geotechnical investigation and pavement design report …

GEOTECHNICAL INVESTIGATION AND PAVEMENT DESIGN REPORT MAIN STREET IMPROVEMENTS

CITY OF BUDA HAYS COUNTY

SUBMITTED TO: RPS KLOTZ ASSOCIATES

901 SOUTH MOPAC EXPRESSWAY BUILDING V, SUITE 220

AUSTIN, TEXAS 78746

BY HVJ ASSOCIATES, INC.

AUGUST 19, 2016

HVJ REPORT NO. AG 15 17144

August 19, 2016 Mr. Kevin J. Hoffman, PE RPS Klotz Associates 901 South Mopac Expressway, Bldg. V, Suite 220 Austin, Texas 78746 Re: Geotechnical Investigation and Pavement Engineering Design

Main Street Improvements from West of N. Cedar to East of Bradfield Buda, Texas Owner: City of Buda HVJ Project No. AG1517144 Dear Mr. Hoffman: Submitted herein is the final Engineering Report of our geotechnical investigation and pavement design for the above referenced project. This report provides subsurface information at the site along with laboratory testing results. This investigation was performed in accordance with HVJ proposal number AG 15 117144 dated July 2, 2015 (Revised July 28, 2015). It has been a pleasure to work for 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

Muhammad Mustafa, PE 8/19/2016 Linda Barlow, PE 8/19/2016 Project Engineer - Geotechnical Project Manager - Pavement Copies submitted: (1) Electronic

The seals appearing on this document were authorized by Muhammad Mustafa, PE 73803 and Linda Barlow, PE 63878

on August 19, 2016. Mr. Mustafa is responsible for the geotechnical portion and Ms. Barlow is responsible for the

pavement portion of the report. Alterations of a sealed document without proper notification to the responsible

engineer is an offense under the Texas Engineering Practice Act.

TABLE OF CONTENTS Page

I. EXECUTIVE SUMMARY .................................................................................................................... i

1 INTRODUCTION ................................................................................................................................. 1 1.1 General ........................................................................................................................................... 1 1.2 Scope of Work............................................................................................................................... 1

2 FIELD EXPLORATION ..................................................................................................................... 1 2.1 General ........................................................................................................................................... 1 2.2 Sampling Methods and Field Testing ........................................................................................ 2 2.3 Groundwater Conditions ............................................................................................................. 2 2.4 Borehole Completion ................................................................................................................... 2

3 LABORATORY TESTING ................................................................................................................. 2 3.1 General ........................................................................................................................................... 2 3.2 Moisture Content .......................................................................................................................... 3 3.3 Atterberg Limits ............................................................................................................................ 3 3.4 Pocket Penetrometer Testing ...................................................................................................... 3 3.5 pH-Lime Series Test ..................................................................................................................... 3 3.6 Sulfate and Chloride Content, pH .............................................................................................. 4 3.7 Swell Test ....................................................................................................................................... 4 3.8 Texas Triaxial Test ........................................................................................................................ 4

4 SITE CHARACTERIZATION ........................................................................................................... 4 4.1 General Geology ........................................................................................................................... 4 4.2 Existing Pavement Thicknesses .................................................................................................. 5 4.3 Subsurface Stratigraphy ................................................................................................................ 5 4.4 pH and Lime Series ...................................................................................................................... 6 4.5 Sulfate Content .............................................................................................................................. 6 4.6 Swell Test ....................................................................................................................................... 6 4.7 Texas Triaxial Test ........................................................................................................................ 7

5 PAVEMENT DESIGN ......................................................................................................................... 7 5.1 General Project Information ....................................................................................................... 7 5.2 Non-Destructive Deflection Testing ......................................................................................... 7 5.3 Deflection Data Analysis & Existing Condition ...................................................................... 8 5.4 Pavement Thickness Design Criteria and Performance Constraints .................................... 9 5.5 Pavement Design Outputs ........................................................................................................ 10 5.6 Soil Swell Potential Analysis ...................................................................................................... 11 5.7 Conclusions and Recommendations ........................................................................................ 13 5.8 Select Fill ...................................................................................................................................... 13 5.9 Preparation of Subgrade ............................................................................................................ 13

6 LIMITATIONS ..................................................................................................................................... 14

PLATES Plate

SITE VICINITY MAP ................................................................................................................................... 1

GEOLOGY MAP ........................................................................................................................................... 2

PLAN OF BORINGS ................................................................................................................................... 3

BORING LOGS ........................................................................................................................................ 4-11

KEY TO TERMS & SYMBOLS USED ON BORING LOGS ................................................ 12A-12B

APPENDICES APPENDIX

LABORATORY TESTING SUMMARY .................................................................................................. A

PH LIME SERIES TEST RESULTS .......................................................................................................... B

PH, SULFATE, AND CHOLORIDE TEST RESULTS ....................................................................... C

SWELL TEST RESULTS ............................................................................................................................. D

TXDOT TRIAXIAL TEST RESULTS ...................................................................................................... E

NDT DEFLECTION PROFILES .............................................................................................................. F

MODULUS OUTPUTS ................................................................................................................................ G

TRAFFIC COUNTS ...................................................................................................................................... H

DARWIN OUTPUTS ..................................................................................................................................... I

FPS 21 DESIGN OUTPUTS ......................................................................................................................... J

i

I. EXECUTIVE SUMMARY

HVJ Associates, Inc. (HVJ) was retained by RPS Klotz Associates to perform a geotechnical investigation and pavement design for the Main Street Improvements project. It is understood that the purpose of this project is to widen the existing Main Street and construct sidewalks and bikeways for an estimated length of 4,000 LF between the limits of West of N. Cedar and East of Bradfield. A map of the site vicinity is provided on Plate 1. 1. Eight borings were drilled to a target depth of 15 feet below existing grade to characterize the

subsurface conditions and to estimate engineering properties of the soils as shown on the Plan of Borings map in Plate 3.

2. The borings were performed through an existing pavement consisting of 2 to 3.5 inches of asphalt over 6 to 21 inches of tan flexible base material.

3. Groundwater was only encountered in boring P-17, at 13.5’ below existing ground level.

4. The general soil subsurface conditions at the site consisted of terrace deposits overlying completely weathered, becoming moderately weathered limestone. There is a marked difference in the thickness of the terrace deposits between P-18 and P-19, which were much thicker east of Hawk Lane. Terrace deposits ranged in thickness from 0-8.5 feet west of Hawk Lane and 13.5 to 15 feet or greater to the east of Hawk lane and classified as dark brown to brown very dense to dense Clayey Gravel (GC) and very stiff to hard Lean Clay (CL) and Fat Clay (CH) with varying amounts of sand and gravel. Completely weathered limestone was encountered in all borings west of Hawk Lane and in P-20 to the east of Hawk Lane. Soils identified as completely weathered limestone were brown to tan and gray in color and consisted of dense to very dense Clayey Gravel (GC), Poorly Graded Gravel with Clay (GP-GC) and Clayey Sand (SC) along with very soft to hard Gravelly Lean Clay (CL) and very stiff Silty Clay (CL-ML). More intact moderately weathered limestone was encountered in P-15 and P-16 at 12.5 and 11 feet respectively. The limestone can be described as gray in color, having low hardness for rock with moderate weathering.

5. The sulfate concentration in a sample from P-21 was slightly over the TxDOT threshold of 3000 ppm for traditional treatment. It is recommended that additional samples be tested to confirm the presence of sulfate greater than 3000 ppm. The detailed results are shown in Section 4.3 and in Appendix C.

6. Based on the FPS21 and DARWin results, , the recommended pavement alternatives for this project, discussed in section 5 are summarized below:

2.0” HMAC Surface Type C or D 8.0” HMAC Base Type B 12.0” to 18.0” Select Fill (at two defined high PI locations only)* or

6.0” HMAC Surface Type C or D 18.0” Flexible Base

12.0” to 18.0” Select Fill (at two defined high PI locations only)* or

ii

10.0” PCC 8.0” Cement Treated Base 12.0” to 18.0” Select Fill (at two defined high PI locations only)*

* Limits for Locations with high PI: Sequoyah St. to approx. 200 ft east of Sequoyah St and approx. 100 ft east of Hawk Ln to Bradfield Dr; limits of high PI to be field verified. ** A minimum of 1” of Asphalt Concrete bond breaker is recommended between PCC layer and Cement treated base.

Please note that this executive summary does not fully relate our findings and opinions. Those findings and opinions are only presented though our full report.

1

1 INTRODUCTION

1.1 General

HVJ Associates, Inc. (HVJ) was retained by RPS Klotz Associates, Inc. to perform a geotechnical investigation and pavement design for the Main Street Improvements project. It is our understanding that the purpose of this project is to widen the existing Main Street and construct sidewalks and bikeways for an estimated length of 4,000 LF between the limits of West of N. Cedar and East of Bradfield. A map of the site vicinity is provided on Plate 1.

1.2 Scope of Work

HVJ’s scope of work is to provide information on subsurface conditions and provide three pavement design alternatives. The primary objective of this study was accomplished by:

1. Drilling 8 borings to a target depth of 15 feet below existing grade to determine the soil stratigraphy and to obtain samples for laboratory testing,

2. Performing laboratory tests to determine physical and engineering characteristics of the soils encountered,

3. Performing nondestructive deflection testing (NDT) with the Falling Weight Deflectometer (FWD) to calculate existing subgrade design parameters; and,

4. Designing two pavement section alternatives.

Subsequent sections of this report contain descriptions of the field exploration, laboratory testing program, general subsurface conditions, non-destructive deflection testing, design recommendations, and limitations.

2 FIELD EXPLORATION

2.1 General

The subsurface field exploration program undertaken for the project was conducted between October 29th, 2015 and November 3rd, 2015. Approximate boring locations are provided in the Plan of Borings, Plate 3. The following table depicts the general details of each boring.

Table 2-1: Boring Details

Bore Northing Easting Elev. (ft) Depth (ft)

P-14 10003516 3085084 714 14.75

P-15 10003608 3085362 710 13.6

P-16 10003719 3085698 705 13.6

P-17 10003821 3085990 708 15

P-18 10003952 3086366 714 14

P-19 10004056 3086679 704 15

P-20 10004148 3086943 699 15

2

Bore Northing Easting Elev. (ft) Depth (ft)

P-21 10004251 3087232 707 15 Note: Coordinates are taken from handheld GPS unit accurate to +/- 10 feet and are in Northing and Easting based on the Texas State Plane Coordinate System, South Central Zone, NAD 83(93). Elevations were taken from Google Earth 2015. Units: US Survey Feet.

2.2 Sampling Methods and Field Testing

Fine grained, cohesive soils encountered were sampled using a 3-inch outer diameter thin-walled tube, which was pushed into the soil in general accordance with ASTM standard D 1587- Thin Walled Tube Sampling of Soils. The samples were extruded in the field and a calibrated pocket penetrometer was used to obtain an estimate of the unconfined compressive strength of the sample.

Standard Penetration Tests (SPTs) were conducted within stiff cohesive and non-cohesive soils. The SPTs were performed in accordance with ASTM D 1586 – Penetration Test and Split-Barrel Sampling of Soils. This consisted of driving a standardized 1.50 ± 0.005 inch inner diameter split-spoon sampler into undisturbed soil with a safety 140-pound hammer falling 30 inches. A cathead operated hammer with an approximate 30 inch drop was used to perform the test. The split-spoon sampler was first seated 6 inches to penetrate any loose cuttings, and then driven an additional 12 inches with blows from the hammer. The number of hammer blows required to drive the sampler each 6-inch increment was recorded. The penetration resistance “N-value” is defined as the number of hammer blows required to drive the sampler the final 12 inches and was used in the field to estimate the density of granular soils or consistency of cohesive soils. In very dense material such as completely weathered rock material, the SPT test was typically stopped after 50 blows from the hammer and the measurement was recorded as 50 blows per distance penetrated (e.g. 50 over 3 inches).

Classification and field test results for both the thin-walled tube and split-spoon samples were recorded onto field logs, which included a visual description in accordance with ASTM D 2488 – Visual Description and Identification of Soils. After field documentation and logging was complete, the individual soil samples were either wrapped in plastic or placed in sealed containers to prevent loss of moisture and were transported to our laboratory for further examination and testing.

2.3 Groundwater Conditions

Groundwater was only encountered in boring, P-17 at 13.5’ below existing ground level. It should also be noted that groundwater levels may fluctuate seasonally, in response to climatic conditions.

2.4 Borehole Completion

All project borings were backfilled with soil cuttings and bentonite chips, as required. A lift of cold mix asphalt patch was then applied to match the existing pavement cross section. 3 LABORATORY TESTING

3.1 General

Soil samples transported to our laboratory were further examined and described and a preliminary soil classification was assigned to each soil sample based on ASTM D 2487 – Classification of Soil for Engineering Purposes.

3

Classification testing, which included moisture contents, Atterberg limits, and percent passing the #200 sieve was subsequently conducted on select samples. Advanced tests such as pH-lime series, pH level, sulfate and chloride content, swell, and TxDOT triaxial testing were also conducted. All testing was performed in accordance with the relevant ASTM Standards as required. The results of these tests were used to confirm or modify the preliminary soil classifications.

The sampling information obtained in the field was used in conjunction with the laboratory examination and testing to generate final boring logs, provided in Plates 4-11. A Key of Terms and Symbols for the boring logs is provided on Plates 12A-12B. The laboratory test results are provided on the final borings logs, as well as tabulated in Appendix A.

3.2 Moisture Content

Moisture content testing was performed on select soil samples to determine the in situ state of moisture of the soil. A fresh sample was weighed before being placed in an oven with a controlled temperature of 230°F and dried back to a constant mass. Upon the drying and reweighing of the sample, the total mass of water lost was recorded. The ratio of the water loss to the dried mass is recorded as the moisture content. This test was performed in accordance with ASTM D2216-10 (Tex 103E).

