0535-02-048_Geotech Report.pdf

SAN ANTONIO DISTRICT

PAVEMENT DESIGN REPORT

FOR

GUADALUPE COUNTY

IH 10 WEIGH IN MOTION STATION

EAST OF SEGUIN

LENGTH: 0.7 MI

Prepared by:

HVJ Associates, Inc. - Texas Firm No. 646

11/08/2017 Prepared By: ________________________________ ___________

Linda Barlow, P.E Date

Recommended for: ________________________________ ___________ Approval by Robert Moya, P.E. Date

District Pavement Engineer

Approved By: ________________________________ ___________ Gina Gallegos, P.E. Date

Director of Construction

The seals appearing on this document are authorized by Linda Barlow, PE 63879 on November 8, 2017. Alteration of a sealed document without proper notification to the responsible engineer is an offense under the Texas Engineering Practice Act.

October 4, 2017, revised November 8, 2017

Mr. James A. Lutz, P.E.

Vice President Pape-Dawson Engineers, Inc.

2000 NW Loop 410 San Antonio, TX-78213

Re: Pavement Analysis and Design Report

IH 10 Weigh in Motion Station CSJ No.: 0535-02-048 Guadalupe County, Texas

Owner: TxDOT HVJ Project No. AG1610079.3.1-P

Dear Mr. Lutz:

Submitted herein is the revised final report of our pavement design for the above referenced project.

The study was performed in accordance with our proposal number AG1610079.3.1-P. The sealed issued in October 4, 2017 has been revised as follows: cover page updated and revised wording related to the Bonded Concrete Overlay option.

It has been a pleasure to work with you on this project and we appreciate the opportunity to be of service. Please notify us if there are questions or if we may be of further assistance.

Sincerely, HVJ ASSOCIATES, INC.

Texas Firm Registration No. F-000646

11/08/2017 Linda Barlow, PE Pavement Engineer

Copies submitted: (1) Electronic This document has been released under authorization by Linda Barlow, PE 63879 on November 8, 2017. Alteration of a sealed document without proper notification to the responsible engineer is an offense under the Texas Engineering Practice Act.

TABLE OF CONTENTS

1 General Project Informaton

2 Site Particulars

2.1 Falling Weight Deflectometer Analyses

2.2 Soil Conditions

2.2.1 Laboratory Tests – Plasticity Index Results

2.2.2 Texas Triaxial Classification (TTC)

2.2.3 Modulus of Subgrade Reaction (k value)

3 Project data

3.1 Traffic Data

3.2 Design Material Properties

3.2.1 Flexible Pavement

3.2.2 Rigid Pavement

4 Pavement design analysis

4.1 Flexible Pavement - Basic Design Criteria

4.2 Flexible Pavement - FPS21 Program Controls and Constraints

4.3 Flexible Pavement - FPS21 Design Output

4.4 Rigid Pavement Basic Design Criteria

4.5 Rigid Pavement Design Output

APPENDICES

Exhibit A Project Location Map and Lane Identification

Exhibit B Proposed Typical Sections (pending)

Exhibit C Traffic Analysis for Pavement Design

Exhibit D MODULUS Outputs of Back-Calculated Insitu Strengths

Exhibit E FPS, DARWin and Tx-CRCP Input and Output Data

1 GENERAL PROJECT INFORMATON

HVJ Associates performed a pavement analysis and design for the existing pavement and proposed widening at the IH-10 Weigh-in-Motion (WIM) Station located in Guadalupe County in the San Antonio District. The site is located east of Seguin extending approximately from 0.3 miles east of FM 1104 to 0.3 miles west of CR 216. The existing pavement consists of total of approximately 3650 feet (0.7 miles) of roadway with varying lanes and pavement type.

The pavement analysis and design was conducted following the TxDOT Pavement Manual1 and the San Antonio District Standard Operating Procedure (SOP)2. The evaluation of the pavement consisted of Falling Weight Deflectometer (FWD) testing, pavement boring, laboratory testing of collect soils samples, back-calculation of insitu layer moduli, and pavement performance modelling in the TxDOT Flexible Pavement Design System (FPS-21) for flexible pavement and TxCRCP-ME for the rigid pavement design. AASTHO 1993 Design and Rehabilitation in Windows (DARWin) was used to check the design for rigid pavement.

The existing pavement cross section and soil type was obtained from the geotechnical investigation and provided as-built information. Deflection data from Falling Weight Deflectometer (FWD) testing was analyzed to estimate the pavement layer moduli to establish a structural assessment of in-situ pavement. Traffic data was obtained from Pape-Dawson Engineers, Inc. and consisted of traffic volume, vehicle class distribution and estimation of 20 years and 30 years Equivalent Single Axle Load (EASL) repetitions. These data are provided in Exhibit C.

2 SITE PARTICULARS

2.1 Falling Weight Deflectometer Analyses

Falling Weight Deflectometer (FWD) nondestructive testing consists of measuring deflections on the surface of the pavement at different locations under an applied impact load, which simulates the design truck axle loading. The FWD deflection testing was conducted on all the five lanes to incorporate the possible variations in the layer strengths. The deflection testing was conducted in 50 feet intervals throughout the project.

Deflection profiles were created by plotting measured deflection by distance, which allowed general estimates of the variation in relative strengths for both the existing surface layers and in-situ subgrade soils in relation to the limits of the test data.

In order to identify the pavement areas evaluated in this analyses, the separate striped travel lanes have been named as follows: Outside Lane, Parking Lane, Inside Parking Lane, Left Middle Lane and Left Lane, moving from outside to inside lanes in the eastbound direction also shown in Exhibit A. The limits of entry and exit ramps to and from the Weigh Station are existing flexible pavement while the station itself in the middle portion of the project limits is Continuously Reinforced Concrete Pavement (CRCP) rigid pavement. The approximate lengths for each of these lanes are presented in the following table as stationed and measured by Distance Measuring Instrument (DMI) attached to the Falling Weight Deflectometer (FWD) vehicle.

1 Pavement Manual, Texas Department of Transportation, Revised April 2017 2 TxDOT – San Antonio District Standard Operating Procedure, March 11, 2014

Table 1: Length of Each Testing Lane used for Analysis

Lane Length (ft) Concrete Pavement

Limits (ft) Flexible Pavement

Limits (ft)

Outside Lane 3650 1205 2445

Parking Lane 1690 1205 485

Inside Parking Lane 1690 1205 485

Left Middle Lane 725 525 200

Left Lane 725 525 200

Table 2 shows the summary of the pavement surface course (Asphaltic Concrete – AC or Portland Cement Concrete – PCC) and base course thicknesses as found in the different boring locations as well as the as-built plan sections provided to HVJ.

Table 2: Summary of Existing Pavement Sections

Boring Number

Cross Section Based on Boring As Built Section

P1

12” AC

16” Flex. Base

10” HMAC

12” Flex. Base 6” Cement Treated Subgrade

P2

10” PCC

4” AC base 6” Flex. Base

10” CRCP

2” HMAC

6” Cement Treated Base 6” Cement Treated Subgrade

C1 Not on Pavement -

C2

10.5” AC

13.5” Flex. Base

10” HMAC

12” Flex. Base 6” Cement Treated Subgrade

RW1

10” AC

14” Flex. Base

RW2

10.5” AC

13.5” Flex. Base

RW3

12” AC

16” Flex. Base

RW4

12” AC

24” Flex. Base

The as-built sections show slight variation in the base as seen in Table 2. The existing pavement analysis was performed using the boring data rather than the as-built data to be consistent with measured field conditions. The pavement cross-sections resulting from the borings, as summarized above and under a separate cover in the Geotechnical Investigations Report3, and the FWD deflection data were used to back-calculate the modulus of the various pavement layers using MODULUS 6.14. The back-calculation results for the existing flexible pavement sections are summarized in Table 3 and those for the rigid pavement section is summarized in Table 4.

3 Geotechnical Investigation Draft Report IH-10 Weigh Station Improvements, HVJ Associates®, Autust 31, 2017 4 MODULUS Version 6.10, Texas Transportation Institute, TxDOT

Table 3: Summary of Back Calculation Results for Flexible Pavement

Location Reference Bore hole

Asphalt Modulus (ksi)

Flexible Base Modulus (ksi)

Subgrade Modulus (ksi)

Outside Lane P1 577.5 114.2 21.4

C2, RW1 to RW4 487.5 114.2 21.5

Parking Lane P1 565.1 77.9 17.5

C2 440.8 70.9 15.9

Inside Parking Lane

P1 464.7 40.6 11.0

C2 402.8 84.5 12.6

Left Middle Lane C2 434.1 51.8 11.3

Left Lane C2 432.7 82.5 14.7

Table 4: Summary of Back Calculation Results for Rigid Pavement

Location Concrete

Modulus (ksi) Asphalt Base Modulus (ksi)

Flexible Base Modulus (ksi)

Subgrade Modulus (ksi)

Outside Lane 8,826.5 415.2 62.8 17.6

Parking Lane 8,968.0 538.0 76.0 20.8

Inside Parking Lane 9,654.0 625.0 100.0 16.9

Left Middle Lane 7,228.3 620.2 98.1 19.6

Left Lane 7,676.4 501.4 56.3 22.7

In order to analyze the structural condition of the existing pavement sections for the estimated traffic, the strength modeled was the average back-calculated values for each layer minus one standard deviation. Table 5 shows the values for average moduli, standard deviation and average minus standard deviation for each of the layers modeled in the analysis.

