Subbase.

20-YearReconstruction

Box

Mill 2" & Overlay with:10-YearOverlay (HMA) Requirement

(in.)



10 in. HMAover

8 in. DGA







Roadway Direction BeginMP

EndMP Section

20-YearReconstruction

Box

Mill 4" & Overlay with:

Expected Service Life(years)


SectionMill 3" & Overlay with:

Mill 3" & Overlay with:Required Repairs


Flexible Pavement:Lanes 1 and 2(see Note 3)

10 in. HMAover

8 in. DGA


(where exist)


(where exist)


(where exist)

Flexible Pavement:Lane 1 and 2(where exist)

10-YearOverlay (HMA) Requirement

(in.)

Required Repairs


EndMP



Table 2a. SUMMARY OF EVALUATION FINDINGS BY SECTION FOR WESTBOUND MAINLINE LANE PAVEMENT

D1A

(in.)E1A

(ksi)a1

D1C

(in.)E1C

(ksi)D2

(in.)E2

(ksi)a2

D3

(in.)E3

(ksi)a3

MR

(psi)k

(psi/in.)

Skid Value

(SN40R)

IRI(in./mi.) SDI

Avg. Rut

Depth(in.)

033 W 24.31 24.84 10.50 790 NA --- --- 12.00 40 NA --- --- --- 5,139 NA 6.7 5.79

M-Fatigue Cracking; Isolated H-Fatigue Cracking; M-Block Cracking; M/H-Longitudina

Cracking between Lanes; M-Longitudinal Cracking; Patches; Scattered Potholes

--- 114 0.11 0.28 Poor Fair

033 W 24.84 25.76 9.75 554 NA --- --- 12.00 40 NA --- --- --- 5,606 NA 8.3 5.02


Cracking between Lanes; M-Longitudinal Cracking; Patches; Scattered Potholes

--- 106 0.10 0.30 Poor Fair

033 W 25.76 26.55 11.00 1,190 NA --- --- 12.00 39 NA --- --- --- 4,889 NA 6.1 6.34


Cracking between Lanes; M-Transverse Cracking; Patches; Scattered Potholes

--- 120 0.13 0.28 Poor Fair

033 W 26.55 26.99 10.00 982 NA --- --- 12.00 37 NA --- --- --- 4,362 NA 7.0 5.77 M/H-Fatigue Cracking; M/H-Longitudinal Cracking; M-Transverse Cracking --- 145 0.15 0.27 Poor Fair

033 W 26.99 27.54 10.50 1,260 NA --- --- 12.00 37 NA --- --- --- 5,036 NA 5.5 6.54M-Fatigue Cracking; L/M-Block Cracking; M/H-

Longitudinal Cracking between Lanes; Scattered M/H-Transverse Cracking; Patches;

Scattered Potholes

--- 125 0.30 0.27 Poor Fair

033 W 27.54 27.91 10.50 1,500 NA --- --- 12.00 30 NA --- --- --- 4,809 NA 4.3 7.58M-Fatigue Cracking; L/M-Block Cracking; M/H-

Longitudinal Cracking between Lanes; Scattered M/H-Transverse Cracking; Patches;

Scattered Potholes

--- 148 0.70 0.28 Poor Fair

033 W 27.91 28.88 8.50 994 NA --- --- 12.00 37 NA --- --- --- 4,262 NA 8.2 5.10

M/H-Fatigue Cracking; M/H-Block Cracking; M/H-Longitudinal Cracking between Lanes; Transverse Cracking; Patches; Scattered

Potholes

--- 169 1.72 0.42 Very Poor Fair

033 W 28.88 29.00 8.50 NT 0.44 --- --- 12.00 NT 0.13 --- --- --- 4,500 NA NT 5.30 L-Longitudinal Cracking --- 112 2.53 0.31 Very Good Fair

Table 2b. SUMMARY OF EVALUATION FINDINGS BY SECTION FOR WESTBOUND SHOULDER PAVEMENT

D1A

(in.)E1A

(ksi)a1

D1C

(in.)E1C

(ksi)D2

(in.)E2

(ksi)a2

D3

(in.)E3

(ksi)a3

MR

(psi)k

(psi/in.)

Skid Value

(SN40R)

IRI(in./mi.) SDI

Avg. Rut

Depth(in.)

033 W 24.31 24.94 4.00 NT 0.40 --- --- 19.00 NT 0.11 --- --- --- 4,500 NA NT 3.69L/M-Longitudinal Cracking between Lanes;

L/M-Transverse Cracking; Scattered Patches & Potholes

--- --- --- --- Good Fair

033 W 24.94 26.79 4.00 NT 0.38 --- --- 19.00 NT 0.11 --- --- --- 4,500 NA NT 3.61L/M-Longitudinal Cracking between Lanes; L/M-Longitudinal & Transverse Cracking;

Scattered Patches & Potholes--- --- --- --- Fair Fair

033 W 26.79 27.43 5.00 NT 0.38 --- --- 19.00 NT 0.11 --- --- --- 4,500 NA NT 3.99L/M-Longitudinal Cracking between Lanes;

L/M-Transverse Cracking; Scattered Patches & Potholes

--- --- --- --- Fair Fair

033 W 27.43 28.88 4.00 NT 0.38 --- --- 16.00 NT 0.11 --- --- --- 4,500 NA NT 3.28L/M-Longitudinal Cracking between Lanes; L/M-Transverse Cracking; Scattered L/M-

Fatigue Cracking; M-Edge Cracking--- --- --- --- Fair Fair

033 W 28.88 29.00 5.00 NT 0.40 --- --- 16.00 NT 0.11 --- --- --- 4,500 NA NT 3.76 L-Longitudinal Cracking --- --- --- --- Very Good Good

Notes:

2) NT = No Falling Weight Deflectometer Testing was performed.


4) Overall Pavement Condition has been subjectively evaluated as either Very Good, Good, Fair, Poor, or Very Poor.

5) Ride Quality has been evaluated as either Excellent, Good, Fair, or Deficient.

Table 2c. SUMMARY OF DESIGN CONSTRAINTS FOR WESTBOUND PAVEMENT

PMS DataOverall

Pavement Condition

Ride Quality

Flexible Pavement:Lanes 1, 2 & 3(where exist)

FWD Basin/

MidslabD0

(mils)




Predominant Distresses

Flexible Pavement:Lanes 1 & 2(see Note 6)

Drainage Issues None

Barrier Curb Limits/Height/Reveal None

Guiderail Limits

Overpasses: MP's 24.68, 25.68, 26.59, 28.24, 29.04Bridges (AC surface): MP's 26.23, 27.34, 28.09, 28.55Bridges (PCC surface): MP's 27.50-27.57, 27.67-27.71

Driveways None

Overpasses/Bridges

Inside Shoulder: MP's 24.65-24.71, 25.55-25.81, 26.56-26.75, 27.42-27.73, 28.20-28.26, 28.81-29.04Outside Shoulder: MP's 24.90-24.94, 25.56-25.62, 25.78-25.97, 26.23-26.27, 26.72-26.81, 27.34-27.41, 27.46-27.73, 27.84-27.86, 28.24-28.33, 28.54-28.59

Curb Limits/Reveal None

PCC

Section


PMS DataOverall

Pavement Condition

Ride Quality

EndMP


Base


Predominant DistressesRoadway Direction BeginMP

Comments



AC

Feature


FWD Basin/

MidslabD0

(mils)

Subbase Subgrade

SNeff

6) The westbound lanes are believed to consist of composite pavement from approximately MP 24.34 to 24.40, while the westbound inside and outside shoulders are believed to consist of composite pavement from approximately MP 24.34 to 24.37 and from approximately MP 24.37 to 24.41, respectively. Limited core and As-Built data indicate the composite pavement consists of 6 in. AC/8 in. PCC/6 in. Subbase.

SNeff

AC Base Subbase

Section

Subgrade




PCC


EndMP

Table 2d. SUMMARY OF DESIGN FINDINGS BY SECTION FOR WESTBOUND MAINLINE LANE PAVEMENT

FD(SY)


033 W 24.31 24.84 0.00 NA NA 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0

033 W 24.84 25.76 0.00 NA NA 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0

033 W 25.76 26.55 0.00 NA NA 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0

033 W 26.55 26.99 0.00 NA NA 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0

033 W 26.99 27.54 0.00 NA NA 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0

033 W 27.54 27.91 0.00 NA NA 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0

033 W 27.91 28.88 0.00 NA NA 13.6 20.0 20.0 13.6 20.0 20.0 13.6 20.0 20.0

033 W 28.88 29.00 0.00 NA NA 19.3 20.0 20.0 19.3 20.0 20.0 19.3 20.0 20.0

Table 2e. SUMMARY OF DESIGN FINDINGS BY SECTION FOR WESTBOUND SHOULDER PAVEMENT

FD(SY)


033 W 24.31 24.94 NA NA NA 1.9 --- --- --- --- --- 2.1 --- ---

033 W 24.94 26.79 NA NA NA 1.7 --- --- --- --- --- 2.1 --- ---

033 W 26.79 27.43 NA NA NA 3.2 --- --- --- --- --- 3.8 --- ---

033 W 27.43 28.88 NA NA NA 1.2 --- --- --- --- --- 1.5 --- ---

033 W 28.88 29.00 NA NA NA --- --- --- --- --- --- --- --- ---

Notes:

2) FD = Full Depth Concrete Pavement Repair, PD = Partial Depth Concrete Repair


(in.)

Required Repairs

6) The westbound lanes are believed to consist of composite pavement from approximately MP 24.34 to 24.40, while the westbound inside and outside shoulders are believed to consist of composite pavement from approximately MP 24.34 to 24.37 and from approximately MP 24.37 to 24.41, respectively. Limited core and As-Built data indicate the composite pavement consists of 6 in. AC/8 in. PCC/6 in. Subbase.


20-YearReconstruction Box

Mill 2" & Overlay with: Mill 3" & Overlay with: Mill 4" & Overlay with:






EndMP


20-YearReconstruction Box

Mill 2" & Overlay with: Mill 3" & Overlay with: Mill 4" & Overlay with:

Flexible Pavement:Lanes 1 & 2(see Note 3)





EndMP Section

10 in. HMAover

8 in. DGA

1) HMA = Hot Mix Asphalt, DGA = Dense-Graded Aggregate Base Course

Required Repairs







(in.)

10 in. HMAover

8 in. DGA

Section

TABLE 3. SUMMARY OF FINDINGS FOR RAMP AND GRADE-SEPARATED INTERCHANGE CROSSROAD PAVEMENT

FD(SY)

PD(SY)

E A102560 To S Wemrock Road AC M-Fatigue Cracking; M-Transverse and Longitudinal Cracking NA NA Fair Resurfacing

E B102570 From S Wemrock Road AC Scattered L/M-Fatigue Cracking NA NA Fair

None(Resurfacing Recommended If

Resurface Other Ramps)

W X102580 To N Wemrock Road AC M-Fatigue Cracking; M-Block Cracking; Scattered Patches & Potholes NA NA Poor Deep Resurfacing

W Y102570 From N Wermrock Road AC M-Fatigue Cracking; M-Block Cracking NA NA Poor Deep Resurfacing

E & W AC M/H-Block Cracking; M-Fatigue Cracking NA NA Poor Deep Resurfacing

E B102650 From S CR-537 ACScattered L/M-Fatigue Cracking;

Scattered L/M-Transverse Cracking; Isolated Potholes

NA NA Fair Resurfacing

E A102660 To N CR-537 ACL/M-Transverse & Longitudinal

Cracking; Scattered L/M-Fatigue Cracking


E B102680 From N CR-537 AC Scattered L/M-Fatigue Cracking; Scattered L/M-Block Cracking NA NA Fair Resurfacing

W Y102630 From S CR-537 AC M/H-Block Cracking; M/H-Longitudinal Cracking; Scattered Patches & Potholes NA NA Poor Deep Resurfacing

W X102650 To S CR-537 AC M-Block Cracking; M-Transverse Cracking; Scattered Patching NA NA Poor Deep Resurfacing

M Block Cracking M Trans erse

Roadway Direction MP RampNumber

Connecting Roadway Straight Line Diagram

Overpass: Wemrock Road

Predominant DistressesRequired Repairs Overall

Pavement Condition

Resurfacing or Reconstruction

Required?