3.3 Atterberg Limits

Select samples were tested to determine the Atterberg Limits in accordance with ASTM D4318-10. The Atterberg Limit test is used to classify the soil using the Unified Soil Classification System (USCS). The Atterberg Limit test consists of two parts: a liquid limit test and a plastic limit test. The liquid limit equipment setup consists of a brass cup partially filled with soil which is grooved with a specialized grooving tool, and then dropped freely from a specified height to the rubber base below at a constant rate of 2 drops per second. The liquid limit test is performed on soil that has been sieved through the No. 40 sieve and brought to a moisture content that would close the ½-inch groove within 20 to 30 blows for two consecutive tests. The moisture content of the soil is then measured and recorded as the liquid limit. The second part of the test consists of a rolling a remolded sample between the tips of the fingers and a glass plate until transverse cracks appear at a rolled diameter of 1/8-inch. The moisture content of the rolled sample is taken and recorded as the plastic limit.

3.4 Pocket Penetrometer Testing

A calibrated spring-loaded rod (1/4-inch diameter) is pushed into soil to a penetration of 6 mm and the gauge is read for unconfined compressive strength (= twice the undrained shear strength) in tons per square foot (tsf). Penetration is limited to soils with unconfined compressive strength less than and equal to 4.5 tsf. Data are representative for soils with Plasticity Index (PI) greater than 12. Below this value, the angle of internal friction of granular particles increases strength to more than the measured value of the undrained shear strength.

3.5 pH-Lime Series Test

The pH test is performed on the soil binder, minus 425 μm (No. 40) material prepared according to TX-101-E, Part I. The test itself is performed in accordance with TX-128-E with the help of a pH meter. Lime series test determines the minimum percent of lime needed for a soil-lime mixture to

4

attain a pH of 12.4. Cation exchange occurs at this pH, resulting in modification of the soil particle structure to achieve improved workability and decrease swell and plasticity. The test is conducted in accordance with TX-128-E, Part III. Tests results for this test are pending at this time and will be provided in the final report and in Appendix B.

3.6 Sulfate and Chloride Content, pH

Sulfate and Chloride content along with pH of solids were determined in accordance with TEX-620-J and SW9045D respectively. The results for this test can be found in Appendix C.

3.7 Swell Test

The swell tests were performed in accordance with ASTM D4546 Method C. The swell test results can be interpreted to estimate one dimensional heave or settlement or stress-induced settlement following wetting-induced swelling. Estimates for the necessary pressure to prevent swelling can also be derived from this test. The test procedure involves placing an undisturbed sample in a consolidometer ring and placing a load on the sample, either 20 psf for free swell conditions or an overburden pressure to simulate field conditions. Once the initial load is applied, the sample is inundated and allowed to collapse or swell and deflections are measured. Results from the swell test can be found in Appendix D.

3.8 Texas Triaxial Test

The Texas Triaxial test (Tex 117E) is a modified version of the general triaxial test in which six samples are remolded by compacting the soil at optimum moisture content following procedure from Tex 113E or Tex 114E. Once molded, the specimens go through a drying phase followed by a saturation phase. After samples have been saturated by capillary wetting, they are loaded until failure or up to a deformation of 0.6 inch at lateral confining pressures of 0, 3, 5, 10, 15, and 20 psi. The data from the compression test is then used to determine shear strength parameters of the soil based on the Mohr-Coulomb failure criteria. Results for the TXDOT triaxial test are displayed in Appendix E.

4 SITE CHARACTERIZATION

4.1 General Geology

According to the Geologic Atlas of Texas, Austin Sheet (University of Texas Bureau of Economic Geology, 1974), the proposed project is located within an area characterized mainly by Onion Creek Marl (Qo) and Austin Chalk (Kau).

The Onion Creek Marl forms broad terraces in the vicinity of Buda and downstream along Onion Creek. Terraces are up to 50 feet thick and consist of gravel, sand, and clay in various proportions with gravel more prominent in older, higher terraces.

The Austin Chalk, which generally consists of light gray to white chalk, marl, limestone and marly limestone, ranges in thickness from 325 feet to 420 feet. Seven formations are recognized within the Austin Group; however, these formations are not mapped separately. The limestone of the Austin Group varies from hard, fine-grained limestone to chalky and clayey limestone. Fossils and fossil shells are abundant throughout this group.

5

According to available geologic data, there are no mapped faults within the local vicinity of the construction limits.

4.2 Existing Pavement Thicknesses

The borings were performed through an existing pavement consisting of 2 to 3.5 inches of asphalt over 6 to 21 inches of tan flexible base material.

4.3 Subsurface Stratigraphy

Soil conditions along the project alignment described herein are based on information obtained at the boring locations only. Significant variations at areas not explored by the project borings may require re-evaluation of HVJ’s findings and conclusions. The subsurface as encountered along the project alignment are discussed below.

The general soil subsurface conditions at the site consisted of a layer of Onion Creek Marl terraces overlying completely weathered, becoming moderately weathered limestone. There is a marked difference in the thickness of the terrace deposits between P-18 and P-19, where terrace deposits were much thicker east of Hawk Lane.

Terrace deposits ranged in thickness from 0-8.5 feet west of Hawk Lane and 13.5 to 15 feet or greater to the east of Hawk lane. Soils classified as Onion Creek Marl included dark brown to brown very dense to dense Clayey Gravel (GC) and very stiff to hard Lean Clay (CL) and Fat Clay (CH) with varying amounts of sand and gravel.

Completely weathered limestone was encountered in all borings west of Hawk Lane and in P-20 to the east of Hawk Lane. Soils identified as completely weathered limestone were brown to tan and gray in color and consisted of dense to very dense Clayey Gravel (GC), Poorly Graded Gravel with Clay (GP-GC) and Clayey Sand (SC) along with very soft to hard Gravelly Lean Clay (CL) and very stiff Silty Clay (CL-ML). More intact moderately weathered limestone from the Austin Chalk formation was encountered in P-15 and P-16 at 12.5 and 11 feet respectively. The limestone can be described as gray in color, having low hardness for rock with moderate weathering.

Detailed descriptions of the materials encountered in the borings are displayed on the final boring logs presented in Plates 4-11. A full laboratory testing summary can be seen in Appendix A. A summary of the laboratory test for each previously described layer is summarized below in Table 4-1.

Table 4-1: Soil Laboratory Summary

Laboratory Test Average Maximum Minimum Standard Deviation

No. Tested

Onion Creek Marl

Moisture Content (%) 16.5 33.3 5.5 8.9 15

Liquid Limit (%) 47 74 20 19.3 12

Plasticity Index (%) 32 52 6 16.8 12

% Passing No. 200 Sieve 52 91 22 21.8 14

Unconfined Compressive Strength (tsf) 2.4 4.2 1.3 - 4

6

Laboratory Test Average Maximum Minimum Standard Deviation

No. Tested

Wet Unit Weight (pcf) 124 131 11 - 4

Completely Weathered Limestone

Moisture Content (%) 10.7 22.7 3.9 8.2 7

Liquid Limit (%) 21 29 18 4.0 6

Plasticity Index (%) 7 12 6 24 6

% Passing No. 200 Sieve 30 69 8 24.3 7

4.4 pH and Lime Series

A lime series (TEX-121-E) and pH (TEX-128-E) was performed on the 2-4 foot interval from boring P-21. In order to achieve the necessary pH value of 12.4 needed to decrease the swell and plasticity of the soil, the minimum percentage of lime that would need to be added is two percent. A summary of the results is provided in the table below, with full results in Appendix B.

Table 4-2: Lime Series Test Results

Percent Lime 0 2 4 6 8 10 P-21 (2-4)’ pH 8.66 12.75 12.84 12.85 12.85 12.86

4.5 Sulfate Content

The results of Sulfate and Chloride (TEX-620-J) content determination as well as pH (Tex-128-E) tests are provided in Table 4-3 and Appendix C. The sulfate concentration in P-21 is slightly over the TxDOT threshold of 3000 ppm for traditional treatment. It is recommended that additional samples be tested to confirm the limits of sulfate greater than 3000 ppm. Soils with sulfate content greater than 3000 ppm may require greater amounts of lime and moisture and should allow for sufficient mellowing time.

Table 4-3: Soluble Sulfate Content

Boring No. Depth (ft.) pH Chloride (ppm-dry) Sulfate (ppm-dry)

P-20 4-6 8.03 <39.9 66.7

P-21 1-2 7.66 <38.9 3350

4.6 Swell Test

Three samples were selected within borings P-20 and P-21 for swell testing, all of which have soils classified as Fat Clay (CH). See Table 4-4 below for the swell test results, full test results can be found in Appendix D.

7

Table 4-4: Swell Test Results

Location Swell Pressure (tsf) % Swell

P-20(6-8)’ 0 0.3

P-21(2-4)’ 4100 0.9

P-21(8-10)’ 0 0.2

4.7 Texas Triaxial Test

A Texas Triaxial Test (Tex 117E) was performed on soil samples at location #1 shown in Plate 3 Plan of Borings. A summary of the results for this test is provided in Table 4-5 below, with full results provided in Appendix E.

Table 4-5: Texas Triaxial Test Results

Location Friction Angle (deg)

Cohesion c (psi)

Classification

#1 37.9 5.2 3.8

5 PAVEMENT DESIGN

5.1 General Project Information

The pavement improvements will include widening the existing Main Street from west of N. Cedar to the east of Bradfield and construction of sidewalks and bikeways. The Main Street existing pavement was evaluated with non-destructive deflection testing in addition to the geotechnical drilling and laboratory testing. Based on evaluation results and other pavement thickness design inputs, HVJ designed several alternative sections. The pavement alternatives included: (1) Hot Mix Asphalt Concrete (HMAC) over Flexible Crushed Stone Base, 2) Hot Mix Asphalt Concrete over Hot Mix Asphalt Concrete Base and 3) Portland Cement Concrete (PCC) over Cement Stabilized Base. The pavement evaluation and design results are summarized in the following paragraphs.

5.2 Non-Destructive Deflection Testing

HVJ collected non-destructive deflection test data with the Falling Weight Deflectometer (FWD) on October 5, 2015. Testing was conducted on Main Street within the project limits. Test points were measured in both the eastbound as well as the westbound lanes. The HVJ stationing for the Main Street eastbound testing began at the West of N. Cedar with Station 0+00 and ended at Bradfield Dr. with Station 24+78. Similarly, the HVJ stationing for the Main Street westbound testing began at the Bradfield dr. with Station 0+00 and ended at West of N. Cedar with Station 24+91. The FWD data was collected for the following purposes: a) to confirm pavement boring locations for the geotechnical investigation, b) to estimate the in-situ variation of materials between borings, c) define the limits of the project represented by each boring, and d) to estimate the subgrade and existing pavement strengths.

8

The FWD equipment has seven sensors that measure the pavement’s deflection at varying distances away from the load. The maximum deflection value is measured by the sensor directly under the deflection load (W1) and is a relative indication of the support that the entire pavement cross-section provides. Other deflection values measured at six (6) additional sensors, which are placed at specific distances from the load cell to give other data concerning the pavement cross-section and give indications of the strengths of various layers within the cross-section. Sensor seven (W7), which is farthest from the load is the best indicator of the natural in-situ soil. Pavement areas with higher deflection values indicate weaker pavements and lower levels of support, while areas with lower deflection values indicate stronger pavements and higher levels of support. Changes in deflections are due generally to differences in moisture conditions, layer strengths, layer thickness, material types, voids, or a combination of these factors. The deflections were plotted by station to review the relative variation along the length of the project. Deflection Profiles are included in Appendix F. The deflections were relatively inconsistent with a high deflection between stations 21+00 to 24+78 in eastbound and stations 0+00 to 5+00 in westbound which can be due to a number of conditions, such as: varying cross section thickness and layer materials, weak areas in the underlying subgrade, existing pavement cracking, etc.

5.3 Deflection Data Analysis & Existing Condition

The FWD data collected was analyzed to estimate existing layer and subgrade strengths based on the TxDOT back calculation program MODULUS 6.1 considering existing pavement thicknesses. Based on the eight borings in the pavement on Main Street, the existing pavement thickness ranges from 2.0 to 3.5 inches of HMAC over 6.0 to 21.0 inches of Base. The pavement layers are summarized below.

Table 5-1: Existing Pavement Thickness

Boring Pavement Thickness, in.

Asphalt Base Total

P-14 2.0 6.0 8.0

P-15 3.0 21.0 24.0

P-16 3.0 21.0 24.0

P-17 3.0 20.0 23.0

P-18 3.0 20.0 23.0

P-19 3.5 20.0 23.5

P-20 2.5 20.0 22.5

P-21 3.0 12.0 15.0 Subgrade Strength Estimation – NDT Based on the deflection profile and the cross sections encountered the NDT data was divided into 4

segments for analysis. For the purpose of using MODULUS 6.1-reported values as input to FPS21, the TxDOT Pavement Design Guide (2011 Version) recommends adjusting the average modulus by removing values that exceed one standard deviation from the unadjusted average and re-average.

9

This adjustment was done specifically for the subgrade modulus values. The MODULUS outputs are presented in Appendix G.

Table 5-2: Summary of Back-calculated Moduli for Pavement Layers

Direction NDT Station Cross Section Analyzed

Adjusted Back Calculated Subgrade

Modulus (ksi)

East

00+00 to 08+51 2.75" HMAC over 17.0" Flexible Base 33.9




Westbound

00+00 to 05+00 2.75" HMAC over 16" Flexible Base 21.1

06+01 to 09+51 3.50" HMAC over 20" Flexible Base 32.0



To ensure the pavement design addresses the weakest subgrade area characterized by the back-calculation analyses, the low subgrade modulus of 14,000 psi was selected for the design subgrade modulus.

5.4 Pavement Thickness Design Criteria and Performance Constraints

The flexible pavement designs were performed with the FPS21 program and input values were selected considering TxDOT Pavement Design Guide (January 2011). Whereas, the rigid pavement design was done with the DARWin software. The primary inputs are discussed below.

Basic Design Criteria Based on the TxDOT Pavement Design Guide, the length of analysis period is 20 years; minimum time to first overlay is 10 years and time between overlays is 8 years; interest rate of 7%, initial serviceability index is adjusted to 4.5 and serviceability index after overlay of 4.2 as per TxDOT. Based on the traffic (discussed in the next section), the Confidence Level should be 95%, and Terminal Serviceability Index is 2.5. The District Temperature Constant is set at 31.

Traffic Data The traffic parameters required for design include initial average daily traffic (ADT), ADT growth rate, directional and lane distribution factors, percent trucks in ADT, and 18-kip equivalence factor for a standard city truck.

