PAVEMENT TESTING, ENGINEERING ANALYSIS AND REVIEW …€¦ · Pavement Testing, Engineering...

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PAVEMENT TESTING, ENGINEERING ANALYSIS AND REVIEW REPORT Cold In-Place Recycling Project Brown County State Aid Highway 3, Minnesota

AET Report No. 28-00769 Date: February 17, 2014

Prepared for: Brown County Highway Department 1901 N Jefferson St New Ulm, MN 56073

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February 17, 2014 Brown County Highway Department 1901 N Jefferson Street New Ulm, MN 56073 Attn: Mr. Wayne Stevens RE: Pavement Testing, Engineering Analysis, and Review Cold In-Place Recycling Project Brown County State Aid Highway 3, Minnesota AET Report No. 28-00769 Dear Mr. Stevens: This report presents the results of a pavement testing and analysis project AET performed on the Brown County State aid Highway 3 Cold In-Place Recycling Project in Brown County, Minnesota. Per your request we are submitting this report to you electronically. Please contact me if you have any questions about the report. Sincerely, American Engineering Testing, Inc.

Chunhua Han, Ph.D., P.E. Principal Engineer, Pavement Division Phone: (651) 603-6631 Fax: (651) 659-1347 [email protected]

Pavement Testing, Engineering Analysis and Review CSAH 3 Cold-in-place Recycling Project, Brown County, Minnesota AMERICAN February 17, 2014 ENGINEERING Report No. 28-00769 TESTING, INC.

Copyright 2014 American Engineering Testing, Inc. All Rights Reserved

Unauthorized use or copying of this document is strictly prohibited by anyone other than the client for the specific project.

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SIGNATURE PAGE

Prepared for: Prepared by: Brown County Highway Department American Engineering Testing, Inc. 1901 N Jefferson Street 550 Cleveland Avenue North New Ulm, MN 56073 St. Paul, MN 55114 Attn: Wayne Stevens, PE (651) 659-9001/www.amengtest.com Report Authored By: Peer Review Conducted By:

Chunhua Han, Ph.D., P.E. David Rettner, P.E. Principal Engineer, Pavement Division Senior Vice President/Principal Engineer

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TABLE OF CONTENTS

Transmittal Letter............................................................................................................................. i Signature Page ................................................................................................................................ ii TABLE OF CONTENTS ............................................................................................................... iii 1.0 INTRODUCTION .................................................................................................................... 1 2.0 SCOPE OF SERVICES ............................................................................................................ 1 3.0 PROJECT INFORMATION ..................................................................................................... 3 4.0 PAVEMENT TESTING ........................................................................................................... 4

4.1 Field Exploration and Pavement Testing Program ................................................................ 4 4.2 Analysis Procedures .............................................................................................................. 6 4.3 Laboratory Testing ................................................................................................................ 7

5.0 RESULTS ................................................................................................................................. 7 5.1 Pavement Surface Condition ................................................................................................. 7 5.2 Pavement Thicknesses ........................................................................................................... 9 5.3 In-Place Pavement Strength................................................................................................. 10 5.4 CIR Layer Strength .............................................................................................................. 11

6.0 CONCLUSIONS..................................................................................................................... 13 6.1 Pavement Thickness ............................................................................................................ 13 6.2 Pavement Strength ............................................................................................................... 13

7.0 LIMITATIONS ....................................................................................................................... 14

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TABLE OF CONTENTS FIGURES

Figure 1 – Testing Locations

Figure 2 – Pavement (Surface) Thickness

Figure 3 – Spring Load Capacity

Figures 4-12 – Pavement Core Photographs

APPENDIX A

Falling Weight Deflectometer Field Exploration and Testing

FWD Results Plot

APPENDIX B

Ground Penetrating Radar Field Exploration and Testing

GPR Results Plot

APPENDIX C

Pavement Report Limitations and Guidelines for Use


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1.0 INTRODUCTION

The Brown County Highway Department (County) has constructed two sections of cold in-place

recycling (CIR) on County State Aid Highway (CSAH) 3 in Brown County, Minnesota with

different surfacing placed over the CIR. The County is evaluating the two surfacing methods

(hot mix asphalt overlay and chipseal) and overall pavement strength and performance to aid in

scoping future projects. To assist in the pavement evaluation, the County has authorized

American Engineering Testing, Inc. (AET) to perform subsurface exploration and nondestructive

pavement testing at the site, laboratory material testing and perform a pavement engineering

analysis and review for the project. This report presents the results of the above services.

2.0 SCOPE OF SERVICES

AET's services were performed according to our proposal to you dated September 20, 2013,

which you authorized on October 16, 2013. AET's scope of services included Digital Video Log

(DVL), Ground Penetrating Radar (GPR), and/or Falling Weight Deflectometer (FWD) testing

on approximately 7 miles of roadway. The scope of services consisted of the following:

1. DVL testing in two traveling directions, using a digital video camera. The total length of

roadway tested was approximately 14 lane-miles. The digital video log shows the

pavement surface condition as well as geographic benchmarks such as bridges and road

signs which will assist the viewer in determining the location of the video log.

2. GPR testing at 1 foot intervals and in two traveling directions, to measure pavement

thickness and to identify thin pavement locations. The total length of roadway tested was

approximately 14 lane-miles.


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3. FWD testing in one traveling direction, to determine the in situ stiffness of pavement

layers and subgrade soils. The length of roadway tested was approximately 7 miles. We

performed this testing at 0.1-mile spacing and back-calculated an effective subgrade

modulus from the test data. From the back-calculated effective subgrade modulus we

provide an estimated effective R-value and granular equivalency (GE) for pavement

design.

As an enhancement to our work, the GPR and FWD data collection systems are tied to

GPS coordinates.

• Pavement coring was performed at approximately 1 mile intervals along roadway (9

cores). The coring included all lifts (existing and recycled) as required to measure the

asphalt pavement thickness to the closest ¼ inch.

• Laboratory testing on the intact cores to determine the resilient modulus of the CIR layer

at the standard temperature (77OF).

• Preparation of a written report of our work, to include the layer thickness measurement

and GPR testing results, deflection testing, and discussion of load capacity, in-place

pavement and subgrade strength, strength variability, pavement condition, and other

issues related to suitability of the CIR to withstand the forecast traffic loading.

These services are intended for geotechnical purposes. The scope is not intended to explore for

the presence or extent of environmental contamination in the soil or ground water. However,

obvious contamination detected by us would be reported to you.


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3.0 PROJECT INFORMATION

The CSAH 3 Cold In-place Recycling Project (“Project”) is located in the southwest corner of

Brown County, just south of Springfield, Minnesota. The project area extends in a south to north

direction from the county boundary (CSAH 10) to CSAH 23, as shown in Figure 1.

The project was surfaced in 1993 over the site that consisted of glacially-deposited (till) or

water-deposited (alluvial) fine grained soils, as indicated in the USDA Web Soil Survey. The

primary soils within the upper subgrade zone affecting the design subgrade R-value are cohesive

soils meeting the A-6 AASHTO soil category, with some A-7 soils.

The pavement was originally designed as a 7-ton road when it was constructed 20 years ago.

According to MnDOT the 2012 annual average daily traffic (AADT) for CSAH 3 was 170

vehicles per day within the project area. The current projection factor is 1.2 countywide.

The project consisted of two different sections: CIR with a seal coat surfacing and CIR with

bituminous surfacing. The section of CIR with bituminous surfacing started at the county

boundary (CSAH 10), ran 3 miles to north and 1 mile to East (approximately 4 miles long) while

the section of CIR with the seal coat surfacing continued to CSAH 23 (approximately 3 miles).

At the starting and ending intersections, as well as approaches at bridge and culvert of the

project, short stretches of flexible pavement (bituminous over aggregate) were constructed.

The above stated information represents our understanding of the proposed construction. This

information is an integral part of our engineering review. It is important that you contact us if

there are changes from that described so that we can evaluate whether modifications to our

recommendations are appropriate.


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4.0 PAVEMENT TESTING

4.1 Field Exploration and Pavement Testing Program

The pavement testing program consisted of Digital Video Log (DVL) recording, Falling Weight

Deflectometer (FWD) and Ground Penetrating Radar (GPR) testing on 7 centerline miles of the

haul roads.

4.1.1 Pavement Condition Survey

The pavement condition survey program conducted for the project consisted of using high

definition video cameras mounted on a moving vehicle to capture pavement images for

evaluating the pavement surface distress. Since the calculation of pavement condition index was

not in the scope of this evaluation the general description of the pavement surface will be

included in this report. The MnDOT Pavement Management Unit collected pavement condition

and roughness data for County in 2005 and 2009 before CIR.

4.1.2 Pavement Strength Testing

The pavement deflection testing program conducted for the project consisted of Falling Weight

Deflectometer (FWD) testing on 7 miles of roadways at net 0.1-mile spacing in one traveling

direction. After seating drops, data for four impulse loads (two at 6,000 lbs nominal load and two

at 9,000 lbs nominal load) were collected at each test point. The test data and details of the

methods used appear in Appendix A of this report.

The FWD testing was performed on October 1, 2013 using a Dynatest 9000 Falling Weight

Deflectometer. Figure 1 shows the FWD testing points where four sets of data (load and

deflections) were collected at each testing location.


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4.1.3 Pavement Thickness Testing

The pavement thickness testing program conducted for the project consisted of a high speed GPR

antenna collecting the pavement thickness data at one scan per foot. The data was collected

using a 2 GHz antenna, which allows material layer measurements at depths of 18 to 20 inches

with a resolution less than about ½ inch. The details of the methods used appear in Appendix B.

The GPR data was collected on October 1, 2013 over 14 lane-miles of the roadway. Figure 1

shows the GPR scanning routes. Scans of the pavement were collected according to SIR-20

processor settings established by the GSSI RoadScan system, approximately in the middle of the

traveling lane and in two directions of travel. A calibration file, required for data post-

processing, was collected prior to testing.

The GPR interface identification was accomplished using RADAN 6.0, a proprietary software

package included with the GSSI RoadScan system. The software includes tools to aid in

delineating pavement layer transitions, and automatically calculates their depths from the

pavement surface using the calibration file(s) collected prior to testing.

The total depth of pavement is not always explicitly clear. Where gaps in clear identification of

pavement and base layer thicknesses are encountered, they are reported as a percent of the

picking rate of the layer interface. A picking rate of 100 percent indicates the layer interfaces

were visible in 100 percent of the scanned points.

Factors influencing definition of radar scans include ambient electromagnetic interference, the

presence of moisture, the presence of voids and the similarity of material layer type between

layers (gravel vs. gravelly sand).


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4.1.4 Pavement Coring

Nine pavement cores were taken on October 17, 2013. The cores were all taken in the NB lane,

with 5 cores being taken in the asphalt overlay section, ranging from 6.5 to 8.0 inches, and 4

cores taken in the chipseal surfaced section ranging from 4.0 to 6.0 inches. In many cases, the

bottom of the cores, below the CIR material, did not come out of the holes intact. A summary of

the coring results is shown in Table 4.1 below.

Table 4.1 Asphalt Coring Results

Section Termini

Layer Type Average (in.) From To

1 CSAH 10 PC Overlay/CIR 7.2

2 PC CSAH 23 Chipseal/CIR 5.0

Pictures of the cores are shown as Figures 4-12.

4.2 Analysis Procedures

The deflection data were analyzed using MnDOT methods for determining the in-place

(effective) subgrade and pavement strength, as well as allowable axle loads for a roadway

(MnDOT Investigation 183 revised in 1983). The MnDOT methods use the Hogg Model for

estimating the subgrade modulus.

The effective GE of a pavement system is estimated from the deflection relationship equation,

derived from MnDOT Investigations 183 and 195. Our methodology uses MnDOT’s

Investigation 183 for calculation of an estimated spring load capacity and required overlay to

estimate the structure for future assumed traffic loading.


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The deflection data were also used to back-calculate the resilient moduli of pavement layers

using Modulus 6.0. This program was developed at Texas Transportation Institute (TTI) for the

Texas DOT and uses the data-base method for back-analysis. It uses WESLEA program as a

forward calculation subroutine. WESLEA is based on the multilayer linear elasto-static theory

that is traditionally used for the purposes of flexible pavement analysis. The program uses

WESLEA to generate a data base of deflection bowls by assuming different modular ratios. A

pattern search technique is then used to determine the set of layers moduli that produce a

deflection basin that fits the measured one.

4.3 Laboratory Testing

The laboratory test program included 9 resilient modulus tests using an Interlaken Technology

Indirect Tensile Tester (IDT) that is a complete, self-contained system for Resilient Modulus

testing. The Interlaken IDT is a servo hydraulic test system. The loading rate achievable in a

servo hydraulic system makes it capable of performing Fatigue and Resilient Modulus testing in

addition to the less dynamic IDT tests. The test results appear in Appendix A following the logs.

5.0 RESULTS

5.1 Pavement Surface Condition

In general, the sections selected for testing were in good condition. No distresses other than

multiple tire marks in both lanes were apparent on the 2-inch overlay section. The tire marks

probably resulted mainly from the compaction during construction and also from the

combination of construction compaction and loaded truck tires in hot summer season. Photo 5.1

is representative of the condition observed on the CIR with bituminous surfacing section, and

provides an example of the video log file output.


Page 8 of 14

Photo 5.1 CIR with Bituminous Surfacing

Photo 5.2 is representative of the condition observed on the CIR with seal coat section. It seems

that a bleeding strip of low to medium severity was apparent between the wheelpaths in both

directions.