AC/PCCSurface

25.68

26.59

033

033

W X102670 To N CR-537 AC M-Block Cracking; M-Transverse Cracking; Scattered Patching NA NA Poor Deep Resurfacing

E & W ACL-Longitudinal Cracking between Lanes;

L/M-Transverse Cracking; Isolated Patches

NA NA Fair None

E Y111270 To S US-9 AC L/M-Fatigue Cracking; L/M-Transverse Cracking NA NA Fair Deep Resurfacing

W Y111290 To S US-9 AC M/H-Block Cracking; M-Fatigue Cracking NA NA Poor Deep Resurfacing

E & W AC L-Longitudinal Cracking between Lanes; Rutting (<0.25") NA NA Fair None

E & W ACM-Longitudinal Cracking between

Lanes; M/H- Transverse Cracking; L/M-Fatigue Cracking

NA NA Poor None

Underpass: S US-9

Underpass: N US-9

Overpass: CR-537

033 27.54

TABLE 3. SUMMARY OF FINDINGS FOR RAMP AND GRADE-SEPARATED INTERCHANGE CROSSROAD PAVEMENT

FD(SY)

PD(SY)

Roadway Direction MP RampNumber

Connecting Roadway Straight Line DiagramPredominant Distresses

Required Repairs Overall Pavement Condition

Resurfacing or Reconstruction

Required?

AC/PCCSurface

E B102770 From S NJ-79 AC Ramp Abandoned NA NA NA NA

E B102780 From N NJ-79 AC M-Longitudinal Cracking; Scattered L/M-Fatigue Cracking NA NA Fair Resurfacing

E B202780 From W Willowbrook Road AC M-Transverse & Longitudinal Cracking;

Scattered L/M-Fatigue Cracking NA NA Fair Resurfacing

W Y202770 From S NJ-79 AC M-Fatigue Cracking; M-Transverse Cracking NA NA Poor Deep Resurfacing

W Y102770 From N NJ-79 AC M/H-Block Cracking; M-Fatigue Cracking NA NA Poor Deep Resurfacing

W X102790 To N NJ-79 AC M/H-Block Cracking NA NA Poor Deep Resurfacing

E & W ACM-Fatigue Cracking; L/M-Longitudinal Cracking

between lanes; L-Transverse Cracking; Isolated H-Fatigue Cracking

NA NA Poor Deep Resurfacing

E A102880 To S Halls Mill Road AC M-Fatigue Cracking; M-Edge Cracking; L/M-Transverse Cracking


E B102890 From S Halls Mill Road

AC M-Fatigue Cracking; M-Edge Cracking; L/M-Longitudinal Cracking


E A102910 To N Halls Mill Road AC M-Fatigue Cracking; M-Edge Cracking; L/M-Transverse Cracking; Isolated Potholes NA NA Fair Resurfacing

E B102920 From N Halls Mill Road

AC M-Fatigue Cracking; M-Edge Cracking; L/M-Longitudinal Cracking


W Y102880 From S Halls Mill Road

AC L/M-Fatigue Cracking; L/M-Transverse & Fatigue Cracking


W X102890 To S Halls Mill Road AC L/M-Fatigue Cracking; Isolated Potholes NA NA Fair Resurfacing

W Y102910 From N Halls Mill Road

AC M-Fatigue Cracking; L/M-Transverse Cracking


W X202920 To W Oakerson Road AC M-Fatigue Cracking; L/M-Transverse NA NA Fair Resurfacing

Underpass: NJ-79

033 27.69

033 29.04

W X202920 To W Oakerson Road AC M Fatigue Cracking; L/M Transverse Cracking


W X102920 To E Oakerson Road AC Isolated L/M-Fatigue Cracking NA NA GoodNone

(Resurfacing Recommended If Resurface Other Ramps)

E & W AC M-Block Cracking; M-Longitudinal Cracking between Lanes; M-Transverse Cracking NA NA Poor Resurfacing

Notes:

Overpass: Halls Mill Road

3) FD = Full Depth Concrete Pavement Repair, PD = Partial Depth Concrete Repair4) Overall Pavement Condition has been subjectively evaluated as either Very Good, Good, Fair, Poor, or Very Poor.



Table 4. Core Results

Core No. Roadway Direction Lane Milepost Offset

(ft.)

ACThickness

(in.)

PCCThickness

(in.)Underlying Layers Core Description

1 Route 33 Eastbound 2 24.22 10 6.00 7.75 SD w/Fn GVL (SE) AC not bonded to PCC; Rebar at 3.5 in. depth in PCC

2 Route 33 Eastbound 2 24.50 10 12.75 --- SD & Fn GVL w/Silt Crack propagated 2 in. from top of AC

3 Route 33 Eastbound Outside Shoulder 24.50 7 3.75 --- SD & Fn GVL w/Silt AC was broken into 2 pieces with interface

depth of 1.75 in.

4 Route 33 Eastbound 2 24.93 10 11.00 ---

0-6": SD & Fn GVL w/Silt & Clay6-12": SD & Fn GVL w/Silt & Clay12-18": SD w/Fn GVL, Silt, & Clay18-24": SD w/Fn GVL, Silt, & Clay

5 Route 33 Eastbound 2 25.21 9 11.00 ---

0-6": SD w/Fn GVL & Silt6-12": SD w/Fn GVL, Silt, & Clay12-18": SD w/Fn GVL, Silt, & Clay18-24": SD w/Fn GVL, Silt, & Clay

6 Route 33 Eastbound 3 25.48 6 9.00 --- SD w/Fn GVL Crack propagated 2.5 in. from top of AC

7 Route 33 Eastbound Outside Shoulder 25.48 6 4.00 ----

0-6": SD & Fn GVL w/Silt6-12": SD & Fn GVL w/Silt12-18": SD & Fn GVL w/Silt18-24": SD w/Fn GVL & Silt

Crack propagated 1 in. from bottom of AC

8 Route 33 Eastbound 2 26.01 7 8.50 ----

0-6": SD & Fn GVL w/Silt & Clay6-12": SD & Fn GVL w/Silt & Clay12-18": SD w/Fn GVL, Silt, & Clay18-24": SD w/Fn GVL, Silt, & Clay

Crack propagated throughout AC; AC was broken into 2 pieces with interface depth of

5 in.

9 Route 33 Eastbound 2 26.31 9 9.00 ---- SD & Fn GVL w/Silt

10 Route 33 Eastbound Outside Shoulder 26.31 7 2.25 ---

0-6": SD w/Fn GVL & Silt6-12": SD & Fn GVL w/Silt12-18": SD w/Fn GVL & Silt18-24": SD w/Fn GVL



(ft.)

ACThickness

(in.)

PCCThickness


11 Route 33 Eastbound 2 26.91 10 10.00 ---- SD & Fn GVL w/Silt & ClayCrack propagated 2.75 in. from top of AC; AC was broken into 2 pieces with interface

depth of 7.5 in.

12 Route 33 Eastbound 2 27.45 7 10.75 ----

0-6": SD w/Fn GVL, Silt, & Clay6-12": SD w/Fn GVL, Silt, & Clay12-18": SD w/Fn GVL, Silt, & Clay18-24": SD w/Fn GVL & Silt

Crack propagated throughout AC; AC was broken into 3 pieces with interface depths

of 1.75 in. & 5.25 in.; AC is severely stripped at 5.25 in. depth

13 Route 33 Eastbound 2 27.60 7 10.50 --- SD w/Fn GVL, Silt, & Clay

14 Route 33 Eastbound 2 28.04 10 8.00 --- SD & Fn GVL (SE) w/Silt & Clay

15 Route 33 Eastbound Outside Shoulder 28.04 6 4.75 ---

0-6": SD & Fn GVL (SE) w/Silt & Clay6-12": SD w/Fn GVL (SE), Silt, & Clay12-18": SD w/Fn GVL (SE), Silt, & Clay18-24": SD w/Fn GVL (SE), Silt, & Clay

Crack propagated 2 in. from top of AC

16 Route 33 Eastbound 2 28.29 9 9.50 ----

0-6": SD & Fn GVL (SE) w/Silt6-12": SD w/Fn GVL (SE), Silt, & Clay12-18": SD & Fn GVL (SE) w/Silt18-24": SD & Fn GVL (SE) w/Silt

Crack propagated 3.75 in. from top of AC

17 Route 33 Eastbound 2 28.66 10 8.50 --- SD & Fn GVL (SE) w/Silt & Clay

18 Route 33 Eastbound Outside Shoulder 28.66 6 4.75 --- SD w/Fn GVL & Silt

19 Route 33 Westbound 2 28.85 9 9.00 ---

0-6": SD w/Fn GVL (SE) & Silt6-12": SD w/Fn GVL (SE) & Silt12-18": SD & Fn GVL (SE) w/Silt & Clay18-24": SD w/Fn GVL (SE) & Silt

Crack propagated 3 in. from top of AC

20 Route 33 Westbound 2 28.39 11 8.50 --- SD & Fn GVL (SE)



(ft.)

ACThickness

(in.)

PCCThickness


21 Route 33 Westbound Outside Shoulder 28.39 6 4.00 ---

0-6": SD & Fn GVL (SE)6-12": SD & Fn GVL (SE)12-18": SD & Fn GVL (SE) w/Silt18-24": SD w/Fn GVL (SE) & Silt

22 Route 33 Westbound 2 28.06 9 8.25 ---

0-6": SD & Fn GVL (SE) w/Silt & Clay6-12": SD & Fn GVL (SE) w/Silt & Clay12-18": SD w/Fn GVL (SE) & Silt18-24": SD w/Fn GVL (SE) & Silt

Crack propagated 3.75 in. from top of AC

23 Route 33 Westbound 2 27.42 9 11.00 --- Fn GVL w/SD Crack propagated 0.5 in. from top of AC

24 Route 33 Westbound Outside Shoulder 27.42 8 5.00 --- SD w/Fn GVL & Silt

25 Route 33 Westbound 2 27.10 10 11.00 ---

0-6": SD w/Fn GVL, Silt, & Clay6-12": SD w/Fn GVL, Silt, & Clay12-18": SD w/Fn GVL, Silt, & Clay18-24": SD w/Fn GVL, Silt, & Clay

26 Route 33 Westbound 2 26.69 11 10.25 --- SD & Fn GVL AC was broken into 2 pieces with interface depth of 3 in.

27 Route 33 Westbound Outside Shoulder 26.69 7 11.00 ---

0-6": SD w/Fn GVL & Silt6-12": SD w/Fn GVL & Silt12-18": SD w/Fn GVL, Silt, & Clay18-24": SD w/Fn GVL, Silt, & Clay

28 Route 33 Westbound 2 26.46 8 11.00 --- Fn GVL w/SD

Crack propagated throughout AC; AC was broken into 3 pieces with interface depth of

7.25 in. & 9 in.; AC is severely stripped throughout AC depth

29 Route 33 Westbound 2 26.06 11 11.25 ---

0-6": SD & Fn GVL w/Silt6-12": SD & Fn GVL w/Silt12-18": SD w/Fn GVL & Silt18-24": SD w/Fn GVL & Silt

30 Route 33 Westbound 2 25.73 7 11.25 --- SD & Fn GVL w/Silt AC was broken into 2 pieces with interface depth of 3.75 in.



(ft.)

ACThickness

(in.)

PCCThickness


31 Route 33 Westbound Outside Shoulder 25.73 6 4.25 --- SD & Fn GVL w/Silt

32 Route 33 Westbound 2 25.38 11 10.50 ---

0-6": SD w/Fn GVL, Silt, & Clay6-12": SD w/Fn GVL, Silt, & Clay12-18": SD w/Fn GVL, Silt, & Clay18-24": SD w/Fn GVL, Silt, & Clay

AC was broken into 2 pieces with interface depth of 2.5 in.

33 Route 33 Westbound 2 25.04 10 9.00 --- SD & Fn GVL w/SiltAC was broken into 3 pieces with interface depths of 2 in. and 6 in.; Top & bottom of

AC stripped

34 Route 33 Westbound Outside Shoulder 25.04 6 > 2.50 ---

0-6": SD w/Silt6-12": SD w/Silt12-18": SD w/Fn GVL & Silt18-24": SD w/Fn GVL & Silt

AC disintegrated

35 Route 33 Westbound 2 24.64 10 10.75 --- SD & Fn GVL w/Silt & Clay

36 Route 33 Westbound 2 24.31 10 11.25 --- Fn GVL (SE)

10/18-26/10 Core Diameter (in.): 4.0Driller/Inspector: Jose Victoria/Mike Frabizzio Dates Started/Completed:

Notes: Lanes are numbered from inside to outside; Offset is measured from the inner stripe of the lane; Depths for "underlying layers" are referenced from the bottom of the AC or PCC layer.

Classification of Unbound Pavement Materials

Gravel (Natural) - Is a +¼" size bank run loose rock aggregate in its natural state with mostly rounded particals

Gravel (Stone) – Is a +¼" size solid rock aggregate of minerals, such as Igneous, sedimentary, and metamorphic

manufactured at rock quarries into varying sizes by crushing large boulders.

Sand (Natural) - Is a -¼" bank run material in its natural state with mostly rounded particles.

Sand (Stone) – Is a -¼" solid rock aggregate of minerals, such as Igneous, sedimentary, and metamorphic.