Traffic counts were collected as a part of this project including ADT and vehicle classification. Based on the traffic data collected, a beginning ADT of 18,490 and 20-year ADT of 40,514 were used for design based on a 4% compound growth factor. The percent trucks used was 9.0% based on the traffic data. The traffic data collected can be found in Appendix H.

10

A truck equivalency factor of 0.97 was used for an average city truck as guided by City of Austin Transportation Criteria Manual for a Major Arterial. The remaining traffic inputs utilized in the designs are: directional distribution factor of 50%; and lane distribution factor of 90% based on two lanes in each direction. The resulting 20-year design 18 kip ESALs for Main Street is 7,281,880.

Material Properties The paving material modulus and Poisson’s Ratio were defined as follows:

Table 5-3: Material Design Inputs

Material TxDOT Spec

Item Design Modulus

Poisson’s Ratio

Dense-graded HMA Surface

Item 341 Type C or D

500 ksi (≤ 4” Total HMAC) 650 ksi (>4” Total HMAC)

0.35

Dense-graded HMA Base

Item 341 Type B

500 ksi (≤ 4” Total HMAC) 650 ksi (>4” Total HMAC)

0.35

Cement Treated Base

Item 276 150 ksi 0.30

Flexible Base Item 247 50 ksi 0.35

Lime Stabilized Subgrade

Item 260 35.0 ksi 0.30

Subgrade n/a 14.0 ksi 0.40

5.5 Pavement Design Outputs

The flexible pavement design was conducted for two different soil conditions: 1) option for subgrade soil with PI <10 and 2) with subgrade soil with PI >30. The limits for these two conditions are reflected in the deflection profiles as follows:

Table 5-4: Pavement Design Subgrade Conditions

Option Subgrade Condition

Limits

1 PI <10 N Cedar St to Sequoyah St and approx. 200 ft east of Sequoyah St to approx. 100 ft east of Hawk Ln

2 PI>30 Sequoyah St to approx. 200 ft east of Sequoyah St and approx. 100 ft east of Hawk Ln to Bradfield Dr

The following table presents the pavement design results for the widening of Main Street. The FPS results for each traffic option were checked using Texas Triaxial and Mechanistic Design Checks and if either failed, the design thickness was adjusted as necessary to meet design check requirements. Based on the existing subgrade being fat to lean clay, and the presence of sulfates >3,000 ppm, subgrade stabilization was not included in the designs. With sulfates >3,000 ppm, there is a significant risk using conventional lime stabilization practices of ettrignite formation. The mellowing time and amount of moisture must be increased to allow the ettrignite formation to take place,

11

increasing the overall construction time; therefore lime stabilization was not considered. However, additional subgrade treatment will be required as discussed in Section 5.6. The outputs of the design are provided in Appendix I and J.

Table 5-5: Pavement Design Results

Pavement Type Option Widening of Main Street

HMAC Base

1 2.0” HMAC Surface Type C or D

8.0” HMAC Base Type B

2

2.0” HMAC Surface Type C or D 8.0” HMAC Base Type B Select Fill*

Flexible Base

1 6.0” HMAC Surface Type C or D 18.0” Flexible Base

2 6.0” HMAC Surface Type C or D 18.0” Flexible Base Select Fill *

Rigid

1 10.0” PCC 8.0” Cement Treated Base**

2 10.0” PCC 8.0” Cement Treated Base ** Select Fill *

* Discussed in section 5.6 ** A minimum of 1” of Asphalt Concrete bond breaker is recommended between PCC layer and Cement treated base.

5.6 Soil Swell Potential Analysis

One major design consideration for pavements in high PI subgrade is the shrinking and swelling potential of fine-grained soils. The shrink/swell movements can be estimated through the use of the Plasticity Index (PI). Generally, the higher the PI of a material, the greater the potential for soil movements during moisture changes. First the potential vertical rise (PVR) due to high PI soils was calculated. Then various strategies to reduce the PVR to an acceptable level are considered based on guidelines from the Capital Area Pavement Engineers Council (CAPEC) study. Potential Vertical Rise (PVR). The shrink-swell movement of soil may be assessed by estimating Potential Vertical Rise (PVR). The PVR represents the potential ability of a soil material at a specific density, moisture and loading condition to swell. PVR values were calculated by the TEX 124-E method for the upper 15 feet of soils. The PVR value is provided to demonstrate the relative severity of the swell potential of the clays at the site. The results for average PVR values are summarized in the following table.

12

Table 5-6: Potential Vertical Rise

Boring

Calculated PVR based on Existing Conditions (TEX-124-E), inches

P-14 0.06

P-15 0.07

P-16 2.27

P-17 0.15

P-18 0.12

P-19 1.69

P-20 1.84

P-21 2.23

CAPEC guidance on PVR limitation to 2.0 inches for arterials was used. The PVR is greater than 2 inches in two out of eight borings. These locations represent the Option 2 considered in the design analyses. Two design strategies were considered to reduce PVR in these two locations: 1) removal and replacement and 2) consideration of other design features. These options are documented in the following paragraphs. Reduction of PVR with Removal and Replacement. One option to reduce PVR is removal and replacement, therefore required depths of removal and replacement were determined to reduce the PVR to the desired 2 inches. (See Table 5-6 below)

Table 5-7: Depth of Removal and Replacement with Select Fill*

Borings

PVR based on Existing Conditions,

inches

Depth of Removal Beneath Pavement and Replacement with Select Fill,

feet

Calculated PVR after Removal and Replacement with Select Fill, inches

P-16 2.27 1.5 2.02

P-21 2.23 1 1.92

*See Section 5.8 for select fill requirements

Removal and replacement depths to reduce the PVR to levels that would assure good overall lifetime pavement performance ranged from 1 to 1.5 feet for these two locations defined as Option 2. If the removal and replacement is desired for these two locations, HVJ recommends 1.5 feet of soil be removed and replaced for the limits from Sequoyah St to approx. 200 ft east of Sequoyah St. Similarly, HVJ recommends 1 feet of soil be removed and replaced from the limits from approx. 100 ft east of Hawk Ln to Bradfield Dr. The limit for removal and replacement is just an approximation based on the NDT deflection profiles and may vary. So, it is recommended to verify the limits in the field at the time of construction and replace where fat clay is encountered in the exposed subgrade. Reduction of PVR with Design Features. As mentioned previously, shrink-swell movement occurs in response to soil moisture content. Road design features should be considered to minimize moisture fluctuations at the pavement edge. Therefore, it is also recommended that other complimentary design

13

features be included if possible to move the active moisture zone farther from the pavement edge as follows:

Extend base and stabilized subgrade 2 ft. beyond back of curb or to the edge of sidewalk, whichever is less.

Place sidewalk at back of curb if possible.

If sidewalk is not possible due to ROW constraints, HVJ recommends the placement of a vertical moisture barrier utilizing a controlled low strength material (CLSM) or flowable fill along the edge of each side of the reconstructed roadway. The CLSM or flowable fill should extend 12” beyond the edge of pavement and to a depth of 12” beneath the total pavement section. A ribbon curb should be placed for surfacing on top of the CLSM or flowable fill vertical moisture barrier.

5.7 Conclusions and Recommendations

Based on the FPS21 and DARWin results, PVR calculations, the recommended pavement alternatives for this project are:

2.0” HMAC Surface Type C or D

8.0” HMAC Base Type B 12.0” to 18.0” Select Fill (at two defined high PI locations only)* or

6.0” HMAC Surface Type C or D 18.0” Flexible Base

12.0” to 18.0” Select Fill (at two defined high PI locations only)* or

10.0” PCC 8.0” Cement Treated Base** 12.0” to 18.0” Select Fill (at two defined high PI locations only)*

* Limits for Locations with high PI: Sequoyah St. to approx. 200 ft east of Sequoyah St and approx. 100 ft east of Hawk Ln to Bradfield Dr; limits of high PI to be field verified.

** A minimum of 1” of Asphalt Concrete bond breaker is recommended between PCC layer and Cement treated base.

5.8 Select Fill

The select fill required to raise the grade or replace high PI soils to reduce the PVR to 2”, should consist of sandy clay with a liquid limit less than 25 and a plasticity index less than or equal to 10. Fill material that is used should be placed in loose lifts not exceeding eight inches and should be compacted to 95 percent of standard Proctor maximum dry density as determined by ASTM D698.

5.9 Preparation of Subgrade

HVJ recommends the following procedures for subgrade preparation.

1. Clear the proposed development area of all organic material soft soils, existing pavement and foreign material within the proposed improvement area to the grade required.

14

2. Excavated areas should be appropriately graded and shaped to prevent ponding of water. Pumping might occur if the site becomes wet.

3. Surfaces exposed after excavation should be proof-rolled in accordance with TxDOT

specification. If rutting develops, tire pressures should be reduced. The purpose of the proof-rolling operation is to identify any underlying zones or pockets of weak pavement/base materials.

4. Remove and replace the upper twelve to eighteen inches of exposed fat clay with fill material as required, and compact to 95 percent of standard proctor maximum dry density (ASTM D698).

6 LIMITATIONS

This study was performed for the exclusive use of Klotz Associates, Inc. for specific application to the Main Street Improvements Project. HVJ Associates, Inc. has endeavored to comply with generally accepted geotechnical engineering practice common in the local area. HVJ Associates, Inc. makes no warranty, express or implied. The analyses and recommendations contained in this report are based on data obtained from subsurface exploration, laboratory testing, the project information provided to us, and HVJ’s experience with similar soils and site conditions.

The methods used indicate subsurface conditions only at the specific locations where samples were obtained, only at the time they were obtained, and only to the depths penetrated. Samples cannot be relied on to accurately reflect the strata variations that usually exist between sampling locations. Should any subsurface conditions other than those described in our boring logs be encountered, HVJ Associates should be immediately notified so that further investigation and supplemental recommendations can be provided.

PLATES

P-14

P-15

P-16

P-17

P-18

P-19

P-20

P-21

Triax #1

Boring Location

CE

DA

R S

T.

S

E

Q

U

O

Y

A

H

S

T

.

B

R

A

D

F

IE

L

D

D

r.

M

A

I

N

S

T

.

TxDOT Triaxial Location

H

aw

k Ln.

2" ASPHALTIC CONCRETE.6" FLEXIBLE BASE.

Brown, dense, CLAYEY GRAVEL (GC), moist. [OnionCreek Marl]

Tan, dense to very dense, CLAYEY GRAVEL (GC),semi-moist, with limestone fragments. [CompletelyWeathered Limestone]

Tan, dense to very dense, POORLY GRADEDGRAVEL WITH CLAY (GP-GC), semi-moist.[Completely Weathered Limestone]

PP=4.5+ tsf

50/4"

29-27-13

40-24-50

23-50/3"

24

8

710

705

700

710

705

700

ELEV.

DEPTH,

FEET

DR

Y D

EN

SIT

YP

CF

% P

AS

SIN

GN

O. 2

00 S

IEV

E

SOIL SYMBOLS

SAMPLER SYMBOLS

AND FIELD TEST DATA

PLATE

Shear Types: = Torvane

LIQUID LIMIT

710

705

700

= Unconf. Comp.

LOG OF BORING

PLASTIC LIMIT

Date: 10/29/2015

Northing: 10,003,516.3

Easting: 3,085,084.1

0

5

10

15

Project: Main Street Improvements

Boring No.: P-14

Groundwater during drilling: ---

Groundwater after drilling: ---

CONTENT, %MOISTURE

SHEAR STRENGTH, TSF

10 20 30 40 50 60 70 80 90

0.5 1.0 1.5 2.0

Project No.: AG 15 17144

Elevation: 714 feet

Station: --

Offset: --

See Plate 3 for boring location.

= UU Triaxial = Hand Penet.

SOIL/ROCK CLASSIFICATION

LOG

OF

SO

IL B

OR

ING

AG

15

171

44 B

OR

E L

OG

S -

MA

IN S

TR

EE

T IM

PR

OV

EM

EN

TS

.GP

J H

VJ.

GD

T 1

2/4

/15


Brown to tan, very dense, CLAYEY GRAVEL (GC), dry,with limestone fragments. [Completely WeatheredLimestone]

Tan, very dense, POORLY GRADED GRAVEL WITHCLAY (GP-GC), dry. [Completely WeatheredLimestone]

Gray, low hardness, LIMESTONE, moderatelyweathered. [Austin Chalk]

50/4"

50/4"

15-50/6"

30-50/3"

50/1"

23

11

710

705

700

695

710

705

700

695

ELEV.

DEPTH,

FEET

DR

Y D

EN

SIT

YP

CF

% P

AS

SIN

GN

O. 2

00 S

IEV

E

SOIL SYMBOLS

SAMPLER SYMBOLS

AND FIELD TEST DATA

PLATE


LIQUID LIMIT

710

705

700

695

= Unconf. Comp.

LOG OF BORING

PLASTIC LIMIT

Date: 10/29/2015

Northing: 10,003,608.3

Easting: 3,085,361.8

0

5

10

15


Boring No.: P-15



CONTENT, %MOISTURE

SHEAR STRENGTH, TSF

10 20 30 40 50 60 70 80 90

0.5 1.0 1.5 2.0


Elevation: 710 feet

Station: --

Offset: --




LOG

OF

SO

IL B

OR

ING

AG

15

171

44 B

OR

E L

OG

S -

MA

IN S

TR

EE

T IM

PR

OV

EM

EN

TS

.GP

J H

VJ.

GD

T 1

2/8

/15


Dark brown, very stiff to hard, FAT CLAY (CH), moist.[Onion Creek Marl]

Gray, very soft, GRAVELLY LEAN CLAY (CL), wet,with limestone fragments. [Completely WeatheredLimestone]

Gray, low hardness, LIMESTONE, moderatelyweathered. [Austin Chalk]

84

50/4"

7-7-14

PP=4.5+ tsf

PP=0.5 tsf

50/1"

91

80

60

705

700

695

690

705

700

695

690

ELEV.

DEPTH,

FEET

DR

Y D

EN

SIT

YP

CF

% P

AS

SIN

GN

O. 2

00 S

IEV

E

SOIL SYMBOLS

SAMPLER SYMBOLS

AND FIELD TEST DATA

PLATE


LIQUID LIMIT

705

700

695

690

= Unconf. Comp.