Table 5: Calculation of Layer Moduli for Analysis

Pavement Type Pavement layer Average

Moduli (ksi) Standard

Deviation (ksi) Moduli for

Analysis (ksi)

Flexible Pavement

Asphalt 475.6 64.1 411.6

Flexible Base 79.6 26.2 53.4

Subgrade soil 15.7 4.2 11.5

Concrete Pavement

Concrete 8,470.6 993.5 7,477.1

Asphalt Base 539.9 87.6 452.3

Flexible Base 78.6 20.0 58.6

Subgrade soil 19.5 2.3 17.2

2.2 Soil Conditions

The geotechnical data is provided in a separate Geotechnical Investigation Report with pertinent test results summarized herein.

2.2.1 Laboratory Tests – Plasticity Index Results

As per the geotechnical investigation, the subgrade soil was found to be mainly clay of low to high plasticity, clayey sand, and sandy silt. The Unified Soil Classification and Plasticity Index (PI) of the soil samples within the first five feet is presented in Table 6.

Table 6: Soil Class and Plasticity Index

Bore Hole Type of soil Plasticity Index (%)

P-1 CH 42

P-2 CH 34

C-1 ML 23

C-2 CL 29

RW-1 CL 33

RW-2 CL 19

RW-3 SC 22

RW-4 SC 31

2.2.2 Texas Triaxial Classification (TTC)

For the purpose of flexible pavement analysis, the TTC values were selected for the predominant soil types based on the internal FPS-21 database for Guadalupe County. It was seen that 53% of the predominant soil was Silty Sand (SM) to Clayey Sand (SC), 11% was low plasticity clay (CL), and 4% was high plasticity clay (CH) with TTC values of 3.7, 5.1 and 5.6 respectively. Since two of the bore holes showed the presence of high plasticity clay, the TTC of 5.6 for high plasticity clay subgrade was used for the Triaxial Design Check for the pavement. The percentage tandem axle, as per San Antonio District SOP, was chosen as 49% for traffic above 5 million ESALs. The Average Tenth Heaviest Wheel Load (ATHWLD) was assumed as 12,000 lbs. as suggested in FPS-21.

2.2.3 Modulus of Subgrade Reaction (k value)

The modulus of subgrade reaction is used in characterizing the subgrade strength for rigid pavement design. The composite modulus of subgrade reaction for the existing concrete section was calculated in AASHTO DARWin using back-calculated layer moduli for the underlying 4 inches of asphalt base and 6 inches of flexible base. The loss of support of 1.0 was assumed as there will be very little loss in contact area because of presence of asphalt concrete layer below the concrete pavement.

Based on the back-calculated moduli of the subgrade and asphalt base, the calculated modulus of subgrade reaction (k value) for the existing underlying layer is 378 pci. Although the San Antonio District SOP allows a k value greater than 300 pci based on FWD response data, which is used for existing pavement, the recommended value of K for new pavement design based on either 4 inches of asphalt base or 6 inches cement treated base (CTB) with 1 inch of asphalt bond breaker is 300 pci.

The composite K resulting from either base option is calculated in TxCRCP-ME based on soil type considering base thickness and modulus. The resulting composite K for the 4 inches of asphalt base is 244 pci and for 6 inches cement treated base is 218 pci, which were utilized in the TxCRCP-ME designs. DARWin was run with both the 300 pci recommended by TxDOT and the composite K values calculated with TxCRCP-ME to check the CRCP designs.

3 PROJECT DATA

3.1 Traffic Data

The traffic analysis data was provided by Pape-Dawson Engineers, Inc. and included the vehicle class distribution and estimated 20 years and 30 years design ESALs. The estimated flexible pavement 20 year ESAL value was 28,487,320 and the estimated rigid pavement 30 year ESALs was 57,106,070. Since the site is a truck weigh station, the percentage of truck is 100%.

For the design of rigid pavement section, the 30 year traffic was adjusted by Pape-Dawson Engineers based on input from TxDOT to have reduction in heavy vehicles using a pre-pass system and 6 hours of operation per day. The resulting 30 year ESAL’s for rigid pavement design provided was 28,944,940. The rigid pavement design for 30 year was conducted for both of the traffic options.

These traffic values in addition to the other design parameters were used for the pavement analysis.

The Average Daily Traffic (ADT) and the annual growth rate was not included in the traffic data so the ADT was computed as an average daily vehicle per day from the 20 year traffic estimation. For flexible pavement design, the initial and final ADT is required for the detour model used in FPS21, and was computed as 1,662 assuming no annual growth rate.

3.2 Design Material Properties

3.2.1 Flexible Pavement

In case of condition analysis for the existing flexible pavement, the back-calculated modulus values were used as shown previously in Table 5. For the design of the new pavement section, the material and their strengths were based on San Antonio District SOP as shown in Table 7.

Table 7: New Pavement Material Properties

Material Spec Item Design Modulus Poisson’s

Ratio

Superpave Mixture

TxDOT Item 344 (SS 3270) Type C/D

Combined HMA thickness:

<6.0” use 650 ksi, 6” < T < 8” use 700 ksi, >8.0” use 850 ksi

0.35

Flexible Base TxDOT Item 247 65 ksi 0.35

3.2.2 Rigid Pavement

The material properties for new pavement design was based on the recommendation by San Antonio District SOP as shown in the following table.

Table 8: Material Properties for New Pavement

Properties Value

28 day Modulus of Rupture (Mr) for concrete 620 psi

Modulus of subgrade reaction (K-value) 300 pci

28 day Concrete Modulus of Elasticity 5,000,000 psi

HMAC Base Modulus of Elasticity (TxDOT Item 340, 341 (SS3267, 3268) 500,000 psi

CTB Modulus of Elasticity (TxDOT Item 275, 276) 130,000 psi

The 28 days Concrete Modulus of Elasticity for the evaluation for the existing pavement was obtained from the back-calculated modulus of the concrete to be 7,477,100 psi and the k-value based on the existing conditions was calculated as 378 pci.

4 PAVEMENT DESIGN ANALYSIS

4.1 Flexible Pavement - Basic Design Criteria

The basic design parameters used for the analysis was based on the San Antonio District SOP and TxDOT Pavement Design Guide. The parameters are listed in the following table.

Table 9: Basic Design Parameters - Flexible Pavement

Design Parameters Value

Analysis period 20 years

Design ESALs 28,487,320

Minimum time to overlay 8 years

Time between overlays 8 years

Interest rate 7%

Initial Serviceability Index

4.8 for thick ACP>4’ and, 4.5 for thin ACP from 1.5” to 4”

Serviceability Index after overlay

4.2 for overlay thickness < 3” and

4.5 for overlay of >3” of HMAC

Confidence Level 95% for ESALS>5 million

Terminal Serviceability Index

2.5 for thick ACP>8”or with Initial

SI<4.5” and, 3 for all other ACP

Temperature Constant 31

4.2 Flexible Pavement - FPS21 Program Controls and Constraints

The TxDOT Flexible Pavement Design System (FPS21) inputs dictated by the TxDOT Pavement Design Manual5 are as follows: $99/sy maximum funds available for initial design, 99” maximum allowed thickness of initial construction. Based on the TxDOT Design Guide, the minimum overlay

5 Flexible Pavement Design System, FPS-21: Version V1.2, Texas Transportation Institute©, October 12, 2011 thickness is 2” and the asphaltic concrete compacted density is 1.98 tons/cy. The remaining inputs were assumed based as follows: overlay construction time of 12 hrs/day; asphalt production rate of 200 tons/hr, width of each lane of 12 ft; and the maintenance costs were set to $125. The Detour Model – 3 from the FPS-21 recommendations was used for the traffic detour during construction.

4.3 Flexible Pavement - FPS21 Design Output

The analysis of existing condition for the flexible pavement was calculated with the thinnest existing section as seen in bore hole RW-2. The results from the analysis of existing pavement section and design outputs for new flexible pavement is summarized in Table 10. The outputs from the program are presented in Exhibit E.