Use “&” when multiple classes of material exist in approximately equal proportions. Use “w/” when a second

class of material exists in a noticeably smaller quantity than the main class of material.

Example: Coarse gravel consisting of broken stone & some (small amount) natural sand would be abbreviated as

Crse GVL (SE) w/SD.

Note: Bound base materials are not addressed above. Such materials should be termed according to the best

available information (As-Builts, experienced staff, etc.). Examples of these include Penetration Macadam, Lime-

Stabilized Soil, etc.

Soil Class Abbreviation Size Range

Boulders Boulders Over 12"

Cobbles Cobbles 3"-12"

Gravel

(Natural)

Coarse Crse GVL 1½"-3"

Fine Fn GVL ¼"-1½"

Gravel

(Stone)

Coarse Crse GVL (SE) 1½"-3"

Fine Fn GVL (SE) ¼"-1½"

Sand

(Natural)

Sand

(Natural) SD #200-¼"

Sand

(Stone)

Sand

(Stone) SD (SE) #200-¼"

Fines

Silt Silt

Finer than Sand; Difficult

to feel particles; Leaves

residue on bag when

wetted

Clay Clay

Can roll & clump material;

Note: Clay indicates

potential settlement

problems & thus should be

termed with extreme care

Input MP 24.20-27.54 MP 27.54-29.00

One-Way ADT in 2010 (vpd)

One-Way ADT in 2035 (vpd)

Percentage of "Light" Trucks

Percentage of "Heavy" Trucks

ESAL Factor for "Light" Trucksfor Flexible Pavement Design 0.373 0.269

ESAL Factor for "Heavy" Trucksfor Flexible Pavement Design 1.586 1.340

ESAL Factor for "Light" Trucksfor Rigid/Composite Pavement Design 0.422 0.302

ESAL Factor for "Heavy" Trucksfor Rigid/Composite Pavement Design 2.867 2.311

Table 5. Traffic-Related Inputs for Route 33 Pavement Design

12,140

16,770

2.0

2.0

Outside Shldr.

Lane 2&

Lane 3(where exists)

Lane 1

Inside Shldr.

Inside Shldr.

Lane 1

Lane 2&

Lane 3( h i t )

Table 6. Pavement Restoration Recommendations for Route 33

Milepost

24.3

0

24.5

0

24.7

0

24.9

0

25.1

0

25.3

0

25.5

0

25.7

0

27.5

0

27.7

0

27.9

0

28.1

0

28.7

0

27.1

0

27.3

0

25.9

0

26.1

0

26.3

0

26.5

0

26.7

0

26.9

0

Wes

tbou

nd

28.3

0

28.5

0

MEDIAN - MEDIAN - MEDIAN

28.9

0

East

boun

d

24.3

124

.20

27.2

1

28.8

828

.88

Expected Service Life = 18.6 years

Expected Service Life = 17.6 years Expected Service Life = 16.4 years

(where exists)

Outside Shldr.

Mill 3 in.1

Perform Necessary Pre-Overlay Repairs (see below)Place 3 in. of Hot Mix Asphalt 12.5M64 Surface Course

Mill 4 in.1

Perform Necessary Pre-Overlay Repairs (see below)Place 2 in. of Hot Mix Asphalt 12.5M64 Surface CoursePlace 2 in. of Hot Mix Asphalt 12.5M64 Intermediate Course

Mill 2 in.Perform Necessary Pre-Overlay Repairs (see below)Place 2 in. of Hot Mix Asphalt 12.5M64 Surface Course

Do Nothing

26.3

0

25.1

0

27.7

0

27.9

0

28.1

0

Milepost

24.3

0

24.5

0

24.7

0

24.9

0

27.5

0

25.3

0

25.5

0

25.7

0

25.9

0

26.1

0

28.9

0

1Unbound material may be encountered when milling the inside shoulders. Wherever unbound material is encountered, "Removal of Pavement" and "Excavation, Unclassified" should be used on an "If & Where Directed" basis in lieu of "HMA Milling, 3" or Less" or "HMA Milling, More than 3" to 6"."

Pre-Overlay Repairs: Perform following repairs on an "If & Where Directed" basis: "Hot Mix Asphalt Pavement Repair"; "Sealing of Cracks in Hot Mix Asphalt Surface Course"

28.3

0

28.5

0

28.7

0

26.5

0

26.7

0

26.9

0

27.1

0

27.3

0

24.3

124

.20

27.2

1

28.8

828

.88

Expected Service Life = 18.6 years

Expected Service Life = 17.6 years Expected Service Life = 16.4 years

PAY ITEM NO. PAY ITEM PAY ITEM

QUANTITY PAY ITEM UNIT UNIT COST($)

PAY ITEM COST

($)

202009P EXCAVATION, UNCLASSIFIED* 274 CY 50.00 13,718

202021P REMOVAL OF PAVEMENT* 15,264 SY 10.25 156,454

401009P HMA MILLING, 3" OR LESS 118,437 SY 1.99 235,690

401012P HMA MILLING, MORES THAN 3" TO 6" 107,316 SY 2.75 295,118

401021M HOT MIX ASPHALT PAVEMENT REPAIR* 1,502 SY 40.00 60,097

401024M SEALING OF CRACKS IN HOT MIX ASPHALT SURFACE COURSE* 16,312 LF 1.00 16,312

401027M POLYMERIZED JOINT ADHESIVE 159,509 LF 0.30 47,853

401030M TACK COAT 34,076 GAL 3.00 102,229

401036M PRIME COAT* 3,819 GAL 3.00 11,457

401054M HOT MIX ASPHALT 12.5 M 64 SURFACE COURSE 30,950 T 72.00 2,228,397

401072M HOT MIX ASPHALT 12.5 M 64 INTERMEDIATE COURSE 13,592 T 72.00 978,654

TOTAL COST: 4,150,000

* denotes "If and Where Directed" item.

Table 7. COST ESTIMATE FOR:

Route 33: EB & WB (MP 24.3-29.0)

Note: The cost estimate includes recommended pavement work on Route 33 within the project limits but excludes recommended pavement work on ramps and grade-separated interchanges.


Figures

24 24.25 24.5 24.75 25 25.25 25.5 25.75 26 26.25 26.5 26.75 27 27.25 27.5 27.75 28 28.25 28.5 28.75 29 29.25Milepost

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

0

Thic

knes

s in

Inch

es

Figure 1. Variation in AC Thickness for Route 33, Eastbound Lane 1, Based on GPR Data

Lane 1 (Ch 1)

Lane 1 Core (Ch 1)Eastbound Lane 1

Rt 33 9.5"12.7"10.9"1.3

Note: Eastbound Lane 1 ends at approximately MP 28.5

10th Percentile 90th Percentile

24 24.25 24.5 24.75 25 25.25 25.5 25.75 26 26.25 26.5 26.75 27 27.25 27.5 27.75 28 28.25 28.5 28.75 29 29.25Milepost

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

0

Thic

knes

s in

Inch

es

Cor

e #2

Cor

e #4

Cor

e #5

Cor

e #8

Cor

e #9

Cor

e #1

1

Cor

e #1

2

Cor

e #1

3

Cor

e #1

4

Cor

e #1

6

Cor

e #1

7

Figure 2. Variation in AC Thickness for Route 33, Eastbound Lane 2, Based on GPR Data

Lane 2 (Ch 1)

Lane 2 Core (Ch 1)Eastbound Lane 2

Rt 33 8.3"11.7"9.8"1.6


24 24.25 24.5 24.75 25 25.25 25.5 25.75 26 26.25 26.5 26.75 27 27.25 27.5 27.75 28 28.25 28.5 28.75 29 29.25Milepost

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

0

Thic

knes

s in

Inch

es

Cor

e #3

Cor

e #7

Cor

e #1

0

Cor

e #1

5

Cor

e #1

8

Figure 3. Variation in AC Thickness for Route 33, Eastbound Outside Shoulder, Based on GPR Data

Outside Shoulder

Outside Shoulder CoreEastbound OutsideShoulder

Rt 33 3.5"6.0"4.7"1.0


24 24.25 24.5 24.75 25 25.25 25.5 25.75 26 26.25 26.5 26.75 27 27.25 27.5 27.75 28 28.25 28.5 28.75 29 29.25Milepost

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

0

Thic

knes

s in

Inch

es

Figure 4. Variation in AC Thickness for Route 33, Westbound Lane 1, Based on GPR Data

Lane 1 (Ch 1)

Lane 1 Core (Ch 1)Westbound Lane 1

Rt 33 9.3"12.3"10.9"1.1


Note: Westbound Lane 1 starts at approximately MP 28.9

24 24.25 24.5 24.75 25 25.25 25.5 25.75 26 26.25 26.5 26.75 27 27.25 27.5 27.75 28 28.25 28.5 28.75 29 29.25Milepost

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

0

Thic

knes

s in

Inch

es

Cor

e #3

6

Cor

e #3

5

Cor

e #3

3

Cor

e #3

2

Cor

e #3

0

Cor

e #2

9

Cor

e #2

8

Cor

e #2

6

Cor

e #2

5

Cor

e #2

3

Cor

e #2

2

Cor

e #2

0

Cor

e #1

9

Figure 5. Variation in AC Thickness for Route 33, Westbound Lane 2, Based on GPR Data

Lane 2 (Ch 1)

Lane 2 Core (Ch 1)Westbound Lane 2

Rt 33 9.0"11.9"10.6"1.1


24 24.25 24.5 24.75 25 25.25 25.5 25.75 26 26.25 26.5 26.75 27 27.25 27.5 27.75 28 28.25 28.5 28.75 29 29.25Milepost

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

0

Thic

knes

s in

Inch

es

Cor

e #3

1

Cor

e #2

7

Cor

e #2

4

Cor

e #2

1

Figure 6. Variation in AC Thickness for Route 33, Westbound Outside Shoulder, Based on GPR Data

Outside Shoudler

Outside Shoudler CoreWestbound Outside Shoulder

Rt 33 3.8"5.9"4.9"1.4



Distress Photo Log

Description: M/H-Transverse & longitudinal reflection cracking.

Description: M-Longitudinal & transverse cracking in Lane 2 & Outside Shoulder.

Description: M-Longitudinal reflection cracking.

Photo No: D-1

Road: Rte. 33

Direction: EB

Lane: 1 & 2

Sta./MP: 24.21

Photo No: D-2

Road: Rte. 33

Direction: EB

Lane: 2

Sta./MP: 24.22

Photo No: D-3

Road: Rte. 33

Direction: EB

Lane: 2 & OS

Sta./MP: 24.50

Description: M-Longitudinal cracking between lanes; L-Fatigue cracking.

Description: Sealed longitudinal & transverse cracking.

Description: M-Block cracking.

Photo No: D-4

Road: Rte. 33

Direction: EB

Lane: 1 & 2

Sta./MP: 24.51

Photo No: D-5

Road: Rte. 33

Direction: EB

Lane: 1

Sta./MP: 24.92

Photo No: D-6

Road: Rte. 33

Direction: EB

Lane: 1 & 2

Sta./MP: 25.87

Description: H-Block cracking & fatigue cracking.

Description: M-Block & fatigue cracking; M-Longitudinal cracking between lanes.

Description: H-Fatigue cracking & block cracking in lane & transverse cracking in inside shoulder.

Photo No: D-7

Road: Rte. 33

Direction: EB

Lane: 3

Sta./MP: 27.24

Photo No: D-8

Road: Rte. 33

Direction: EB

Lane: IS & 1

Sta./MP: 28.57

Photo No: D-9

Road: Rte. 33

Direction: WB

Lane: 1 & 2

Sta./MP: 28.55

Description: M-Transverse cracking.

Description: H-Transverse cracking & L-longitudinal cracking; H-Longitudinal cracking with patching between lanes.

Description: H-Longitudinal cracking between lanes; M-Fatigue cracking.

Photo No: D-10

Road: Rte. 33

Direction: WB

Lane: OS

Sta./MP: 27.42

Photo No: D-11

Road: Rte. 33

Direction: WB

Lane: 1 & 2

Sta./MP: 26.69

Photo No: D-12

Road: Rte. 33

Direction: WB

Lane: 1 & 2

Sta./MP: 26.43

Description: Fatigue cracking, rutting, & H-longitudinal cracking with patching between lanes.

Description: Minimal distress.

Description: Fatigue cracking in Lane 1; Transverse & longitudinal cracking; H-longitudinal cracking between lanes.

Photo No: D-15

Road: B102570

Direction: Ramp

Lane: 1

Sta./MP: 25.68

Photo No: D-14

Road: Rte. 33

Direction: WB

Lane: 1 & 2

Sta./MP: 25.04

Photo No: D-13

Road: Rte. 33

Direction: WB

Lane: 1

Sta./MP: 25.47

Description: Fatigue cracking.

Description: Block cracking.

Description: Fatigue cracking.