Photo 5.2 CIR with Seal Coat


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5.2 Pavement Thicknesses

The GPR data show clear interfaces between CIR and existing bituminous, as well as between

existing bituminous and aggregate base with a picking rate of 100%. The interfaces between

overlay or seal coat and the CIR were not identifiable most of time. The interface between base

and subgrade soils was also picked at a rate of 100%. The data sheets and plots of the layer

thicknesses averaged over 50 feet for each section are included in Appendix B.

Table 5.2 shows the statistical results of GPR data for each direction. The 15th percentile

represents the value that 85% of the pavement layer thickness is greater than, which is the value

we generally recommend using for design purposes. The surface thickness (overlay and CIR,

seal coat and CIR, or bituminous only) is shown in Figure 2.

Table 5.2 GPR Results

Section Termini

Layer Type NB SB

From To Avg CV 15th Avg CV 15th

1 CSAH 10 PC

Overlay/CIR 6.1 14% 5.3 6.3 15% 5.4

AC 2.2 36% 1.5 1.8 45% 1.3

GB 5.0 18% 4.2 4.9 20% 4.0

2 PC CSAH 23

Chipseal/CIR 4.4 13% 3.8 5.3 16% 4.4

AC 2.0 29% 1.5 1.5 54% 0.1

GB 5.6 21% 4.3 4.9 20% 3.9

Note: Avg – Average; CV – Coefficient of Variation; 15th – 15th Percentile.

As shown in Table 5.2 the average thickness of the overlay and CIR ranges from 6.1 to 6.3

inches (slightly thicker in the south bound) while the average thickness of the seal coat and CIR

ranges from 4.4 and 5.3 (thicker in the south bound). The 15th percentile (85% greater than)

ranges from 5.3 to 5.4 inches for the overlay and CIR and from 3.8 to 4.4 inches for the seal coat


Page 10 of 14

and CIR. It can be seen that the CIR layer has low variability in thickness, with the CV typically

less than or equal to 16%.

The average thickness of the existing bituminous layer ranges from 1.5 to 2.2 inches while the

average thickness of the aggregate base ranges from 4.9 to 5.6 inches. The 15th percentile (85%

greater than) ranges from 0.1 to 1.5 inches for the existing bituminous and from 3.9 to 4.3 inches

for the aggregate base. It can be seen that the existing bituminous has high variability in

thickness, with the CV typically ranging from 29% to 54%. The thickness of the existing

bituminous becomes zero more frequently in the south bound lane. It can also be seen that the

base has moderate variability in thickness, with the CV typically ranging from 18% to 20%.

5.3 In-Place Pavement Strength

Table 5.3A shows summaries of the FWD testing. Layer thicknesses used in our analysis were

extracted from GPR test data collected at the same testing direction as in the FWD testing. The

future 20 years of the existing traffic were used to estimate the spring load capacity. The spring

load capacity for the sections is shown in Figure 3.

Table 5.3A Summary of Analysis Results

Section From To Effective R Effective GE

Load Capacity (tons/axle)

Avg CV 15th Avg CV 15th Avg CV 15th

1 CSAH 10 PC 14.0 17% 11.9 23.0 5% 21.8 11.3 10% 10.2

2 PC CSAH 23 12.9 16% 10.9 15.9 21% 13.4 8.4 16% 7.6


The average effective R-value ranges from 12.9 to 14 for both sections, with the 85th percentile

being from 10.9 to 11.9, which is typical of a plastic subgrade. The average effective granular

equivalency (GE) for the overlay and CIR is 23.0 with the 85th percentile being 21.8. The


Page 11 of 14

average effective granular equivalency (GE) for the seal coat and CIR is 15.9 with the 85th

percentile being 13.4.

The overlay and CIR section has a spring load capacity of 10.2 tons per axle while the seal coat

and CIR section has a spring load capacity of 7.6, based on the allowable deflection of the

flexible pavement in spring under a standard 9-ton axle load.

If the 10-ton allowable deflection in spring is used, the overlay and CIR section has a spring load

capacity of 9 tons per axle. If a thinner layer thickness is used for the seal coat and CIR section

(equivalent thickness of the seal coat and CIR - 4.0 inches is equivalent to 2.7 inches of standard

bituminous), the section has a spring load capacity of 9 tons per axle, based on the allowable

deflection of the flexible pavement in spring under a standard 9-ton axle load, as shown in Table

5.3B.

Table 5.3B Summary of Analysis Results

Section From To Effective R Effective GE

Load Capacity (tons/axle)

Avg CV 15th Avg CV 15th Avg CV 15th

1 CSAH 10 PC 14.0 17% 11.9 23.0 5% 21.8 11.3 10% 10.2

2 PC CSAH 23 12.9 16% 10.9 15.9 21% 13.4 9.9 16% 9.1


5.4 CIR Layer Strength

Table 5.4 shows summaries of the moduli of CIR layer determined in the laboratory and back-

calculated from the FWD testing. Average layer thicknesses used in our back-calculation were

extracted from GPR test data collected at the same testing direction as in the FWD testing. The

test locations with errors greater than 5% or outliers were eliminated, resulting in the averaged

error per section within 2%.


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The back-calculated moduli of the CIR layer were adjusted from the middle depth temperature in

the CIR layer to the standard temperature at which the laboratory resilient modulus tests were

performed. The MnDOT temperature vs. modulus relationship developed for bituminous was

used to adjust the back-calculated moduli since a temperature correction curve for the CIR is not

available.

The CIR portions from nine of the cores taken from the roadway were tested for resilient

modulus according to ASTM D 4123. The values ranged from 117.4 ksi to 226.3 ksi, with the

average resilient modulus in each section shown in Table 5.4.

Table 5.4 Summary of CIR Layer Modulus Results (Average)

Section Surface Middle of Layer Modulus Modulus at 77ºF

Depth (inches)

Temperature (ºF)

Field (ksi)

Field (ksi)

Laboratory (ksi)

1 2-in Bituminous 4 49 477 186 139

2 Seal Coat 2 45 450 152 159

As shown in Table 5.4 the back-calculated modulus of the CIR layer, after having been adjusted

to the standard temperature (77ºF), is 186 ksi for the overlay (1.3 times the laboratory modulus)

and CIR section and 152 ksi for the seal coat and CIR section (same as the laboratory modulus),

respectively.

These moduli were further converted to the GE factors that range from 1.6 (139 ksi) to 1.7 (186

ksi), as compared to 2.25 for the plant-mix bituminous. Currently, a GE factor of 1.5 for CIR is

recommended by MnDOT for the design purposes. The laboratory and field test results showed

the GE factor of the CIR layer on CSAH 3 is equal to or greater than the recommended MnDOT

value.


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6.0 CONCLUSIONS

The recommendations made in this report are based on our understanding of the project as

described above.

6.1 Pavement Thickness

The GPR testing and evaluation results indicate the in-place thickness of both overlay and seal

coat sections exceeded the specified thickness on average. However, on the 85th percentile, three

of four lane-sections had the in-place thickness lower than the specified. Time to time the

existing bituminous disappeared, indicating that the existing bituminous was not enough in depth

for CIR and resulting in the week pavement. The GPR testing prior to CIR is critical and

recommended for future CIR projects.

6.2 Pavement Strength

The FWD testing and evaluation results indicate the overlay and CIR section meets the 9-ton

design, due to the strong pavement (averaged effective GE=23) over a plastic subgrade (average

effective R=14) in spring. The seal coat and CIR section meets the 7-ton design, due to the

moderate strength pavement (averaged effective GE=15.9) over a plastic subgrade (average

effective R=12.9) in spring.

The CIR material has laboratory measured resilient modulus values ranging from 117 ksi to 226

ksi. The back-calculated resilient modulus values are very similar to the laboratory measured

values. The resilient modulus values both from laboratory testing and FWD analysis both

indicate that the current GE value of 1.5 given to CIR is conservative, and that the majority of

the CIR material has a GE value of 1.6 to 1.8.


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The FWD testing represents a single point on 0.1-mile section of roadway. There may be

varying pavement and subgrade conditions between these points.

Our review of the site and analysis of pavement thickness and strength data were based on the

existing traffic volume carried over the next 20 years and an estimate of truck volume from the

County. More accurately estimated or actual counts of trucks may be different from what has

been used in this report, and if different may change the analysis results.

7.0 LIMITATIONS

Within the limitations of scope, budget, and schedule, we have endeavored to provide our

services according to generally accepted geotechnical engineering practices at this time and

location. Other than this, no warranty, express or implied, is intended.

Important information regarding risk management and proper use of this report is given in

Appendix C entitled “Geotechnical Report Limitations and Guidelines for Use”.

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FIGURE 1

Cold In-Place Recycling ProjectBrown County, Minnesota

Testing Locations

AET NO. 28-00769

CHECKED BY: CH

550 Cleveland Avenue NorthSt. Paul, Minnesota 55114Phone: (651) 659-9001Fax: (651) 659-1379

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Date: 2/17/2014

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GPR Testing - Seal Coat

GPR Testing - 2" Overlay

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Surface Thickness

AET NO. 28-00769

CHECKED BY: CH


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AET NO. 28-00769

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PROJECT

CSAH 3 CIR Project AET JOB NO. 28-00769

SUBJECT Core No. 1.1

DATE February 17, 2014

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Appendix A

Falling Weight Deflectometer Field Exploration and Testing FWD Data and Analysis Results Sheet

Appendix A Falling Weight Deflectometer Testing

Report No. 28-00769

Appendix A - Page 1 of 3 AMERICAN ENGINEERING TESTING, INC.

A.1 PAVEMENT TESTING The pavement structural conditions at the site were evaluated nondestructively using Falling Weight Deflectometer (FWD). The description of the equipment precedes the Deflection Data and Analysis Results in this appendix. A.2 EQUIPMENT DESCRIPTION A.2.1 Dynatest 8000 FWD Test System The FWD owned by AET is a Dynatest 8000 FWD Test System that consists of a Dynatest 8002 trailer and a third generation control and data acquisition unit developed in 2003, called the Dynatest Compact15, featuring fifteen (15) deflection channels. The new generation FWD, including a Compact15 System and a standard PC with the FwdWin field Program constitutes the newest, most sophisticated Dynatest FWD Test System, which fulfills or exceeds all requirements to meet ASTM-4694 Standards. Figure A1 provides a view of this equipment.

Figure A1 Dynatest 8002 FWD Test System The FWD imposes a dynamic impulse load onto the pavement surface through a load plate. Total pulse is an approximately half sine shape with a total duration typically between 25 to 30 ms. The FWD is capable of applying a variety of loads to the pavement ranging from 1,500 lbf (7 kN) to 27,000 lbf (120 kN) by dropping a variable weight mass from different heights to a standard, 11.8-inch (300-mm) diameter rigid plate. The drop weights and the buffers are constructed so that the falling weight buffer subassembly may be quickly and conveniently changed between falling masses of 440 lbm (200 kg) for highways and 770 lbm (350 kg) for airports. With the 440 lbm (200 kg) package for highways three drop heights are used with the target load of 6,000 lbf (27 kN) at drop height 1, 9,000 lbf (40 kN) at drop height 2, and 12,000 lbf at drop height 3 (53 kN). The drop sequence consists of two seating drops from drop height 3 and 2 repeat measurements at drop height 1 and 1 measurement at drop height 2 for flexible pavements and 2 repeat measurements at drop height 2 and 1 measurement at drop height 3 for rigid pavements. The data from the seating drops is not stored. The FWD is equipped with a load cell to measure the applied forces and nine geophones or deflectors to measure deflections up to 100 mils (2.5 mm). The load cell is capable of accurately measuring the force that is applied perpendicular to the loading plate with a resolution of 0.15 psi (1 kPa) or better. The force is expressed in terms of pressure, as a function of loading plate size. Nine deflectors at the offsets listed in the following table in the Long Term Performance Program (LTPP) configuration are capable of measuring electronically discrete deflections per test, together with nine (9) separate deflection measuring channels for recording of the data. One (1) of the deflectors measures the deflection of the pavement surface through the center of the loading plate, while seven (7) deflectors are capable of being positioned behind the loading plate along the housing bar, up to a distance of 5 ft (2.5 m) from the center of the loading plate and one (1) being positioned in front of the loading plate along the bar.