Table 10: Flexible Pavement Design Results

Pavement Section Design Layer Thicknesses

Initial Service Life (yrs)

Subsequent Overlays

Thickness (in)

Existing Pavement

10.5” HMAC

13.5” Flex Base 9 3

New Pavement

10.5” HMAC

12” Flex Base

22 n/a

4.4 Rigid Pavement Basic Design Criteria

The basic design parameters used for the analysis was based on the San Antonio District SOP and TxDOT Pavement Design Guide. The parameters are listed in the following table. The designs were conducted for two traffic options: option-1 with 57 million ESALs and option-2 with 28 million ESALs. Two base options were considered for the design of the CRCP section as recommended in the San Antonio District SOP2 : 4” HMA base, and 6” CTB with 1” HMA bond breaker.

Table 11: Basic Design Parameters - Rigid Pavement

Design Parameters Recommended Value

Design Life 30 years

Design ESALs – Option 1 57,106,070

Design ESALs – Option 2 28,944,940

Reliability 95% for >5 million ESALs traffic

Load Transfer Coefficient (CRCP) 2.6

Initial Serviceability Index 4.5

Terminal Serviceability Index 2.5

Drainage Coefficient 1.02

Punchouts per Mile 10

4.5 Rigid Pavement Design Output

The rigid pavement for the new widening section was analyzed using TxCRCP-ME6 and design check for new pavement section was done using AASHTO DARWin7 for a 30 year design period.

The analysis for the existing pavement section was accomplished in terms of number of remaining ESAls using DARWin. The resulting thicknesses of concrete from the analysis is shown in the following table and output in Exhibit E.

Table 12: Rigid Pavement Design Results

Analysis Procedure Base Option

Composite K value, pci

Required Concrete Thickness for 30 Year Life

Option-1 : 57 mil. ESAL

Option-2 : 28 mil. ESAL

TxCRCP-

ME

6” CTB with 1” HMA Bond Breaker

218 13” 11.5”

4” HMAC Base 244 12.5” 11”

DARWin

CTB or HMAC Base Options, as per TxDOT

300 12.54” 11.28”

6” CTB with 1” HMA Bond Breaker

218 12.7” 11.45”

4” HMAC Base 244 12.64” 11.39”

The required concrete section for the 30 year design traffic is thicker than the existing 10” concrete.

Additional analyses were completed with DARWin to calculate the traffic that the existing section will support, which resulted in 12,764,119 ESALs as compared to the design traffic of 57 million for option1- and 28 million for option-2.

Since the concrete surface appears to have only a few minor, localized spalled concrete surface distress, one option that may be considered to increase the existing pavement capacity is a bonded concrete overlay. Based on the TxDOT Pavement Design Manual a bonded concrete overlay design was accomplished with DARWin resulting in the following: 3.03” Bonded Concrete Overlay for option-1 and 1.77” Bonded Concrete Overlay for option-2. However, TxDOT recommends a minimum thickness of 4 inches. Should these options be considered, ensuring a full bond between old and new concrete is critical. The recommended Bonded Concrete Overlay design, if considered will have following thicknesses:

4” Bonded Concrete Overlay

Since CRCP-bonded concrete overlays have not be widely used throughout the state, the TxDOT Design Manual suggest that Districts considering a bonded concrete overlay contact CST-M&P, Rigid Pavement & Concrete Materials Branch, for assistance.

6 CRCP Design Program Based on Mechanistic-Emperical Principles, TxCRCP-ME v07b, TxDOT Research Project 0- 7 AASHTOWare DARWin, Pavement Design and Analysis System, Version 3.1.017, American Association of State Highway and Transportation Officials, 1991-2009

Exhibit A

Project Location Map and

Lane Identification

FIG. LANE NAMING FOR WEIGH STATION LANES

sdhakal Typewriter

ASDFSAFASFASDFASDFFASFSAF

Exhibit B

Proposed Typical Section

STATEDGN:

DWG: DIST.

FED. RD.

DIV. NO.

FEDERAL AID PROJECT NO.

SHEET NO.

TEXAS

DGN:

CHK

DWG:

CHK

COUNTY

HIGHWAY NO.

CONT. NO. SECT. NO. JOB NO.

BYDESCRIPTIONDATEREV. NO.

D e s i g n

F i l e n a m e

P d e s i g n

C i v i l

G e n e r a l

T Y

P

A l t d g n

P l o t t e d o n

INTERIM REVIEW ONLY

Date:

P.E. Serial No:

Engineer:

permit, bidding or construction.

Document incomplete. Not intended for

84722

10/3/2017

JAMES A. LUTZ

DESIGN

R

Texas Department of Transportation c 2017

0535 02 048SAT

IH 10

SCALE: N.T.S.

REVIEW AND APPROVAL

INTERIM REVIEW ONLY

Date:

P.E. Serial No:

Engineer:

permit, bidding or construction.

Document incomplete. Not intended for

10/3/2017

BRIAN A. ALLEN

123374

GUADALUPE

IH 10 WEIGH STATION

CURB3:1 MAX

6:1 USUAL

WIM

Ð

SDWK

5'

EAST OF INSPECTION CANOPY

PROPOSED TYPICAL SECTION

NTS

Ð WIM STA 133+70 TO STA 141+79

VARIES

PROPOSED PAVEMENT

12' TO 14'

VARIES

LANE

SHLD

VARIES 1' TO 6'

PARKING

VARIES 56' TO 48'

TYP

2%

TYP

2%PGL

EXIST EOP

EXIST EOP

EXIST ASPH SUBGRADE

FOR PROPOSED AREA OVER

SEE DETAIL B

3:1 MAX

6:1 USUAL

USUAL

2%

EXIST LANE

12'

EXIST LANE

12'

SHLD

10'

EXIST PAVEMENT

EXISTING PAVEMENT

40'

CURB

CURB

LANE LANE

LANE LANE

LANE

EXIST GROUND

EXIST PAVEMENTPROPOSED INSPECTION PIT

TIE TO EXISTING DITCH

CANOPY

Î

IH 10

CURB

3:1 MAX

6:1 USUAL

Ð WIM

E X I

S T

R O

W

VARIES

2% TYP

EXIST

MATCH

35'

USUAL

SHLD

VARIES

FENCE FENCE

BUFFER

5'

BUFFER

5'

BUFFER

5'

INSPECTION PIT

20'

INSPECTION

12'

INSPECTION

12'

INSPECTION

12'

SHLD

1'

2'

27'

VARIES

1'

BYPASS

12'

BYPASS

12'

EXIST

6'

SWLK

5'

M E

D I

A N

6'

AT INSPECTION CANOPY

PROPOSED TYPICAL SECTION

NTS

Ð WIM STA 131+00 TO STA 133+70

28'

PROPOSED WIDENING

32'

PAVEMENT

72'

12'

PGL

SEE DETAIL B

LANE LANE

3:1 MAX

6:1 USUAL

CURB

CURBCURB3:1 MAX

6:1 USUAL

WIM

Ð

USUAL

2%

ILLUMINATION

PROPOSED

2% TYP

EXIST

MATCH

2% TYP

EXIST

MATCH

SDWK

5'

PARKING

22'

INSPECTION

12'

SHLD

2'

SHLD

1'

M E

D I

A N

6'

SHLD

1'

WEST OF INSPECTION CANOPY

PROPOSED TYPICAL SECTION

IH 10 MAINLANE WIDENING

PROPOSED TYPICAL SECTION

NTS

Ð WIM STA 124+55 TO STA 131+00

INSPECTION

12'

EXISTING PAVEMENT

48'

PROPOSED WIDENING

VARIES 0' TO 22'

WIDENING

PROPOSED

VARIES 0' TO 6'

PGL

BYPASS LANE

18'

SEE DETAIL B

SEE DETAIL B

N.T.S.