Photo No: D-16

Road: Y111270

Direction: Ramp

Lane: 1

Sta./MP: 27.54

Photo No: D-17

Road: Y102570

Direction: Ramp

Lane: 1

Sta./MP: 25.68

Photo No: D-18

Road: Y102630

Direction: Ramp

Lane: 1

Sta./MP: 26.59

Description: Minimal distress.

Description: L-longitudinal cracking.

Description: Fatigue & block cracking.

Photo No: D-19

Road: X102920

Direction: Ramp

Lane: 1

Sta./MP: 29.04

Photo No: D-20

Road: Wemrock Road

Direction: Overpass

Lane: N & S Lane 1

Sta./MP: 25.68

Photo No: D-21

Road: CR-537

Direction: Overpass

Lane: S Lane 1

Sta./MP: 26.59

Description: L-Longitudinal cracking between lanes.

Description: M-Longitudinal cracking between lanes.

Photo No: D-22

Road: Rte. 9

Direction: Underpass

Lane: S Lanes 1-3

Sta./MP: 27.54

Photo No: D-23

Road: Rte. 9

Direction: Underpass

Lane: N Lanes 1-2

Sta./MP: 27.54


Core Photo Log

Description: Core# 1



Photo No: C-1

Road: 33

Direction: EB

Lane: 2

M.P: 24.22

Photo No: C-2

Road: 33

Direction: EB

Lane: 2

M.P: 24.50

Photo No: C-3

Road: 33

Direction: EB

Lane: Outside Shoulder

M.P: 24.50

Crack




Photo No: 4

Road: 33

Direction: EB

Lane: 2

M.P: 24.93

Photo No: C-5

Road: 33

Direction: EB

Lane: 2

M.P: 25.21

Photo No: C-6

Road: 33

Direction: EB

Lane: 3

M.P: 25.48




Photo No: C-7

Road: 33

Direction: EB


M.P: 25.48

Photo No: C-8

Road: 33

Direction: EB

Lane: 2

M.P: 26.01

Photo No: C-9

Road: 33

Direction: EB

Lane: 2

M.P: 26.31




Photo No: C-10

Road: 33

Direction: EB


M.P: 26.31

Photo No: C-11

Road: 33

Direction: EB

Lane: 2

M.P: 26.91

Photo No: C-12

Road: 33

Direction: EB

Lane: 2

M.P: 27.45




Photo No: C-15

Road: 33

Direction: EB


M.P: 28.04

Photo No: C-14

Road: 33

Direction: EB

Lane: 2

M.P: 28.04

Photo No: C-13

Road: 33

Direction: EB

Lane: 2

M.P: 27.60




Photo No: C-16

Road: 33

Direction: EB

Lane: 2

M.P: 28.29

Photo No: C-17

Road: 33

Direction: EB

Lane: 2

M.P: 28.66

Photo No: C-18

Road: 33

Direction: EB


M.P: 28.66

Crack




Photo No: C-19

Road: 33

Direction: WB

Lane: 2

M.P: 28.85

Photo No: C-20

Road: 33

Direction: WB

Lane: 2

M.P: 28.39

Photo No: C-21

Road: 33

Direction: WB


M.P: 28.39




Photo No: C-22

Road: 33

Direction: WB

Lane: 2

M.P: 28.06

Photo No: C-23

Road: 33

Direction: WB

Lane: 2

M.P: 27.42

Photo No: C-24

Road: 33

Direction: WB


M.P: 27.42




Photo No: C-25

Road: 33

Direction: WB

Lane: 2

M.P: 27.10

Photo No: C-26

Road: 33

Direction: WB

Lane: 2

M.P: 26.69

Photo No: C-27

Road: 33

Direction: WB


M.P: 26.69




Photo No: C-28

Road: 33

Direction: WB

Lane: 2

M.P: 26.46

Photo No: C-29

Road: 33

Direction: WB

Lane: 2

M.P: 26.06

Photo No: C-30

Road: 33

Direction: WB

Lane: 2

M.P: 25.73

AC Stripping




Photo No: C-33

Road: 33

Direction: WB

Lane: 2

M.P: 25.04

Photo No: C-31

Road: 33

Direction: WB


M.P: 25.73

Photo No: C-32

Road: 33

Direction: WB

Lane: 2

M.P: 25.38

AC Stripping




Photo No: C-36

Road: 33

Direction: WB

Lane: 2

M.P: 24.31

Photo No: C-34

Road: 33

Direction: WB


M.P: 25.04

Photo No: C-35

Road: 33

Direction: WB

Lane: 2

M.P: 24.64

Disintegrated AC


Appendix A: Straight Line Diagrams for Project Area

(25.27)(25.27)

(25.27)(25.27)

RO

AD

WEM

RO

CK

(25.68)

(24.68)

OLD

HIG

HW

AY(24.40)

SW

EE

TMAN

S LNM

ILLHU

RS

T RD

(24.01)

PEG

ASU

SB

LVD

UN

NA

ME

D R

OA

D(23.13)

33B

527

GULLY RD

KINNEY RDW

EMROCK RD

ASTOR DR

QUAIL CT

OAKLEY DR

CA

RO

LE CT TURTLE HOLLOW DRTAYLOR LAKE CT OAKLEY DR

Secondary Direction

Primary D

irection

22

21

689

2

Interstate Route

US Route

NJ Route

County Road

Interchange NumberGrade

Separated Interchange

Traffic Signal

Traffic Monitoring

Sites

Road Underpass

Road Overpass

Units in m

iles

Primary Direction

Secondary Direction

287

VOL

WIMAVC

NJ 33 (West to East)

SRI = 00000033__ Date last inventoried: February 2010

Page C

reated: May 2010

Mile Posts: 23.000 - 26.000

23.0 24.0 25.0 26.0

2372

(23.36)B

R. M

ANA

LAPA

N B

K.

(23 .59)M

AN

ALA PAN

BK.

(24.32)M

ANA

LAP

AN

BK.

527

527

33 B 33 B

WIM

Manalapan Twp, Monmouth Co

Manalapan Twp, Monmouth Co

Freehold Twp, Monmouth Co


Street Name NJ 33 Theodore J Narozanick Hwy

Jurisdiction N.J.D.O.T.

Functional Class Urban Principal Arterial Urban Freeway/Expressway

Federal Aid - NHS Sy NHS

Control Section 1304 1331

Speed Limit 55

Number of Lanes 2

Med. Type Unprotected

Med. Width 30

Pavement 24

Shoulder 12

Traffic Volume 26,580 (2009) 29,726 (2008) 9,966 (2008) 19,372 (2007)

Traffic Sta. ID 6-1-010 6-4-306 6-9-430 6-9-429

Structure No. 1304155 1304156 1304157 1331151

Enlarged Views

Pavement 24

Shoulder 10

Number of Lanes 2

Speed Limit 55

Street Name NJ 33 Theodore J. Narozanick Hwy

mfrabizzio

Line

mfrabizzio

Text Box

BEGIN PROJECT

RO

AD

WILLO

W BR

OO

K(28.24)

SO

UTH

ST

(27.69)

(27.54)

FREE

HO

LD-M

OU

NT

(26.59) H

OLLY

RO

AD

9

79537

WILLOWBROOK RD

HELEN AVE

NNP

DANIELS CT

KOENIG LA

Schanck Road HOPI CT

PATTE

N S

T

GIBSON RD

IRWIN AVE

SCHAEFFER LA

MOREAU AVE

BRAE

TON

WA

Y

WYNNEW

OO

D CT

NN

P

Secondary Direction

Primary D

irection

22

21

689

2

Interstate Route

US Route

NJ Route

County Road



Traffic Signal

Traffic Monitoring

Sites

Road Underpass

Road Overpass

Units in m

iles

Primary Direction

Secondary Direction

287

VOL

WIMAVC



Page C

reated: May 2010

Mile Posts: 26.000 - 29.000

26.0 27.0 28.0 29.0

2373

(26.23)S

TREA

M

(27.34)S

TREA

M

(28.09)W

.BR AP

PLEG

ATE

CK

.

(28.55)D

UB

OIS

CK

.

537

537

9

9 79

79



Street Name Theodore J Narozanick Hwy


Functional Class Urban Freeway/Expressway



Speed Limit 55

Number of Lanes 2 1

Med. Type Unprotected

Med. Width 30 VAR

Pavement 24 12

Shoulder 12 12

Traffic Volume 17,121 (2009) 23,975 (2009) 11,012 (2001) 12,857 (2009) 19,855 (2007)

Traffic Sta. ID 6-9-431 6-9-471 6-5-037 6-9-089 6-9-470

Structure No. N/A 1331152 N/A 1331153 1332150 1332151

1332152 1332153 1332154

Enlarged Views

Pavement 24 12

Shoulder 10 12

Number of Lanes 2 1

Speed Limit 55

Street Name Theodore J. Narozanick Hwy

mfrabizzio

Line

(29.34)(29.34)

(29.34)(29.34)

TO FIR

E AC

AD

EM

Y(31.72)

(30.92)

(30.87)

(30.72)(30.72)

FAIR

FIELD

RD

(30.64)R

OA

D

HO

WELL

(30.04)R

OA

D

UN

NA

ME

D R

OA

D(29.98)

(29.04) HALLS

(29.04) MILL R

D

33B

How

ell R

oad

OAKERSON RD

Halls M

ill Road

FAIRFIELD

RD

NNP

Secondary Direction

Primary D

irection

22

21

689

2

Interstate Route

US Route

NJ Route

County Road



Traffic Signal

Traffic Monitoring

Sites

Road Underpass

Road Overpass

Units in m

iles

Primary Direction

Secondary Direction

287

VOL

WIMAVC



Page C

reated: May 2010

Mile Posts: 29.000 - 32.000

29.0 30.0 31.0 32.0

2374

(29 .04)STR

EAM

(29.38)S

TREA

M

(29.55)C

RE

EK

(29.78)R

R

(30.20)C

RE

EK

33B

33B

33B

33B

(31.68)KILL TIM

E BK

.(31.68)

STRE

AM(31.69)

STRE

AM

(31.82)PIG

EO

N BK

.

Freehold, Mon. Co.

Freehold, Mon. Co.

Howell Twp, Monmouth Co

Howell Twp, Monmouth Co

Street Name Theodore J Narozanick Hwy NJ 33


Functional Class Urban Freeway/Expressway Rural Principal Arterial



Speed Limit 55 50

Number of Lanes 1 2

Med. Type Unprotected None

Med. Width VAR 0

Pavement 12 24

Shoulder 12 8

Traffic Volume 16,047 (2009) 13,902 (2008) 20,706 (2007)

Traffic Sta. ID 6-4-372 6-4-373 6-5-306

Structure No. 1332155 1332152 1305153 1305154 N/A 1305155

N/A 1305156

Enlarged Views

Pavement 12

Shoulder 12

Number of Lanes 1

Speed Limit 55

Street Name Theodore J. Narozanick Hwy

mfrabizzio

Line

mfrabizzio

Text Box

END PROJECT


Appendix B: Pavement Management System Data

Rte Dir MP From MP To Pave Type Profiler Date

Average IRI Avg Rut SDI

033 E 24.30 24.40 CO 4/29/2010 129 0.27 2.28

033 E 24.40 24.50 CO 4/29/2010 95 0.38 0.68

033 E 24.50 24.60 CO 4/29/2010 92 0.35 0.27

033 E 24.60 24.70 CO 4/29/2010 103 0.32 0.28

033 E 24.70 24.80 CO 4/29/2010 119 0.32 0.30

033 E 24.80 24.90 CO 4/29/2010 106 0.31 0.35

033 E 24.90 25.00 CO 4/29/2010 116 0.34 0.30

033 E 25.00 25.10 CO 4/29/2010 107 0.28 0.25

033 E 25.10 25.20 CO 4/29/2010 119 0.28 0.25

033 E 25.20 25.30 CO 4/29/2010 127 0.33 0.23

033 E 25.30 25.40 CO 4/29/2010 147 0.33 1.14

033 E 25.40 25.50 CO 4/29/2010 90 0.17 4.72

033 E 25.50 25.60 CO 4/29/2010 106 0.14 3.88

033 E 25.60 25.70 CO 4/29/2010 90 0.15 3.88

033 E 25.70 25.80 CO 4/29/2010 91 0.20 3.88

033 E 25.80 25.90 CO 4/29/2010 114 0.16 3.88

033 E 25.90 26.00 CO 4/29/2010 131 0.12 3.88

033 E 26.00 26.10 CO 4/29/2010 173 0.13 3.88

033 E 26.10 26.20 CO 4/29/2010 141 0.16 3.88

033 E 26.20 26.30 CO 4/29/2010 116 0.18 3.52

033 E 26.30 26.40 CO 4/29/2010 103 0.16 2.68

033 E 26.40 26.50 CO 4/29/2010 131 0.14 2.68

033 E 26.50 26.60 CO 4/29/2010 95 0.18 2.68

033 E 26.60 26.70 CO 4/29/2010 103 0.18 2.68

033 E 26.70 26.80 CO 4/29/2010 99 0.15 3.26

033 E 26.80 26.90 CO 4/29/2010 85 0.14 3.55

033 E 26.90 27.00 CO 4/29/2010 95 0.13 2.68

033 E 27.00 27.10 CO 4/29/2010 120 0.13 2.27

033 E 27.10 27.20 CO 4/29/2010 124 0.14 1.56

033 E 27.20 27.30 CO 4/29/2010 156 0.34 0.52

033 E 27.30 27.40 CO 4/29/2010 129 0.27 0.27

033 E 27.40 27.50 CO 4/29/2010 151 0.23 0.32

033 E 27.50 27.60 CO 4/29/2010 202 0.18 4.20

033 E 27.60 27.70 CO 4/29/2010 168 0.30 2.09

033 E 27.70 27.80 CO 4/29/2010 189 0.32 1.79

033 E 27.80 27.90 CO 4/29/2010 102 0.31 0.75

033 E 27.90 28.00 CO 4/29/2010 177 0.43 0.43

033 E 28.00 28.10 CO 4/29/2010 139 0.32 0.45

033 E 28.10 28.20 CO 4/29/2010 201 0.46 0.31

033 E 28.20 28.30 CO 4/29/2010 204 0.39 0.36

033 E 28.30 28.40 CO 4/29/2010 144 0.38 0.37

033 E 28.40 28.50 CO 4/29/2010 199 0.45 0.30

Pavement Management & Technology UnitRoughness/Surface Distress/Rut Data

Note: IRI = International Roughness Index (in/mile); SDI = Surface Distress Index (0-5 scale)