LOG OF BORING

PLASTIC LIMIT

Date: 10/29/2015

Northing: 10,003,719.0

Easting: 3,085,697.6

0

5

10

15


Boring No.: P-16



CONTENT, %MOISTURE

SHEAR STRENGTH, TSF

10 20 30 40 50 60 70 80 90

0.5 1.0 1.5 2.0


Elevation: 705 feet

Station: --

Offset: --




LOG

OF

SO

IL B

OR

ING

AG

15

171

44 B

OR

E L

OG

S -

MA

IN S

TR

EE

T IM

PR

OV

EM

EN

TS

.GP

J H

VJ.

GD

T 1

2/4

/15

3.5" ASPHALTIC CONCRETE.20" FLEXIBLE BASE.

Tan, dense to very dense, CLAYEY GRAVEL (GC),semi-moist to wet, with limestone fragments. [CompletelyWeathered Limestone]50/5"

23-50/3"

24-50/4"

50/3"

13-10-21

29

25

47

705

700

695

705

700

695

ELEV.

DEPTH,

FEET

DR

Y D

EN

SIT

YP

CF

% P

AS

SIN

GN

O. 2

00 S

IEV

E

SOIL SYMBOLS

SAMPLER SYMBOLS

AND FIELD TEST DATA

PLATE


LIQUID LIMIT

705

700

695

= Unconf. Comp.

LOG OF BORING

PLASTIC LIMIT

Date: 10/29/2015

Northing: 10,003,820.8

Easting: 3,085,990.4

0

5

10

15


Boring No.: P-17

Groundwater during drilling: 13.5 feet


CONTENT, %MOISTURE

SHEAR STRENGTH, TSF

10 20 30 40 50 60 70 80 90

0.5 1.0 1.5 2.0


Elevation: 708 feet

Station: --

Offset: --




LOG

OF

SO

IL B

OR

ING

AG

15

171

44 B

OR

E L

OG

S -

MA

IN S

TR

EE

T IM

PR

OV

EM

EN

TS

.GP

J H

VJ.

GD

T 1

2/1

1/15


Brown to gray, very dense, CLAYEY GRAVEL (GC),semi-moist. [Onion Creek Marl]

Tan, very stiff, SILTY CLAY (CL-ML), moist.[Completely Weathered Limestone]

Light brown to tan, dense, CLAYEY SAND (SC),semi-moist. [Completely Weathered Limestone]

Tan, hard, SANDY LEAN CLAY WITH GRAVEL (CL),semi-moist. [Completely Weathered Limestone]

50/6"

13-15-11

24-28-17

19-50/6"

50/6"

40

69

17

710

705

700

710

705

700

ELEV.

DEPTH,

FEET

DR

Y D

EN

SIT

YP

CF

% P

AS

SIN

GN

O. 2

00 S

IEV

E

SOIL SYMBOLS

SAMPLER SYMBOLS

AND FIELD TEST DATA

PLATE


LIQUID LIMIT

710

705

700

= Unconf. Comp.

LOG OF BORING

PLASTIC LIMIT

Date: 10/29/2015

Northing: 10,003,952.4

Easting: 3,086,365.7

0

5

10

15


Boring No.: P-18



CONTENT, %MOISTURE

SHEAR STRENGTH, TSF

10 20 30 40 50 60 70 80 90

0.5 1.0 1.5 2.0


Elevation: 714 feet

Station: --

Offset: --




LOG

OF

SO

IL B

OR

ING

AG

15

171

44 B

OR

E L

OG

S -

MA

IN S

TR

EE

T IM

PR

OV

EM

EN

TS

.GP

J H

VJ.

GD

T 1

2/4

/15


Tan, very dense, CLAYEY GRAVEL (GC), semi-moist.[Onion Creek Marl]

Brown to dark brown, very stiff, SANDY LEAN CLAY(CL), semi-moist. [Onion Creek Marl]

Dark brown, very stiff, GRAVELLY FAT CLAY (CH),moist, with calcareous deposits. [Onion Creek Marl]

103

50/6"

21-14-9

9-13-17

PP=3.5 tsf

PP=4.0 tsf

22

54

62

700

695

690

700

695

690

ELEV.

DEPTH,

FEET

DR

Y D

EN

SIT

YP

CF

% P

AS

SIN

GN

O. 2

00 S

IEV

E

SOIL SYMBOLS

SAMPLER SYMBOLS

AND FIELD TEST DATA

PLATE


LIQUID LIMIT

700

695

690

= Unconf. Comp.

LOG OF BORING

PLASTIC LIMIT

Date: 10/29/2015

Northing: 10,004,055.6

Easting: 3,086,679.1

0

5

10

15


Boring No.: P-19



CONTENT, %MOISTURE

SHEAR STRENGTH, TSF

10 20 30 40 50 60 70 80 90

0.5 1.0 1.5 2.0


Elevation: 704 feet

Station: --

Offset: --




LOG

OF

SO

IL B

OR

ING

AG

15

171

44 B

OR

E L

OG

S -

MA

IN S

TR

EE

T IM

PR

OV

EM

EN

TS

.GP

J H

VJ.

GD

T 1

2/4

/15


Tan and gray, very dense, CLAYEY GRAVEL (GC),moist. [Onion Creek Marl]

Dark brown, hard, SANDY LEAN CLAY (CL), moist,with calcareous deposits. [Onion Creek Marl]

Dark brown, very stiff, GRAVELLY FAT CLAY (CH),moist, with calcareous deposits. [Onion Creek Marl]

Tan, hard, GRAVELLY LEAN CLAY (CL), semi-moist.[Completely Weathered Limestone]

110

50/3"

PP=4.5+ tsf

PP=2.5 tsf

PP=2.5 tsf

PP=4.5+ tsf

32

68

56

695

690

685

695

690

685

ELEV.

DEPTH,

FEET

DR

Y D

EN

SIT

YP

CF

% P

AS

SIN

GN

O. 2

00 S

IEV

E

SOIL SYMBOLS

SAMPLER SYMBOLS

AND FIELD TEST DATA

PLATE


LIQUID LIMIT

695

690

685

= Unconf. Comp.

LOG OF BORING

PLASTIC LIMIT

Date: 10/29/2015

Northing: 10,004,148.4

Easting: 3,086,942.8

0

5

10

15


Boring No.: P-20



CONTENT, %MOISTURE

SHEAR STRENGTH, TSF

10 20 30 40 50 60 70 80 90

0.5 1.0 1.5 2.0


Elevation: 699 feet

Station: --

Offset: --




LOG

OF

SO

IL B

OR

ING

AG

15

171

44 B

OR

E L

OG

S -

MA

IN S

TR

EE

T IM

PR

OV

EM

EN

TS

.GP

J H

VJ.

GD

T 1

2/4

/15


Brown, very stiff to hard, FAT CLAY WITH GRAVEL(CH), moist. [Onion Creek Marl]

-with sand seams 6-10'

113

PP=3.5 tsf

PP=4.0 tsf

PP=4.5+ tsf

PP=4.0 tsf

PP=4.0 tsf

PP=4.5+ tsf

79

43

705

700

695

705

700

695

ELEV.

DEPTH,

FEET

DR

Y D

EN

SIT

YP

CF

% P

AS

SIN

GN

O. 2

00 S

IEV

E

SOIL SYMBOLS

SAMPLER SYMBOLS

AND FIELD TEST DATA

PLATE


LIQUID LIMIT

705

700

695

= Unconf. Comp.

LOG OF BORING

PLASTIC LIMIT

Date: 11/3/2015

Northing: 10,004,250.8

Easting: 3,087,232.4

0

5

10

15


Boring No.: P-21



CONTENT, %MOISTURE

SHEAR STRENGTH, TSF

10 20 30 40 50 60 70 80 90

0.5 1.0 1.5 2.0


Elevation: 707 feet

Station: --

Offset: --




LOG

OF

SO

IL B

OR

ING

AG

15

171

44 B

OR

E L

OG

S -

MA

IN S

TR

EE

T IM

PR

OV

EM

EN

TS

.GP

J H

VJ.

GD

T 1

2/4

/15

Sampler penetrated full depth under weight of drill rods and hammer

SOIL GRAIN SIZE

PENETRATION RESISTANCE

TERMS DESCRIBING SOIL STRUCTURE

* The N value is taken as the blows required to penetrate the final 12 inches

If more than 50 blows are required, driving is discontinued and penetration at 50 blows is noted

Blows required to penetrate each of three consecutive 6-inch increments per ASTM D-1586 *

Base

Cemented

75 - 200 mm

4.75 - 75 mm

0.075 - 4.75 mm

0.002 - 0.075 mm

< 0.002 mm

Particle Size

DENSITY OF COHESIONLESS SOILS

Descriptive

Very Dense

Medium Dense

Very Loose

0/18"

50/4"

3/6

Fracture planes appear polished or

seams or layers of different soil type

Soil sample composed of alternating

partings of different soil type

Soil sample composed of alternating

extending through the sample

Inclusion greater than 3 inches thick


Inclusion 1/4 inch to 3 inches thick


Inclusion less than 1/4 inch thick

as small lenses of sand scattered

Small pockets of different soils, such

with little resistance to fracturing

Breaks along definite planes of fracture

glossy, sometimes striated

through a mass of clay

Resistance "N" *

Dense

Loose

Term Blows/Foot

Penetration

> 50

30 - 50

10 - 30

4 - 10

0 - 4

Concrete

Asphaltic

Clayey

Clay

Construction Materials

Classification

Silt

Boulder

Cobble

Gravel

Sand

Clay

Stabilized

Base

Silty

Debris

Fill or

Sandy

SOIL SYMBOLS

Soil Types

Silt

Modifiers

Sand Fill

CONSISTENCY OF COHESIVE SOILS

A small mass of irregular shape

Having appreciable quantities of iron

Having appreciable quantities of calcium

stratified structure is not evident

different soil type and laminated or

Soil sample composed of pockets of

carbonate

Very Stiff

Very Soft

Consistency

Hard

Stiff

Firm

Soft

> 2.0

1.0 - 2.0

0.5 - 1.0

0.25 - 0.5

0.125 - 0.25

0 - 0.125

Strength (tsf)

Undrained Shear

SAMPLER TYPES

WATER LEVEL SYMBOLS

open borehole or piezometer

Groundwater level after drilling in

Groundwater level determined during

> 8 in.

3 in. - 8 in.

#4 sieve - 3 in.

#200 sieve - #4 sieve

0.002 mm - #200 sieve

< 0.002 mm

No. (U.S. Standard)

Particle Size or Sieve

> 200 mm

drilling operations

Split Barrel

Shelby Tube

Thin Walled

Jar Sample

No Recovery

Clay

Auger

THD Cone

Penetration

Test

SAMPLER TYPESROCK TYPES

Limestone

Weathered

Limestone

Highly

Weathered

Limestone

Dolomite

Weathered

Shale

Shale Sandstone

Weathered

Sandstone

Granite

Friable

Low Hardness

Moderately Hard

Hard

Very Hard

Crumbles under hand pressure

Can be carved with a knife, or UCS less than 100 tsf

Can be scratched easily with a knife, or UCS between 100 and 250 tsf

Can be scratched rarely with a knife, or UCS greater than 250 tsf

Cannot be scratched with a knife

Interstice; a general term for pore space

or other openings in rock.

Small solutional concavities.

Containing small cavities, usually lined

with a mineral of different composition

from that of the surrounding rock.

Containing numerous small, unlined

cavities, formed by expansion of gas

bubbles or steam during solidification of

the rock.

Containing pores, interstices, or other

openings which may or may not

interconnect.

Containing cavities or caverns, sometimes

quite large. Most frequent in limestones

and dolomites.

Void

Cavities

Vuggy

Vesicular

Porous

Cavernous

HARDNESS

SOLUTION AND VOID CONDITIONS

Discoloration indicates weathering of rock material

and discontinuity surfaces.

Less than half of the rock material is decomposed

or disintegrated to a soil.

More than half of the rock material is decomposed

or disintegrated to a soil.

All rock material is decomposed and/or

disintegrated into soil. The original mass structure

is still largely intact.

All rock material is converted to soil. The mass

structure and material fabric are destroyed.

Slightly

Moderately

Highly

Completely

Residual Soil

WEATHERING GRADES OF ROCKMASS

REFERENCES:

(1) British Standard (1981) Code of Practice for Site Investigation ,

BS 5930.

(2) The Bridge Div., Tx. Highway Dept. Foundation Exploration &

Design Manual, 2nd Division, revised June, 1974.

Information on each boring log is a compilation of subsurface

conditions and soil and rock classifications obtained from the

field as well as from laboratory testing of samples. Strata have

been interpreted by commonly accepted procedures. The

stratum lines on the logs may be transitional and approximate in

nature. Water level measurements refer only to those observed

at the times and places indicated, and may vary with time,

geologic condition or construction activity.