LEGEND

DETAIL "B"

6"

6"

TO STEEL

SAWCUT

2" TY C

6" CEMENT TREAT FL BS

6" CEMENT TREAT SUBGRADE

1 2 3 4

REBAR

EXPOSE EXISTING

18" OVERLAP

PROP REBAR

11.5" CRCP

TYPICAL SECTION

PROPOSED

SHEET 2 OF 2

3 41 2

Exhibit C

Traffic Analysis for Pavement Design

Traffic Volume (20 year) Analysis Axle Load and Type Gross Equivalency

Vehicle Description Days Weeks Period Axle 1 Axle 2 Axle 3 Weight Factors ESAL's per Week per Year (years) (kips) (kips) (kips) (pounds) Axle 1 Axle 2 Axle 3

Bikes (Class 1) 5 50 20 0 0 0 0 0 0 0

Cars & Trailers (Class 2) 5 50 20 2 s 2 s 4,000 0.0003 0.0003 0 0

2 Axle Long (Class 3) 5 50 20 2 s 4 s 6,000 0.0003 0.004 0 0

Buses (Class 4) 5 50 20 8 S 14 S 22,000 0.051 0.399 0 40,330

2 Axle 6 Tire (Class 5) 5 50 20 4 S 14 S 18,000 0.004 0.399 0 0

3 Axle Single (Class 6) 5 50 20 8 s 32 t 40,000 0.051 0.889 0 484,350

4 Axle Single (Class 7) 5 50 20 8 s 14 s 34 t 56,000 0.051 0.399 1.11 0

<5 Axle Double (Class 8) 5 50 20 8 s 32 t 32 t 72,000 0.051 0.889 0.889 450,720

5 Axle Double (Class 9) 5 50 20 12 s 34 t 34 t 80,000 0.229 1.11 1.11 26,938,590

>6 Axle Double (Class 10) 5 50 20 12 s 34 t 42 r 88,000 0.229 1.11 0.661 134,420

<6 Axle Multi (Class 11) 5 50 20 12 s 34 t 34 t 80,000 0.229 1.11 1.11 54,860

6 Axle Multi (Class 12) 5 50 20 12 s 34 t 34 t 80,000 0.229 1.11 1.11 384,050

>6 Axle Multi (Class 13) 5 50 20 12 s 34 t 34 t 80,000 0.229 1.11 1.11 0

Not Classed 5 50 20 12 s 34 t 34 t 80,000 0.229 1.11 1.11 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

Terminal Serviceability, ρt 2.5 Total AASHTO ESAL's (20 year) 28,487,320Summary:

246,432

10,999,833

67,209

22,403

156,820

Quantity in the

Design Lane

89,612

515,267

ESAL Calculator-Flexible.xlsm: 070517(2020-2040) Version 01142002

Date: 09/15/17

Date:

Traffic Volume Analysis Axle Load and Type Gross Equivalency

Vehicle Description Days Weeks Period Axle 1 Axle 2 Axle 3 Weight Factors ESAL's per Week per Year (years) (kips) (kips) (kips) (pounds) Axle 1 Axle 2 Axle 3

Bikes (Class 1) 5 50 30 0 0 0 0 0 0 0

Cars & Trailers (Class 2) 5 50 30 2 s 2 s 4,000 0.0002 0.0002 0 0

2 Axle Long (Class 3) 5 50 30 2 s 4 s 6,000 0.0002 0.002 0 0

Buses (Class 4) 5 50 30 8 S 14 S 22,000 0.032 0.336 0 39,400

2 Axle 6 Tire (Class 5) 5 50 30 4 S 14 S 18,000 0.002 0.336 0 0

3 Axle Single (Class 6) 5 50 30 8 s 32 t 40,000 0.032 1.51 0 949,200

4 Axle Single (Class 7) 5 50 30 8 s 14 s 34 t 56,000 0.032 0.336 1.97 0

<5 Axle Double (Class 8) 5 50 30 8 s 32 t 32 t 72,000 0.032 1.51 1.51 898,510

5 Axle Double (Class 9) 5 50 30 12 s 34 t 34 t 80,000 0.173 1.97 1.97 54,049,030

>6 Axle Double (Class 10) 5 50 30 12 s 34 t 42 r 88,000 0.173 1.97 1.46 289,290

<6 Axle Multi (Class 11) 5 50 30 12 s 34 t 34 t 80,000 0.173 1.97 1.97 110,080

6 Axle Multi (Class 12) 5 50 30 12 s 34 t 34 t 80,000 0.173 1.97 1.97 770,560

>6 Axle Multi (Class 13) 5 50 30 12 s 34 t 34 t 80,000 0.173 1.97 1.97 0

Not Classed 5 50 30 12 s 34 t 34 t 80,000 0.173 1.97 1.97 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

Terminal Serviceability, ρt 2.5 Total AASHTO ESAL's 57,106,070

Assumed Slab Thickness (inches) 13 Summary:

294,402

13,141,024

80,291

26,764

187,347

107,055

615,567

Quantity in the

Design Lane

Prepared By: Brian Allen

AASHTO 1993 ESAL Calculator for Rigid Pavements Checked By:

Reference: AASHTO Guide for Design of Pavement Structures 1993

Project Name: IH-10 Weigh Station

Project Number: 11135-03

Description: IH-10 Weigh Station

ESAL Calculator-Flexible.xlsm: 6 Hrs of Op 100% exit (2) Version 01142002

Date: 09/15/17

Date:

Traffic Volume Analysis Axle Load and Type Gross Equivalency

Vehicle Description Days Weeks Period Axle 1 Axle 2 Axle 3 Weight Factors ESAL's per Week per Year (years) (kips) (kips) (kips) (pounds) Axle 1 Axle 2 Axle 3

Bikes (Class 1) 5 50 20 0 0 0 0 0 0 0

Cars & Trailers (Class 2) 5 50 20 2 s 2 s 4,000 0.0002 0.0002 0 0

2 Axle Long (Class 3) 5 50 20 2 s 4 s 6,000 0.0002 0.002 0 0

Buses (Class 4) 5 50 20 8 S 14 S 22,000 0.032 0.336 0 19,960

2 Axle 6 Tire (Class 5) 5 50 20 4 S 14 S 18,000 0.002 0.336 0 0

3 Axle Single (Class 6) 5 50 20 8 s 32 t 40,000 0.032 1.51 0 481,000

4 Axle Single (Class 7) 5 50 20 8 s 14 s 34 t 56,000 0.032 0.336 1.97 0

<5 Axle Double (Class 8) 5 50 20 8 s 32 t 32 t 72,000 0.032 1.51 1.51 455,320

5 Axle Double (Class 9) 5 50 20 12 s 34 t 34 t 80,000 0.174 1.97 1.97 27,395,650

>6 Axle Double (Class 10) 5 50 20 12 s 34 t 42 r 88,000 0.174 1.97 1.46 146,640

<6 Axle Multi (Class 11) 5 50 20 12 s 34 t 34 t 80,000 0.174 1.97 1.97 55,800

6 Axle Multi (Class 12) 5 50 20 12 s 34 t 34 t 80,000 0.174 1.97 1.97 390,570

>6 Axle Multi (Class 13) 5 50 20 12 s 34 t 34 t 80,000 0.174 1.97 1.97 0

Not Classed 5 50 20 12 s 34 t 34 t 80,000 0.174 1.97 1.97 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

Terminal Serviceability, ρt 2.5 Total AASHTO ESAL's 28,944,940

Assumed Slab Thickness (inches) 12

Project Name: IH-10 Weigh Station

Project Number: 11135-03

Description: IH-10 Weigh Station

54,250

Prepared By: Brian Allen

AASHTO 1993 ESAL Calculator for Rigid Pavements Checked By:

Reference: AASHTO Guide for Design of Pavement Structures 1993

Quantity in the

Design Lane

311,935

149,186

6,659,129

40,687

13,562

94,937

Summary:

ESAL Calculator-Flexible.xlsm: 4 Hrs of Op 80% exit Version 01142002

Exhibit D

MODULUS Outputs of Back-Calculated Insitu Strengths Using

Falling Weight Deflectometer (FWD) Data

01-Inside Parking Lane TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 12.00 340,000 1,040,000 H1: v = 0.35 Base: 16.00 10,000 150,000 H2: v = 0.35 Subbase: 0.00 H3: v = 0.00 Subgrade: 98.32(by DB) 10,000 H4: v = 0.35 Load Measured Deflection (mils): Calculated Moduli values (ksi): Absolute Dpth to Station (lbs) R1 R2 R3 R4 R5 R6 R7 SURF(E1) BASE(E2) SUBB(E3) SUBG(E4) ERR/Sens Bedrock

25.000 9,036 9.14 6.97 5.15 3.69 2.75 2.12 1.60 401.4 31.0 0.0 10.2 2.28 141.7

75.000 9,047 8.72 6.70 5.02 3.64 2.65 2.05 1.43 445.8 29.9 0.0 10.5 2.08 106.8

125.000 8,993 8.93 6.91 5.07 3.53 2.43 1.76 1.31 466.7 14.3 0.0 13.0 1.97 135.6

175.000 9,025 8.23 6.43 4.86 3.63 2.70 2.06 1.48 506.0 32.5 0.0 10.3 1.52 112.8

225.000 9,004 6.32 4.69 3.67 2.79 2.19 1.81 1.41 503.8 95.5 0.0 11.1 2.09 144.5 Mean: 8.27 6.34 4.75 3.46 2.54 1.96 1.45 464.7 40.6 0.0 11.0 1.99 126.3 Std. Dev: 1.14 0.95 0.62 0.38 0.23 0.16 0.11 43.6 31.5 0.0 1.2 0.28 16.0 Var Coeff(%): 13.79 14.93 12.94 10.90 9.14 8.31 7.33 9.4 77.6 0.0 10.7 14.26 12.7