033 E 28.50 28.60 CO 4/29/2010 152 0.51 0.25

033 E 28.60 28.70 CO 4/29/2010 171 0.36 0.37

033 E 28.70 28.80 CO 4/29/2010 163 0.48 0.28

033 E 28.80 28.90 CO 4/29/2010 176 0.39 0.89

033 E 28.90 29.00 CO 4/29/2010 84 0.31 3.53

033 W 24.30 24.40 BC 4/29/2010 134 0.18 0.14

033 W 24.40 24.50 BC 4/29/2010 111 0.31 0.10

033 W 24.50 24.60 BC 4/29/2010 100 0.28 0.11

033 W 24.60 24.70 BC 4/29/2010 115 0.30 0.11

033 W 24.70 24.80 BC 4/29/2010 108 0.33 0.10

033 W 24.80 24.90 BC 4/29/2010 85 0.27 0.12

033 W 24.90 25.00 BC 4/29/2010 94 0.30 0.09

033 W 25.00 25.10 BC 4/29/2010 97 0.26 0.10

033 W 25.10 25.20 BC 4/29/2010 115 0.31 0.09

033 W 25.20 25.30 BC 4/29/2010 104 0.30 0.09

033 W 25.30 25.40 BC 4/29/2010 110 0.27 0.10

033 W 25.40 25.50 BC 4/29/2010 92 0.33 0.08

033 W 25.50 25.60 BC 4/29/2010 100 0.33 0.11

033 W 25.60 25.70 BC 4/29/2010 133 0.30 0.12

033 W 25.70 25.80 BC 4/29/2010 134 0.29 0.12

033 W 25.80 25.90 BC 4/29/2010 93 0.30 0.12

033 W 25.90 26.00 BC 4/29/2010 99 0.28 0.12

033 W 26.00 26.10 BC 4/29/2010 88 0.24 0.13

033 W 26.10 26.20 BC 4/29/2010 120 0.26 0.13

033 W 26.20 26.30 BC 4/29/2010 122 0.28 0.12

033 W 26.30 26.40 BC 4/29/2010 111 0.29 0.12

033 W 26.40 26.50 BC 4/29/2010 109 0.25 0.13

033 W 26.50 26.60 BC 4/29/2010 215 0.31 0.12

033 W 26.60 26.70 BC 4/29/2010 141 0.27 0.13

033 W 26.70 26.80 BC 4/29/2010 137 0.31 0.12

033 W 26.80 26.90 BC 4/29/2010 109 0.22 0.14

033 W 26.90 27.00 BC 4/29/2010 121 0.23 0.23

033 W 27.00 27.10 BC 4/29/2010 108 0.27 0.22

033 W 27.10 27.20 BC 4/29/2010 101 0.26 0.23

033 W 27.20 27.30 BC 4/29/2010 137 0.32 0.26

033 W 27.30 27.40 BC 4/29/2010 110 0.27 0.36

033 W 27.40 27.50 BC 4/29/2010 169 0.22 0.41

033 W 27.50 27.60 BC 4/29/2010 145 0.21 0.41

033 W 27.60 27.70 BC 4/29/2010 220 0.19 0.42

033 W 27.70 27.80 BC 4/29/2010 113 0.33 0.65

033 W 27.80 27.90 BC 4/29/2010 115 0.40 1.31

033 W 27.90 28.00 BC 4/29/2010 144 0.46 4.21





033 W 28.00 28.10 BC 4/29/2010 183 0.48 0.55

033 W 28.10 28.20 BC 4/29/2010 221 0.53 0.52

033 W 28.20 28.30 BC 4/29/2010 188 0.40 0.81

033 W 28.30 28.40 BC 4/29/2010 189 0.55 0.62

033 W 28.40 28.50 BC 4/29/2010 184 0.46 0.86

033 W 28.50 28.60 BC 4/29/2010 139 0.33 2.36

033 W 28.60 28.70 BC 4/29/2010 161 0.38 2.30

033 W 28.70 28.80 BC 4/29/2010 129 0.38 2.30

033 W 28.80 28.90 BC 4/29/2010 150 0.22 2.65

033 W 28.90 29.00 BC 4/29/2010 112 0.31 2.53

Interstate Non-NHS OtherFreeways Highways County

NHS Highways Highways

New 0 - ? Excellent Excellent Excellent

Resurfacing Excellent Excellent Excellent

60 - 95 Good Good Good

95 - 150 Fair Good Good

150 - 170 Fair Fair Good

170 - 200 Deficient Fair Good

200 - 285 Deficient Deficient Fair

> 285 Deficient Deficient Deficient

IRI - INTERNATIONAL ROUGHNESS INDEX

NJ IRI Guidelines

New Jersey Department of Transportation Bureau of Project Support and Engineering

Pavement Management Unit 05/18/2000

Description of Pavement Ratings

SDI* Verbal Rating Description 5.0----------------------------------------------------------------------------------------------------------------------------- Very Only new (or nearly new) pavements are likely to be smooth enough and sufficiently free of Good cracks and patches to qualify for this category. All pavements constructed or resurfaced during the date year would normally be rated very good. 4.0----------------------------------------------------------------------------------------------------------------------------- Good Pavements in this category, although not quite as smooth as those described above, give a first

class ride and exhibit few, if any, visible signs of surface deterioration. Flexible pavements may be beginning to show evidence of rutting and fine random cracks. Rigid pavements may be beginning to show evidence of slight surface deterioration as well as minor cracks and spalling.

3.0----------------------------------------------------------------------------------------------------------------------------- Fair The riding qualities of pavements in this category are noticeably inferior to those of new

pavements, and may be barely tolerable for high speed traffic. Surface defects of flexible pavements may include rutting, map cracking and extensive patching. Rigid pavements in

this group may have a few joint failures, faulting and cracking, and some pumping.

2.0----------------------------------------------------------------------------------------------------------------------------- Poor Pavements that have deteriorated to such an extent that they affect the speed of free flow

traffic. Flexible pavements may have large potholes and deep cracks. Distress includes ravelling, cracking and rutting which occurs over 50 percent or more of the surface. Rigid pavement distress includes joint spalling, faulting, patching, cracking, scaling and may

include pumping and faulting.

1.0----------------------------------------------------------------------------------------------------------------------------- Very Pavements that are in an extremely deteriorated condition. The facility is passable only at Poor reduced speeds, and with considerable ride discomfort. Large potholes and deep cracks exist.

Distress occurs over 75 percent or more of the surface. 0.0----------------------------------------------------------------------------------------------------------------------------- *SDI - Surface Distress Index PAVERATE051800


Appendix C: Falling Weight Deflectometer Test Results

Load Plate Radius = 5.9 in. Applied Loads = 5.5, 8.5, and 11.5 kips

Geophone Setting (in.) 0 8 12 18 24 36 48 60 72 Normalization Load = 9 kips

Normalized Deflections (mils)

D0 D1 D2 D3 D4 D5 D6 D7 D8

Statistical Analysis

10th Percentile 4.8 4.3 4.1 3.5 3.1 2.1 1.4 1.0 0.8 474 32 5754 4.6

Average 7.5 6.4 5.8 4.7 3.9 2.7 1.9 1.4 1.1 990 38 7528 5.6

90th Percentile 10.0 8.3 7.4 5.9 4.7 3.3 2.4 1.7 1.4 1500 40 9991 7.1

Std. Dev. 2.0 1.7 1.5 1.2 1.0 0.8 0.6 0.4 0.3 417 4 1744 0.9

Number of Tests = 89

Detailed Data24.33 5.3 4.6 4.3 3.7 3.2 2.3 1.7 1.4 1.0 1500 40 7889 6.724.38 6.8 5.9 5.6 4.8 4.2 3.2 2.4 1.9 1.4 1151 40 5767 6.224.43 5.0 4.3 4.1 3.6 3.2 2.5 2.0 1.6 1.3 1500 40 6931 7.124.48 4.7 4.1 3.9 3.5 3.1 2.4 1.9 1.5 1.1 1500 40 7338 7.324.53 4.4 3.9 3.6 3.1 2.7 2.0 1.5 1.2 0.9 1500 40 9014 7.224.57 4.8 4.3 4.1 3.5 3.0 2.2 1.6 1.3 0.9 1500 40 8355 6.924.62 4.9 4.4 4.1 3.6 3.1 2.3 1.8 1.5 1.1 1500 40 7537 7.024.67 5.5 5.1 4.7 4.1 3.5 2.6 2.0 1.6 1.2 1500 40 6961 6.724.72 4.6 4.2 4.0 3.5 3.1 2.4 1.9 1.4 1.1 1500 40 7207 7.424.77 4.7 4.1 3.9 3.4 3.0 2.3 1.7 1.1 1.0 1500 40 7937 7.224.82 4.8 4.2 3.9 3.4 2.9 2.2 1.6 1.2 0.9 1500 40 8572 6.924.87 7.3 5.8 5.0 3.8 3.1 2.0 1.3 0.8 0.8 512 40 10318 5.424.92 6.6 5.5 4.9 4.0 3.3 2.1 1.5 1.0 0.8 767 40 9367 5.724.97 6.4 5.4 4.9 4.0 3.4 2.3 1.6 1.3 1.0 919 40 8402 5.925.03 4.8 4.2 3.9 3.4 3.0 2.3 1.7 1.2 1.1 1500 36 7938 7.125.08 6.1 5.3 4.9 4.2 3.5 2.7 2.0 1.6 1.2 1119 40 6742 6.425.13 4.8 4.4 4.2 3.7 3.3 2.6 2.1 1.5 1.2 1500 36 6683 7.425.18 4.6 4.0 3.8 3.3 2.8 2.2 1.7 1.2 1.0 1500 40 8244 7.225.23 6.5 5.6 5.1 4.1 3.5 2.3 1.6 1.1 0.9 977 39 8505 5.925.28 8.5 7.0 6.2 5.0 4.1 2.7 1.8 1.2 0.9 507 40 7725 5.225.33 8.3 6.8 6.0 4.6 3.7 2.3 1.5 1.0 0.8 520 38 8996 5.125.38 6.7 5.4 4.9 3.9 3.2 2.1 1.3 0.9 0.8 820 40 10402 5.225.43 9.0 7.2 6.2 4.7 3.4 2.2 1.4 1.0 0.9 479 40 9943 4.525.48 11.4 9.3 8.4 6.3 4.2 3.1 2.2 1.6 1.3 418 40 6179 4.325.53 7.3 6.3 5.9 4.9 4.5 3.1 2.3 1.5 1.4 1191 40 5978 5.625.58 8.7 6.7 6.1 4.8 3.8 2.5 1.7 1.1 0.4 512 40 7852 4.825.63 9.2 7.2 6.4 5.0 3.9 2.6 1.9 1.3 1.1 449 40 7171 4.725.68 8.4 6.5 5.7 4.6 4.1 2.8 2.1 1.5 1.2 492 40 6587 5.025.73 10.9 8.6 7.4 5.9 4.5 3.1 2.2 1.5 1.3 349 40 6224 4.425.78 8.7 6.9 6.1 4.9 3.7 2.6 1.8 1.3 1.1 527 40 7461 4.825.82 7.6 6.2 5.4 4.3 3.4 2.2 1.5 1.1 0.9 643 40 8922 5.025.87 5.9 4.9 4.3 3.6 3.1 2.1 1.5 1.1 0.9 1009 36 8901 5.725.92 6.4 5.7 5.3 4.5 3.9 2.7 1.9 1.3 1.1 1500 31 7072 5.825.97 5.4 4.8 4.6 4.0 3.5 2.6 1.9 1.4 1.1 1500 37 7081 6.426.02 10.2 8.3 7.1 5.5 4.3 3.0 1.9 1.4 1.1 395 40 7121 4.526.07 9.4 8.0 7.2 5.7 4.8 3.2 2.1 1.6 1.3 637 40 6495 4.726.12 8.1 6.8 6.3 5.4 4.6 3.4 2.6 2.0 1.6 827 40 5217 5.426.17 7.7 7.1 6.2 5.1 4.5 3.2 2.4 1.8 1.5 1025 40 5700 5.4