Deflector D9 D1 D2 D3 D4 D5 D6 D7 D8

Offset (in.) -12 0 8 12 24 36 48 60 72


Report No. 28-00769


Field testing is performed in accordance with the standard ASTM procedures as described in ASTM D 4695-96, “Standard Guide for General Pavement Deflection Measurements” and the calibration of our equipment is verified each year at the Long Term Pavement Performance Calibration Center in Maplewood, MN. A.2.2 Linear Distance and Spatial Reference System Distance measuring instrument (DMI) is a trailer mounted two phase encoder system. When DMI is connected to the Compact15 it provides for automatic display and recording distance information in both English and metric units with a 1 foot (0.3 meters) resolution and four percent accuracy when calibrated using provided procedure in the Field Program. Spatial reference system is a Trimble ProXRT Global Positioning System (GPS) that consists of fully integrated receiver, antenna and battery unit with Trimble’s new H-Star™ technology to provide subfoot (30 cm) post-processed accuracy. The ProXRT receiver is attached to the loading frame at the position of the loading plate. The External Patch antenna can be conveniently elevated with the optional baseball cap to prevent any signal blockage. A.2.3 Air and Pavement Temperature Measuring System A temperature monitoring probe, for automatic recording of air temperature, is an electronic (integrated circuit) sensing element in a stainless steel probe. The probe mounts on the FWD unit in a special holder with air circulation and connects to the Compact15. A non-contact Infra-Red (IR) Temperature Transmitter, for automatic recording of pavement surface temperature only, features an integrated IR-detector and digital electronics in a weather proof enclosure. The IR transmitter mounts on the FWD unit in a special holder with air circulation and connects to the Compact15. Both probe and IR transmitter have a resolution of 0.9 ºF (0.5 ºC) and accuracy within ± 1.8ºF (1 ºC) in the 0 to 158 ºF (-18 to +70ºC) range when calibrated using provided procedure. A.2.4 Camera Monitoring System A battery operated independent DC-1908E multi-functional digital camera with a SD card is used for easy positioning of the loading plate or of the pavement surface condition at the testing locations. A.3 SAMPLING METHODS At the project level, the testing interval is set at 0.1 mi. (maximum) or 10 locations per uniform section in the Outside Wheel Path (OWP) = 2.5 ft ± 0.25 ft (0.76 m ± 0.08 m) for nominal 12 ft (3.7 m) wide lanes. Where a divided roadbed exists, surveys will be taken in both directions if the project will include improvements in both directions. If there is more than one lane in one direction the surveys will be taken in the outer driving lane versus the passing lane of the highway. FWD tests are performed at a constant lateral offset down the test section. A.4 QUALITY CONTROL (QC) AND QUALITY ASSURANCE (QA) Beside the annual reference calibration the relative calibration of the FWD deflection sensors is conducted monthly but not to exceed 6 weeks during the months in which the FWD unit is continually testing. The DMI is also calibrated monthly by driving the vehicle over a known distance to calculate the distance scale factor. The accuracy of the FWD air temperature and infra-red (IR) sensors are checked on a monthly basis or more frequently if the FWD operator observes “suspicious” temperature readings. Some care in the placement of the load plate and sensors is taken by the survey crew, especially where the highway surface is rutted or cracked to ensure that the load plate lays on a flat surface and that the load plate and all geophones lie on the same side of any visible cracks. Liberal use of comments placed in the FWD data file at the time of data collection is required. Comments pertaining to proximity to reference markers, bridge abutments, patches, cracks, etc., are all important documentation for the individual evaluating the data. Scheduled preventive maintenance ensures proper equipment operation and helps identify potential problems that can be

corrected to avoid poor quality or missing data that results if the equipment malfunctions while on site. The routine and

major maintenance procedures established by the LTPP are adopted and any maintenance has been done at the end of the day

after the testing is complete and become part of the routine performed at the end of each test/travel day and on days when no

other work is scheduled.


Report No. 28-00769


A.5 DATA ANALYSIS METHODS B.5.1 Inputs The two-way AADT and HCADT are required to calculate the ESALs. The state average truck percent and truck type distribution are used when HCADT is not provided. The as-built pavement information (layer type, thickness, and construction year) are required and if not provided, either GPR and/or coring and boring is needed. A.5.2 Adjustments Temperature adjustment to the deflections measured on bituminous pavements is determined from the temperature predicted at the middle depth of the pavement using the LTPP BELLS3 model that uses the pavement surface temperature and previous day mean air temperature. The predicted middle depth temperature and the standard temperature of 80 degrees Fahrenheit are used to calculate the temperature adjustment factor for deflection data analysis. Seasonal adjustment developed by Mn/DOT is also used. A.5.3 Methods For bituminous pavements, the deflection data were analyzed using the AASHTO method for determining the in-place (effective) subgrade and pavement strength and the Mn/DOT method for determining allowable axle loads for a roadway (Investigation 603) revised in 1983 and automated with spreadsheet format in 2010. The Mn/DOT method also uses the TONN method for estimating Spring Load Capacity and Required Overlay, as described in the Mn/DOT publication “Estimated Spring Load-Carrying Capacity”. For gravel roads, the deflection data were analyzed using the American Association of State Highway and Transportation Officials’ (AASHTO) method for determining the in-place (effective) subgrade and pavement strength, as well as allowable axle loads for a roadway as in the AASHTO Guide for Design of Pavement Structures, 1993. For concrete pavements, the deflection data were analyzed using the FAA methods for determining the modulus of subgrade reaction (k-value), effective elastic modulus of concrete slabs, load transfer efficiency (LTE) on approach and leave slabs of a joint, slab support conditions (void analysis) and impulse stiffness modulus ratio (durability analysis) as in the FAA AC 150/5370-11A, Use of Nondestructive Testing Devices in the Evaluation of Airport Pavement, 2004. A.6 TEST LIMITATIONS A.6.1 Test Methods The data derived through the testing program have been used to develop our opinions about the pavement conditions at your site. However, because no testing program can reveal totally what is in the subsurface, conditions between test locations and at other times, may differ from conditions described in this report. The testing we conducted identified pavement conditions only at those points where we measured pavement surface temperature, deflections, and observed pavement surface conditions. Depending on the sampling methods and sampling frequency, every location may not be tested, and some anomalies which are present in the pavement may not be noted on the testing results. If conditions encountered during construction differ from those indicated by our testing, it may be necessary to alter our conclusions and recommendations, or to modify construction procedures, and the cost of construction may be affected. A.6.2 Test Standards Pavement testing is done in general conformance with the described procedures. Compliance with any other standards referenced within the specified standard is neither inferred nor implied.

American Engineering Testing, Inc. AET Project No. 28-00769550 Cleveland Avenue North Client: Brown CountySt. Paul, Minnesota 55114 Test Date: Oct 17, 2013Phone: (651) 659-9001 Roadway: CSAH 3Fax: (651) 659-1379 From: CSAH 10

To: PC

Prev. Day's Avg. Air Temp.: 45 °F Design Period: 10 Years

Total AC: 8.2 in. Projection Factor: 1.1

Daily ESALs: 6.0 Growth Factor: 10.42

Annual Growth: 0.9% 10-year Design ESALs: 22,825

Surface Condition Rating: 4.0 Design Period: 20 Years

Soil Type: P Projection Factor: 1.2

Draught Adjustment Factor: 1.00 Growth Factor: 21.84

Seasonal Correction Factor: 1.55 20-year Design ESALs: 47,828

Overlay TONNR-value G.E. Thickness Capacity

0.0 Start NB CSAH 3 @ County Line"0.0 1 17:09 42.8 46.0 6343 10.0 16.4 13.3 10.4 5.3 3.1 2.2 1.6 1.4 11.9 17.9 0.0 8.6 0.0 2 17:09 42.8 46.0 6321 9.8 16.1 13.0 10.3 5.3 3.1 2.2 1.6 1.3 12.0 18.1 0.0 8.7 0.0 3 17:09 42.8 46.0 9427 15.2 24.5 19.5 15.6 8.0 4.7 3.3 2.5 2.0 11.7 18.1 0.0 8.6

0.0 4 17:09 42.8 46.0 9405 15.2 24.4 19.5 15.5 8.1 4.8 3.3 2.5 2.0 11.7 18.3 0.0 8.6

0.1 1 17:10 42.8 47.6 6343 9.3 12.9 11.0 9.3 5.6 3.4 2.3 1.6 1.4 11.9 23.6 0.0 10.6

0.1 2 17:10 42.8 47.6 6343 9.3 12.9 10.9 9.3 5.6 3.5 2.3 1.6 1.3 11.9 23.7 0.0 10.6

0.1 3 17:10 42.8 47.6 9416 14.1 19.5 16.5 14.1 8.6 5.2 3.4 2.4 1.9 11.5 23.8 0.0 10.5

0.1 4 17:10 42.8 47.6 9405 14.1 19.6 16.6 14.2 8.6 5.3 3.4 2.5 1.9 11.4 23.9 0.0 10.5

0.2 1 17:11 42.8 45.6 6321 9.0 13.0 11.3 9.5 5.6 3.5 2.3 1.7 1.4 11.8 23.3 0.0 10.4

0.2 2 17:11 42.8 45.6 6332 9.0 13.0 11.3 9.5 5.6 3.5 2.4 1.7 1.4 11.9 23.4 0.0 10.5

0.2 3 17:11 42.8 45.6 9405 13.9 20.1 17.2 14.6 8.7 5.3 3.6 2.6 2.1 11.3 23.3 0.0 10.2

0.2 4 17:11 42.8 45.6 9383 13.9 20.0 17.2 14.6 8.7 5.3 3.6 2.6 2.1 11.2 23.4 0.0 10.2

0.3 1 17:12 42.8 45.7 6376 9.3 13.4 11.6 9.8 5.8 3.6 2.4 1.8 1.4 11.5 23.5 0.0 10.3

0.3 2 17:12 42.8 45.7 6343 9.2 13.2 11.4 9.7 5.8 3.5 2.4 1.7 1.4 11.5 23.6 0.0 10.4

0.3 3 17:12 42.8 45.7 9383 14.3 20.5 17.7 15.1 9.0 5.4 3.6 2.6 2.1 10.9 23.5 0.0 10.0 0.3 4 17:12 42.8 45.7 9405 14.4 20.6 17.8 15.1 9.0 5.5 3.6 2.7 2.1 10.8 23.6 0.0 10.0 0.4 1 17:13 42.8 46.1 6310 7.7 11 9.5 8.1 5.1 3.3 2.2 1.7 1.3 13.3 25.5 0.0 12.1

0.4 2 17:13 42.8 46.1 6266 7.6 11 9.4 8.1 5.1 3.3 2.2 1.6 1.3 13.3 25.6 0.0 12.1

0.4 3 17:13 42.8 46.1 9438 12.0 17 14.6 12.5 7.8 5.0 3.4 2.5 2.0 12.8 25.3 0.0 11.7 0.4 4 17:13 42.8 46.1 9405 12.0 17 14.5 12.5 7.8 5.0 3.5 2.5 2.0 12.8 25.3 0.0 11.7 0.5 1 17:14 42.8 46.2 6354 7.0 10 8.7 7.3 4.4 2.7 1.7 1.2 0.9 16.1 23.6 0.0 12.5 0.5 2 17:14 42.8 46.2 6332 7.0 10 8.6 7.3 4.4 2.6 1.7 1.2 0.9 16.2 23.5 0.0 12.5 0.5 3 17:14 42.8 46.2 9416 10.6 15 12.7 10.8 6.6 4.0 2.5 1.8 1.4 15.9 23.6 0.0 12.5 0.5 4 17:14 42.8 46.2 9427 10.5 15 12.8 10.9 6.6 4.0 2.6 1.8 1.4 15.9 23.7 0.0 12.5 0.6 1 17:15 42.8 46.4 6288 7.5 11 9.4 8.0 4.8 3.0 2.1 1.5 1.3 14.1 24.2 0.0 11.9 0.6 2 17:15 42.8 46.4 6299 7.6 11 9.4 7.9 4.8 3.0 2.1 1.5 1.3 14.2 24.1 0.0 11.9 0.6 3 17:15 42.8 46.4 9405 11.9 17 14.5 12.4 7.5 4.7 3.1 2.3 1.9 13.5 24.1 0.0 11.6 0.6 4 17:15 42.8 46.4 9438 11.9 17 14.5 12.4 7.5 4.7 3.2 2.3 1.9 13.5 24.1 0.0 11.6 0.7 1 17:16 42.8 46.6 6277 7.8 11 9.7 8.2 5.0 3.2 2.2 1.6 1.2 13.6 24.0 0.0 11.6 0.7 2 17:16 42.8 46.6 6310 7.9 11 9.8 8.2 5.0 3.2 2.2 1.6 1.2 13.6 24.1 0.0 11.6 0.7 3 17:16 42.8 46.6 9394 12.3 18 15.1 12.8 7.8 4.9 3.3 2.4 1.8 12.9 23.9 0.0 11.2

0.7 4 17:16 42.8 46.6 9372 12.3 18 15.1 12.9 7.8 4.9 3.3 2.4 1.9 12.8 24.0 0.0 11.2

0.8 1 17:17 42.8 46.2 6299 7.8 11.0 9.4 7.9 4.8 3.0 2.0 1.5 1.2 14.4 23.5 0.0 11.7

0.8 2 17:17 42.8 46.2 6299 7.8 11 9.4 7.9 4.8 3.0 2.0 1.5 1.2 14.4 23.6 0.0 11.8

0.8 3 17:17 42.8 46.2 9394 12.1 17 14.4 12.2 7.4 4.6 3.1 2.3 1.8 13.7 23.6 0.0 11.5

0.8 4 17:17 42.8 46.2 9372 12.0 17 14.4 12.2 7.4 4.6 3.1 2.3 1.9 13.7 23.7 0.0 11.5

0.9 1 17:18 42.8 46.4 6343 7.3 11 9.3 7.8 4.5 2.7 1.9 1.4 1.2 15.5 22.3 0.0 11.7

0.9 2 17:18 42.8 46.4 6277 7.3 11 9.2 7.7 4.4 2.7 1.9 1.4 1.2 15.5 22.4 0.0 11.7

0.9 3 17:18 42.8 46.4 9405 11.3 17 14.0 11.8 6.9 4.1 2.8 2.2 1.8 14.9 22.5 0.0 11.5

1.0 110th St right"

1.0 1 17:19 42.8 46.3 6212 7.8 11 9.4 7.9 4.9 3.2 2.2 1.7 1.4 13.6 24.4 0.0 11.7

1.0 2 17:19 42.8 46.3 6179 7.8 11 9.3 7.9 4.9 3.2 2.2 1.7 1.4 13.5 24.6 0.0 11.8

1.0 3 17:19 42.8 46.3 9263 11.9 17 14.2 12.2 7.6 4.9 3.5 2.6 2.2 13.0 24.8 0.0 11.6

1.0 4 17:19 42.8 46.3 9241 11.9 17 14.2 12.1 7.6 5.0 3.5 2.7 2.2 12.9 24.9 0.0 11.6

1.0 110th st left"