02-Inside Parking Lane-PCC TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 10.00 340,000 15,000,000 H1: v = 0.20 Base: 4.00 50,000 1,000,000 H2: v = 0.35 Subbase: 6.00 10,000 150,000 H3: v = 0.35 Subgrade: 174.06(by DB) 10,000 H4: v = 0.35 Load Measured Deflection (mils): Calculated Moduli values (ksi): Absolute Dpth to Station (lbs) R1 R2 R3 R4 R5 R6 R7 SURF(E1) BASE(E2) SUBB(E3) SUBG(E4) ERR/Sens Bedrock

276.000 9,058 2.84 2.80 2.52 2.14 1.90 1.71 1.37 11651.5 194.8 39.7 14.1 2.26 131.3

326.000 8,949 3.04 2.77 2.50 2.19 1.90 1.65 1.39 6677.9 970.1 149.7 14.8 0.69 300.0 *

375.000 8,960 3.01 2.81 2.54 2.18 1.87 1.62 1.37 6383.0 931.1 139.9 15.2 0.92 300.0

426.000 8,905 3.01 2.90 2.60 2.22 1.94 1.72 1.41 7025.3 988.7 147.8 13.9 1.78 152.5

476.000 8,905 3.12 3.00 2.70 2.31 1.98 1.77 1.39 6744.4 881.6 132.2 13.6 1.88 119.8

525.000 8,872 2.95 2.84 2.50 2.17 1.91 1.63 1.35 7017.7 892.5 135.4 14.6 0.98 155.7

575.000 8,949 2.69 2.49 2.18 1.93 1.63 1.49 1.24 9300.1 483.2 83.7 17.2 2.02 300.0

626.000 8,905 2.76 2.53 2.24 1.93 1.65 1.45 1.16 7437.9 814.1 63.9 17.9 1.22 123.0

675.000 8,916 2.25 2.11 1.89 1.63 1.43 1.28 1.08 11882.8 567.4 114.8 19.2 1.39 300.0

725.000 8,905 2.39 2.16 1.97 1.70 1.50 1.40 1.15 12260.9 615.2 105.3 17.5 2.62 300.0

775.000 8,960 2.52 2.27 2.05 1.80 1.60 1.40 1.21 11107.8 488.4 98.6 17.5 1.61 300.0

840.000 8,763 2.56 2.48 2.20 1.95 1.71 1.50 1.28 12473.7 198.1 44.2 15.4 1.03 300.0

975.000 8,916 2.39 2.31 2.07 1.79 1.54 1.38 1.08 11388.6 480.5 97.0 17.6 1.69 108.0

1025.000 8,949 2.40 2.19 1.95 1.73 1.50 1.31 1.09 10709.2 481.0 121.9 18.9 1.12 139.4

1075.000 8,905 2.15 2.01 1.78 1.55 1.33 1.16 0.98 11201.0 583.3 87.8 21.8 0.87 300.0

1125.000 8,971 2.06 1.84 1.63 1.44 1.26 1.11 0.94 12674.5 544.9 101.0 23.1 2.00 300.0

1176.000 8,971 2.57 2.30 1.94 1.80 1.57 1.43 1.19 8991.0 1000.0 150.0 17.8 3.04 120.6 *

1225.000 8,982 2.68 2.45 2.16 1.93 1.70 1.55 1.30 11055.7 515.3 88.8 15.9 2.27 300.0

1275.000 9,047 2.85 2.67 2.44 2.09 1.86 1.59 1.37 9511.7 475.7 84.1 15.3 0.73 300.0

1325.000 8,949 2.93 2.74 2.49 2.17 1.91 1.62 1.39 8963.2 495.0 85.9 14.7 0.42 300.0

1376.000 9,036 2.80 2.53 2.24 1.93 1.65 1.44 1.15 7313.2 770.0 59.7 18.5 1.33 121.4

1426.000 8,971 2.48 2.44 2.20 1.90 1.64 1.37 1.21 10625.0 395.1 68.4 17.5 1.65 300.0 Mean: 2.66 2.48 2.22 1.93 1.68 1.48 1.23 9654.4 625.7 100.0 16.9 1.52 194.1 Std. Dev: 0.30 0.31 0.29 0.24 0.21 0.18 0.14 2156.9 243.3 33.5 2.5 0.67 85.0 Var Coeff(%): 11.41 12.56 13.08 12.20 12.32 11.89 11.50 22.3 38.9 33.5 14.6 44.15 43.8

03-Inside Parking Lane-AC TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 10.50 340,000 1,040,000 H1: v = 0.35 Base: 13.50 10,000 150,000 H2: v = 0.35 Subbase: 0.00 H3: v = 0.00 Subgrade: 106.70(by DB) 10,000 H4: v = 0.35 Load Measured Deflection (mils): Calculated Moduli values (ksi): Absolute Dpth to Station (lbs) R1 R2 R3 R4 R5 R6 R7 SURF(E1) BASE(E2) SUBB(E3) SUBG(E4) ERR/Sens Bedrock

1481.000 9,014 6.34 4.06 3.24 2.68 2.18 1.79 1.41 517.8 150.0 0.0 13.1 5.99 133.0 *

1526.000 9,014 10.83 7.56 5.28 3.65 2.63 2.04 1.53 340.0 33.4 0.0 11.3 3.40 207.4 *

1575.000 9,025 9.44 6.91 5.02 3.61 2.64 2.04 1.53 359.7 53.4 0.0 10.9 2.00 135.8

1626.000 9,004 6.91 4.98 3.59 2.61 1.99 1.59 1.13 423.9 97.8 0.0 14.1 2.83 103.7

1676.000 8,993 7.56 5.35 3.76 2.80 2.12 1.61 1.18 372.4 88.0 0.0 13.6 2.06 112.3 Mean: 8.22 5.77 4.18 3.07 2.31 1.81 1.36 402.8 84.5 0.0 12.6 3.26 130.7 Std. Dev: 1.87 1.43 0.91 0.52 0.30 0.22 0.19 71.4 44.9 0.0 1.4 1.63 28.2 Var Coeff(%): 22.76 24.85 21.82 16.80 13.10 12.16 14.07 17.7 53.1 0.0 11.4 50.19 21.6

04-Left Lane-PCC TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 10.00 340,000 15,000,000 H1: v = 0.20 Base: 4.00 50,000 1,000,000 H2: v = 0.35 Subbase: 6.00 10,000 150,000 H3: v = 0.35 Subgrade: 280.00(by DB) 10,000 H4: v = 0.35 Load Measured Deflection (mils): Calculated Moduli values (ksi): Absolute Dpth to Station (lbs) R1 R2 R3 R4 R5 R6 R7 SURF(E1) BASE(E2) SUBB(E3) SUBG(E4) ERR/Sens Bedrock

0.000 8,960 2.63 2.37 2.09 1.83 1.56 1.34 1.13 8996.6 158.6 27.4 24.8 1.02 300.0

50.000 8,905 2.35 2.21 1.95 1.63 1.46 1.26 1.07 9739.1 344.2 62.1 25.3 1.42 300.0

151.000 8,971 2.43 2.34 1.98 1.67 1.43 1.21 1.11 8530.2 132.3 28.6 27.9 1.54 300.0

201.000 8,916 2.52 2.22 1.94 1.66 1.44 1.25 1.05 6208.7 1000.0 97.3 26.4 1.66 300.0 *

249.000 8,905 2.94 2.58 2.42 2.02 1.81 1.53 1.41 8103.3 271.2 54.9 20.5 1.97 300.0

301.000 8,894 3.07 2.78 2.49 2.09 1.91 1.75 1.43 6914.7 1000.0 80.1 18.1 2.47 300.0 *

351.000 8,938 2.87 2.62 2.30 2.02 1.75 1.49 1.41 7942.8 249.5 55.0 21.4 0.76 300.0

400.000 8,993 2.98 2.74 2.46 2.07 1.80 1.55 1.32 6516.6 621.5 62.2 20.7 0.88 300.0

450.000 8,971 2.72 2.35 2.11 1.81 1.55 1.41 1.02 6910.0 1000.0 36.8 24.1 2.78 300.0 *

501.000 8,927 3.42 3.14 2.78 2.43 2.07 1.86 1.53 6901.7 237.1 58.3 17.2 1.38 300.0 Mean: 2.79 2.54 2.25 1.92 1.68 1.47 1.25 7676.4 501.4 56.3 22.6 1.59 300.0 Std. Dev: 0.33 0.29 0.28 0.25 0.22 0.22 0.19 1166.5 368.9 21.9 3.6 0.66 0.0 Var Coeff(%): 11.73 11.63 12.54 13.04 13.19 14.77 15.25 15.2 73.6 38.9 15.9 41.65 0.0