BEDDING THICKNESS

>4'

2'-4'

2"-2'

1/2"-2"

0.08"-1/2"

<0.08"

Very Thick

Thick

Thin

Very Thin

Laminated

Thinly Laminated

Thin-Walled

Tube

Standard

Penetration

Test

THD Cone

Penetration

Test

Bag Sample

Rock Core

(2)

(1)

Auger

DISCONTINUITY DESCRIPTION

H - High Angle, 60-90 degrees

M - Medium Angle, 30-60 degrees

L - Low Angle, 0-30 degrees

P - Planar

U - Undulating

UW - Unweathered; surface in its natural

state without visible decomposition or

discoloration

SW - Slightly weathered; surface is

slightly discolored with no visible

decomposition

W - Weathered; surface is completely

discolored with zone of decomposed rock

Dip of Discontinuity: measured relative to a

plane normal to the core axis

Surface Shape of Discontinuity

Weathering

Aperture (inches)

Unless otherwise noted,

all discontinuities noted

were tight

Roughness of Surface

SLK - Slickensided; surface has smooth, glassy finish with visual

evidence of striations

S - Smooth; surface appears smooth and feels so to the touch

SR - Slightly Rough; asperities on the discontinuity surfaces are

distinguishable and can be felt

R - Rough; some ridges and side-angle steps are evident; asperities

are clearly visible, and discontinuity surface feels very abrasive

VR - Very Rough; near vertical steps and ridges occur on the

discontinuity surface

Quantity of Discontinuities per Length

D - number of discontinuities per

length

APPENDIX A LABORATORY RESULTS SUMMARY

Dry

Unit

Weight

(pcf)

P-14 0.8-2 24 20 6 6.5

4.5-6 8 19 6 21.0

P-15 2.5-2.7 23 4.0

6.5-7.5 11 20 8 3.9

P-16 4.5-6 91 73 51 33.3

6-8 80 74 52 31.4 111 84 1.3

8-10 60 29 12 22.7

P-17 2.5-3 29 6.1

6.5-7.3 25 21 9 5.9

13.5-15 47 49 38 23.9

P-18 2.5-3 40 5.5

4.5-6 69 21 6 12.4

6.5-8 17 18 6 4.6

P-19 2.5-3 22 20 6 6.9

6.5-8 54 47 32 17.9

8-10 62 63 44 20.0 125 103 1.8

P-20 2.5-2.8 32 24 8 9.9

4-6 68 49 35 20.0

8-10 56 58 44 16.7 130 110 2.4

P-21 1-2 79 54 41 20.9

4-6 16.5 131 113 4.2

6-8 43 29 19 12.0

LABORATORY TEST RESULTS SUMMARY

Project Name: Buda Main Street Improvements

Project Number: AG 15 17144

Boring

Number

Depth

(ft)

% Passing

No. 200

Sieve

Liquid

Limit

(%)

Plasticity

Index

(%)

Moisture

Content

(%)

Wet

Unit

Weight

(pcf)

Unconfined

Compressive

Strength

(tsf)

APPENDIX B PH LIME SERIES TEST RESULTS

HVJ ASSOCIATES, INC.pH - LIME SERIES

TEX-121-E

Project Name: Buda - Main Street Improvements ClientProject No. AG 15 17144 Sample Location P-21Date Tested: 11/20/15 Sample Depth 2-4Technician: LS Date Calculated: 12/8/2015Calculated By: ZL Checked By: MM

0 2 4 6 8 108.66 12.75 12.84 12.85 12.85 12.86

27.7 27.3 27.3 27.8 27.8 27.5

Lime (%)pH

Temp °C

8.50

9.00

9.50

10.00

10.50

11.00

11.50

12.00

12.50

13.00

0 2 4 6 8 10 12

pH vs Lime

APPENDIX B

APPENDIX C PH, SULFATE, AND CHLORIDE TEST RESULTS

November 20, 2015

HVJ Associates, Inc.Leo Ruiz

Dear Leo Ruiz:

RE:

Order No.: 1511160FAX (512) 443-3442

TEL: (512) 447-9081

4201 Freidrich Lane, Suite 110Austin, Texas 78744-1045

DHL Analytical, Inc. received 2 sample(s) on 11/17/2015 for the analyses presented in the following report.

There were no problems with the analyses and all data for associated QC met EPA or laboratory specifications except where noted in the Case Narrative and all estimated uncertainties of results are within method specifications.

If you have any questions regarding these tests results, please feel free to call.

Sincerely,

John DuPontGeneral Manager

This report was performed under the accreditation of the State of Texas Laboratory Certification Number: T104704211-15-15

2300 Double Creek Drive • Round Rock, TX 78664 • Phone (512) 388-8222 • FAX (512) 388-8229

www.dhlanalytical.com

1

Table of Contents

.............................................................................. 3Miscellaneous Documents

.................................................................................. 5CaseNarrative 1511160

............................................................................ 6Analytical Report 1511160

...................................................... 8AnalyticalQCSummaryReport 1511160

2

20-Nov-15Date:DHL Analytical, Inc.

Project:

CLIENT: HVJ Associates, Inc.

Lab Order: 1511160CASE NARRATIVE

Samples were analyzed using the methods outlined in the following references:

Test Methods for Evaluating Solid Waste, Physical/Chemical Methods, SW846, 3rd Edition and

Method TEX620J. (Parameter not NELAC Certified)

All method blanks, laboratory spikes, and/or matrix spikes met quality assurance objectives except

where noted in the following. For TX620J Analysis, Sulfate was detected below the reporting limit for

Method Blank-72385. This anion was detected in the associated samples at greater than 10x the amount

detected in the blank. No further corrective action was taken.

Page 1 of 1

5

Project:

Client Sample ID: P-20 (4-6)

Collection Date: 11/17/15

Matrix: SOIL

Analyses Result Qual Units Date Analyzed


Lab Order: 1511160

DF

Lab ID: 1511160-01

DHL Analytical, Inc. Date: 20-Nov-15

RL

Project No: AG-15 17 144

MDL

PH OF SOLID (CORROSIVITY) SW9045D Analyst: BJTpH 11/17/15 04:15 PM0 pH [email protected]°C 18.03 0

CHLORIDE AND SULFATE CONTENT IN SOIL TEX620J Analyst: SCSChloride N 11/19/15 05:59 PM49.9 ppm-dry 10<39.9 39.9

Sulfate N 11/19/15 05:59 PM49.9 ppm-dry 1066.7 19.9

Qualifiers:

Page 1 of 2

* Value exceeds TCLP Maximum Concentration Level B Analyte detected in the associated Method Blank

C Sample Result or QC discussed in the Case Narrative DF Dilution Factor

E TPH pattern not Gas or Diesel Range Pattern J Analyte detected between MDL and RL

MDL Method Detection Limit ND Not Detected at the Method Detection Limit

RL Reporting Limit S Spike Recovery outside control limits

N Parameter not NELAC certified

6

Project:

Client Sample ID: P-21 (1-2)

Collection Date: 11/17/15

Matrix: SOIL

Analyses Result Qual Units Date Analyzed


Lab Order: 1511160

DF

Lab ID: 1511160-02

DHL Analytical, Inc. Date: 20-Nov-15

RL

Project No: AG-15 17 144

MDL

PH OF SOLID (CORROSIVITY) SW9045D Analyst: BJTpH 11/17/15 04:15 PM0 pH [email protected]°C 17.66 0

CHLORIDE AND SULFATE CONTENT IN SOIL TEX620J Analyst: SCSChloride N 11/19/15 06:40 PM48.7 ppm-dry 10<38.9 38.9

Sulfate N 11/19/15 06:40 PM48.7 ppm-dry 103350 19.5

Qualifiers:

Page 2 of 2

* Value exceeds TCLP Maximum Concentration Level B Analyte detected in the associated Method Blank

C Sample Result or QC discussed in the Case Narrative DF Dilution Factor

E TPH pattern not Gas or Diesel Range Pattern J Analyte detected between MDL and RL

MDL Method Detection Limit ND Not Detected at the Method Detection Limit


N Parameter not NELAC certified

7

20-Nov-15Date:DHL Analytical, Inc.

Project:


Work Order: 1511160ANALYTICAL QC SUMMARY REPORT

RunID: IC3_151119BThe QC data in batch 72385 applies to the following samples: 1511160-01A, 1511160-02A

Sample ID MB-72385 Batch ID: 72385 TestNo: Tex620J

Analysis Date: 11/19/2015 4:57:26 PM

Analyte Result SPK value Ref Val %REC %RPDLowLimit HighLimit RPDLimit Qual

Units: ppm-dry

RL

MBLKSampType: Run ID: IC3_151119B Prep Date: 11/18/2015

Chloride N5.00<4.00

Sulfate N5.004.06

Sample ID LCS-72385 Batch ID: 72385 TestNo: Tex620J

Analysis Date: 11/19/2015 5:18:03 PM


Units: ppm-dry

RL

LCSSampType: Run ID: IC3_151119B Prep Date: 11/18/2015

Chloride 200.0 98.2 80 120 N5.00 0196

Sulfate 200.0 104 80 120 N5.00 0207

Sample ID LCSD-72385 Batch ID: 72385 TestNo: Tex620J

Analysis Date: 11/19/2015 5:38:42 PM


Units: ppm-dry

RL

LCSDSampType: Run ID: IC3_151119B Prep Date: 11/18/2015

Chloride 200.0 96.9 80 120 20 N5.00 0 1.29194

Sulfate 200.0 102 80 120 20 N5.00 0 1.04205

Sample ID 1511160-01A-DUP Batch ID: 72385 TestNo: Tex620J

Analysis Date: 11/19/2015 6:20:00 PM


Units: ppm-dry

RL

DUPSampType: Run ID: IC3_151119B Prep Date: 11/18/2015

Chloride 0 25 N50.0 0 0<40.0

Sulfate 0 25 N50.0 66.70 0.70166.2

Qualifiers:

Page 1 of 2B Analyte detected in the associated Method Blank DF Dilution Factor

J Analyte detected between MDL and RL MDL Method Detection Limit

ND Not Detected at the Method Detection Limit R RPD outside accepted control limits


J Analyte detected between SDL and RL N Parameter not NELAC certified

8

Project:


Work Order: 1511160ANALYTICAL QC SUMMARY REPORT

RunID: PH_151117AThe QC data in batch 72366 applies to the following samples: 1511160-01A, 1511160-02A

Sample ID 1511113-01A-DUP Batch ID: 72366 TestNo: SW9045D

Analysis Date: 11/17/2015 4:15:00 PM


Units: pH [email protected]°C

RL

DUPSampType: Run ID: PH_151117A Prep Date: 11/17/2015

pH 0 50 12.58 0.23812.6

Sample ID 1511170-01A-DUP Batch ID: 72366 TestNo: SW9045D

Analysis Date: 11/17/2015 4:15:00 PM


Units: pH [email protected]°C

RL

DUPSampType: Run ID: PH_151117A Prep Date: 11/17/2015

pH 0 50 8.310 0.3608.34

Qualifiers:

Page 2 of 2B Analyte detected in the associated Method Blank DF Dilution Factor

J Analyte detected between MDL and RL MDL Method Detection Limit

ND Not Detected at the Method Detection Limit R RPD outside accepted control limits


J Analyte detected between SDL and RL N Parameter not NELAC certified

9

APPENDIX D SWELL TEST RESULTS

3801 Doris Lane

Round Rock, TX 78664

Phone: (512) 992-2087

Client: HVJ Associates, Inc. RRC Project No.: LT1511061Project Name: Test Method: ASTM D4546, Method C

Test Date: 12/02/15Specimen ID: B-20 (6-8 ft)

20.2

21.4

0.810

0.789103.5

106.3

0.629

0.586

86.6

20 Specimen Diameter: 2.500 inches

00.3

'v (psf) 1 20 250 500 850 850 1700 3500 7000

e 0.628 0.628 0.622 0.619 0.616 0.621 0.622 0.609 0.585

h/h (%) 0.00 -0.03 -0.37 -0.57 -0.74 -0.45 -0.42 -1.19 -2.65

Dial Gage* (in) 0.4485 0.4487 0.4515 0.4531 0.4545 0.4521 0.4519 0.4581 0.4699

*: Corrected dial gage reading with machine deflection.

Analysis & Quality Review/DateSpecimen prepared and tested by: T.D.

The results shown on this report are for the exclusive use of the client for whom they were obtained and apply only to the sample tested and / or inspected. They are not intended to be indicative of qualities of apparently identical products. The use of our name must recieve prior written approval. Reports must be reproduced in their entirety. Unauthorized use or copying of this document is strictly prohibited by anyone other than the client for the specific project.

City of Buda, Main Street W o f N. Cedar (AG-15 17 144)

One-Dimensional Swell Potential Test

Soil Specimen Properties

Avg. Water Content of Trimmings (%)

Final Specimen Water Content (%)

Initial Dry Unit Weight, o (pcf)

Initial Specimen Height (in)

Final Specimen Height (in)

Final Dry Unit Weight, f (pcf)

Initial Void Ratio, eo

Final Void Ratio, ef

Cheng-Wei Chen, Ph.D. 12/10/15

Swell Strain, s (%)

Specimen was inundated with tap water during testing. Loading increment duration was minimum 24 hours. Gs

assumed to be 2.70. The calculation included the machine deflections that measured in each loading steps.

Initial Degree of Saturation (%)

Seating Load (psf)

Swell Pressure at Initial Void Ratio (psf)

0.57

0.58

0.59

0.60

0.61

0.62

0.63

0.641 10 100 1000 10000

Voi

d R

atio

, e

Vertical Effective Stress, 'v (psf)

Swelling pressure ≈ 0 psf

inundated

-3.5

-3.0

-2.5

-2.0

-1.5

-1.0

-0.5

0.0

0.51 10 100 1000 10000

Per

cen

t H

eave

, h

/h (

%)


Swell Strain, s = 0.3 %

inundated

3801 Doris LaneRound Rock, TX 78664Phone: (512) 992-2087

Client: HVJ Associates, Inc. RRC Project No.:Project: Test Method: ASTM D4546, Method C

Test Date:Specimen: B-20 (6-8 ft)



LT1511061

12/02/15City of Buda, Main Street W o f N. Cedar (AG-15 17 144)


Client: HVJ Associates, Inc. RRC Project No: LT1511061Project: City of Buda, Main Street W o f N. Cedar (AG-15 17 144) Test Method: ASTM D4546, Method CSpecimen: B-20 (6-8 ft) Test Date: 12/02/15


One-Dimensional Swell Potential Test Appendix

0.448

0.450

0.452

0.454

0.456

0.458

0.460

0.01 0.1 1 10 100 1000 10000

Def

orm

atio

n (i

n)

Time (min)250 psf Load

0.458

0.459

0.460

0.01 0.1 1 10 100 1000 10000

Def

orm

atio

n (i

n)

Time (min)1700 psf Load (inundated)

0.458

0.459

0.460

0.461

0.01 0.1 1 10 100 1000 10000

Def

orm

atio

n (i

n)


0.448

0.449

0.450

0.451

0.01 0.1 1 10 100 1000 10000

Def

orm

atio

n (i

n)

Time (min)20 psf as Seating Load

0.456

0.457

0.458

0.459

0.460

0.01 0.1 1 10 100 1000 10000

Def

orm

atio

n (i

n)


0.458

0.459

0.460

0.461

0.462

0.463

0.01 0.1 1 10 100 1000 10000

Def

orm

atio

n (i

n)



Client: HVJ Associates, Inc. RRC Project No: LT1511061Project: City of Buda, Main Street W o f N. Cedar (AG-15 17 144) Test Method: ASTM D4546, Method CSpecimen: B-20 (6-8 ft) Test Date: 12/02/15



0.458

0.460

0.462

0.464

0.466

0.468

0.470

0.01 0.1 1 10 100 1000 10000

Def

orm

atio

n (i

n)


0.470

0.472

0.474

0.476

0.478

0.480

0.482

0.484

0.01 0.1 1 10 100 1000 10000

Def

orm

atio

n (i

n)


3801 Doris Lane


Phone: (512) 992-2087

Client: HVJ Associates, Inc. RRC Project No.: LT1511061Project Name: Buda (PN: AG15 17 144) Test Method: ASTM D4546, Method CSpecimen ID: P-21 (2-4 ft) Test Date: 11/17/15

19.5

19.7

0.810

0.800105.1

106.4

0.603

0.585

87.1


41000.9

'v (psf) 1 20 90 180 360 360 800 1600 3200 6400

e 0.603 0.604 0.610 0.618 0.619 0.633 0.631 0.626 0.612 0.584

h/h (%) 0.00 0.05 0.42 0.91 1.00 1.87 1.72 1.40 0.57 -1.16

Dial Gage* (in) 0.3493 0.3489 0.3459 0.3419 0.3412 0.3341 0.3353 0.3380 0.3446 0.3587

*: corrected dial gage reading with machine deflection.