1.1 1 17:20 42.8 45.0 6212 7.8 11 9.7 8.2 5.0 3.1 2.2 1.5 1.2 13.4 23.9 0.0 11.5

1.1 2 17:20 42.8 45.0 6190 7.7 11 9.6 8.1 4.9 3.1 2.1 1.5 1.2 13.5 24.0 0.0 11.5

1.1 3 17:20 42.8 45.0 9317 12.2 17 14.9 12.7 7.7 4.8 3.2 2.3 1.8 12.9 23.8 0.0 11.2

1.1 4 17:20 42.8 45.0 9285 12.2 17 14.9 12.7 7.7 4.8 3.2 2.3 1.8 12.9 23.8 0.0 11.2

1.2 1 17:21 42.8 45.5 6288 7.1 11 9.0 7.6 4.4 2.7 1.8 1.3 1.1 15.6 22.8 0.0 11.9

1.2 2 17:21 42.8 45.5 6277 7.1 10 9.0 7.5 4.4 2.7 1.8 1.3 1.0 15.5 22.9 0.0 12.0

1.2 3 17:21 42.8 45.5 9383 11.2 16 13.9 11.7 6.9 4.2 2.7 2.0 1.6 14.8 22.8 0.0 11.6

1.2 4 17:21 42.8 45.5 9394 11.2 16 14.0 11.8 6.9 4.2 2.8 2.0 1.6 14.8 22.8 0.0 11.6

1.3 1 17:22 42.8 45.0 6266 8.2 12 10.3 8.7 5.2 3.2 2.2 1.6 1.3 12.9 23.4 0.0 11.0

1.3 2 17:22 42.8 45.0 6266 8.2 11.9 10.3 8.7 5.2 3.2 2.2 1.6 1.3 12.9 23.5 0.0 11.0

1.3 3 17:22 42.8 45.0 9307 13.0 19 16.0 13.6 8.1 4.9 3.2 2.4 1.9 12.2 23.3 0.0 10.6

1.3 4 17:22 42.8 45.0 9328 13.1 19 16.0 13.6 8.1 4.9 3.3 2.4 2.0 12.2 23.3 0.0 10.6

1.4 1 17:23 42.8 45.0 6255 7.2 11 9.1 7.7 4.7 2.9 1.9 1.4 1.1 14.7 23.7 0.0 12.0

1.4 2 17:23 42.8 45.0 6244 7.2 10 9.0 7.6 4.6 2.8 1.9 1.4 1.1 14.9 23.6 0.0 12.0

1.4 3 17:23 42.8 45.0 9350 11.4 16 14.1 11.9 7.2 4.4 2.9 2.1 1.6 14.2 23.5 0.0 11.6

1.4 4 17:23 42.8 45.0 9350 11.4 16 14.1 12.0 7.2 4.4 2.9 2.1 1.7 14.1 23.6 0.0 11.6

1.5 1 17:24 42.8 44.9 6212 8.0 12 9.9 8.4 4.9 3.0 2.0 1.5 1.2 13.6 23.0 0.0 11.2

1.5 2 17:24 42.8 44.9 6212 7.9 11 9.9 8.3 4.9 3.0 2.0 1.5 1.2 13.6 23.1 0.0 11.2

1.5 3 17:24 42.8 44.9 9307 12.5 18 15.3 12.9 7.7 4.7 3.1 2.2 1.8 13.0 23.1 0.0 10.9

1.5 4 17:24 42.8 44.9 9296 12.5 18 15.3 12.9 7.7 4.7 3.1 2.3 1.8 13.0 23.2 0.0 10.9

1.6 1 17:25 42.8 45.1 6234 7.2 11 9.0 7.5 4.4 2.7 1.8 1.3 1.0 15.4 22.8 0.0 11.9

1.6 2 17:25 42.8 45.1 6266 7.2 11 9.0 7.6 4.4 2.7 1.8 1.3 1.0 15.5 22.8 0.0 11.9

1.6 3 17:25 42.8 45.1 9372 11.5 17 14.1 11.9 7.0 4.3 2.8 2.0 1.6 14.5 22.8 0.0 11.5

Effective Values


Effective Values

1.6 4 17:25 42.8 45.1 9383 11.5 17 14.1 11.9 7.1 4.3 2.8 2.0 1.6 14.4 22.9 0.0 11.5

1.7 1 17:26 42.8 44.7 6223 8.7 13 10.7 8.9 5.2 3.2 2.2 1.6 1.3 12.7 22.2 0.0 10.4

1.7 2 17:26 42.8 44.7 6212 8.6 13 10.6 8.9 5.2 3.2 2.2 1.6 1.4 12.7 22.3 0.0 10.5

1.7 3 17:26 42.8 44.7 9307 13.6 20 16.6 13.9 8.1 4.9 3.3 2.5 2.0 12.0 22.3 0.0 10.1

1.7 4 17:26 42.8 44.7 9317 13.6 20 16.7 14.0 8.2 5.0 3.4 2.5 2.0 11.9 22.3 0.0 10.1

1.8 1 17:27 42.8 44.6 6223 7.9 11 9.9 8.4 4.9 3.0 2.1 1.6 1.3 13.6 23.2 0.0 11.2

1.8 2 17:27 42.8 44.6 6212 7.9 11 9.9 8.3 4.9 3.0 2.1 1.6 1.3 13.6 23.3 0.0 11.3

1.8 3 17:27 42.8 44.6 9307 12.4 18 15.3 12.9 7.7 4.7 3.2 2.4 1.9 12.9 23.2 0.0 10.9

1.8 4 17:27 42.8 44.6 9328 12.4 18 15.3 13.0 7.7 4.7 3.2 2.4 1.9 12.9 23.2 0.0 10.9

1.9 1 17:28 42.8 44.6 6190 7.5 11 9.4 8.0 4.8 2.9 2.0 1.4 1.2 14.1 23.7 0.0 11.7

1.9 2 17:28 42.8 44.6 6223 7.5 11 9.4 8.0 4.8 2.9 2.0 1.4 1.2 14.2 23.8 0.0 11.8

1.9 3 17:28 42.8 44.6 9317 11.8 17 14.6 12.4 7.4 4.5 3.0 2.2 1.8 13.6 23.5 0.0 11.3

1.9 4 17:28 42.8 44.6 9339 11.9 17 14.6 12.4 7.4 4.5 3.0 2.2 1.8 13.6 23.5 0.0 11.3

2.0 1 17:30 42.8 44.8 6223 8.0 12 10.4 8.6 4.8 2.7 1.8 1.3 1.1 14.0 21.2 0.0 10.6

2.0 2 17:30 42.8 44.8 6223 8.0 12 10.3 8.6 4.7 2.7 1.8 1.3 1.1 14.1 21.2 0.0 10.6

2.0 3 17:30 42.8 44.8 9307 12.6 19 16.0 13.3 7.3 4.2 2.7 2.0 1.6 13.4 21.1 0.0 10.3

2.0 4 17:30 42.8 44.8 9317 12.6 19 15.9 13.3 7.4 4.2 2.7 2.0 1.6 13.4 21.2 0.0 10.4

2.0 120th st"

2.1 1 17:31 42.8 45.1 6212 7.3 11 9.3 7.7 4.4 2.5 1.6 1.1 0.9 15.5 21.7 0.0 11.4

2.1 2 17:31 42.8 45.1 6212 7.3 11 9.2 7.6 4.4 2.5 1.6 1.1 0.9 15.6 21.8 0.0 11.5

2.1 3 17:31 42.8 45.1 9317 10.9 16 13.7 11.4 6.6 3.9 2.5 1.7 1.3 15.4 22.0 0.0 11.5

2.1 4 17:31 42.8 45.1 9307 10.9 16 13.6 11.4 6.6 3.9 2.5 1.7 1.3 15.5 22.0 0.0 11.5

2.2 1 17:32 42.8 44.9 6124 9.3 14 11.8 9.9 5.7 3.3 2.1 1.5 1.2 11.1 22.6 0.0 9.8

2.2 2 17:32 42.8 44.9 6146 9.3 13 11.7 9.8 5.7 3.3 2.1 1.5 1.2 11.3 22.6 0.0 9.9

2.2 3 17:32 42.8 44.9 9208 14.6 21 18.1 15.4 8.9 5.2 3.2 2.3 1.9 10.7 22.6 0.0 9.6

2.2 4 17:32 42.8 44.9 9175 14.6 21.0 18.0 15.3 8.9 5.1 3.3 2.4 1.9 10.7 22.6 0.0 9.6

2.3 1 17:33 42.8 46.2 6266 8.4 12.6 10.8 9.0 5.0 2.9 2.0 1.5 1.2 13.2 21.7 0.0 10.5

2.3 2 17:33 42.8 46.2 6223 8.3 12.5 10.7 8.9 5.0 2.9 2.0 1.4 1.2 13.3 21.7 0.0 10.5

2.3 3 17:33 42.8 46.2 9361 13.1 20 16.5 13.7 7.7 4.5 3.0 2.2 1.8 12.8 21.7 0.0 10.2

2.3 4 17:33 42.8 46.2 9350 13.1 20 16.4 13.7 7.7 4.5 3.0 2.3 1.9 12.7 21.7 0.0 10.2

2.4 1 17:34 42.8 45.2 6234 8.9 13 11.4 9.5 5.3 3.0 1.9 1.4 1.2 12.4 21.7 0.0 10.1

2.4 2 17:34 42.8 45.2 6212 8.8 13 11.2 9.3 5.2 3.0 1.9 1.4 1.2 12.6 21.8 0.0 10.2

2.4 3 17:34 42.8 45.2 9328 13.8 20 17.3 14.5 8.1 4.6 2.9 2.1 1.8 12.0 21.8 0.0 9.9

2.4 4 17:34 42.8 45.2 9307 13.8 20 17.3 14.5 8.1 4.6 2.9 2.1 1.8 12.0 21.8 0.0 9.9

2.5 1 17:35 42.8 45.0 6212 8.7 13 10.9 9.2 5.5 3.2 2.1 1.5 1.2 12.0 23.4 0.0 10.5

2.5 2 17:35 42.8 45.0 6190 8.6 12.4 10.8 9.1 5.4 3.2 2.1 1.5 1.2 12.1 23.4 0.0 10.6

2.5 3 17:35 42.8 45.0 9296 13.6 19.5 16.7 14.3 8.5 5.0 3.2 2.3 1.8 11.5 23.3 0.0 10.3

2.5 4 17:35 42.8 45.0 9285 13.5 19.4 16.7 14.3 8.5 5.1 3.2 2.3 1.9 11.5 23.5 0.0 10.3

2.6 1 17:36 42.8 44.7 6223 7.7 11.1 9.5 8.0 4.8 3.0 2.0 1.4 1.1 14.1 23.2 0.0 11.5

2.6 2 17:36 42.8 44.7 6223 7.6 11.1 9.4 7.9 4.8 3.0 1.9 1.4 1.1 14.1 23.3 0.0 11.5

2.6 3 17:36 42.8 44.7 9296 12.1 17.6 14.9 12.6 7.6 4.7 3.0 2.2 1.8 13.1 23.2 0.0 11.0

2.6 4 17:36 42.8 44.7 9307 12.1 17.6 14.9 12.6 7.6 4.7 3.1 2.2 1.8 13.2 23.1 0.0 11.0

2.7 1 17:37 42.8 44.7 6223 8.9 13.1 11.3 9.4 5.4 3.2 2.0 1.5 1.2 12.1 22.3 0.0 10.2

2.7 2 17:37 42.8 44.7 6201 8.9 13.0 11.1 9.3 5.4 3.1 2.0 1.5 1.2 12.1 22.3 0.0 10.2

2.7 3 17:37 42.8 44.7 9296 14.2 20.6 17.5 14.8 8.6 5.0 3.1 2.3 1.9 11.3 22.3 0.0 9.8

2.7 4 17:37 42.8 44.7 9285 14.2 20.6 17.5 14.8 8.6 5.0 3.2 2.3 1.9 11.2 22.4 0.0 9.8

2.8 1 17:38 42.8 44.5 6234 8.8 12.7 11.0 9.3 5.5 3.3 2.3 1.7 1.3 12.0 23.2 0.0 10.5

2.8 2 17:38 42.8 44.5 6212 8.7 12.6 10.9 9.2 5.5 3.3 2.3 1.7 1.3 12.0 23.2 0.0 10.5

2.8 3 17:38 42.8 44.5 9307 13.5 19.4 16.7 14.1 8.4 5.1 3.5 2.6 2.0 11.7 23.3 0.0 10.3

2.8 4 17:38 42.8 44.5 9274 13.5 19.3 16.6 14.0 8.4 5.1 3.5 2.6 2.0 11.7 23.3 0.0 10.3

2.9 1 17:39 42.8 44.6 6135 6.3 9.1 7.8 6.6 4.1 2.6 1.7 1.2 0.9 16.6 24.3 0.0 13.1

2.9 2 17:39 42.8 44.6 6102 6.2 9.0 7.8 6.6 4.1 2.6 1.7 1.2 0.9 16.6 24.3 0.0 13.1

2.9 3 17:39 42.8 44.6 9263 10.0 14.3 12.2 10.4 6.5 4.1 2.7 1.8 1.4 15.7 24.4 0.0 12.7

2.9 4 17:39 42.8 44.6 9241 10.0 14.3 12.2 10.4 6.5 4.2 2.7 1.8 1.4 15.6 24.4 0.0 12.7

3.0 1 17:40 42.8 45.3 6135 8.4 12.1 10.5 8.8 5.2 3.1 2.0 1.5 1.2 12.6 23.1 0.0 10.7

3.0 2 17:40 42.8 45.3 6102 8.4 12.0 10.4 8.7 5.1 3.1 2.0 1.4 1.2 12.6 23.1 0.0 10.7

3.0 3 17:40 42.8 45.3 9164 13.3 18.9 16.2 13.6 8.0 4.8 3.1 2.3 1.8 12.0 23.0 0.0 10.4