05-Left Lane-AC TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 10.50 340,000 1,040,000 H1: v = 0.35 Base: 13.50 10,000 150,000 H2: v = 0.35 Subbase: 0.00 H3: v = 0.00 Subgrade: 169.71(by DB) 10,000 H4: v = 0.35 Load Measured Deflection (mils): Calculated Moduli values (ksi): Absolute Dpth to Station (lbs) R1 R2 R3 R4 R5 R6 R7 SURF(E1) BASE(E2) SUBB(E3) SUBG(E4) ERR/Sens Bedrock

551.000 8,982 9.94 7.24 5.18 3.68 2.73 2.17 1.73 346.4 40.9 0.0 13.2 2.12 284.9

601.000 9,014 9.43 7.03 5.15 3.77 2.83 2.13 1.98 415.4 40.1 0.0 13.1 0.76 167.2

651.000 8,993 6.69 4.99 3.92 3.04 2.46 2.05 1.65 494.2 138.7 0.0 13.7 1.64 178.8

701.000 8,927 7.39 5.44 4.04 3.03 2.35 1.86 1.51 450.7 78.2 0.0 15.0 1.41 201.8

751.000 9,036 6.29 4.44 3.28 2.48 1.93 1.55 1.25 456.6 114.5 0.0 18.5 1.63 173.3 Mean: 7.95 5.83 4.31 3.20 2.46 1.95 1.62 432.7 82.5 0.0 14.7 1.51 193.7 Std. Dev: 1.64 1.25 0.83 0.53 0.35 0.25 0.27 55.8 43.9 0.0 2.3 0.50 33.5 Var Coeff(%): 20.68 21.39 19.21 16.60 14.41 13.03 16.62 12.9 53.3 0.0 15.4 32.76 17.3

06-Left Middle Lane TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 10.00 1,000,000 15,000,000 H1: v = 0.35 Base: 4.00 50,000 1,000,000 H2: v = 0.35 Subbase: 6.00 10,000 150,000 H3: v = 0.35 Subgrade: 186.83(by DB) 10,000 H4: v = 0.35 Load Measured Deflection (mils): Calculated Moduli values (ksi): Absolute Dpth to Station (lbs) R1 R2 R3 R4 R5 R6 R7 SURF(E1) BASE(E2) SUBB(E3) SUBG(E4) ERR/Sens Bedrock

25.000 8,949 2.43 2.26 2.02 1.73 1.48 1.32 1.08 9783.5 297.9 55.2 20.3 1.39 137.1

75.000 8,949 2.47 2.26 1.98 1.67 1.47 1.27 1.09 8617.3 429.8 30.3 22.1 1.64 300.0

126.000 8,938 2.44 2.09 1.85 1.57 1.40 1.23 1.04 7259.6 1000.0 62.4 23.0 3.29 300.0 *

207.000 8,916 2.56 2.40 2.07 1.79 1.53 1.31 1.11 8119.8 406.3 28.3 21.1 1.15 300.0

242.000 8,949 2.83 2.55 2.22 1.89 1.66 1.48 1.22 6008.6 1000.0 69.6 18.8 2.29 150.2 *

276.000 8,927 3.00 2.67 2.23 2.00 1.68 1.52 1.24 4983.1 1000.0 83.6 18.6 2.91 300.0 *

326.000 9,004 2.86 2.51 2.20 1.91 1.65 1.52 1.20 5813.7 1000.0 150.0 18.3 3.08 300.0 *

376.000 8,971 3.04 2.70 2.36 2.04 1.76 1.50 1.24 4940.5 1000.0 76.2 18.3 1.35 151.3 *

426.000 8,916 3.03 2.60 2.26 1.90 1.60 1.40 1.12 3493.5 1000.0 150.0 20.5 2.11 128.4 *

476.000 8,993 2.37 2.35 2.23 1.87 1.64 1.42 1.02 12370.5 361.5 67.6 16.6 2.22 87.5

526.000 9,080 6.55 4.40 3.35 2.57 2.05 1.76 1.31 1000.0 50.0 109.6 18.9 6.98 300.0 * Mean: 3.05 2.62 2.25 1.90 1.63 1.43 1.15 6580.9 686.0 80.3 19.7 2.58 206.8 Std. Dev: 1.19 0.62 0.39 0.26 0.18 0.15 0.09 3123.9 373.6 41.3 1.9 1.63 98.9 Var Coeff(%): 38.94 23.73 17.45 13.72 10.79 10.50 8.20 47.5 54.5 51.4 9.7 63.11 47.8

06-Left Middle Lane-PCC TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 10.00 1,000,000 15,000,000 H1: v = 0.20 Base: 4.00 50,000 1,000,000 H2: v = 0.35 Subbase: 6.00 10,000 150,000 H3: v = 0.35 Subgrade: 186.83(by DB) 10,000 H4: v = 0.35 Load Measured Deflection (mils): Calculated Moduli values (ksi): Absolute Dpth to Station (lbs) R1 R2 R3 R4 R5 R6 R7 SURF(E1) BASE(E2) SUBB(E3) SUBG(E4) ERR/Sens Bedrock

25.000 8,949 2.43 2.26 2.02 1.73 1.48 1.32 1.08 10729.2 302.4 54.4 20.2 1.39 137.1

75.000 8,949 2.47 2.26 1.98 1.67 1.47 1.27 1.09 9254.1 352.6 63.1 21.6 1.58 300.0

126.000 8,938 2.44 2.09 1.85 1.57 1.40 1.23 1.04 7144.4 1000.0 150.0 22.7 3.15 300.0 *

207.000 8,916 2.56 2.40 2.07 1.79 1.53 1.31 1.11 9096.6 347.3 22.4 21.3 1.17 300.0

242.000 8,949 2.83 2.55 2.22 1.89 1.66 1.48 1.22 6022.0 999.9 150.0 18.5 2.19 150.2 *

276.000 8,927 3.00 2.67 2.23 2.00 1.68 1.52 1.24 5518.9 1000.0 80.3 18.6 2.92 300.0 *

326.000 9,004 2.86 2.51 2.20 1.91 1.65 1.52 1.20 6371.5 1000.0 150.0 18.3 3.07 300.0 *

376.000 8,971 3.04 2.70 2.36 2.04 1.76 1.50 1.24 7206.2 371.2 32.3 18.8 1.76 151.3

426.000 8,916 3.03 2.60 2.26 1.90 1.60 1.40 1.12 3868.8 1000.0 150.0 20.6 2.13 128.4 *

476.000 8,993 2.37 2.35 2.23 1.87 1.64 1.42 1.02 13299.9 399.2 76.9 16.5 2.23 87.5

526.000 9,080 6.55 4.40 3.35 2.57 2.05 1.76 1.31 1000.0 50.0 150.0 18.9 6.55 300.0 * Mean: 3.05 2.62 2.25 1.90 1.63 1.43 1.15 7228.3 620.2 98.1 19.6 2.56 206.8 Std. Dev: 1.19 0.62 0.39 0.26 0.18 0.15 0.09 3345.3 374.7 52.4 1.8 1.48 98.9 Var Coeff(%): 38.94 23.73 17.45 13.72 10.79 10.50 8.20 46.3 60.4 53.4 9.2 57.97 47.8

07-Left Middle Lane TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 10.50 340,000 1,040,000 H1: v = 0.35 Base: 13.50 10,000 150,000 H2: v = 0.35 Subbase: 0.00 H3: v = 0.00 Subgrade: 120.51(by DB) 10,000 H4: v = 0.35 Load Measured Deflection (mils): Calculated Moduli values (ksi): Absolute Dpth to Station (lbs) R1 R2 R3 R4 R5 R6 R7 SURF(E1) BASE(E2) SUBB(E3) SUBG(E4) ERR/Sens Bedrock

576.000 9,014 10.40 7.76 5.74 4.15 3.10 2.34 1.89 367.9 42.5 0.0 10.1 1.28 180.2

625.000 8,872 9.59 7.36 5.57 4.06 3.08 2.34 1.72 438.8 45.1 0.0 10.0 1.35 128.9

675.000 9,014 8.51 6.37 4.89 3.65 2.78 2.09 1.72 457.7 64.3 0.0 11.1 0.58 161.8

726.000 8,927 7.73 5.63 4.17 3.03 2.24 1.61 1.24 472.1 55.4 0.0 14.1 0.32 122.1 Mean: 9.06 6.78 5.09 3.72 2.80 2.10 1.64 434.1 51.8 0.0 11.3 0.88 144.5 Std. Dev: 1.18 0.96 0.72 0.51 0.40 0.34 0.28 46.2 10.0 0.0 1.9 0.51 22.8 Var Coeff(%): 12.98 14.22 14.07 13.71 14.32 16.43 17.05 10.6 19.3 0.0 16.9 57.96 15.8