Flexible Pavement Evaluation, Route 33, Eastbound Lane 2

StationEffective

Structural Number

Subgrade Resilient Modulus

(psi)

AC Modulus

(ksi)

Base Modulus

(ksi)




D0 D1 D2 D3 D4 D5 D6 D7 D8


StationEffective

Structural Number


(psi)

AC Modulus

(ksi)

Base Modulus

(ksi)

26.22 12.1 10.8 10.1 7.7 6.4 4.6 3.2 2.4 1.9 730 40 4232 4.526.27 9.8 8.6 7.6 6.0 4.7 3.0 1.9 1.2 1.0 623 32 7050 4.626.32 6.0 5.2 4.7 3.9 3.2 2.1 1.3 0.9 0.8 1233 40 10483 5.526.37 6.3 5.8 5.4 4.7 4.0 2.8 2.1 1.4 0.6 1500 36 6546 5.926.41 10.2 8.1 7.2 5.8 4.8 3.4 2.5 1.6 1.4 399 40 5522 4.726.47 5.6 5.2 4.9 4.3 3.9 2.9 2.2 1.6 1.4 1500 40 6252 6.526.51 6.2 5.8 5.4 4.8 4.2 3.1 2.3 1.7 1.4 1500 27 6012 6.126.56 7.2 6.5 6.1 5.1 4.3 2.9 2.1 1.6 1.3 1492 40 6412 5.526.61 8.6 7.3 6.8 5.4 4.5 3.0 2.0 1.5 1.2 765 40 6705 4.926.66 7.1 6.2 5.7 4.8 3.9 2.7 1.9 1.4 1.1 1178 40 7074 5.426.71 7.8 6.5 5.7 4.6 3.8 2.6 1.8 1.4 1.2 628 40 7496 5.126.76 8.6 6.7 5.8 4.3 3.4 2.0 1.4 1.1 0.9 452 40 9790 4.626.81 13.7 10.1 8.5 6.0 4.5 2.3 1.3 0.9 0.8 194 29 10319 3.726.86 7.3 6.1 5.5 4.4 3.6 2.2 1.4 1.1 0.9 816 40 9522 5.126.91 9.3 6.9 5.9 4.4 3.4 2.2 1.3 1.0 0.8 344 40 10242 4.426.96 6.0 5.2 5.0 4.2 3.5 2.4 1.6 1.1 0.8 1500 40 8331 5.827.01 8.3 7.1 6.2 4.8 3.9 2.5 1.6 1.1 0.9 633 40 8335 4.827.06 7.0 6.0 5.4 4.5 3.7 2.4 1.6 1.1 0.7 935 40 8619 5.327.11 8.4 7.0 6.1 4.8 3.8 2.4 1.6 1.0 0.7 560 40 8813 4.727.16 6.6 5.9 5.5 4.6 3.7 2.5 1.6 1.0 0.7 1493 32 8608 5.427.21 9.0 7.4 6.7 5.4 4.4 3.0 2.1 1.5 1.1 572 40 6524 5.127.26 6.8 5.2 4.5 3.4 2.8 1.8 1.3 0.9 0.9 563 40 10360 5.427.31 6.1 5.4 5.0 4.3 3.6 2.6 1.8 1.4 1.0 1349 40 7431 6.127.36 5.3 4.7 4.5 4.0 3.5 2.6 1.9 1.3 1.0 1500 40 7209 6.727.41 5.9 5.1 4.9 4.2 3.7 2.8 2.1 1.4 1.1 1500 40 6641 6.527.46 8.1 7.2 6.5 5.4 4.6 3.2 2.3 1.5 1.2 891 40 5853 5.527.58 4.4 4.2 4.0 3.5 2.9 2.2 1.7 1.1 0.9 1500 40 8148 7.227.63 6.6 5.5 5.0 4.1 3.6 2.4 1.6 1.1 0.9 859 40 8419 5.727.67 8.8 7.8 7.1 5.6 4.4 2.5 1.7 1.2 0.9 804 25 8046 5.027.75 6.0 5.5 5.1 4.4 3.8 2.7 2.0 1.5 1.1 1500 40 6973 6.327.80 8.0 6.8 6.0 4.8 4.0 2.7 1.9 1.4 1.1 651 40 7147 5.327.85 5.9 5.1 4.7 4.1 3.6 2.7 2.0 1.4 1.1 1274 40 6976 6.427.89 5.3 4.7 4.5 3.9 3.2 2.4 1.8 1.3 1.0 1500 40 7496 6.627.94 9.4 7.6 6.6 4.8 4.0 2.5 1.8 1.5 1.1 430 40 7654 4.527.99 7.2 6.5 6.1 5.0 4.1 2.9 2.0 1.4 1.1 1300 40 6901 5.328.04 7.4 6.6 6.2 5.1 4.3 3.1 2.3 1.7 1.3 1247 40 6035 5.428.11 7.7 6.7 6.1 4.8 3.8 2.4 1.6 1.1 0.9 850 40 8720 4.928.14 8.2 7.4 6.8 5.7 4.8 3.3 2.3 1.4 1.2 934 40 5935 5.128.18 8.1 7.6 7.0 6.2 5.3 3.9 2.7 1.9 1.5 1367 40 5046 5.428.23 10.0 8.5 7.4 5.9 4.6 3.1 2.2 1.4 1.3 479 40 6288 4.528.28 8.9 8.3 7.9 6.7 5.7 4.0 2.7 1.6 1.2 1274 21 5033 5.128.33 5.6 4.9 4.5 3.6 3.0 1.8 1.1 0.6 0.4 1396 30 12477 5.428.38 11.4 10.7 10.1 8.8 7.7 5.7 4.0 2.8 2.1 929 27 3403 4.928.43 13.5 12.6 12.0 10.6 9.5 7.2 5.4 3.6 2.9 791 28 2561 4.828.49 11.4 10.5 9.5 8.1 7.0 5.1 3.7 2.7 2.0 641 40 3722 4.828.53 7.8 6.6 5.9 4.7 3.7 2.3 1.6 1.2 1.0 664 40 8651 4.828.59 7.8 7.0 6.4 5.5 4.7 3.3 2.3 1.8 1.3 991 40 5840 5.3




D0 D1 D2 D3 D4 D5 D6 D7 D8


StationEffective

Structural Number


(psi)

AC Modulus

(ksi)

Base Modulus

(ksi)

28.63 6.9 6.3 5.8 4.8 4.0 2.9 2.1 1.5 1.2 1235 40 6496 5.528.69 7.4 6.2 5.4 4.1 3.2 2.0 1.5 0.9 0.4 660 40 9287 4.928.74 7.5 6.5 5.7 4.1 3.1 1.8 1.2 0.8 0.7 734 40 11441 4.728.79 8.0 6.5 5.6 4.1 3.1 1.8 1.3 1.0 0.9 525 40 10186 4.7

Note: Only one eastbound thru lane exists east of approx. MP 28.5 and thus the results above for that section were obtained in the lone thru lane.




D0 D1 D2 D3 D4 D5 D6 D7 D8

Statistical Analysis

10th Percentile 4.9 4.3 4.1 3.5 3.0 2.0 1.4 1.0 0.8 387 30 5694 4.8

Average 7.0 5.9 5.4 4.5 3.8 2.7 1.9 1.4 1.1 979 38 7531 5.8

90th Percentile 9.1 7.4 6.6 5.4 4.7 3.2 2.4 1.8 1.4 1500 40 9615 7.0

Std. Dev. 1.6 1.3 1.1 0.9 0.8 0.6 0.5 0.4 0.3 405 5 1619 0.9

Number of Tests = 87

Detailed Data28.88 6.8 5.8 5.3 4.5 3.8 2.7 1.8 1.4 1.0 1470 40 7454 5.428.83 6.7 5.6 5.0 4.3 3.7 2.7 2.0 1.7 1.3 1080 40 6815 5.628.77 7.4 5.9 5.1 4.1 3.2 2.0 1.4 1.1 0.9 625 40 10007 4.828.73 7.0 5.7 5.2 4.3 3.5 2.3 1.6 1.1 0.9 899 40 8737 5.128.67 8.3 6.9 6.4 5.1 4.1 2.6 1.8 1.3 1.1 893 40 7498 4.828.62 8.2 7.2 6.9 5.8 5.0 3.6 2.6 1.8 1.4 1500 35 5292 5.328.57 7.7 6.5 6.1 5.3 4.8 3.6 2.7 1.7 1.4 1263 33 5168 5.528.52 8.6 6.9 6.3 5.4 4.2 2.9 2.0 1.6 1.1 645 40 6813 4.828.47 12.3 10.9 9.8 8.6 7.4 5.7 4.3 3.3 2.4 677 40 3227 4.728.42 10.8 9.1 8.6 7.5 6.6 5.0 3.8 2.7 2.1 720 40 3609 4.928.37 8.9 7.9 7.2 6.3 5.4 4.0 2.9 2.2 1.5 1202 36 4800 5.228.32 8.1 6.9 6.5 5.5 4.8 3.0 2.1 1.4 0.9 1264 28 6592 5.028.27 9.6 8.2 7.8 6.9 6.0 4.6 2.9 2.0 1.4 1037 26 4701 5.028.22 9.9 7.4 6.6 5.2 4.3 2.9 2.1 1.7 1.2 354 40 6574 4.528.17 9.3 8.4 7.5 6.3 5.5 3.8 2.7 1.8 1.4 942 37 5084 4.928.12 5.6 4.7 4.4 3.5 2.8 2.1 1.4 1.0 0.9 1500 20 9579 5.728.08 6.4 5.3 4.9 4.2 3.6 2.5 1.9 1.2 1.0 1197 40 7366 5.628.03 7.7 6.3 5.6 4.6 3.8 2.5 1.8 1.5 1.1 717 40 7513 5.027.98 8.0 6.8 6.3 5.2 4.4 2.9 2.0 1.4 1.1 1000 40 6913 5.027.93 7.6 6.4 5.8 4.8 4.0 2.6 1.8 1.4 1.1 892 40 7688 5.127.83 4.6 4.2 4.0 3.6 3.2 2.5 1.9 1.5 1.1 1500 25 7245 7.327.79 4.0 3.7 3.6 3.2 2.9 2.3 1.8 1.5 1.1 1500 29 7466 7.927.74 4.1 3.8 3.6 3.3 3.0 2.4 1.9 1.5 1.1 1500 31 7235 7.827.66 4.4 4.1 3.8 3.4 3.1 2.4 1.9 1.4 1.1 1500 30 7186 7.527.60 4.3 3.9 3.8 3.3 3.0 2.3 1.7 1.3 1.0 1500 36 7952 7.427.49 4.2 3.8 3.6 3.2 2.8 2.2 1.8 1.3 1.1 1500 33 7713 7.627.38 5.0 4.3 4.0 3.5 3.1 2.3 1.7 1.3 1.0 1500 40 7857 6.827.35 4.9 4.3 4.1 3.7 3.2 2.5 1.9 1.4 1.1 1500 40 7157 7.027.31 5.8 4.9 4.5 4.0 3.5 2.5 1.9 1.5 1.0 1170 40 7295 6.427.26 7.7 6.3 5.6 4.4 3.8 2.4 1.8 1.2 1.1 557 40 7645 5.427.21 6.6 5.3 4.7 3.8 3.1 2.3 1.5 1.1 0.8 648 40 8853 5.727.15 4.5 4.0 3.8 3.4 2.9 2.3 1.6 1.0 0.8 1500 30 8462 7.127.10 5.9 5.2 4.8 4.1 3.6 2.6 1.8 1.2 0.9 1500 31 7560 6.327.05 5.7 4.9 4.5 3.9 3.3 2.3 1.6 1.0 0.9 1228 35 8515 6.227.00 5.2 4.7 4.5 4.0 3.6 2.7 2.1 1.4 1.2 1500 38 6622 6.926.95 5.9 5.1 4.9 4.3 3.8 2.7 2.1 1.7 1.3 1500 40 6541 6.426.90 5.8 5.1 4.8 4.2 3.6 2.7 1.9 1.2 1.1 1500 32 7087 6.326.85 6.5 5.6 5.0 4.2 3.5 2.5 1.8 1.1 0.3 987 40 7463 5.8