3.0 4 17:40 42.8 45.3 9153 13.3 19.0 16.2 13.7 8.1 4.8 3.1 2.3 1.8 11.9 23.0 0.0 10.4

3.1 1 17:41 42.8 45.2 6157 8.1 11.6 10.1 8.6 5.2 3.3 2.2 1.5 1.3 12.6 24.1 0.0 11.1

3.1 2 17:41 42.8 45.2 6157 8.0 12 10.0 8.5 5.2 3.3 2.2 1.6 1.2 12.6 24.3 0.0 11.2

3.1 3 17:41 42.8 45.2 9208 12.6 18 15.3 13.1 8.0 5.0 3.3 2.4 1.8 12.2 24.2 0.0 11.0

3.1 4 17:41 42.8 45.2 9164 12.6 18 15.3 13.1 8.0 5.0 3.4 2.4 1.8 12.1 24.3 0.0 10.9

3.2 1 17:42 42.8 45.0 6157 8.4 13 10.9 9.0 4.9 2.7 1.7 1.3 1.0 13.3 20.7 0.0 10.1

3.2 2 17:42 42.8 45.0 6168 8.4 13 10.8 8.9 4.9 2.7 1.7 1.3 1.0 13.4 20.8 0.0 10.2

3.2 3 17:42 42.8 45.0 9263 13.2 20 16.7 13.9 7.6 4.2 2.6 2.0 1.6 12.8 20.7 0.0 9.9

3.2 4 17:42 42.8 45.0 9230 13.3 20 16.7 13.9 7.6 4.2 2.7 2.0 1.6 12.7 20.8 0.0 9.9

3.3 1 0.738 42.8 45.1 6179 7.5 12 9.6 7.9 4.5 2.7 1.9 1.4 1.0 15.0 21.2 0.0 11.0

3.3 2 0.738 42.8 45.1 6157 7.5 11 9.6 7.8 4.5 2.8 1.9 1.4 1.1 14.9 21.3 0.0 11.0

3.3 3 0.738 42.8 45.1 9263 12.0 18 15.0 12.4 7.0 4.3 2.9 2.1 1.6 14.1 21.1 0.0 10.6

3.3 4 0.738 42.8 45.1 9274 12.0 18 15.0 12.4 7.0 4.3 2.9 2.1 1.6 14.1 21.1 0.0 10.6

3.4 1 0.738 42.8 44.5 6223 6.8 10 8.5 7.0 4.2 2.6 1.9 1.4 1.1 16.6 22.5 0.0 12.3

3.4 2 0.738 42.8 44.5 6212 6.8 10 8.4 7.0 4.2 2.6 1.9 1.4 1.1 16.6 22.6 0.0 12.3

3.4 3 0.738 42.8 44.5 9350 10.7 16 13.1 11.0 6.5 4.1 2.8 2.1 1.7 15.8 22.4 0.0 11.9

3.4 4 0.738 42.8 44.5 9361 10.7 16 13.2 11.0 6.6 4.1 2.9 2.1 1.8 15.7 22.5 0.0 11.9

3.5 1 17:44 42.8 44.8 6201 8.3 11.9 10.4 8.8 5.2 3.1 2.0 1.4 1.1 12.7 23.5 0.0 10.9

3.5 2 17:44 42.8 44.8 6223 8.3 11.9 10.3 8.7 5.2 3.1 2.0 1.4 1.1 12.8 23.4 0.0 11.0

3.5 3 17:44 42.8 44.8 9307 13.2 18.6 15.9 13.6 8.1 4.8 3.0 2.1 1.7 12.2 23.4 0.0 10.6

3.5 4 17:44 42.8 44.8 9296 13.2 18.6 15.9 13.6 8.1 4.8 3.0 2.1 1.7 12.1 23.4 0.0 10.6

3.6 1 17:45 42.8 44.4 6190 7.9 11.4 9.9 8.4 4.9 2.8 1.8 1.3 1.1 13.6 23.0 0.0 11.2

3.6 2 17:45 42.8 44.4 6244 7.9 11.4 9.9 8.4 4.9 2.9 1.8 1.3 1.0 13.7 23.0 0.0 11.2

3.6 3 17:45 42.8 44.4 0:00 12.4 17.9 15.2 12.9 7.6 4.4 2.8 2.0 1.6 13.1 22.9 0.0 10.8

3.6 4 17:45 42.8 44.4 9317 12.4 17.9 15.2 12.9 7.6 4.4 2.8 2.0 1.7 13.0 22.9 0.0 10.9

3.7 1 17:46 42.8 44.4 6201 5.6 8.3 7.1 6.0 3.6 2.3 1.6 1.2 0.9 19.8 23.2 0.0 13.8

3.7 2 17:46 42.8 44.4 6201 5.6 8.3 7.1 6.0 3.6 2.3 1.6 1.2 1.0 19.7 23.2 0.0 13.8


Effective Values

3.7 3 17:46 42.8 44.4 9339 9.0 13 11.2 9.4 5.7 3.6 2.4 1.8 1.5 18.7 23.1 0.0 13.4

3.7 4 17:46 42.8 44.4 9372 9.0 13 11.2 9.4 5.7 3.6 2.4 1.8 1.5 18.7 23.1 0.0 13.4

3.8 1 17:47 42.8 44.0 6212 5.7 8 7.1 5.9 3.6 2.2 1.5 1.1 0.9 20.0 22.4 0.0 13.5

3.8 2 17:47 42.8 44.0 6223 5.7 8 7.1 5.9 3.6 2.2 1.5 1.1 0.9 20.1 22.5 0.0 13.6

3.8 3 17:47 42.8 44.0 9361 9.0 13 11.0 9.3 5.6 3.5 2.3 1.7 1.4 19.0 22.7 0.0 13.3

3.8 4 17:47 42.8 44.0 9361 9.0 13 11.0 9.3 5.6 3.5 2.3 1.7 1.4 18.9 22.8 0.0 13.3

3.9 1 17:48 42.8 44.1 6201 6.7 10 8.4 7.1 4.4 2.8 1.9 1.4 1.1 15.7 24.1 0.0 12.6

3.9 2 17:48 42.8 44.1 6190 6.7 10 8.4 7.1 4.4 2.8 1.9 1.4 1.1 15.7 24.2 0.0 12.6

3.9 3 17:48 42.8 44.1 9317 10.6 15 13.0 11.0 6.8 4.3 2.9 2.1 1.6 15.0 24.0 0.0 12.3

3.9 4 17:48 42.8 44.1 9339 10.6 15 13.0 11.1 6.8 4.3 2.9 2.1 1.7 15.0 24.1 0.0 12.3

4.0 1 17:49 42.8 43.9 6179 5.2 8 6.6 5.5 3.3 2.0 1.4 1.0 0.9 22.1 22.4 0.0 14.3

4.0 2 17:49 42.8 43.9 6201 5.2 8 6.6 5.5 3.3 2.0 1.4 1.0 0.9 22.3 22.3 0.0 14.4

4.0 3 17:49 42.8 43.9 9350 8.3 12 10.3 8.7 5.2 3.2 2.1 1.6 1.4 21.0 22.5 0.0 13.9

4.0 4 17:49 42.8 43.9 9328 8.3 12 10.2 8.6 5.2 3.2 2.2 1.6 1.4 20.9 22.5 0.0 13.9

4.1 1 17:50 42.8 44.5 6157 5.7 8 7.3 6.1 3.8 2.5 1.8 1.3 1.1 18.7 23.7 0.0 13.7

4.1 2 17:50 42.8 44.5 6168 5.7 8 7.2 6.1 3.8 2.5 1.8 1.3 1.1 18.7 23.8 0.0 13.7

4.1 3 17:50 42.8 44.5 9296 9.0 13 11.1 9.4 5.8 3.8 2.7 2.0 1.6 18.1 23.8 0.0 13.5

4.1 4 17:50 42.8 44.5 9285 9.0 13 11.1 9.4 5.8 3.8 2.7 2.0 1.6 18.0 23.9 0.0 13.5

4.1 pavement change"

0

5

10

15

20

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

Allo

wab

le S

prin

g A

xle

Load

, Ton

s

Test Location, miles

AASHTO Soil Fact TONN Inv 183

SBB80 Esg Eff. E.G.E. TONN Structure 9-ton 10-ton Structure 9-ton 10-tonmils ksi R-val inches AASHTO S.F Inv. 183 Tons inches inches inches inches inches inches

Avg. = 44.3 8.5 14.0 23.0 12.7 14.1 10.5 10.2 0.0 0.0 0.4 0.0 0.0 0.4

Median = 44.2 8.3 13.4 23.2 12.7 14.1 10.5 10.1 0.0 0.0 0.0 0.0 0.0 0.0

Std.Dev. = 4.4 1.2 2.4 1.2 0.6 0.7 0.5 1.0 0.0 0.1 0.6 0.0 0.1 0.6

85th % = 48.5 7.5 11.9 21.8 12.0 13.3 10.0 9.2 0.0 0.0 1.0 0.0 0.0 1.0

Peak Spring Inv.Pvm't. Temp. Spring Subgrade 603Temp. Adj Defl. Modulus TONN Structure 9-ton 10-ton Structure 9-ton 10-ton

0.00.0 49.5 1.3 57.6 7.5 11.9 17.9 10.3 11.4 8.5 7.7 0.0 0.5 2.5 0.0 0.5 2.5 23 13.3 7.5 1.90.0 49.5 1.3 57.0 7.5 12.0 18.1 10.3 11.5 8.6 7.8 0.0 0.5 2.5 0.0 0.5 2.5 23 13.4 7.5 1.90.0 49.5 1.3 57.7 7.4 11.7 18.1 10.3 11.5 8.6 7.7 0.0 0.5 2.5 0.0 0.5 2.5 21 13.1 7.4 1.8

0.0 49.5 1.3 57.5 7.3 11.7 18.3 10.4 11.5 8.6 7.7 0.0 0.5 2.5 0.0 0.5 2.5 22 13.0 7.3 1.8

0.1 50.5 1.2 46.8 7.5 11.9 23.6 12.6 14.1 10.5 9.5 0.0 0.0 0.5 0.0 0.0 0.5 40 13.3 7.5 2.1

0.1 50.5 1.2 46.7 7.4 11.9 23.7 12.7 14.1 10.5 9.5 0.0 0.0 0.5 0.0 0.0 0.5 40 13.2 7.4 2.1

0.1 50.5 1.2 47.3 7.3 11.5 23.8 12.7 14.1 10.5 9.4 0.0 0.0 1.0 0.0 0.0 1.0 39 12.9 7.3 2.1

0.1 50.5 1.2 47.3 7.2 11.4 23.9 12.7 14.1 10.6 9.4 0.0 0.0 1.0 0.0 0.0 1.0 39 12.8 7.2 2.1

0.2 49.3 1.3 47.4 7.4 11.8 23.3 12.5 13.9 10.4 9.4 0.0 0.0 1.0 0.0 0.0 1.0 45 13.2 7.4 2.2

0.2 49.3 1.3 47.3 7.4 11.9 23.4 12.5 13.9 10.4 9.4 0.0 0.0 1.0 0.0 0.0 1.0 45 13.2 7.4 2.2

0.2 49.3 1.2 48.6 7.2 11.3 23.3 12.4 13.8 10.3 9.2 0.0 0.0 1.0 0.0 0.0 1.0 40 12.7 7.2 2.1

0.2 49.3 1.2 48.6 7.1 11.2 23.4 12.4 13.9 10.4 9.2 0.0 0.0 1.0 0.0 0.0 1.0 40 12.6 7.1 2.1

0.3 49.4 1.2 47.9 7.3 11.5 23.5 12.5 13.9 10.4 9.3 0.0 0.0 1.0 0.0 0.0 1.0 44 12.9 7.3 2.2

0.3 49.4 1.2 47.7 7.2 11.5 23.6 12.6 14.0 10.5 9.3 0.0 0.0 1.0 0.0 0.0 1.0 45 12.8 7.2 2.2

0.3 49.4 1.2 49.4 6.9 10.9 23.5 12.4 13.8 10.3 9.0 0.0 0.0 1.0 0.0 0.0 1.0 41 12.3 6.9 2.10.3 49.4 1.2 49.4 6.9 10.8 23.6 12.4 13.8 10.3 9.0 0.0 0.0 1.0 0.0 0.0 1.0 41 12.2 6.9 2.10.4 49.6 1.3 41.0 8.2 13.3 25.5 13.8 15.3 11.5 10.9 0.0 0.0 0.0 0.0 0.0 0.0 65 14.5 8.2 2.4

0.4 49.6 1.3 40.9 8.2 13.3 25.6 13.9 15.4 11.5 10.9 0.0 0.0 0.0 0.0 0.0 0.0 65 14.5 8.2 2.4