Specimen prepared and tested by: C.M.



Soil Specimen PropertiesAvg. Water Content of Trimmings (%)

Final Specimen Water Content (%)







Cheng-Wei Chen, Ph.D. 11/30/15

Swell Strain, s (%)

Specimen was inundated with tap water during testing. Loading increment duration was minimum 24 hours. Gs

assumed to be 2.70. The calculation included the machine deflections that measured in each loading steps.


Seating Load (psf)


Analysis & Quality Review/Date

0.56

0.58

0.60

0.62

0.64

0.661 10 100 1000 10000

Voi

d R

atio

, e



inundated

-3.0

-2.0

-1.0

0.0

1.0

2.0

3.01 10 100 1000 10000

Per

cen

t H

eave

, h

/h (

%)



inundated


Client: HVJ Associates, Inc. RRC Project No.:Project: Buda (PN: AG15 17 144) Test Method: ASTM D4546, Method CSpecimen: P-21 (2-4 ft) Test Date:



LT1511061

11/17/15


Client: HVJ Associates, Inc. RRC Project No: LT1511061Project: Buda (PN: AG15 17 144) Test Method: ASTM D4546, Method CSpecimen: P-21 (2-4 ft) Test Date: 11/17/15



0.348

0.349

0.350

0.351

0.352

0.01 0.1 1 10 100 1000 10000

Def

orm

atio

n (i

n)


0.345

0.346

0.347

0.348

0.01 0.1 1 10 100 1000 10000

Def

orm

atio

n (i

n)


0.342

0.344

0.346

0.348

0.350

0.352

0.01 0.1 1 10 100 1000 10000

Def

orm

atio

n (i

n)


0.348

0.349

0.350

0.351

0.352

0.01 0.1 1 10 100 1000 10000

Def

orm

atio

n (i

n)


0.348

0.349

0.350

0.351

0.352

0.01 0.1 1 10 100 1000 10000

Def

orm

atio

n (i

n)


0.349

0.350

0.351

0.352

0.353

0.01 0.1 1 10 100 1000 10000

Def

orm

atio

n (i

n)



Client: HVJ Associates, Inc. RRC Project No: LT1511061Project: Buda (PN: AG15 17 144) Test Method: ASTM D4546, Method CSpecimen: P-21 (2-4 ft) Test Date: 11/17/15



0.348

0.349

0.350

0.351

0.352

0.353

0.01 0.1 1 10 100 1000 10000

Def

orm

atio

n (i

n)


0.354

0.356

0.358

0.360

0.362

0.364

0.01 0.1 1 10 100 1000 10000

Def

orm

atio

n (i

n)


0.365

0.370

0.375

0.380

0.385

0.01 0.1 1 10 100 1000 10000

Def

orm

atio

n (i

n)


3801 Doris Lane


Phone: (512) 992-2087

Client: HVJ Associates, Inc. RRC Project No.: LT1511061Project Name: Test Method: ASTM D4546, Method C

Test Date: 12/02/15Specimen ID: B-21 (8-10 ft.)

15.9

15.9

0.801

0.787

113.1

115.0

0.490

0.465

87.5

20


0.2

'v (psf) 1 20 250 500 1000 1000 2000 4000

e 0.489 0.489 0.489 0.486 0.483 0.486 0.481 0.465

h/h (%) 0.00 -0.02 -0.06 -0.23 -0.42 -0.22 -0.59 -1.63

Dial Gage* (in) 0.2780 0.2782 0.2785 0.2798 0.2814 0.2798 0.2827 0.2911

*: Corrected dial gage reading with machine deflection.


Cheng-Wei Chen, Ph.D. 12/10/15Analysis & Quality Review/Date

Swell Strain, s (%)



Specimen was trimmed using a trimming turntable. Specimen was inundated with tap water during testing. Loading increment duration was minimum 24 hours. Gs

assumed to be 2.70. The calculation was included the machine deflections that measured in each loading steps.





Final Specimen Moisture Content (%)


Specimen prepared and tested by: T.W.


Soil Specimen Properties

Avg. Water Content of Trimmings (%)

Seating Load (psf)


City of Buda, Main Street W o f N. Cedar (AG-15 17 144)

0.45

0.46

0.47

0.48

0.49

0.501 10 100 1000 10000

Voi

d R

atio

, e



inundated

-2.5

-2.0

-1.5

-1.0

-0.5

0.0

0.5

1.01 10 100 1000 10000

Per

cen

t H

eave

, h

/h (

%)



inundated


Client: HVJ Associates, Inc. RRC Project No.:Project: Test Method: ASTM D4546, Method C

Test Date:Specimen: B-21 (8-10 ft.)



LT1511061

12/02/15City of Buda, Main Street W o f N. Cedar (AG-15 17 144)


Client: HVJ Associates, Inc. RRC Project No: LT1511061Project: City of Buda, Main Street W o f N. Cedar (AG-15 17 144) Test Method: ASTM D4546, Method C

Specimen: B-21 (8-10 ft.) Test Date: 12/02/15



0.277

0.278

0.279

0.280

0.281

0.01 0.1 1 10 100 1000 10000

Def

orm

atio

n (i

n)


0.280

0.281

0.282

0.283

0.284

0.01 0.1 1 10 100 1000 10000

Def

orm

atio

n (i

n)


0.278

0.279

0.280

0.281

0.01 0.1 1 10 100 1000 10000

Def

orm

atio

n (i

n)


0.277

0.278

0.279

0.280

0.281

0.01 0.1 1 10 100 1000 10000

Def

orm

atio

n (i

n)


0.279

0.280

0.281

0.282

0.283

0.01 0.1 1 10 100 1000 10000

Def

orm

atio

n (i

n)


0.280

0.281

0.282

0.283

0.284

0.01 0.1 1 10 100 1000 10000

Def

orm

atio

n (i

n)



Client: HVJ Associates, Inc. RRC Project No: LT1511061Project: City of Buda, Main Street W o f N. Cedar (AG-15 17 144) Test Method: ASTM D4546, Method CSpecimen: B-21 (8-10 ft.) Test Date: 12/02/15



0.284

0.286

0.288

0.290

0.292

0.294

0.01 0.1 1 10 100 1000 10000

Def

orm

atio

n (i

n)


APPENDIX E TXDOT TRIAXIAL TEST RESULTS

Size % Passing3" . 2" . 1 3/4" 0.0 1 1/2" 96.9 1" . 93.4 7/8" 93.1 3/8" 76.9

No. 4 59.5 No. 10 44.3 100.0 No. 40 31.3 70.7 No. 200 24.1 54.5

LL PL34 13

Unified: GCAASHTO A-2-6FAA E-7*

2.70 4

4.0 6.2 8.0 10.1125.3 131.0 135.1 129.4

2,142.7133.8 Std Error

7.7 1.00562 7.9

Report Review by: Jason Schwarz, PECompany Name HVJ Associates, Inc.Registration No. F-000646

West of North CedarBrown Sandy clay with Gravel

Estimated Moisture

Soil Preparation

ASTM D2487

TEX-104EPlastic LimitPlasticity IndexSieve AnalysisCompaction M/D Relationship

TEX-106ETEX-110ETEX-113E

Standard Classification

Liquid Limit

10/22/15

TEX-101E

FAA adjusted

P.E. Signature P.E. Seal

Dry Density (pcf)

Maximum Density (pcf)Optimum Moisture(%)

Max Density (kg/m3)

TEX-100E

Soil Sampling

Soil Classification

TEX-105E

Material DescriptionMaterial Source

Estimated Specific Gravity

Moisture Content in %

Points on Graph:

Lab. TechnicianCity Inspector

SB 101, 102 and 103Contractor Name

Report of

Work Order or CIP No.Certification Type & No.

Project Name AG1517144Report No

City of Buda Main StreetDate SampledProject Number

Atterberg Limits

Test Method Used:

PI21

Group Index0

Mostiure DensithMaterial use Type

Sieve AnalysisDate Tested

125.3

131.0

135.1

129.4

123.8

124.8

125.8

126.8

127.8

128.8

129.8

130.8

131.8

132.8

133.8

134.8

135.8

2.7 3.7 4.7 5.7 6.7 7.7 8.7 9.7 10.7 11.7

Dry

Den

sity

(pcf

)

Moisture Content (%)

Moisture - Density Relationship

* FAA classification with a * suffix indicates that it is possible to raise the classification if the coarse material is reasonably sound & fairly well graded.

APPENDIX E: Triax #1

TEXAS DEPARTMENT OF TRANSPORTATION 5102Tx117.xls::40886.32566

TRIAXIAL COMPRESSION TESTSTex-117-E

File Version: 12/09/11 07:48:57

SAMPLE ID: SAMPLED DATE:TEST NUMBER: LETTING DATE:

SAMPLE STATUS: CONTROLLING CSJ:COUNTY: SPEC YEAR:

SAMPLED BY: SPEC ITEM:SAMPLE LOCATION: SPECIAL PROVISION:

MATERIAL CODE: GRADE:MATERIAL NAME:

PRODUCER:AREA ENGINEER: PROJECT MANAGER:

COURSE\LIFT: N/A STATION: DIST. FROM CL: R

Moisture-Density Data133.8 0.000

7.7 17.5140.0 1.349

0.01636

<-- Select method of data collection.

1 2 3 4 5 6 7 8 91 2 3 4 5 6

18.858 19.010 18.977 18.984 19.032 18.97318.858 19.010 18.977 18.984 19.032 18.973

8.069 8.248 8.134 8.199 8.205 8.1190.000 0.000 0.000 0.000 0.000 0.000 0.0000.000 0.000 0.000 0.000 0.000 0.000 0.0008.069 8.248 8.134 8.199 8.205 8.119 0.000

6.03 6.01 6.06 6.02 6.01 6.0218.931 18.878 19.051 18.925 18.887 18.903

28.52 28.36 28.88 28.50 28.39 28.4329.77 30.58 31.18 30.75 30.63 30.70

20.002 20.179 20.112 20.119 20.500 20.37918.422 18.534 18.510 18.527 18.858 18.900

1.162 1.193 1.155 1.184 1.512 1.49917.260 17.341 17.354 17.343 17.346 17.401

1.581 1.645 1.603 1.592 1.642 1.4799.2 9.5 9.2 9.2 9.5 8.5

142.8 140.9 142.6 141.5 141.8 142.8130.8 128.7 130.5 129.6 129.5 131.6

Brown Clayey Sand (SC)

Cell No.:Specimen Number:

Optimum Moisture Content (%):Maximum Dry Density (pcF):

Hygroscopic Moisture Content (%):

Height of Stone 2, in.

Mass oF Water per Specimen (lb):

Mass oF Mold (lb):

Specimen Data

Wet Mass Spec. & Mold, (lb):Wet Mass Specimen, (lb):

Initial Height of Specimen, in.:Height of Stone 1, in.

Triaxial Test Data Sheet

Mold Volume per Linear Inch (in^3/in):

Mass oF Material per Specimen (lb):

10/16/2015City of Buda Main Street

Main Street

HaysBB/RO

Circumference, in. (manual):

Wet Density, (pcf).:

Avg. Cross Sectional Area, in^2:

Dry-Back Data

Moisture Content, (%):

Dry Density, (pcf):

Wet Mass of Pan & Specimen, (lb)Dry Mass of Pan & Specimen, (lb):

Mass of Pan, (lb):Dry Mass of Material, (lb):

Mass of Water, (lb):

Performed By Tex-117-E:

New Height of Specimen, in.:

Area, in.^2:

Average Diameter, in.:

Refresh Workbook


0 3 5 10 15 201 1 1 1 1 1

0.000 0.000 0.000 0.000 0.000 0.000438 1226 1637 1924 2128 3404

0.3400 0.6000 0.6000 0.6000 0.6000 0.600015.4 43.2 56.7 67.5 75.0 119.74.21 7.27 7.38 7.32 7.31 7.39

0.9579 0.9273 0.9262 0.9268 0.9269 0.926114.7 40.1 52.5 62.6 69.5 110.9

3.8 00 psi 03 psi 15 psi37.9 Average

Corrected 5.20.9754

Remarks: 12/07/15

Test Method: Tested Date:TX117 10/02/15Test Stamp Code: Omit Test: Completed Date:Reviewed By:

Locked By: TxDOT: District: Area:

Authorized By: Authorized Date:3

Strength Data

Max. Load Reading, div.

I-Strain, in./in.:

Dead Load, lbs.:

Uncorrected Stress, psi.:

Ring Factor, lbs./div

Corrected Stress, psi.:

Leo Ruiz 10/5/2015

Classification:

Keith Ellison, David DawsonTested By:

Cohesion, psi:Correlation Factor:

Internal Angle of Friction:

% Strain , in./in.:

Lateral Pressure, psi.:

Deformation at Max Load, in.