Flexible Pavement Evaluation, Route 33, Westbound Lane 2

StationEffective

Structural Number


(psi)

AC Modulus

(ksi)

Base Modulus

(ksi)




D0 D1 D2 D3 D4 D5 D6 D7 D8


StationEffective

Structural Number


(psi)

AC Modulus

(ksi)

Base Modulus

(ksi)

26.80 7.4 6.1 5.3 4.2 3.4 2.4 1.7 1.0 0.9 586 40 8172 5.326.75 7.0 6.0 5.5 4.8 4.0 3.0 2.2 1.5 1.4 947 40 6212 5.826.69 7.5 6.2 5.7 4.9 4.2 3.1 2.5 2.0 1.5 700 40 5576 5.726.64 7.7 6.0 5.1 4.3 3.6 2.7 2.0 1.7 1.3 439 40 6704 5.426.59 8.4 7.4 7.1 5.8 5.0 3.3 2.3 1.5 1.2 1201 21 6045 5.326.54 7.3 6.2 5.6 4.7 4.0 2.9 2.2 1.5 1.3 760 40 6325 5.926.49 6.0 4.8 4.5 3.8 3.3 2.5 1.9 1.3 1.2 854 40 7068 6.426.45 5.8 4.9 4.5 4.0 3.4 2.5 2.0 1.5 1.2 1010 40 6811 6.526.40 5.2 4.6 4.3 3.7 3.1 2.4 1.8 1.4 1.0 1500 40 7439 6.926.35 6.4 5.3 4.9 4.3 3.8 2.8 2.1 1.7 1.4 964 40 6436 6.326.30 7.2 6.2 5.8 5.1 4.3 3.2 2.4 1.7 1.4 1103 40 5806 6.026.24 5.0 4.5 4.2 3.7 3.2 2.4 1.9 1.5 1.1 1500 40 7405 7.026.20 6.8 6.6 6.5 5.2 4.5 3.4 2.7 1.9 1.6 1500 21 5164 6.426.15 6.1 5.2 4.9 4.4 3.8 3.0 2.3 1.9 1.5 1380 40 5984 6.626.10 5.7 5.1 4.9 4.3 3.8 2.9 2.3 1.7 1.5 1500 40 6028 6.826.06 5.5 4.9 4.6 4.1 3.6 2.7 2.0 1.4 1.2 1500 34 6898 6.726.01 5.3 4.6 4.4 3.7 3.2 2.3 1.7 1.2 1.0 1500 40 8220 6.625.96 6.4 5.2 4.6 3.6 2.9 1.9 1.3 0.9 0.7 736 40 10552 5.725.91 5.1 4.5 4.2 3.6 3.0 2.0 1.4 1.0 0.8 1500 40 9670 6.525.86 4.9 4.2 3.9 3.4 2.8 2.0 1.4 1.1 0.8 1500 40 9557 6.725.81 7.5 6.1 5.2 4.2 3.4 2.1 1.5 1.1 0.8 519 40 9446 5.425.76 6.9 5.9 5.3 4.4 3.6 2.3 1.5 1.0 0.9 905 40 9376 5.425.72 6.6 5.4 4.9 4.1 3.5 2.3 1.7 1.2 1.0 807 40 8161 5.625.66 8.7 7.2 6.2 4.7 3.6 2.3 1.6 1.3 1.0 468 40 8485 4.825.62 7.3 6.1 5.6 4.4 3.7 2.6 1.8 1.3 1.0 736 40 7767 5.425.56 5.8 4.8 4.3 3.6 3.0 2.1 1.5 1.0 0.8 1014 40 9463 5.925.52 9.3 7.2 6.0 4.4 3.3 1.9 1.2 0.9 0.8 301 40 10986 4.525.46 9.3 7.6 6.4 4.9 4.1 2.7 1.9 1.4 1.1 379 40 7458 4.825.41 8.8 7.0 5.9 4.4 3.4 2.0 1.4 0.9 0.8 380 40 9990 4.725.36 6.7 5.3 4.9 3.9 3.2 2.0 1.3 0.9 0.8 697 40 10387 5.325.31 8.6 7.4 6.4 4.9 3.8 2.3 1.6 1.1 0.9 549 40 8830 4.825.26 8.9 7.3 6.1 4.7 3.6 2.2 1.5 1.1 0.9 376 40 9422 4.725.21 10.1 8.0 6.5 4.8 3.6 2.1 1.4 1.1 1.0 269 40 9677 4.425.16 9.2 7.9 7.2 5.8 4.7 3.0 2.1 1.5 1.0 590 40 6413 4.925.11 8.0 7.0 6.4 5.4 4.6 3.1 2.1 1.5 1.3 836 40 6551 5.325.06 8.0 7.1 6.3 5.3 4.5 3.2 2.4 1.6 1.3 772 40 5772 5.525.01 7.3 6.2 5.6 4.7 3.9 2.8 2.1 1.5 1.2 738 40 6404 5.624.96 9.1 7.3 6.2 4.7 3.7 2.3 1.6 1.2 1.0 356 40 8523 4.724.91 8.5 6.8 5.7 4.1 3.1 1.8 1.1 0.9 0.7 366 40 12194 4.624.86 8.9 7.2 6.0 4.5 3.5 2.2 1.5 1.0 0.9 342 40 9227 4.724.81 7.4 6.3 5.5 4.5 3.7 2.5 1.8 1.3 1.0 641 40 7702 5.524.76 6.8 5.7 5.3 4.4 3.8 2.8 1.9 1.3 1.1 839 40 7189 5.924.71 6.0 5.1 4.7 4.1 3.5 2.5 1.8 1.3 1.1 999 40 7624 6.224.66 6.6 5.7 5.3 4.4 3.8 2.8 2.1 1.5 1.2 983 40 6669 6.024.61 6.8 5.6 4.9 4.0 3.4 2.3 1.7 1.2 0.9 609 40 8128 5.724.56 6.0 5.2 4.6 3.9 3.2 2.2 1.5 1.1 0.9 953 40 9133 6.024.51 6.7 5.2 4.5 3.5 2.8 1.9 1.4 0.8 0.8 493 40 9871 5.5




D0 D1 D2 D3 D4 D5 D6 D7 D8


StationEffective

Structural Number


(psi)

AC Modulus

(ksi)

Base Modulus

(ksi)

24.46 6.5 5.9 5.4 4.7 4.0 3.1 2.3 1.7 1.3 1204 40 6086 6.224.31 8.0 6.3 5.3 4.1 3.4 2.2 1.5 1.0 0.8 393 40 8944 5.2


Appendix D: Traffic Data

NEW JERSEY DEPARTMENT OF TRANSPORTATION

MEMORANDUM To: Sue Gresavage, Manager Pavement Management and Tech. FROM: Wagdi W. Gobrial- Central Region Division of Project Development DATE: September 23, 2010 PHONE: 530- 2741 SUBJECT: Route 33- MP 24.3 to 29.0 Manalapan and Freehold Townships, Monmouth County The following is the Traffic Design Data and Pavement Design Data for the Rt. 33 pavement resurfacing project. Year 2015 Traffic Design Data (TDD) Pavement Design Data (PDD) 2010 ADT (2 Way) = 24,285 vpd 2010 ADT (One Way) = 12,140 vpd 2015 ADT (2 Way) = 25,905 vpd 2015 ADT (One Way) = 12,790 vpd 2015 DHV (2 Way) = 2,590 vph 2015 Heavy Truck % in 24 Hours = 2% 2015 Directional Distribution = 55% 2015 Total Truck % in 24 Hours = 4% 2015 Heavy Truck % in Peak Hour = 3% Year 2035 Traffic Design Data (TDD) Pavement Design Data (PDD) 2010 ADT (2 Way) = 24,285 vpd 2010 ADT (One Way) = 12,140 vpd 2035 ADT (2 Way) = 33,540 vpd 2035 ADT (One Way) = 16,770 vpd 2035 DHV (2 Way) = 3,350 vph 2035 Heavy Truck % in 24 Hours = 2% 2035 Directional Distribution = 55% 2035 Total Truck % in 24 Hours = 4% 2035 Heavy Truck % in Peak Hour = 3% Should you have any questions please do not hesitate to contact me.

New Jersey Department of TransportationBureau of Transportation Data Development

Average Equivalency Factors per Vehicle for Heavy and Light Trucks

Equivalent Single Axle Load (ESAL) Design Factors

Rigid Pavement (r) P=2.5 D=228 mm (9.0")

Flexible Pavement (f) P=2.5 SN=127 mm (5.0")

Heavy Trucks - FHWA Class Type 6 to 13

Light Trucks - FHWA Class Type 4 & 5

Standard Route Mile Post Limit Ave. ESAL per Vehicle- Heavy Ave. ESAL per Vehicle - Light

ID (SRI) START END (f) (r) (f) (r)

MP MP 2009 2009 2009 2009

00000029 1.31 9.15 1.061 1.821 0.283 0.315

00000029 9.15 34.76 1.109 1.871 0.270 0.299

00000030 0.96 18.34 1.442 2.525 0.313 0.342

00000030 18.34 29.68 1.214 2.144 0.328 0.364

00000030 29.68 58.26 1.246 2.176 0.294 0.321

00000031 0.00 4.84 1.053 1.794 0.270 0.302

00000031 4.84 16.36 1.100 1.861 0.215 0.235

00000031 22.02 32.13 1.561 2.806 0.368 0.402

00000031 32.13 48.93 1.373 2.493 0.269 0.301

00000032 0.00 1.18 1.202 2.088 0.314 0.346

00000033 0.00 7.84 1.097 1.885 0.276 0.311

00000033 12.42 15.01 1.064 1.838 0.253 0.280

00000033 15.01 27.54 1.586 2.867 0.373 0.422

00000033 27.54 42.03 1.340 2.311 0.269 0.302

00000033B 0.00 5.03 1.245 2.190 0.307 0.346

00000034 0.00 4.13 1.184 2.081 0.240 0.255

00000034 4.13 12.27 1.469 2.610 0.324 0.360

00000034 12.27 22.42 1.325 2.357 0.275 0.304

00000034 22.42 26.79 1.208 2.063 0.315 0.354

00000035 0.00 20.24 1.212 2.085 0.288 0.324

00000035 20.24 49.38 1.435 2.524 0.266 0.303

00000035 50.63 58.11 1.265 2.276 0.324 0.364

00000035_Z 3.49 14.28 1.211 2.057 0.285 0.322

00000036 0.00 24.40 1.438 2.525 0.259 0.295

00000037 0.00 13.43 1.292 2.211 0.269 0.304

00000038 0.00 9.56 1.415 2.497 0.311 0.336

00000038 9.56 19.23 1.220 2.135 0.297 0.324

00000040 1.70 16.52 1.093 1.867 0.315 0.356

00000040 16.52 25.54 1.218 2.096 0.316 0.363

00000040 25.54 46.35 1.317 2.370 0.330 0.359

00000040 46.35 57.42 1.322 2.342 0.326 0.353

00000040 57.42 64.28 1.697 3.015 0.508 0.545

00000041 0.00 14.22 1.248 2.117 0.297 0.327

00000042 0.00 6.36 1.371 2.428 0.325 0.347

00000042 6.36 14.28 1.438 2.503 0.318 0.344

00000044 0.00 9.59 1.283 2.177 0.291 0.311

00000045 0.00 8.80 1.139 1.902 0.269 0.303

00000045 9.44 17.78 1.139 1.902 0.272 0.303

00000045 18.16 28.51 1.248 2.117 0.297 0.331

00000046 0.00 10.03 1.483 2.592 0.308 0.342

00000046 10.03 29.45 1.415 2.515 0.274 0.293

00000046 29.45 46.47 1.348 2.191 0.299 0.330

00000046 46.47 56.34 1.282 2.116 0.294 0.332

00000046 56.34 72.09 1.170 1.877 0.322 0.357

00000047 0.00 20.91 1.316 2.266 0.337 0.373

00000047 20.91 35.08 1.379 2.382 0.362 0.399

00000047 35.08 52.52 1.248 2.117 0.297 0.327

Page 2 of 8

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Appendix E: Pavement Design Calculation Sheets

Existing AC thickness (in)= 11.00Representative structural number SNeff= 6.57

* Elastic modulus of sound PCC is 3 to 8 million psi

Resilient Modulus Mr (psi)= 5138* Typical values are

Acceptable terminal servicibility Pt= 2.5 * Servicibility index is between 0-5

Initial servicibility P0= 4.2 * Rigid pavement 4.5, Flexible pavement 4.2

Servicibility loss (ΔPSI)= 1.7Average Daily Traffic (ADT) and year counted= 12140 2010Average Daily Traffic (ADT) and year counted= 16770 2035 1.301