0.4 49.6 1.3 42.2 7.9 12.8 25.3 13.6 15.1 11.3 10.6 0.0 0.0 0.0 0.0 0.0 0.0 55 14.1 7.9 2.30.4 49.6 1.3 42.1 7.9 12.8 25.3 13.6 15.1 11.3 10.6 0.0 0.0 0.0 0.0 0.0 0.0 55 14.1 7.9 2.30.5 49.7 1.3 39.6 9.6 16.1 23.6 13.3 14.7 11.0 11.3 0.0 0.0 0.0 0.0 0.0 0.0 60 17.0 9.6 2.40.5 49.7 1.3 39.5 9.6 16.2 23.5 13.2 14.6 11.0 11.3 0.0 0.0 0.0 0.0 0.0 0.0 58 17.1 9.6 2.40.5 49.7 1.3 39.7 9.5 15.9 23.6 13.3 14.7 11.0 11.2 0.0 0.0 0.0 0.0 0.0 0.0 53 16.8 9.5 2.30.5 49.7 1.3 39.6 9.5 15.9 23.7 13.3 14.7 11.0 11.2 0.0 0.0 0.0 0.0 0.0 0.0 55 16.8 9.5 2.40.6 49.8 1.3 41.7 8.6 14.1 24.2 13.3 14.7 11.0 10.7 0.0 0.0 0.0 0.0 0.0 0.0 56 15.2 8.6 2.40.6 49.8 1.3 41.5 8.6 14.2 24.1 13.3 14.7 11.0 10.7 0.0 0.0 0.0 0.0 0.0 0.0 54 15.3 8.6 2.30.6 49.8 1.3 42.8 8.3 13.5 24.1 13.2 14.6 10.9 10.4 0.0 0.0 0.0 0.0 0.0 0.0 51 14.7 8.3 2.30.6 49.8 1.3 42.7 8.3 13.5 24.1 13.2 14.6 10.9 10.4 0.0 0.0 0.0 0.0 0.0 0.0 50 14.7 8.3 2.30.7 50.0 1.3 42.8 8.3 13.6 24.0 13.1 14.5 10.9 10.4 0.0 0.0 0.0 0.0 0.0 0.0 50 14.8 8.3 2.30.7 50.0 1.3 42.7 8.3 13.6 24.1 13.2 14.6 10.9 10.4 0.0 0.0 0.0 0.0 0.0 0.0 51 14.8 8.3 2.30.7 50.0 1.3 44.2 8.0 12.9 23.9 13.0 14.4 10.8 10.1 0.0 0.0 0.0 0.0 0.0 0.0 45 14.2 8.0 2.2

0.7 50.0 1.3 44.2 7.9 12.8 24.0 13.0 14.4 10.8 10.1 0.0 0.0 0.0 0.0 0.0 0.0 45 14.1 7.9 2.2

0.8 49.7 1.3 42.3 8.7 14.4 23.5 13.0 14.4 10.8 10.5 0.0 0.0 0.0 0.0 0.0 0.0 48 15.5 8.7 2.3

0.8 49.7 1.3 42.0 8.7 14.4 23.6 13.1 14.5 10.8 10.6 0.0 0.0 0.0 0.0 0.0 0.0 49 15.5 8.7 2.3

0.8 49.7 1.3 43.1 8.4 13.7 23.6 13.0 14.4 10.8 10.3 0.0 0.0 0.0 0.0 0.0 0.0 46 14.9 8.4 2.2

0.8 49.7 1.3 43.1 8.4 13.7 23.7 13.0 14.4 10.8 10.3 0.0 0.0 0.0 0.0 0.0 0.0 46 14.9 8.4 2.2

0.9 49.9 1.3 42.3 9.3 15.5 22.3 12.6 13.9 10.4 10.5 0.0 0.0 0.0 0.0 0.0 0.0 46 16.5 9.3 2.3

0.9 49.9 1.3 42.2 9.3 15.5 22.4 12.6 14.0 10.5 10.6 0.0 0.0 0.0 0.0 0.0 0.0 47 16.5 9.3 2.3

0.9 49.9 1.3 42.9 9.0 14.9 22.5 12.6 13.9 10.4 10.4 0.0 0.0 0.0 0.0 0.0 0.0 44 16.0 9.0 2.2

1.0

1.0 49.8 1.3 42.1 8.3 13.6 24.4 13.3 14.8 11.1 10.6 0.0 0.0 0.0 0.0 0.0 0.0 48 14.8 8.3 2.3

1.0 49.8 1.3 42.0 8.3 13.5 24.6 13.4 14.9 11.1 10.6 0.0 0.0 0.0 0.0 0.0 0.0 49 14.7 8.3 2.3

1.0 49.8 1.2 42.6 8.0 13.0 24.8 13.4 14.9 11.1 10.4 0.0 0.0 0.0 0.0 0.0 0.0 47 14.2 8.0 2.2

1.0 49.8 1.2 42.6 8.0 12.9 24.9 13.5 14.9 11.2 10.5 0.0 0.0 0.0 0.0 0.0 0.0 48 14.2 8.0 2.3

1.0

1.1 49.1 1.3 43.2 8.3 13.4 23.9 13.1 14.5 10.8 10.3 0.0 0.0 0.0 0.0 0.0 0.0 50 14.6 8.3 2.3

1.1 49.1 1.3 43.0 8.3 13.5 24.0 13.1 14.5 10.9 10.4 0.0 0.0 0.0 0.0 0.0 0.0 50 14.7 8.3 2.3

1.1 49.1 1.3 44.3 8.0 12.9 23.8 12.9 14.3 10.7 10.0 0.0 0.0 0.0 0.0 0.0 0.0 45 14.2 8.0 2.2

1.1 49.1 1.3 44.4 8.0 12.9 23.8 12.9 14.3 10.7 10.0 0.0 0.0 0.0 0.0 0.0 0.0 45 14.1 8.0 2.2

1.2 49.4 1.3 41.5 9.3 15.6 22.8 12.8 14.2 10.6 10.7 0.0 0.0 0.0 0.0 0.0 0.0 51 16.5 9.3 2.3

1.2 49.4 1.3 41.3 9.3 15.5 22.9 12.9 14.2 10.7 10.8 0.0 0.0 0.0 0.0 0.0 0.0 51 16.5 9.3 2.3

1.2 49.4 1.3 42.6 8.9 14.8 22.8 12.7 14.1 10.6 10.5 0.0 0.0 0.0 0.0 0.0 0.0 47 15.9 8.9 2.3

1.2 49.4 1.3 42.6 8.9 14.8 22.8 12.7 14.1 10.6 10.4 0.0 0.0 0.0 0.0 0.0 0.0 47 15.8 8.9 2.3

1.3 49.1 1.3 44.9 8.0 12.9 23.4 12.8 14.2 10.6 9.9 0.0 0.0 0.5 0.0 0.0 0.5 48 14.2 8.0 2.3

1.3 49.1 1.3 44.8 8.0 12.9 23.5 12.8 14.2 10.6 9.9 0.0 0.0 0.5 0.0 0.0 0.5 48 14.2 8.0 2.3

1.3 49.1 1.3 46.7 7.6 12.2 23.3 12.5 13.9 10.4 9.5 0.0 0.0 0.5 0.0 0.0 0.5 43 13.5 7.6 2.2

1.3 49.1 1.3 46.8 7.6 12.2 23.3 12.5 13.9 10.4 9.5 0.0 0.0 0.5 0.0 0.0 0.5 41 13.5 7.6 2.2

1.4 49.1 1.3 41.4 8.9 14.7 23.7 13.1 14.5 10.9 10.8 0.0 0.0 0.0 0.0 0.0 0.0 55 15.8 8.9 2.4

1.4 49.1 1.3 41.2 9.0 14.9 23.6 13.1 14.5 10.9 10.8 0.0 0.0 0.0 0.0 0.0 0.0 54 16.0 9.0 2.4

1.4 49.1 1.3 42.6 8.6 14.2 23.5 13.0 14.4 10.8 10.5 0.0 0.0 0.0 0.0 0.0 0.0 49 15.3 8.6 2.3

1.4 49.1 1.3 42.5 8.6 14.1 23.6 13.0 14.4 10.8 10.5 0.0 0.0 0.0 0.0 0.0 0.0 49 15.3 8.6 2.3

1.5 49.1 1.3 44.3 8.3 13.6 23.0 12.7 14.0 10.5 10.0 0.0 0.0 0.0 0.0 0.0 0.0 47 14.8 8.3 2.3

1.5 49.1 1.3 44.1 8.3 13.6 23.1 12.7 14.1 10.5 10.1 0.0 0.0 0.0 0.0 0.0 0.0 47 14.8 8.3 2.3

1.5 49.1 1.3 45.4 8.0 13.0 23.1 12.6 14.0 10.5 9.8 0.0 0.0 0.5 0.0 0.0 0.5 44 14.2 8.0 2.2

1.5 49.1 1.3 45.3 8.0 13.0 23.2 12.6 14.0 10.5 9.8 0.0 0.0 0.5 0.0 0.0 0.5 44 14.2 8.0 2.2

1.6 49.2 1.3 41.7 9.3 15.4 22.8 12.8 14.2 10.6 10.7 0.0 0.0 0.0 0.0 0.0 0.0 49 16.4 9.3 2.3

1.6 49.2 1.3 41.5 9.3 15.5 22.8 12.9 14.2 10.6 10.7 0.0 0.0 0.0 0.0 0.0 0.0 50 16.5 9.3 2.3

1.6 49.2 1.3 43.2 8.8 14.5 22.8 12.7 14.0 10.5 10.3 0.0 0.0 0.0 0.0 0.0 0.0 45 15.6 8.8 2.2

20-year OverlayLTPP Forwardcalculation for HMA

20-year OverlaySummary of Analysis Results

Axle Load for Design Defl.Tons

10-year Overlay

Calculated Spring Axle Loadto Achive Design Deflection

in TonsEffective Values Design Method

10-year Overlay





10-year Overlay

1.6 49.2 1.3 43.2 8.7 14.4 22.9 12.7 14.1 10.5 10.3 0.0 0.0 0.0 0.0 0.0 0.0 44 15.5 8.7 2.2

1.7 49.0 1.3 47.4 7.9 12.7 22.2 12.2 13.5 10.1 9.4 0.0 0.0 1.0 0.0 0.0 1.0 37 14.0 7.9 2.1

1.7 49.0 1.3 47.2 7.9 12.7 22.3 12.2 13.5 10.1 9.4 0.0 0.0 1.0 0.0 0.0 1.0 38 14.0 7.9 2.1

1.7 49.0 1.3 48.9 7.5 12.0 22.3 12.1 13.4 10.0 9.1 0.0 0.0 1.0 0.0 0.0 1.0 35 13.3 7.5 2.1

1.7 49.0 1.3 48.9 7.5 11.9 22.3 12.1 13.4 10.0 9.1 0.0 0.0 1.0 0.0 0.0 1.0 35 13.3 7.5 2.1

1.8 48.9 1.3 44.1 8.3 13.6 23.2 12.7 14.1 10.6 10.1 0.0 0.0 0.0 0.0 0.0 0.0 49 14.8 8.3 2.3

1.8 48.9 1.3 43.9 8.3 13.6 23.3 12.8 14.2 10.6 10.1 0.0 0.0 0.0 0.0 0.0 0.0 51 14.8 8.3 2.3

1.8 48.9 1.3 45.4 8.0 12.9 23.2 12.6 14.0 10.5 9.8 0.0 0.0 0.5 0.0 0.0 0.5 44 14.2 8.0 2.2

1.8 48.9 1.3 45.4 8.0 12.9 23.2 12.6 14.0 10.5 9.8 0.0 0.0 0.5 0.0 0.0 0.5 44 14.2 8.0 2.2

1.9 48.9 1.3 42.4 8.6 14.1 23.7 13.1 14.5 10.8 10.5 0.0 0.0 0.0 0.0 0.0 0.0 57 15.2 8.6 2.4

1.9 48.9 1.3 42.1 8.6 14.2 23.8 13.1 14.5 10.9 10.6 0.0 0.0 0.0 0.0 0.0 0.0 58 15.3 8.6 2.4

1.9 48.9 1.3 43.6 8.3 13.6 23.5 12.9 14.3 10.7 10.2 0.0 0.0 0.0 0.0 0.0 0.0 49 14.8 8.3 2.3

1.9 48.9 1.3 43.6 8.3 13.6 23.5 12.9 14.3 10.7 10.2 0.0 0.0 0.0 0.0 0.0 0.0 48 14.8 8.3 2.3

2.0 49.1 1.3 46.7 8.5 14.0 21.2 11.9 13.2 9.9 9.5 0.0 0.0 0.5 0.0 0.0 0.5 43 15.2 8.5 2.2

2.0 49.1 1.3 46.5 8.6 14.1 21.2 11.9 13.2 9.9 9.6 0.0 0.0 0.5 0.0 0.0 0.5 42 15.2 8.6 2.2

2.0 49.1 1.3 47.9 8.3 13.4 21.1 11.8 13.1 9.8 9.3 0.0 0.0 1.0 0.0 0.0 1.0 39 14.6 8.3 2.1

2.0 49.1 1.3 47.8 8.3 13.4 21.2 11.8 13.1 9.8 9.3 0.0 0.0 1.0 0.0 0.0 1.0 39 14.6 8.3 2.1

2.0

2.1 49.3 1.3 43.3 9.3 15.5 21.7 12.3 13.6 10.2 10.3 0.0 0.0 0.0 0.0 0.0 0.0 46 16.5 9.3 2.3

2.1 49.3 1.3 43.0 9.3 15.6 21.8 12.4 13.7 10.2 10.4 0.0 0.0 0.0 0.0 0.0 0.0 45 16.5 9.3 2.3

2.1 49.3 1.3 43.0 9.2 15.4 22.0 12.4 13.7 10.3 10.4 0.0 0.0 0.0 0.0 0.0 0.0 43 16.4 9.2 2.2

2.1 49.3 1.3 42.9 9.3 15.5 22.0 12.5 13.8 10.3 10.4 0.0 0.0 0.0 0.0 0.0 0.0 43 16.4 9.3 2.2

2.2 49.2 1.3 50.4 7.1 11.1 22.6 12.0 13.4 10.0 8.8 0.0 0.0 1.5 0.0 0.0 1.5 42 12.5 7.1 2.2

2.2 49.2 1.3 50.1 7.1 11.3 22.6 12.1 13.4 10.0 8.9 0.0 0.0 1.5 0.0 0.0 1.5 42 12.6 7.1 2.2