08-Outside Lane-AC TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 12.00 340,000 1,040,000 H1: v = 0.35 Base: 16.00 10,000 150,000 H2: v = 0.35 Subbase: 0.00 H3: v = 0.00 Subgrade: 209.75(by DB) 10,000 H4: v = 0.35 Load Measured Deflection (mils): Calculated Moduli values (ksi): Absolute Dpth to Station (lbs) R1 R2 R3 R4 R5 R6 R7 SURF(E1) BASE(E2) SUBB(E3) SUBG(E4) ERR/Sens Bedrock

0.000 9,036 5.40 3.11 1.93 1.48 1.21 1.01 0.84 340.0 106.2 0.0 33.1 5.83 174.0 *

51.000 9,091 4.86 2.91 1.97 1.34 1.19 0.85 0.71 380.2 111.3 0.0 35.6 3.77 300.0

117.000 9,047 5.49 3.58 2.38 1.68 1.33 1.12 0.94 385.5 85.1 0.0 29.2 4.12 300.0

151.000 8,916 4.27 2.97 2.17 1.63 1.33 1.11 0.90 582.6 130.0 0.0 28.1 2.57 157.4

200.000 9,036 4.85 3.45 2.65 2.06 1.75 1.56 1.31 562.5 150.0 0.0 20.3 3.17 300.0 *

250.000 8,971 5.84 4.56 3.43 2.60 2.11 1.80 1.47 608.8 69.1 0.0 17.4 2.99 196.2

300.000 8,938 5.47 4.12 3.22 2.54 2.09 1.82 1.50 563.6 121.3 0.0 16.4 2.30 300.0

351.000 8,949 5.91 4.46 3.53 2.79 2.30 2.00 1.67 534.8 114.4 0.0 14.9 2.06 300.0

400.000 9,004 5.83 4.61 3.68 2.98 2.51 2.10 1.83 667.7 106.5 0.0 13.8 1.37 300.0

452.000 9,025 5.55 4.38 3.74 3.15 2.63 2.39 1.95 825.4 150.0 0.0 11.8 1.95 300.0 *

500.000 8,982 6.15 4.78 4.11 3.38 2.75 2.51 2.04 619.8 149.2 0.0 11.2 1.94 300.0

550.000 9,036 6.50 5.13 4.22 3.47 3.00 2.57 2.04 582.0 136.3 0.0 10.9 1.28 153.0

600.000 9,014 6.04 4.55 3.70 2.96 2.43 2.16 1.67 536.2 128.8 0.0 13.7 2.06 300.0

651.000 9,069 5.25 3.80 2.98 2.42 2.05 1.74 1.46 550.2 150.0 0.0 17.2 1.84 300.0 *

700.000 8,993 4.06 2.98 2.36 1.99 1.70 1.55 1.27 1040.0 61.4 0.0 26.0 9.15 300.0 *

751.000 9,058 4.01 2.74 2.09 1.67 1.39 1.27 1.04 726.4 150.0 0.0 26.5 4.35 300.0 *

800.000 8,938 3.44 2.10 1.56 1.25 1.08 1.00 0.83 799.2 150.0 0.0 36.9 8.77 300.0 *

851.000 9,058 4.17 2.68 1.97 1.53 1.35 1.32 1.01 637.8 150.0 0.0 28.3 7.80 300.0 *

900.000 9,036 6.06 4.56 3.47 2.65 2.11 1.72 1.40 558.3 67.3 0.0 17.8 1.52 189.4

950.000 9,004 7.13 4.87 3.48 2.49 1.88 1.64 1.24 351.2 59.4 0.0 19.9 3.47 300.0

1000.000 9,004 6.34 4.37 3.15 2.36 1.85 1.52 1.20 400.3 75.9 0.0 20.6 2.20 149.0

1050.000 8,938 5.74 3.99 2.98 2.24 1.76 1.47 1.16 452.9 89.1 0.0 21.0 1.94 146.8 Mean: 5.38 3.85 2.94 2.30 1.90 1.65 1.34 577.5 114.2 0.0 21.4 3.48 237.8 Std. Dev: 0.93 0.86 0.78 0.67 0.55 0.50 0.40 168.6 33.1 0.0 7.9 2.36 75.1 Var Coeff(%): 17.33 22.31 26.64 29.05 29.00 30.07 30.02 29.2 29.0 0.0 37.1 67.81 31.6

09-Outside Lane-PCC TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 10.00 340,000 15,000,000 H1: v = 0.20 Base: 4.00 50,000 1,000,000 H2: v = 0.35 Subbase: 6.00 10,000 150,000 H3: v = 0.35 Subgrade: 238.03(by DB) 10,000 H4: v = 0.35 Load Measured Deflection (mils): Calculated Moduli values (ksi): Absolute Dpth to Station (lbs) R1 R2 R3 R4 R5 R6 R7 SURF(E1) BASE(E2) SUBB(E3) SUBG(E4) ERR/Sens Bedrock

1105.000 8,938 3.15 3.02 2.66 2.25 1.91 1.76 1.33 7870.9 227.6 29.1 17.6 2.47 300.0

1150.000 8,949 3.22 3.03 2.74 2.38 2.06 1.77 1.44 7913.4 298.8 52.7 16.2 0.50 142.0

1200.000 8,949 3.16 2.97 2.60 2.30 2.00 1.75 1.46 8126.2 309.1 54.1 16.7 1.05 300.0

1250.000 9,004 3.38 3.14 2.72 2.33 2.05 1.93 1.46 6407.5 777.7 65.7 16.0 3.18 300.0

1300.000 8,971 2.76 2.64 2.44 2.16 1.92 1.70 1.42 13377.6 221.1 46.4 15.5 0.62 300.0

1350.000 8,949 3.22 2.93 2.60 2.25 1.93 1.65 1.39 6830.4 250.0 57.7 18.3 0.64 300.0

1401.000 8,982 2.88 2.70 2.39 2.05 1.79 1.53 1.28 8522.2 332.3 20.1 20.0 0.66 300.0

1451.000 8,993 2.83 2.66 2.43 2.09 1.79 1.63 1.37 9232.5 456.0 83.4 17.8 1.56 300.0

1500.000 9,004 2.78 2.76 2.43 2.15 1.87 1.65 1.36 10194.7 434.7 75.3 16.9 1.38 141.4

1550.000 8,927 2.92 2.63 2.37 2.01 1.83 1.58 1.38 7029.6 1000.0 75.1 18.6 1.75 300.0 *

1600.000 8,938 3.07 2.87 2.59 2.31 2.05 1.81 1.55 9588.7 482.4 85.1 15.1 0.71 300.0

1650.000 8,916 2.81 2.72 2.45 2.13 1.87 1.70 1.44 10450.5 480.4 83.5 16.2 1.71 300.0

1701.000 8,861 3.05 2.83 2.57 2.17 1.98 1.72 1.43 8344.3 444.8 85.9 16.5 1.36 300.0

1751.000 8,960 2.54 2.51 2.35 1.98 1.76 1.65 1.36 14743.3 264.9 57.3 16.1 2.91 300.0

1802.000 8,872 2.61 2.43 2.13 1.86 1.60 1.40 1.18 9435.4 350.6 22.3 21.9 1.15 300.0

1850.000 8,894 2.73 2.50 2.27 1.98 1.76 1.54 1.33 9757.0 457.4 95.6 18.3 0.94 300.0

1900.000 8,872 2.52 2.28 2.01 1.66 1.40 1.22 1.04 7921.0 123.9 45.1 26.3 1.55 300.0

1951.000 9,004 2.65 2.50 2.27 1.99 1.73 1.51 1.29 10154.2 462.9 96.2 18.6 0.57 300.0

2000.000 8,927 3.17 2.94 2.66 2.28 1.96 1.72 1.35 7931.9 342.3 18.0 17.7 0.92 118.7

2051.000 8,905 3.63 3.48 3.13 2.80 2.45 2.15 1.81 6326.8 908.9 149.1 12.3 0.62 300.0

2100.000 8,949 3.62 3.41 3.05 2.59 2.26 1.94 1.55 6731.5 232.8 25.4 15.5 0.95 137.6

2150.000 8,949 2.97 2.72 2.37 1.98 1.70 1.59 1.08 7292.2 276.0 59.4 20.2 3.01 300.0 Mean: 2.99 2.80 2.51 2.17 1.89 1.68 1.38 8826.5 415.2 62.8 17.6 1.37 258.0 Std. Dev: 0.32 0.30 0.26 0.24 0.22 0.19 0.16 2118.1 221.9 31.4 2.8 0.83 101.6 Var Coeff(%): 10.55 10.71 10.48 11.25 11.53 11.46 11.61 24.0 53.5 50.0 15.8 60.81 39.4