CLASS 1

CLASS 2

CLASS 3

CLASS 4

CLASS 5

CLASS 6

CLASS 6

0

10

20

30

40

50

60

0 5 10 15 20 25 30

Shea

r Str

ess

(psi

)

Normal Stress (psi)

Classification Chart


0

20

40

0 20 40 60

Shea

r Str

ess

(psi

)

Normal Stress (psi)

Mohr's Circles

APPENDIX F NDT DEFLECTION PROFILES

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

0.00

5.00

10.00

15.00

20.00

25.00

30.00

35.00

40.00

45.00

50.00

Station (ft)

Main Street, Buda (Eastbound)-Deflection Profile W1 Deflections W7 Deflections

P-141+00

P-167+00

P-153+50

P-1710+50

P-2123+50

P-2020+50

P-1917+50

P-1814+00

Prepared by: ST 12/11/2015 Checked by: LB 12/11/2015

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

0.00

5.00

10.00

15.00

20.00

25.00

30.00

35.00

40.00

45.00

50.00

Station (ft)

Main Street, Buda (Westbound)-Deflection Profile W1 Deflections W7 Deflections

P-211+00

P-197+00

P-203+50

P-1810+50

P-1423+50

P-1520+50

P-1617+50

P-1714+00


APPENDIX G MODULUS OUTPUTS

---------------------------------------------------------------------------------------------------------------------------------------- TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) ---------------------------------------------------------------------------------------------------------------------------------------- District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 2.75 663,400 663,400 H1: v = 0.35 Base: 17.00 10,000 150,000 H2: v = 0.35 Subbase: 0.00 H3: v = 0.00 Subgrade: 56.89(by DB) 10,000 H4: v = 0.40 ---------------------------------------------------------------------------------------------------------------------------------------- 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 9,836 8.93 4.25 2.25 1.46 0.98 0.65 0.47 663.4 110.8 0.0 19.8 9.06 175.5 26.000 9,902 9.22 3.93 1.69 1.04 0.69 0.52 0.38 663.4 91.2 0.0 28.4 14.33 134.8 51.000 9,924 10.98 4.71 2.07 1.22 0.80 0.57 0.44 663.4 73.6 0.0 24.1 13.28 160.8 76.000 9,661 9.67 3.88 1.76 1.08 0.70 0.53 0.42 663.4 84.6 0.0 27.3 14.80 223.7 100.000 9,858 10.02 3.85 1.58 0.97 0.65 0.37 0.27 663.4 77.4 0.0 32.0 14.82 100.7 126.000 9,825 8.20 3.08 1.04 0.59 0.39 0.29 0.24 663.4 87.4 0.0 49.9 18.20 56.7 152.000 9,902 10.15 3.51 1.10 0.67 0.41 0.29 0.24 663.4 64.5 0.0 48.0 21.15 51.6 176.000 9,825 10.03 3.94 1.59 0.95 0.61 0.44 0.34 663.4 76.4 0.0 31.7 15.55 92.7 202.000 9,891 9.98 3.92 1.47 0.83 0.54 0.41 0.30 663.4 73.5 0.0 35.4 16.46 70.8 226.000 9,584 9.43 3.66 1.41 0.78 0.48 0.34 0.19 663.4 75.5 0.0 36.8 14.39 77.1 250.000 9,661 10.89 4.46 1.74 1.02 0.63 0.45 0.28 663.4 66.3 0.0 28.9 14.16 80.5 275.000 10,406 24.82 3.06 1.29 0.63 0.52 0.46 0.37 663.4 27.8 0.0 71.0 58.56 84.2 300.000 9,551 6.13 2.05 0.73 0.46 0.31 0.24 0.15 663.4 122.4 0.0 68.6 21.78 62.4 326.000 9,902 6.01 2.08 0.74 0.43 0.33 0.23 0.15 663.4 130.9 0.0 70.5 20.73 62.3 351.000 9,946 7.04 2.40 0.72 0.41 0.29 0.21 0.15 663.4 98.6 0.0 74.1 21.13 49.8 376.000 9,748 6.75 2.69 1.11 0.71 0.48 0.34 0.22 663.4 126.8 0.0 42.2 15.80 103.9 401.000 9,464 9.45 3.86 1.55 1.00 0.73 0.57 0.42 663.4 82.9 0.0 28.7 18.83 90.6 426.000 9,683 9.98 3.63 1.29 0.81 0.61 0.43 0.26 663.4 71.8 0.0 37.6 21.88 62.1 451.000 9,595 9.93 4.15 1.36 0.84 0.62 0.44 0.32 663.4 70.3 0.0 34.3 20.59 54.3 476.000 9,584 9.63 3.88 1.34 0.84 0.61 0.45 0.34 663.4 74.6 0.0 34.8 19.91 58.7 500.000 9,748 10.16 3.16 0.70 0.53 0.35 0.26 0.20 663.4 56.6 0.0 68.1 32.54 46.6 526.000 9,978 11.98 4.06 0.96 0.44 0.24 0.15 0.11 663.4 45.2 0.0 60.8 16.52 46.3 550.000 9,957 11.62 3.75 0.85 0.36 0.22 0.13 0.09 663.4 45.9 0.0 70.8 18.08 46.5 576.000 9,661 11.43 4.27 1.53 0.86 0.52 0.35 0.23 663.4 57.7 0.0 34.6 15.84 63.1 601.000 9,496 10.26 3.53 1.02 0.52 0.33 0.26 0.17 663.4 55.2 0.0 52.8 18.96 48.6 626.000 9,486 10.60 4.47 1.72 0.80 0.60 0.42 0.12 663.4 63.6 0.0 31.0 17.34 76.1 650.000 9,595 9.46 4.10 1.72 0.96 0.58 0.34 0.18 663.4 79.3 0.0 29.8 9.41 114.0 676.000 9,858 3.24 2.10 1.39 1.09 0.86 0.65 0.46 663.4 150.0 0.0 48.0 47.26 222.0 * 701.000 10,362 13.40 6.79 3.39 2.08 1.48 0.96 0.73 663.4 70.5 0.0 14.1 9.99 292.7 726.000 9,781 12.83 6.34 3.35 2.23 1.63 1.19 0.86 663.4 76.6 0.0 12.4 12.27 241.5 750.000 9,573 10.81 3.41 1.12 0.79 0.62 0.42 0.29 663.4 60.7 0.0 43.3 30.31 54.5 776.000 9,365 23.96 12.07 5.41 3.19 2.21 1.63 1.14 663.4 28.4 0.0 8.4 14.04 190.1 801.000 9,409 17.58 8.28 3.71 1.95 1.36 1.02 0.57 663.4 38.9 0.0 13.3 14.08 103.0 825.000 9,847 12.62 5.89 2.38 1.26 0.80 0.55 0.38 663.4 57.1 0.0 22.1 12.38 93.0 851.000 9,924 13.05 5.20 1.54 0.67 0.39 0.28 0.19 663.4 42.9 0.0 38.8 15.33 49.2 ---------------------------------------------------------------------------------------------------------------------------------------- Mean: 10.86 4.24 1.67 0.98 0.67 0.48 0.33 663.4 74.7 0.0 39.2 19.14 76.6 Std. Dev: 4.18 1.88 0.97 0.59 0.42 0.31 0.22 0.0 27.9 0.0 18.4 9.87 33.3 Var Coeff(%): 38.51 44.27 58.12 59.65 62.28 63.49 65.65 0.0 37.4 0.0 47.0 51.58 43.4 ----------------------------------------------------------------------------------------------------------------------------------------


sthapa

Line

sthapa

Line

sthapa

Line

sthapa

Line

sthapa

Line

sthapa

Line

sthapa

Line

sthapa

Text Box

Eastbound Sec1 Trial 1

sthapa

Line

---------------------------------------------------------------------------------------------------------------------------------------- TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) ---------------------------------------------------------------------------------------------------------------------------------------- District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 2.75 663,400 663,400 H1: v = 0.35 Base: 17.00 10,000 150,000 H2: v = 0.35 Subbase: 0.00 H3: v = 0.00 Subgrade: 63.69(by DB) 10,000 H4: v = 0.40 ---------------------------------------------------------------------------------------------------------------------------------------- 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 9,836 8.93 4.25 2.25 1.46 0.98 0.65 0.47 663.4 108.6 0.0 21.7 8.25 175.5 26.000 9,902 9.22 3.93 1.69 1.04 0.69 0.52 0.38 663.4 89.3 0.0 31.1 12.99 134.8 51.000 9,924 10.98 4.71 2.07 1.22 0.80 0.57 0.44 663.4 72.0 0.0 26.4 11.91 160.8 76.000 9,661 9.67 3.88 1.76 1.08 0.70 0.53 0.42 663.4 82.7 0.0 29.9 13.45 223.7 100.000 9,858 10.02 3.85 1.58 0.97 0.65 0.37 0.27 663.4 75.5 0.0 35.0 13.13 100.7 126.000 9,825 8.20 3.08 1.04 0.59 0.39 0.29 0.24 663.4 85.3 0.0 54.2 16.06 56.7 152.000 9,902 10.15 3.51 1.10 0.67 0.41 0.29 0.24 663.4 62.7 0.0 51.9 18.35 51.6 176.000 9,825 10.03 3.94 1.59 0.95 0.61 0.44 0.34 663.4 74.5 0.0 34.7 13.80 92.7 202.000 9,891 9.98 3.92 1.47 0.83 0.54 0.41 0.30 663.4 71.8 0.0 38.6 14.48 70.8 226.000 9,584 9.43 3.66 1.41 0.78 0.48 0.34 0.19 663.4 73.7 0.0 40.2 12.23 77.1 250.000 9,661 10.89 4.46 1.74 1.02 0.63 0.45 0.28 663.4 64.6 0.0 31.5 12.34 80.5 376.000 9,748 6.75 2.69 1.11 0.71 0.48 0.34 0.22 663.4 123.9 0.0 46.4 14.08 103.9 401.000 9,464 9.45 3.86 1.55 1.00 0.73 0.57 0.42 663.4 81.0 0.0 31.4 17.49 90.6 426.000 9,683 9.98 3.63 1.29 0.81 0.61 0.43 0.26 663.4 69.9 0.0 40.9 20.09 62.1 451.000 9,595 9.93 4.15 1.36 0.84 0.62 0.44 0.32 663.4 68.5 0.0 37.4 18.86 54.3 476.000 9,584 9.63 3.88 1.34 0.84 0.61 0.45 0.34 663.4 72.7 0.0 38.0 18.27 58.7 576.000 9,661 11.43 4.27 1.53 0.86 0.52 0.35 0.23 663.4 56.1 0.0 37.7 13.57 63.1 601.000 9,496 10.26 3.53 1.02 0.52 0.33 0.26 0.17 663.4 55.0 0.0 55.5 16.29 48.6 626.000 9,486 10.60 4.47 1.72 0.80 0.60 0.42 0.12 663.4 62.1 0.0 33.8 15.56 76.1 650.000 9,595 9.46 4.10 1.72 0.96 0.58 0.34 0.18 663.4 77.5 0.0 32.7 7.70 114.0 701.000 10,362 13.40 6.79 3.39 2.08 1.48 0.96 0.73 663.4 68.9 0.0 15.4 9.24 292.7 726.000 9,781 12.83 6.34 3.35 2.23 1.63 1.19 0.86 663.4 74.7 0.0 13.6 11.55 241.5 750.000 9,573 10.81 3.41 1.12 0.79 0.62 0.42 0.29 663.4 59.0 0.0 46.8 28.20 54.5 776.000 9,365 23.96 12.07 5.41 3.19 2.21 1.63 1.14 663.4 27.4 0.0 9.2 12.83 190.1 801.000 9,409 17.58 8.28 3.71 1.95 1.36 1.02 0.57 663.4 37.8 0.0 14.6 12.80 103.0 825.000 9,847 12.62 5.89 2.38 1.26 0.80 0.55 0.38 663.4 55.8 0.0 24.2 11.05 93.0 851.000 9,924 13.05 5.20 1.54 0.67 0.39 0.28 0.19 663.4 41.8 0.0 41.8 12.31 49.2 ---------------------------------------------------------------------------------------------------------------------------------------- Mean: 11.08 4.66 1.90 1.12 0.76 0.54 0.37 663.4 70.1 0.0 33.9 14.33 83.4 Std. Dev: 3.27 1.91 1.00 0.60 0.43 0.32 0.23 0.0 19.6 0.0 12.1 4.16 36.3 Var Coeff(%): 29.51 41.01 52.52 53.69 56.94 58.64 61.54 0.0 27.9 0.0 35.8 29.01 43.6 ----------------------------------------------------------------------------------------------------------------------------------------