2.2 49.2 1.2 51.6 6.8 10.7 22.6 12.0 13.3 10.0 8.6 0.0 0.0 1.5 0.0 0.0 1.5 38 12.1 6.8 2.1

2.2 49.2 1.2 51.6 6.8 10.7 22.6 12.0 13.3 10.0 8.6 0.0 0.0 1.5 0.0 0.0 1.5 37 12.1 6.8 2.1

2.3 49.9 1.3 47.3 8.2 13.2 21.7 12.0 13.3 10.0 9.4 0.0 0.0 1.0 0.0 0.0 1.0 41 14.5 8.2 2.2

2.3 49.9 1.3 47.1 8.2 13.3 21.7 12.0 13.3 10.0 9.5 0.0 0.0 0.5 0.0 0.0 0.5 41 14.5 8.2 2.2

2.3 49.9 1.3 48.3 7.9 12.8 21.7 11.9 13.2 9.9 9.2 0.0 0.0 1.0 0.0 0.0 1.0 37 14.0 7.9 2.1

2.3 49.9 1.3 48.3 7.9 12.7 21.7 11.9 13.2 9.9 9.2 0.0 0.0 1.0 0.0 0.0 1.0 36 14.0 7.9 2.1

2.4 49.4 1.3 49.0 7.7 12.4 21.7 11.9 13.2 9.9 9.1 0.0 0.0 1.0 0.0 0.0 1.0 42 13.7 7.7 2.2

2.4 49.4 1.3 48.5 7.8 12.6 21.8 11.9 13.3 9.9 9.2 0.0 0.0 1.0 0.0 0.0 1.0 43 13.8 7.8 2.2

2.4 49.4 1.3 49.8 7.5 12.0 21.8 11.8 13.2 9.8 8.9 0.0 0.0 1.0 0.0 0.0 1.0 39 13.3 7.5 2.1

2.4 49.4 1.3 49.8 7.5 12.0 21.8 11.9 13.2 9.9 8.9 0.0 0.0 1.0 0.0 0.0 1.0 39 13.3 7.5 2.1

2.5 49.3 1.3 47.0 7.5 12.0 23.4 12.5 14.0 10.4 9.5 0.0 0.0 0.5 0.0 0.0 0.5 46 13.3 7.5 2.2

2.5 49.3 1.3 46.8 7.6 12.1 23.4 12.6 14.0 10.4 9.5 0.0 0.0 0.5 0.0 0.0 0.5 46 13.4 7.6 2.2

2.5 49.3 1.3 48.2 7.3 11.5 23.3 12.4 13.8 10.4 9.3 0.0 0.0 1.0 0.0 0.0 1.0 42 12.9 7.3 2.2

2.5 49.3 1.3 48.1 7.2 11.5 23.5 12.5 13.9 10.4 9.3 0.0 0.0 1.0 0.0 0.0 1.0 42 12.8 7.2 2.2

2.6 49.1 1.3 43.2 8.6 14.1 23.2 12.8 14.2 10.6 10.3 0.0 0.0 0.0 0.0 0.0 0.0 45 15.2 8.6 2.2

2.6 49.1 1.3 43.0 8.6 14.1 23.3 12.9 14.2 10.7 10.4 0.0 0.0 0.0 0.0 0.0 0.0 46 15.3 8.6 2.2

2.6 49.1 1.3 45.0 8.1 13.1 23.2 12.7 14.1 10.5 9.9 0.0 0.0 0.5 0.0 0.0 0.5 42 14.3 8.1 2.2

2.6 49.1 1.3 44.9 8.1 13.2 23.1 12.6 14.0 10.5 9.9 0.0 0.0 0.5 0.0 0.0 0.5 41 14.4 8.1 2.2

2.7 49.1 1.3 48.7 7.6 12.1 22.3 12.1 13.4 10.0 9.1 0.0 0.0 1.0 0.0 0.0 1.0 41 13.4 7.6 2.2

2.7 49.1 1.3 48.5 7.6 12.1 22.3 12.1 13.5 10.1 9.2 0.0 0.0 1.0 0.0 0.0 1.0 41 13.5 7.6 2.2

2.7 49.1 1.3 50.6 7.1 11.3 22.3 12.0 13.3 10.0 8.8 0.0 0.0 1.5 0.0 0.0 1.5 36 12.6 7.1 2.1

2.7 49.1 1.3 50.6 7.1 11.2 22.4 12.0 13.3 10.0 8.8 0.0 0.0 1.5 0.0 0.0 1.5 36 12.6 7.1 2.1

2.8 49.0 1.3 47.2 7.5 12.0 23.2 12.5 13.9 10.4 9.4 0.0 0.0 1.0 0.0 0.0 1.0 45 13.3 7.5 2.2

2.8 49.0 1.3 47.1 7.5 12.0 23.2 12.5 13.9 10.4 9.5 0.0 0.0 0.5 0.0 0.0 0.5 45 13.4 7.5 2.2

2.8 49.0 1.3 47.9 7.3 11.7 23.3 12.4 13.8 10.3 9.3 0.0 0.0 1.0 0.0 0.0 1.0 41 13.0 7.3 2.2

2.8 49.0 1.3 47.9 7.3 11.7 23.3 12.5 13.9 10.4 9.3 0.0 0.0 1.0 0.0 0.0 1.0 41 13.0 7.3 2.2

2.9 49.1 1.3 37.9 9.8 16.6 24.3 13.7 15.1 11.3 11.8 0.0 0.0 0.0 0.0 0.0 0.0 58 17.4 9.8 2.4

2.9 49.1 1.3 37.9 9.8 16.6 24.3 13.7 15.1 11.3 11.8 0.0 0.0 0.0 0.0 0.0 0.0 59 17.4 9.8 2.4

2.9 49.1 1.3 38.9 9.4 15.7 24.4 13.6 15.1 11.3 11.5 0.0 0.0 0.0 0.0 0.0 0.0 54 16.6 9.4 2.4

2.9 49.1 1.3 38.9 9.3 15.6 24.4 13.6 15.1 11.3 11.4 0.0 0.0 0.0 0.0 0.0 0.0 54 16.6 9.3 2.3

3.0 49.5 1.3 46.1 7.8 12.6 23.1 12.5 13.9 10.4 9.7 0.0 0.0 0.5 0.0 0.0 0.5 46 13.9 7.8 2.2

3.0 49.5 1.3 46.1 7.8 12.6 23.1 12.5 13.9 10.4 9.7 0.0 0.0 0.5 0.0 0.0 0.5 46 13.9 7.8 2.2

3.0 49.5 1.3 47.7 7.5 12.0 23.0 12.4 13.8 10.3 9.3 0.0 0.0 1.0 0.0 0.0 1.0 41 13.3 7.5 2.2

3.0 49.5 1.3 47.8 7.5 11.9 23.0 12.4 13.8 10.3 9.3 0.0 0.0 1.0 0.0 0.0 1.0 40 13.2 7.5 2.1

3.1 49.4 1.3 44.4 7.8 12.6 24.1 13.0 14.5 10.8 10.0 0.0 0.0 0.0 0.0 0.0 0.0 49 13.9 7.8 2.3

3.1 49.4 1.3 44.1 7.8 12.6 24.3 13.1 14.6 10.9 10.1 0.0 0.0 0.0 0.0 0.0 0.0 50 13.9 7.8 2.3

3.1 49.4 1.2 45.2 7.6 12.2 24.2 13.0 14.4 10.8 9.9 0.0 0.0 0.5 0.0 0.0 0.5 45 13.5 7.6 2.2

3.1 49.4 1.2 45.2 7.6 12.1 24.3 13.0 14.5 10.8 9.9 0.0 0.0 0.5 0.0 0.0 0.5 46 13.4 7.6 2.2

3.2 49.3 1.3 48.8 8.2 13.3 20.7 11.6 12.9 9.6 9.1 0.0 0.0 1.0 0.0 0.0 1.0 39 14.5 8.2 2.1

3.2 49.3 1.3 48.6 8.2 13.4 20.8 11.6 12.9 9.6 9.2 0.0 0.0 1.0 0.0 0.0 1.0 38 14.6 8.2 2.1

3.2 49.3 1.3 50.0 7.9 12.8 20.7 11.5 12.8 9.6 8.9 0.0 0.0 1.0 0.0 0.0 1.0 35 14.1 7.9 2.1

3.2 49.3 1.3 50.1 7.9 12.7 20.8 11.5 12.8 9.6 8.9 0.0 0.0 1.5 0.0 0.0 1.5 35 14.0 7.9 2.1

3.3 49.4 1.3 44.9 9.0 15.0 21.2 12.0 13.3 10.0 9.9 0.0 0.0 0.5 0.0 0.0 0.5 37 16.0 9.0 2.1

3.3 49.4 1.3 44.8 9.0 14.9 21.3 12.1 13.4 10.0 9.9 0.0 0.0 0.5 0.0 0.0 0.5 37 15.9 9.0 2.1

3.3 49.4 1.3 46.6 8.6 14.1 21.1 11.9 13.2 9.8 9.6 0.0 0.0 0.5 0.0 0.0 0.5 33 15.3 8.6 2.1

3.3 49.4 1.3 46.6 8.6 14.1 21.1 11.9 13.2 9.8 9.6 0.0 0.0 0.5 0.0 0.0 0.5 33 15.2 8.6 2.1

3.4 49.0 1.3 40.4 9.8 16.6 22.5 12.8 14.2 10.6 11.0 0.0 0.0 0.0 0.0 0.0 0.0 47 17.4 9.8 2.3

3.4 49.0 1.3 40.3 9.8 16.6 22.6 12.9 14.2 10.7 11.1 0.0 0.0 0.0 0.0 0.0 0.0 48 17.4 9.8 2.3

3.4 49.0 1.3 41.7 9.4 15.8 22.4 12.7 14.0 10.5 10.7 0.0 0.0 0.0 0.0 0.0 0.0 42 16.7 9.4 2.2

3.4 49.0 1.3 41.7 9.4 15.7 22.5 12.7 14.1 10.5 10.7 0.0 0.0 0.0 0.0 0.0 0.0 42 16.6 9.4 2.2

3.5 49.2 1.3 45.4 7.9 12.7 23.5 12.7 14.1 10.6 9.8 0.0 0.0 0.5 0.0 0.0 0.5 49 13.9 7.9 2.3

3.5 49.2 1.3 45.2 7.9 12.8 23.4 12.7 14.1 10.6 9.9 0.0 0.0 0.5 0.0 0.0 0.5 49 14.1 7.9 2.3

3.5 49.2 1.3 46.6 7.6 12.2 23.4 12.6 14.0 10.5 9.6 0.0 0.0 0.5 0.0 0.0 0.5 43 13.5 7.6 2.2

3.5 49.2 1.3 46.7 7.6 12.1 23.4 12.6 14.0 10.5 9.5 0.0 0.0 0.5 0.0 0.0 0.5 43 13.4 7.6 2.2

3.6 49.0 1.3 44.4 8.3 13.6 23.0 12.7 14.0 10.5 10.0 0.0 0.0 0.0 0.0 0.0 0.0 50 14.8 8.3 2.3

3.6 49.0 1.3 44.2 8.4 13.7 23.0 12.7 14.0 10.5 10.1 0.0 0.0 0.0 0.0 0.0 0.0 50 14.9 8.4 2.3

3.6 49.0 1.3 45.6 8.1 13.1 22.9 12.5 13.9 10.4 9.8 0.0 0.0 0.5 0.0 0.0 0.5 43 14.3 8.1 2.2

3.6 49.0 1.3 45.6 8.0 13.0 22.9 12.5 13.9 10.4 9.8 0.0 0.0 0.5 0.0 0.0 0.5 43 14.3 8.0 2.2

3.7 49.0 1.3 35.8 11.3 19.8 23.2 13.5 14.9 11.2 12.5 0.0 0.0 0.0 0.0 0.0 0.0 65 20.1 11.3 2.5

3.7 49.0 1.3 35.8 11.3 19.7 23.2 13.5 14.9 11.2 12.5 0.0 0.0 0.0 0.0 0.0 0.0 65 20.0 11.3 2.5





10-year Overlay

3.7 49.0 1.3 37.1 10.8 18.7 23.1 13.3 14.7 11.0 12.0 0.0 0.0 0.0 0.0 0.0 0.0 57 19.2 10.8 2.4

3.7 49.0 1.3 37.1 10.8 18.7 23.1 13.3 14.7 11.0 12.0 0.0 0.0 0.0 0.0 0.0 0.0 56 19.2 10.8 2.4

3.8 48.8 1.3 36.6 11.4 20.0 22.4 13.1 14.4 10.9 12.2 0.0 0.0 0.0 0.0 0.0 0.0 53 20.3 11.4 2.4

3.8 48.8 1.3 36.3 11.5 20.1 22.5 13.2 14.5 10.9 12.3 0.0 0.0 0.0 0.0 0.0 0.0 55 20.3 11.5 2.4

3.8 48.8 1.3 37.2 10.9 19.0 22.7 13.2 14.5 10.9 12.0 0.0 0.0 0.0 0.0 0.0 0.0 52 19.4 10.9 2.4

3.8 48.8 1.3 37.2 10.9 18.9 22.8 13.2 14.6 11.0 12.0 0.0 0.0 0.0 0.0 0.0 0.0 52 19.4 10.9 2.4

3.9 48.9 1.3 39.3 9.4 15.7 24.1 13.5 14.9 11.2 11.3 0.0 0.0 0.0 0.0 0.0 0.0 58 16.6 9.4 2.4

3.9 48.9 1.3 39.2 9.4 15.7 24.2 13.5 15.0 11.2 11.4 0.0 0.0 0.0 0.0 0.0 0.0 58 16.6 9.4 2.4