10-Outside lane AC TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 11.00 340,000 1,040,000 H1: v = 0.35 Base: 16.00 10,000 150,000 H2: v = 0.35 Subbase: 0.00 H3: v = 0.00 Subgrade: 202.31(by DB) 10,000 H4: v = 0.35 Load Measured Deflection (mils): Calculated Moduli values (ksi): Absolute Dpth to Station (lbs) R1 R2 R3 R4 R5 R6 R7 SURF(E1) BASE(E2) SUBB(E3) SUBG(E4) ERR/Sens Bedrock

2385.000 8,883 8.85 6.24 4.11 2.70 1.78 1.49 0.96 344.3 22.7 0.0 21.8 4.11 107.5

2401.000 8,960 6.63 5.21 3.67 2.56 1.84 1.40 1.08 654.9 23.3 0.0 22.7 2.29 145.8

2401.000 8,916 7.01 5.21 3.63 2.52 1.83 1.42 1.09 514.4 31.5 0.0 21.9 2.29 194.4

2450.000 8,960 7.80 5.87 4.31 3.17 2.44 1.93 1.52 467.3 44.5 0.0 15.5 1.49 166.5

2500.000 8,861 7.87 5.82 4.30 3.18 2.44 1.94 1.52 442.0 47.0 0.0 15.3 1.30 160.7

2550.000 8,949 7.59 5.59 4.24 3.21 2.49 2.00 1.63 454.5 58.0 0.0 14.8 0.97 211.7

2601.000 8,916 7.74 5.88 4.47 3.44 2.67 2.07 1.75 515.6 48.2 0.0 14.1 0.46 192.8

2651.000 8,916 5.74 4.07 3.10 2.41 2.00 1.65 1.31 465.7 133.3 0.0 17.8 1.61 148.9

2701.000 8,839 6.09 4.42 3.36 2.61 2.13 1.77 1.43 472.8 110.6 0.0 16.5 1.68 173.2

2750.000 8,916 5.66 3.73 2.75 2.06 1.69 1.43 1.17 390.6 137.3 0.0 21.7 2.53 185.1

2800.000 9,036 6.69 4.67 3.32 2.43 1.94 1.59 1.30 404.0 78.0 0.0 19.6 2.59 202.0

2851.000 9,014 6.31 4.39 3.27 2.49 1.98 1.66 1.39 423.6 102.5 0.0 18.5 1.98 300.0

2902.000 8,960 6.43 4.52 3.42 2.65 2.14 1.79 1.48 417.3 111.0 0.0 16.8 1.73 213.1

2951.000 8,993 5.35 3.76 2.94 2.39 2.01 1.67 1.44 545.0 150.0 0.0 17.8 2.21 300.0 *

3002.000 8,949 5.00 3.43 2.67 2.16 1.83 1.50 1.35 591.6 150.0 0.0 19.8 2.95 300.0 *

3049.000 9,047 5.23 3.64 2.83 2.30 1.94 1.74 1.57 580.1 150.0 0.0 18.5 3.86 300.0 *

3101.000 8,949 5.40 3.53 2.59 2.05 1.76 1.52 1.31 439.3 150.0 0.0 21.4 4.25 300.0 *

3150.000 9,047 5.15 3.46 2.51 1.95 1.65 1.44 1.24 472.6 150.0 0.0 22.8 3.92 300.0 *

3201.000 8,960 4.67 2.91 2.08 1.73 1.50 1.32 1.17 560.4 150.0 0.0 26.0 7.51 300.0 *

3250.000 9,004 4.34 2.66 2.00 1.70 1.49 1.33 1.19 687.2 150.0 0.0 26.9 9.06 300.0 *

3300.000 9,080 4.22 2.77 2.05 1.71 1.50 1.38 1.15 774.8 150.0 0.0 25.8 8.19 300.0 *

3350.000 9,014 4.46 3.20 2.34 1.94 1.68 1.50 1.26 760.7 150.0 0.0 21.9 5.36 300.0 *

3400.000 9,014 5.65 3.37 2.36 1.94 1.57 1.39 1.21 346.5 150.0 0.0 24.5 4.42 300.0 *

3451.000 8,938 5.55 3.52 2.50 1.96 1.62 1.42 1.21 373.3 150.0 0.0 23.1 3.74 300.0 *

3500.000 8,982 4.89 2.77 1.93 1.58 1.31 1.13 0.98 401.6 150.0 0.0 30.9 6.45 300.0 *

3551.000 8,872 5.01 2.65 1.85 1.54 1.34 1.19 1.02 365.4 150.0 0.0 31.2 9.42 300.0 *

3601.000 8,905 5.45 3.19 2.22 1.78 1.49 1.27 1.10 345.2 150.0 0.0 26.2 4.94 300.0 *

3650.000 9,102 4.92 2.85 2.04 1.65 1.42 1.24 1.03 438.8 150.0 0.0 29.2 7.42 164.8 * Mean: 5.92 4.05 2.96 2.28 1.84 1.54 1.28 487.5 114.2 0.0 21.5 3.88 229.3 Std. Dev: 1.21 1.12 0.82 0.53 0.36 0.25 0.21 119.4 47.9 0.0 4.8 2.55 77.1 Var Coeff(%): 20.51 27.72 27.65 23.39 19.58 16.16 16.06 24.5 41.9 0.0 22.2 65.60 33.6

11-Parking Lane-AC TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 12.00 340,000 1,040,000 H1: v = 0.35 Base: 16.00 10,000 150,000 H2: v = 0.35 Subbase: 0.00 H3: v = 0.00 Subgrade: 157.91(by DB) 10,000 H4: v = 0.35 Load Measured Deflection (mils): Calculated Moduli values (ksi): Absolute Dpth to Station (lbs) R1 R2 R3 R4 R5 R6 R7 SURF(E1) BASE(E2) SUBB(E3) SUBG(E4) ERR/Sens Bedrock

11.000 9,036 4.91 3.61 2.69 2.07 1.66 1.34 1.13 599.5 105.5 0.0 20.0 1.81 300.0

50.000 8,960 5.23 4.02 3.02 2.38 1.92 1.55 1.24 653.4 91.5 0.0 17.1 1.84 151.6

101.000 9,014 6.44 4.82 3.47 2.63 1.99 1.65 1.28 495.7 57.3 0.0 16.9 2.84 300.0

150.000 9,047 6.41 4.67 3.46 2.59 2.01 1.61 1.16 474.2 64.9 0.0 17.0 1.74 104.9

200.000 8,960 5.48 4.00 3.11 2.37 1.88 1.56 1.25 544.2 99.6 0.0 17.0 1.77 162.7

250.000 8,971 6.11 4.68 3.57 2.67 2.02 1.64 1.27 623.6 48.8 0.0 16.9 1.83 300.0 Mean: 5.76 4.30 3.22 2.45 1.91 1.56 1.22 565.1 77.9 0.0 17.5 1.97 185.9 Std. Dev: 0.65 0.49 0.34 0.23 0.14 0.11 0.06 72.0 23.9 0.0 1.2 0.43 79.7 Var Coeff(%): 11.22 11.37 10.54 9.23 7.09 7.34 5.06 12.7 30.6 0.0 7.0 21.64 42.8

12-Parking Lane-PCC TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 10.00 340,000 15,000,000 H1: v = 0.20 Base: 4.00 50,000 1,000,000 H2: v = 0.35 Subbase: 6.00 10,000 150,000 H3: v = 0.35 Subgrade: 247.75(by DB) 10,000 H4: v = 0.35 Load Measured Deflection (mils): Calculated Moduli values (ksi): Absolute Dpth to Station (lbs) R1 R2 R3 R4 R5 R6 R7 SURF(E1) BASE(E2) SUBB(E3) SUBG(E4) ERR/Sens Bedrock

300.000 8,927 2.81 2.68 2.42 2.07 1.81 1.62 1.24 9758.6 306.3 53.5 18.1 1.57 104.6

350.000 8,949 2.99 2.70 2.43 2.14 1.83 1.58 1.34 7955.9 228.5 89.6 18.9 0.76 300.0

401.000 8,982 3.31 2.98 2.79 2.32 2.16 2.02 1.48 7973.7 852.4 150.0 14.2 3.04 300.0 *

450.000 8,982 3.07 2.87 2.55 2.23 1.94 1.71 1.44 8498.5 299.6 53.8 17.4 0.98 300.0

501.000 9,036 2.68 2.56 2.26 1.94 1.66 1.44 1.20 9111.1 335.2 21.