Percent of Truck= 418-kips factor= 0.980

Lane Distribution (%)= 100First year of design service= 2015Last year of design service= 2025 Wf=

60 - 804

Lane DistributionGrowth Factor (%)=

2 80 - 1003

1 100

14737 1,979,738ADT=

Number of Lanes in Each Direction

50 - 75ADT= 12950

Project: Route 33: EB & WB (MP 24.3‐29.0)Design for: 10‐Year Life, AC Overlay for EB Lanes (Flexible Pavement Portions), MP 24.20‐25.36

Number of future ESAL's Wf= 1,979,738Reliability R= 95 ZR=

R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8

Standard deviation S0= 0.45Future structural number SNf = 4.70 W18=

SNf-SNeff (in)= -1.87Structural Coeffecient of new AC layer Aol= 0.44

E1= 1,237a1= 0.440mill 0

SNeff after milling 6.57Overlay after milling 0.00

Overlay thickness (in)= -4.24

Local 50-80

* S0=0.40-0.50 for flexible pavement (or overlay) design (I-62&III-82)&S0=0.30-0.40 for AC overlay (III-121)

1,979,738 (Wf-W18)^2= 6.4E-02

Pag

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9

85-99.9 80-99.9

Principle arterials 80-99 75-95

75-95Collectors 80-95

50-80

Interstate and other freeways

-1.645Functional Classification Urban Rural

* Design ESAL is total number of ESAL's for the road multiplied by directional and lane distribution









Number of Lanes in Each Direction Lane DistributionGrowth Factor (%)= 1 100

2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 32269 22,842,082

Project: Route 33: EB & WB (MP 24.3‐29.0)Design for: Life Provided by Mill 3" and AC Overlay 3" for EB Lanes (Flexible Pavement Portions), MP 24.20‐25.36


R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8


SNf-SNeff (in)= 0.00Structural Coeffecient of new AC layer Aol= 0.44

E1= 1,237a1= 0.440mill 3

SNeff after milling 5.25Overlay after milling 3.00 Life= years



Interstate and other freeways 85-99.9 80-99.9

5.0E-03


Pag

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Collectors 80-95 75-95

Overlay thickness (in)= 0.00

20.0

Local 50-80 50-80


22,842,082 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 14737 1,979,738

Project: Route 33: EB & WB (MP 24.3‐29.0)Design for: 10‐Year Life, AC Overlay for EB Lanes, MP 25.36‐27.21


R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1= 845a1= 0.426mill 0






Pag

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9



Local 50-80 50-80


1,979,738 (Wf-W18)^2= 6.4E-02










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 15941 3,321,271

Project: Route 33: EB & WB (MP 24.3‐29.0)Design for: Life Provided by Mill 3" and AC Overlay 3" for EB Lanes, MP 25.36‐27.21


R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1= 845a1= 0.426mill 3





1.5E-01


Pag

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9



16.1

Local 50-80 50-80


3,321,271 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 14737 1,979,738



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1= 1,063a1= 0.440mill 0






Pag

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9



Local 50-80 50-80


1,979,738 (Wf-W18)^2= 6.4E-02










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 20485 8,482,963

Project: Route 33: EB & WB (MP 24.3‐29.0)Design for: Life Provided by Mill 4" and AC Overlay 4"for EB Lanes, MP 27.21‐27.54


R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1= 1,063a1= 0.440mill 4





3.0E-02


Pag

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9



20.0

Local 50-80 50-80


8,482,963 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 14737 1,626,033



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1= 1,155a1= 0.440mill 0






Pag

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9



Local 50-80 50-80


1,626,033 (Wf-W18)^2= 1.1E-02










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 25194 11,535,800



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1= 1,155a1= 0.440mill 4





3.5E-02


Pag

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9



20.0

Local 50-80 50-80


11,535,800 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 14737 1,626,033



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1= 914a1= 0.437mill 0






Pag

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9



Local 50-80 50-80


1,626,033 (Wf-W18)^2= 1.1E-02










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 15468 2,294,280



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1= 914a1= 0.437mill 4





1.0E-04


Pag

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9



13.7

Local 50-80 50-80


2,294,280 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 14737 1,979,738

Project: Route 33: EB & WB (MP 24.3‐29.0)Design for: 10‐Year Life, AC Overlay for WB Lanes (Flexible Pavement Portions), MP 24.31‐24.84


R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1= 790a1= 0.417mill 0






Pag

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9



Local 50-80 50-80


1,979,738 (Wf-W18)^2= 6.4E-02










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 21646 9,833,530

Project: Route 33: EB & WB (MP 24.3‐29.0)Design for: Life Provided by Mill 4" and AC Overlay 4" for WB Lanes (Flexible Pavement Portions), MP 24.31‐24.84


R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1= 790a1= 0.417mill 4





7.0E-02


Pag

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9



20.0

Local 50-80 50-80


9,833,530 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 14737 1,979,738

Project: Route 33: EB & WB (MP 24.3‐29.0)Design for: 10‐Year Life, AC Overlay for WB Lanes, MP 24.84‐25.76


R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1= 554a1= 0.370mill 0






Pag

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9



Local 50-80 50-80


1,979,738 (Wf-W18)^2= 6.4E-02










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 17976 5,610,988

Project: Route 33: EB & WB (MP 24.3‐29.0)Design for: Life Provided by Mill 4" and AC Overlay 4" for WB Lanes, MP 24.84‐25.76


R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1= 554a1= 0.370mill 4





8.5E-02


Pag

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9



20.0

Local 50-80 50-80


5,610,988 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 14737 1,979,738



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1= 1,190a1= 0.440mill 0






Pag

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9



Local 50-80 50-80


1,979,738 (Wf-W18)^2= 6.4E-02










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 26428 15,540,908



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1= 1,190a1= 0.440mill 4





3.1E-02


Pag

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9



20.0

Local 50-80 50-80


15,540,908 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 14737 1,979,738



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1= 982a1= 0.440mill 0






Pag

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9



Local 50-80 50-80


1,979,738 (Wf-W18)^2= 6.4E-02










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 18170 5,830,659



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1= 982a1= 0.440mill 4





5.6E-02


Pag

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9



20.0

Local 50-80 50-80


5,830,659 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 14737 1,979,738



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1= 1,260a1= 0.440mill 0






Pag

e II-

9



Local 50-80 50-80


1,979,738 (Wf-W18)^2= 6.4E-02










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 30878 21,070,482



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1= 1,260a1= 0.440mill 4





1.5E-02


Pag

e II-

9



20.0

Local 50-80 50-80


21,070,482 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 14737 1,626,033



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1= 1,500a1= 0.440mill 0






Pag

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9



Local 50-80 50-80


1,626,033 (Wf-W18)^2= 1.1E-02










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 68088 61,120,640



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1= 1,500a1= 0.440mill 4





2.6E-03


Pag

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9



20.0

Local 50-80 50-80


61,120,640 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 14737 1,626,033



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1= 994a1= 0.440mill 0






Pag

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9



Local 50-80 50-80


1,626,033 (Wf-W18)^2= 1.1E-02










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 15430 2,259,273



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1= 994a1= 0.440mill 4





6.6E-05


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13.6

Local 50-80 50-80


2,259,273 (Wf-W18)^2=

Existing AC thickness (in)=Representative structural number SNeff=







Lane Distribution (%)= 100First year of design service= 2015Last year of design service= 2035 Wf= 4,250,218

Growth Factor (%)=

ADT=

Number of Lanes in Each Direction

ADT= 12950

3 60 - 804 50 - 75

Lane Distribution1 1002 80 - 100

16770

Project: Route 33: EB & WB (MP 24.3‐29.0)Design for: 20‐Year Flexible Pavement Reconstruction/New Construction


R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8


Layer Coeff. 0.44 0.14 0.08Material AC DGABC SubbaseThickness 10 8 0 5.52

Pag

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9

50-80 50-80


Principle arterials


80-99 75-95


4,250,218 (Wf-W18)^2= 1.1E-01


Local











2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 13163 235,429

Project: Route 33: EB & WB (MP 24.3‐29.0)Design for: Life Provided by Mill 2" and AC Overlay 2" for EB Outside Shoulder, MP 24.20‐24.35

Number of future ESAL's Wf= 235,429Reliability R= 95 ZR=

R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1=a1= 0.380mill 2





4.5E-02


Pag

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9



1.3

Local 50-80 50-80


235,429 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 13186 261,021

Project: Route 33: EB & WB (MP 24.3‐29.0)Design for: Life Provided by Mill 3" and AC Overlay 3" for EB Inside Shoulder (Flexible Pavement Portions), MP 24.20‐24.35


R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1=a1= 0.380mill 3





9.8E-02


Pag

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9



1.4

Local 50-80 50-80


261,021 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 13384 480,217



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1=a1= 0.400mill 2





2.1E-02


Pag

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9



2.6

Local 50-80 50-80


480,217 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 13413 511,719

Project: Route 33: EB & WB (MP 24.3‐29.0)Design for: Life Provided by Mill 3" and AC Overlay 3" for EB Inside Shoulder, MP 24.35‐25.36


R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1= 1,237a1= 0.400mill 3





5.7E-02


Pag

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9



2.7

Local 50-80 50-80


511,719 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 13174 247,938



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1=a1= 0.400mill 2





1.9E-01


Pag

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9



1.3

Local 50-80 50-80


247,938 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 13190 265,514



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1=a1= 0.400mill 3





1.9E-01


Pag

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9



1.4

Local 50-80 50-80


265,514 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 13108 174,347



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1=a1= 0.400mill 2





9.5E-02


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9



0.9

Local 50-80 50-80


174,347 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 13120 187,326



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1=a1= 0.400mill 3





9.7E-03


Pag

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9



1.0

Local 50-80 50-80


187,326 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 13244 324,965



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1=a1= 0.380mill 2





7.4E-02


Pag

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9



1.7

Local 50-80 50-80


324,965 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 13308 395,863



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1=a1= 0.380mill 4





1.1E-01


Pag

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9



2.1

Local 50-80 50-80


395,863 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 13308 324,965



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1=a1= 0.380mill 2





7.4E-02


Pag

e II-

9



2.1

Local 50-80 50-80


324,965 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 13386 395,863



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1=a1= 0.380mill 4





1.1E-01


Pag

e II-

9



2.6

Local 50-80 50-80


395,863 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 13282 301,427



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1=a1= 0.380mill 2





1.3E-01


Pag

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9



2.0

Local 50-80 50-80


301,427 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 13355 367,814



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1=a1= 0.380mill 4





3.6E-02


Pag

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9



2.4

Local 50-80 50-80


367,814 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 13264 347,233

Project: Route 33: EB & WB (MP 24.3‐29.0)Design for: Life Provided by Mill 2" and AC Overlay 2" for WB Outside Shoulder, MP 24.31‐24.94


R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1=a1= 0.400mill 2





2.6E-02


Pag

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9



1.9

Local 50-80 50-80


347,233 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 13308 395,863

Project: Route 33: EB & WB (MP 24.3‐29.0)Design for: Life Provided by Mill 4" and AC Overlay 4" for WB Inside Shoulder, MP 24.31‐24.94


R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1=a1= 0.400mill 4





1.1E-01


Pag

e II-

9



2.1

Local 50-80 50-80


395,863 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 13244 324,965



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1=a1= 0.380mill 2





7.4E-02


Pag

e II-

9



1.7

Local 50-80 50-80


324,965 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 13308 395,863



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1=a1= 0.380mill 4





1.1E-01


Pag

e II-

9



2.1

Local 50-80 50-80


395,863 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 13491 598,780



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1=a1= 0.380mill 2





8.7E-02


Pag

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9



3.2

Local 50-80 50-80


598,780 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 13602 720,829



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1=a1= 0.380mill 4





5.4E-02


Pag

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9



3.8

Local 50-80 50-80


720,829 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 13153 184,006



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1=a1= 0.380mill 2





3.3E-03


Pag

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9



1.2

Local 50-80 50-80


184,006 (Wf-W18)^2=










2 80 - 1003 60 - 804 50 - 75

ADT= 12950ADT= 13201 227,398



R= 50 60 70 80 85 90 91 92 93 94 95 96 97 98 99 100ZR= 0.0 -0.3 -0.5 -0.8 -1.0 -1.3 -1.3 -1.4 -1.5 -1.6 -1.6 -1.8 -1.9 -2.1 -2.3 -3.8



E1=a1= 0.380mill 4





1.2E-01


Pag

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9



1.5

Local 50-80 50-80


227,398 (Wf-W18)^2=

pavement evaluation and design report route 33: eb & …

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