3.9 48.9 1.3 40.4 9.0 15.0 24.0 13.4 14.8 11.1 11.0 0.0 0.0 0.0 0.0 0.0 0.0 52 16.1 9.0 2.3

3.9 48.9 1.3 40.4 9.0 15.0 24.1 13.4 14.8 11.1 11.0 0.0 0.0 0.0 0.0 0.0 0.0 52 16.0 9.0 2.3

4.0 48.8 1.3 34.6 12.4 22.1 22.4 13.3 14.6 11.0 12.9 0.0 0.0 0.0 0.0 0.0 0.0 66 22.0 12.4 2.5

4.0 48.8 1.3 34.5 12.5 22.3 22.3 13.3 14.6 11.1 12.9 0.0 0.0 0.0 0.0 0.0 0.0 67 22.2 12.5 2.5

4.0 48.8 1.3 35.5 11.9 21.0 22.5 13.3 14.6 11.0 12.5 0.0 0.0 0.0 0.0 0.0 0.0 60 21.1 11.9 2.5

4.0 48.8 1.3 35.5 11.8 20.9 22.5 13.3 14.6 11.0 12.5 0.0 0.0 0.0 0.0 0.0 0.0 59 21.0 11.8 2.5

4.1 49.1 1.3 36.2 10.8 18.7 23.7 13.6 15.0 11.3 12.3 0.0 0.0 0.0 0.0 0.0 0.0 63 19.2 10.8 2.5

4.1 49.1 1.3 36.1 10.8 18.7 23.8 13.7 15.1 11.3 12.3 0.0 0.0 0.0 0.0 0.0 0.0 62 19.2 10.8 2.5

4.1 49.1 1.3 36.7 10.6 18.1 23.8 13.6 15.0 11.3 12.1 0.0 0.0 0.0 0.0 0.0 0.0 58 18.7 10.6 2.4

4.1 49.1 1.3 36.7 10.5 18.0 23.9 13.7 15.0 11.3 12.1 0.0 0.0 0.0 0.0 0.0 0.0 58 18.6 10.5 2.4

4.1

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10

20

30

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10

20

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Test Location, miles

Eff. G.E. Eff. R-value

American Engineering Testing, Inc. AET Project No. 28-00769550 Cleveland Avenue North Client: Brown CountySt. Paul, Minnesota 55114 Test Date: Oct 17, 2013Phone: (651) 659-9001 Roadway: CSAH 3Fax: (651) 659-1379 From: PC

To: CSAH 23

Prev. Day's Avg. Air Temp.: 45 °F Design Period: 10 Years

Total AC: 6.6 in. Projection Factor: 1.1

Daily ESALs: 6.0 Growth Factor: 10.42

Annual Growth: 0.9% 10-year Design ESALs: 22,825

Surface Condition Rating: 4.0 Design Period: 20 Years

Soil Type: P Projection Factor: 1.2

Draught Adjustment Factor: 1.00 Growth Factor: 21.84

Seasonal Correction Factor: 1.55 20-year Design ESALs: 47,828

Overlay TONN

R-value G.E. Thickness CapacityStation Drop Time Air °F Bit °F Load D9 D1 D2 D3 D4 D5 D6 D7 D8 inches inches tons/axle Comments

4.1 pavement change"4.2 1 17:52 42.8 40.9 6157 7.8 14.6 11.2 8.6 3.8 2.0 1.4 1.0 0.9 15.7 13.9 0.0 8.7 4.2 2 17:52 42.8 40.9 6157 7.8 14.4 11.1 8.5 3.8 2.0 1.4 1.0 0.9 15.8 14.1 0.0 8.7

4.2 3 17:52 42.8 40.9 9241 12.2 22.4 17.1 13.3 6.0 3.2 2.1 1.6 1.3 15.0 14.3 0.0 8.6

4.2 4 17:52 42.8 40.9 9241 12.2 22.3 17.1 13.3 6.1 3.2 2.1 1.6 1.3 14.9 14.6 0.0 8.6

4.3 1 17:53 42.8 40.6 6069 10.7 20.5 16.0 11.9 4.5 1.9 1.2 0.9 0.8 11.6 10.2 1.3 6.4

4.3 2 17:53 42.8 40.6 6080 10.6 20.3 15.9 11.9 4.5 1.9 1.2 0.9 0.8 11.7 10.4 1.2 6.4

4.3 3 17:53 42.8 40.6 9088 16.6 31.0 24.0 18.1 7.0 2.9 1.8 1.5 1.3 11.2 10.5 1.4 6.3

4.3 4 17:53 42.8 40.6 9110 16.7 31.1 24.1 18.2 7.1 3.0 1.8 1.5 1.3 11.2 10.7 1.3 6.3

4.4 1 17:54 42.8 40.7 6102 9.0 15.2 12.3 9.9 4.9 2.6 1.6 1.2 0.9 12.5 17.2 0.0 8.6

4.4 2 17:54 42.8 40.7 6124 8.9 15.1 12.2 9.8 4.9 2.6 1.6 1.1 0.9 12.6 17.3 0.0 8.7

4.4 3 17:54 42.8 40.7 9219 13.0 21.7 17.5 14.1 7.2 4.0 2.4 1.8 1.4 13.0 17.9 0.0 9.0

4.4 4 17:54 42.8 40.7 9230 12.9 21.6 17.4 14.1 7.2 4.0 2.5 1.8 1.4 13.0 18.0 0.0 9.1

4.5 1 17:55 42.8 41.4 6015 11.8 19.8 15.6 12.3 5.8 3.1 2.0 1.4 1.0 9.7 15.4 0.0 7.0

4.5 2 17:55 42.8 41.4 6048 11.8 19.7 15.5 12.2 5.8 3.1 2.0 1.4 1.0 9.8 15.5 0.0 7.0 4.5 3 17:55 42.8 41.4 9088 17.2 28.7 22.5 17.8 8.5 4.5 2.9 2.1 1.7 10.1 15.7 0.0 7.2 4.5 4 17:55 42.8 41.4 9088 17.2 29 22.4 17.7 8.5 4.6 2.9 2.1 1.6 10.1 15.7 0.0 7.2

4.6 1 17:56 42.8 40.9 6004 12.2 25 18.1 13.2 4.3 1.5 1.1 1.0 0.8 10.8 6.0 3.5 5.2

4.6 2 17:56 42.8 40.9 6015 12.1 24 18.1 13.2 4.3 1.5 1.1 1.0 0.8 10.8 6.3 3.4 5.3 4.6 3 17:56 42.8 40.9 9000 18.9 37 27.8 20.6 6.8 2.3 1.6 1.6 1.3 10.3 6.6 3.5 5.2 4.6 4 17:56 42.8 40.9 8978 19.0 37 27.8 20.6 6.9 2.4 1.7 1.6 1.3 10.1 6.8 3.5 5.2 4.7 1 17:57 42.8 44.2 6059 9.4 15 12.5 10.1 5.3 2.9 1.8 1.3 1.1 11.6 19.5 0.0 8.9 4.7 2 17:57 42.8 44.2 6069 9.4 15 12.5 10.1 5.3 2.9 1.8 1.3 1.1 11.6 19.6 0.0 9.0 4.7 3 17:57 42.8 44.2 9088 14.5 23 18.8 15.4 8.2 4.4 2.7 2.0 1.7 11.2 19.9 0.0 8.9 4.7 4 17:57 42.8 44.2 9088 14.6 23 18.8 15.4 8.3 4.5 2.8 2.1 1.9 11.2 20.0 0.0 8.9 4.7 start bridge"4.7 end bridge"4.8 1 17:58 42.8 42.8 6113 8.8 16 12.7 9.7 4.2 2.1 1.4 1.1 0.8 13.9 13.9 0.0 8.1 4.8 2 17:58 42.8 42.8 6124 8.7 16 12.6 9.6 4.2 2.0 1.4 1.0 0.8 14.0 14.1 0.0 8.1 4.8 3 17:58 42.8 42.8 9219 12.8 23 17.9 13.8 6.2 3.2 2.1 1.6 1.3 14.4 14.6 0.0 8.4 4.8 4 17:58 42.8 42.8 9175 12.7 23 17.7 13.7 6.2 3.2 2.1 1.6 1.3 14.4 14.7 0.0 8.5

4.9 CSAH 21"

4.9 1 17:59 44.6 41.4 6080 7.7 14.9 11.8 8.6 3.5 1.6 1.1 0.9 0.6 16.4 11.9 0.0 8.2

4.9 2 17:59 44.6 41.4 6080 7.7 15 11.6 8.5 3.5 1.6 1.1 0.9 0.6 16.6 12.0 0.0 8.3

4.9 3 17:59 44.6 41.4 9153 11.6 22 17.1 12.7 5.3 2.5 1.6 1.3 1.0 16.5 12.2 0.0 8.4

5.0 1 18:00 42.8 41.9 6080 9.1 16 12.7 9.9 4.5 2.5 1.7 1.2 1.0 13.0 15.3 0.0 8.2

5.0 2 18:00 42.8 41.9 6091 9.2 16 12.6 9.8 4.6 2.5 1.7 1.2 1.0 13.1 15.5 0.0 8.3

5.0 3 18:00 42.8 41.9 9121 13.9 24 18.7 14.7 6.9 3.8 2.5 1.8 1.5 12.9 15.6 0.0 8.3

5.0 4 18:00 42.8 41.9 9110 13.9 24 18.6 14.6 6.9 3.8 2.5 1.9 1.5 12.9 15.7 0.0 8.3

5.1 1 18:01 42.8 43.3 6135 7.7 15 11.7 8.6 3.6 1.9 1.3 1.0 0.9 16.1 12.9 0.0 8.5

5.1 2 18:01 42.8 43.3 6102 7.7 15 11.5 8.5 3.5 1.8 1.4 1.1 0.9 16.4 12.8 0.0 8.5

5.1 3 18:01 42.8 43.3 9219 11.4 22 16.5 12.3 5.3 2.8 2.0 1.5 1.3 16.7 13.5 0.0 8.8

5.1 4 18:01 42.8 43.3 9208 11.3 21 16.3 12.2 5.3 2.9 2.0 1.6 1.3 16.8 13.6 0.0 8.9

5.2 1 18:02 42.8 40.0 6048 9.0 16 12.6 9.9 4.9 2.7 1.9 1.3 1.0 12.3 16.8 0.0 8.4

5.2 2 18:02 42.8 40.0 6080 9.0 16 12.5 9.8 4.9 2.8 1.9 1.3 1.0 12.3 17.1 0.0 8.5

5.2 3 18:02 42.8 40.0 9164 13.6 23 18.4 14.6 7.4 4.2 2.8 2.0 1.6 12.4 17.3 0.0 8.6

5.2 4 18:02 42.8 40.0 9175 13.6 23 18.4 14.6 7.4 4.3 2.8 2.0 1.6 12.4 17.4 0.0 8.6

5.3 1 18:03 42.8 40.7 6059 11.1 18 14.8 11.7 6.1 3.6 2.5 1.9 1.5 9.7 18.0 0.0 7.7

5.3 2 18:03 42.8 40.7 6015 10.9 18 14.6 11.6 6.0 3.6 2.4 1.8 1.4 9.8 18.1 0.0 7.7

5.3 3 18:03 42.8 40.7 9033 16.4 27 21.6 17.3 9.1 5.3 3.6 2.7 2.1 9.7 18.2 0.0 7.7

5.3 4 18:03 42.8 40.7 9022 16.3 27 21.4 17.1 9.0 5.3 3.7 2.7 2.1 9.8 18.3 0.0 7.8

5.3 140th st"

5.4 1 18:04 42.8 42.0 6124 6.6 9 7.9 6.8 4.3 2.8 1.9 1.4 1.0 15.7 25.7 0.0 13.3

5.4 2 18:04 42.8 42.0 6091 6.5 9 7.8 6.7 4.3 2.8 1.9 1.3 1.1 15.7 25.8 0.0 13.4

5.4 3 18:04 42.8 42.0 9208 10.2 13.6 11.9 10.3 6.5 4.2 2.9 2.1 1.6 15.6 25.4 0.0 13.2

5.4 4 18:04 42.8 42.0 9186 10.2 14 11.9 10.3 6.5 4.2 2.9 2.1 1.6 15.6 25.5 0.0 13.2

5.4 culvert"

5.5 1 18:05 42.8 40.0 6069 10.1 19 14.7 11.1 4.8 2.7 2.0 1.5 1.3 11.6 13.2 0.0 7.1

5.5 2 18:05 42.8 40.0 6080 10.1 19 14.6 11.0 4.8 2.7 1.9 1.5 1.4 11.6 13.5 0.0 7.2

5.5 3 18:05 42.8 40.0 9044 15.5 28 21.7 16.6 7.3 4.1 2.9 2.3 2.0 11.4 13.4 0.0 7.1

5.5 4 18:05 42.8 40.0 9044 15.5 28 21.7 16.6 7.3 4.2 2.9 2.3 2.0 11.3 13.7 0.0 7.1

5.6 1 18:06 42.8 40.2 6102 9.6 18 13.5 10.1 4.3 2.4 1.8 1.4 1.2 13.0 13.1 0.0 7.5

5.6 2 18:06 42.8 40.2 6113 9.6 17 13.4 10.0 4.3 2.5 1.8 1.4 1.2 13.1 13.2 0.0 7.6

5.6 3 18:06 42.8 40.2 9132 14.1 26 19.4 14.7 6.5 3.8 2.8 2.2 1.9 13.2 13.7 0.0 7.8

5.6 4 18:06 42.8 40.2 9153 14.1 25 19.3 14.6 6.5 3

PAVEMENT TESTING, ENGINEERING ANALYSIS AND REVIEW …€¦ · Pavement Testing, Engineering...

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