sthapa

Text Box


---------------------------------------------------------------------------------------------------------------------------------------- TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) ---------------------------------------------------------------------------------------------------------------------------------------- District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 3.16 100,000 1,500,000 H1: v = 0.35 Base: 20.00 10,000 500,000 H2: v = 0.35 Subbase: 0.00 H3: v = 0.00 Subgrade: 49.99(by DB) 10,000 H4: v = 0.40 ---------------------------------------------------------------------------------------------------------------------------------------- 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---------------------------------------------------------------------------------------------------------------------------------------- 901.000 10,033 11.40 4.65 1.35 0.66 0.34 0.23 0.14 602.3 48.7 0.0 41.0 14.29 48.7 926.000 10,121 11.59 4.44 1.11 0.46 0.22 0.18 0.12 602.8 45.0 0.0 53.9 16.87 46.4 950.000 10,011 10.04 3.70 0.94 0.39 0.20 0.16 0.09 580.9 54.0 0.0 62.7 17.80 46.6 976.000 10,460 8.57 2.65 0.79 0.37 0.24 0.13 0.17 352.9 83.8 0.0 72.6 17.22 49.6 1000.000 10,055 6.16 2.60 1.00 0.55 0.30 0.19 0.40 824.4 114.0 0.0 50.3 9.39 76.8 1026.000 10,044 11.23 3.84 0.81 0.38 0.25 0.20 0.15 408.9 51.2 0.0 65.5 25.32 46.9 1050.000 9,847 12.11 4.28 0.94 0.46 0.32 0.22 0.18 383.7 46.7 0.0 53.9 24.93 46.6 1076.000 9,727 10.91 4.17 0.96 0.52 0.37 0.26 0.19 522.8 49.7 0.0 49.7 24.71 46.4 1100.000 9,420 7.46 3.04 1.00 0.56 0.38 0.27 0.17 561.0 88.2 0.0 44.8 18.44 54.6 1126.000 9,255 7.76 3.00 0.98 0.60 0.37 0.26 0.19 428.9 87.5 0.0 44.4 16.84 54.1 1151.000 9,650 11.46 4.85 1.80 0.96 0.61 0.38 0.32 418.1 58.9 0.0 26.3 13.40 68.7 1176.000 9,486 10.67 5.38 2.28 1.11 0.64 0.40 0.26 936.6 52.3 0.0 22.0 8.36 83.3 1200.000 9,540 12.23 5.21 1.71 0.82 0.51 0.34 0.20 505.2 47.1 0.0 29.6 16.04 54.3 1225.000 9,354 10.24 3.49 1.31 0.80 0.52 0.34 0.25 181.3 80.5 0.0 33.1 15.72 71.0 1251.000 9,157 4.91 2.58 1.41 0.90 0.63 0.43 0.30 1078.4 176.9 0.0 25.1 7.03 200.2 1276.000 9,277 4.22 1.78 1.07 0.72 0.49 0.36 0.27 176.2 403.2 0.0 30.1 8.97 278.9 1301.000 9,529 4.09 2.07 1.39 1.00 0.63 0.46 0.38 330.4 367.6 0.0 22.4 3.79 161.9 1326.000 9,705 3.46 1.71 1.08 0.79 0.58 0.35 0.26 371.8 448.7 0.0 28.3 5.02 133.9 1351.000 9,978 6.43 3.04 1.61 1.06 0.71 0.48 0.44 552.1 159.3 0.0 24.8 7.95 191.1 1376.000 9,069 9.91 5.33 2.63 1.41 0.84 0.57 0.42 1058.1 60.0 0.0 16.6 6.57 111.6 1400.000 9,365 4.87 2.28 1.28 0.83 0.59 0.44 0.34 516.7 222.9 0.0 27.9 9.42 300.0 1426.000 9,025 4.15 2.31 1.37 0.91 0.61 0.44 0.32 1500.0 213.1 0.0 23.7 4.75 241.9 * 1451.000 9,529 6.10 2.88 1.76 1.11 0.69 0.45 0.32 421.3 176.7 0.0 22.5 3.83 151.7 1476.000 9,420 3.00 1.21 0.69 0.44 0.35 0.27 0.21 314.1 500.0 0.0 49.9 14.47 300.0 * 1501.000 9,464 3.11 1.32 0.69 0.40 0.30 0.22 0.16 809.5 316.1 0.0 59.7 13.10 172.1 1526.000 9,617 5.28 1.56 0.59 0.39 0.28 0.24 0.18 192.2 193.3 0.0 69.3 21.60 72.8 1550.000 9,310 5.11 1.54 0.67 0.41 0.27 0.22 0.14 219.8 188.5 0.0 62.8 17.49 148.5 1577.000 9,453 7.02 2.03 0.63 0.40 0.26 0.21 0.16 243.9 111.8 0.0 71.5 22.78 51.2 1600.000 9,475 7.39 2.33 0.58 0.30 0.23 0.20 0.28 420.5 82.5 0.0 81.8 25.49 46.5 1625.000 9,146 6.30 1.99 0.65 0.32 0.24 0.22 0.14 341.1 112.6 0.0 72.7 22.66 54.2 1650.000 9,113 6.99 2.50 0.87 0.52 0.31 0.31 0.21 339.4 105.0 0.0 49.5 17.92 59.6 1677.000 9,201 10.02 3.45 0.80 0.39 0.22 0.24 0.19 407.5 53.8 0.0 60.4 22.54 46.4 1701.000 9,223 7.09 2.88 0.93 0.43 0.33 0.28 0.23 679.1 83.7 0.0 51.4 22.05 53.4 ---------------------------------------------------------------------------------------------------------------------------------------- Mean: 7.61 3.03 1.14 0.65 0.42 0.30 0.24 523.7 148.0 0.0 45.5 15.05 73.2 Std. Dev: 2.93 1.21 0.49 0.29 0.18 0.11 0.09 292.5 125.5 0.0 18.6 6.88 35.8 Var Coeff(%): 38.46 40.04 42.57 44.13 42.65 36.21 38.89 55.9 84.8 0.0 41.0 45.73 49.2 ----------------------------------------------------------------------------------------------------------------------------------------


sthapa

Text Box


sthapa

Line

sthapa

Line

sthapa

Line

sthapa

Line

sthapa

Line

sthapa

Line

---------------------------------------------------------------------------------------------------------------------------------------- TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) ---------------------------------------------------------------------------------------------------------------------------------------- District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 3.16 100,000 1,040,000 H1: v = 0.35 Base: 20.00 10,000 500,000 H2: v = 0.35 Subbase: 0.00 H3: v = 0.00 Subgrade: 55.70(by DB) 10,000 H4: v = 0.40 ---------------------------------------------------------------------------------------------------------------------------------------- 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---------------------------------------------------------------------------------------------------------------------------------------- 901.000 10,033 11.40 4.65 1.35 0.66 0.34 0.23 0.14 655.7 45.8 0.0 45.8 12.14 48.7 926.000 10,121 11.59 4.44 1.11 0.46 0.22 0.18 0.12 603.0 44.3 0.0 60.1 14.73 46.4 950.000 10,011 10.04 3.70 0.94 0.39 0.20 0.16 0.09 610.5 52.8 0.0 68.9 15.39 46.6 1000.000 10,055 6.16 2.60 1.00 0.55 0.30 0.19 0.40 917.5 108.1 0.0 56.4 8.01 76.8 1050.000 9,847 12.11 4.28 0.94 0.46 0.32 0.22 0.18 397.6 45.9 0.0 58.9 22.74 46.6 1076.000 9,727 10.91 4.17 0.96 0.52 0.37 0.26 0.19 482.4 50.1 0.0 53.8 23.00 46.4 1100.000 9,420 7.46 3.04 1.00 0.56 0.38 0.27 0.17 611.7 84.4 0.0 49.8 17.15 54.6 1126.000 9,255 7.76 3.00 0.98 0.60 0.37 0.26 0.19 463.6 84.5 0.0 48.8 15.48 54.1 1151.000 9,650 11.46 4.85 1.80 0.96 0.61 0.38 0.32 462.8 56.0 0.0 29.5 12.08 68.7 1176.000 9,486 10.67 5.38 2.28 1.11 0.64 0.40 0.26 725.0 54.6 0.0 24.2 7.04 83.3 * 1200.000 9,540 12.23 5.21 1.71 0.82 0.51 0.34 0.20 564.8 44.3 0.0 33.2 14.38 54.3 1225.000 9,354 10.24 3.49 1.31 0.80 0.52 0.34 0.25 178.9 79.5 0.0 36.6 14.12 71.0 1251.000 9,157 4.91 2.58 1.41 0.90 0.63 0.43 0.30 805.9 187.0 0.0 27.7 7.08 200.2 1276.000 9,277 4.22 1.78 1.07 0.72 0.49 0.36 0.27 237.8 347.0 0.0 34.8 8.34 278.9 1301.000 9,529 4.09 2.07 1.39 1.00 0.63 0.46 0.38 310.2 364.5 0.0 24.6 3.19 161.9 1326.000 9,705 3.46 1.71 1.08 0.79 0.58 0.35 0.26 298.6 479.8 0.0 31.0 4.57 133.9 1351.000 9,978 6.43 3.04 1.61 1.06 0.71 0.48 0.44 505.1 157.6 0.0 27.4 7.72 191.1 1376.000 9,069 9.91 5.33 2.63 1.41 0.84 0.57 0.42 602.1 60.2 0.0 20.1 10.20 111.6 * 1400.000 9,365 4.87 2.28 1.28 0.83 0.59 0.44 0.34 469.5 221.4 0.0 30.9 9.28 300.0 1426.000 9,025 4.15 2.31 1.37 0.91 0.61 0.44 0.32 780.6 245.3 0.0 26.1 5.88 241.9 * 1451.000 9,529 6.10 2.88 1.76 1.11 0.69 0.45 0.32 388.0 175.4 0.0 24.9 3.03 151.7 1476.000 9,420 3.00 1.21 0.69 0.44 0.35 0.27 0.21 443.3 433.7 0.0 57.3 14.82 300.0 1501.000 9,464 3.11 1.32 0.69 0.40 0.30 0.22 0.16 833.9 302.9 0.0 66.0 12.46 172.1 1650.000 9,113 6.99 2.50 0.87 0.52 0.31 0.31 0.21 334.9 103.7 0.0 54.3 16.59 59.6 1677.000 9,201 10.02 3.45 0.80 0.39 0.22 0.24 0.19 423.8 52.9 0.0 66.1 20.52 46.4 1701.000 9,223 7.09 2.88 0.93 0.43 0.33 0.28 0.23 746.4 79.5 0.0 57.0 20.75 53.4 ---------------------------------------------------------------------------------------------------------------------------------------- Mean: 7.71 3.24 1.27 0.72 0.46 0.33 0.25 532.8 152.3 0.0 42.8 12.33 78.9 Std. Dev: 3.14 1.24 0.47 0.28 0.18 0.11 0.09 192.6 131.9 0.0 15.7 5.79 42.0 Var Coeff(%): 40.74 38.26 37.22 38.17 37.96 32.69 37.27 36.1 86.6 0.0 36.7 46.93 53.7 ----------------------------------------------------------------------------------------------------------------------------------------


sthapa

Text Box


---------------------------------------------------------------------------------------------------------------------------------------- TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) ---------------------------------------------------------------------------------------------------------------------------------------- District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 3.00 100,000 1,040,000 H1: v = 0.35 Base: 20.00 10,000 500,000 H2: v = 0.35 Subbase: 0.00 H3: v = 0.00 Subgrade: 192.21(by DB) 10,000 H4: v = 0.40 ---------------------------------------------------------------------------------------------------------------------------------------- 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---------------------------------------------------------------------------------------------------------------------------------------- 1727.000 9,190 10.56 4.35 1.76 1.04 0.69 0.55 0.42 694.0 50.7 0.0 49.8 2.48 93.7 1750.000 8,883 13.58 5.98 2.30 1.28 0.85 0.65 0.53 724.4 33.6 0.0 38.6 1.78 76.3 1776.000 8,993 9.21 5.43 2.69 1.67 1.15 0.84 0.65 1040.0 61.5 0.0 30.1 3.93 300.0 * 1802.000 9,025 12.44 6.34 2.85 1.78 1.24 0.99 0.73 969.0 41.2 0.0 28.5 3.77 199.7 1825.000 9,113 12.35 6.00 2.51 1.37 0.91 0.71 0.42 1040.0 36.2 0.0 36.8 2.56 111.6 * 1851.000 9,036 10.59 5.01 2.40 1.57 1.12 0.87 0.63 714.6 58.5 0.0 32.6 3.38 300.0 1876.000 9,245 12.54 4.76 2.13 1.49 1.11 0.84 0.65 251.2 58.7 0.0 38.1 5.12 191.2 1963.000 9,409 13.01 5.02 2.48 1.80 1.35 1.10 0.80 170.0 67.2 0.0 32.3 5.71 300.0 1975.000 8,861 11.25 4.26 2.31 1.74 1.37 1.07 0.81 100.0 89.6 0.0 31.5 6.00 300.0 * 2001.000 9,025 11.92 4.73 2.13 1.42 1.03 0.81 0.53 339.3 56.4 0.0 37.9 4.41 204.7 2026.000 8,916 12.74 5.05 2.31 1.69 1.30 0.94 0.74 234.1 58.2 0.0 32.6 5.65 246.9 2051.000 8,971 14.43 5.78 2.67 1.87 1.47 1.13 0.90 214.8 51.4 0.0 28.6 6.60 281.6 2077.000 8,872 12.73 5.85 2.98 2.05 1.52 1.11 0.84 411.3 54.7 0.0 24.8 3.17 300.0 ---------------------------------------------------------------------------------------------------------------------------------------- Mean: 12.10 5.27 2.42 1.60 1.16 0.89 0.67 531.0 55.2 0.0 34.0 4.20 215.2 Std. Dev: 1.40 0.67 0.33 0.27 0.25 0.19 0.16 346.6 14.3 0.0 6.3 1.52 114.3 Var Coeff(%): 11.53 12.72 13.51 17.09 21.26 20.75 23.49 65.3 25.9 0.0 18.7 36.25 56.2 ----------------------------------------------------------------------------------------------------------------------------------------


sthapa

Text Box


sthapa

Line

---------------------------------------------------------------------------------------------------------------------------------------- TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) ---------------------------------------------------------------------------------------------------------------------------------------- District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 3.00 100,000 1,500,000 H1: v = 0.35 Base: 20.00 10,000 500,000 H2: v = 0.35 Subbase: 0.00 H3: v = 0.00 Subgrade: 220.95(by DB) 10,000 H4: v = 0.40 ---------------------------------------------------------------------------------------------------------------------------------------- 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---------------------------------------------------------------------------------------------------------------------------------------- 1750.000 8,883 13.58 5.98 2.30 1.28 0.85 0.65 0.53 742.2 33.1 0.0 40.3 1.21 76.3 1776.000 8,993 9.21 5.43 2.69 1.67 1.15 0.84 0.65 1500.0 54.6 0.0 31.6 2.36 300.0 * 1802.000 9,025 12.44 6.34 2.85 1.78 1.24 0.99 0.73 1011.3 40.1 0.0 29.7 3.05 199.7 1825.000 9,113 12.35 6.00 2.51 1.37 0.91 0.71 0.42 1142.2 34.7 0.0 38.7 1.90 111.6 1851.000 9,036 10.59 5.01 2.40 1.57 1.12 0.87 0.63 759.2 56.8 0.0 34.0 2.64 300.0 1876.000 9,245 12.54 4.76 2.13 1.49 1.11 0.84 0.65 269.1 57.2 0.0 39.6 4.34 191.2 1963.000 9,409 13.01 5.02 2.48 1.80 1.35 1.10 0.80 192.3 64.8 0.0 33.6 5.05 300.0 1975.000 8,861 11.25 4.26 2.31 1.74 1.37 1.07 0.81 115.7 85.9 0.0 32.6 5.56 300.0 2001.000 9,025 11.92 4.73 2.13 1.42 1.03 0.81 0.53 363.8 54.8 0.0 39.5 3.56 204.7 2026.000 8,916 12.74 5.05 2.31 1.69 1.30 0.94 0.74 257.2 56.4 0.0 34.0 5.03 246.9 2051.000 8,971 14.43 5.78 2.67 1.87 1.47 1.13 0.90 240.8 49.6 0.0 29.8 5.83 281.6 2077.000 8,872 12.73 5.85 2.98 2.05 1.52 1.11 0.84 441.7 53.2 0.0 26.0 2.46 300.0 ---------------------------------------------------------------------------------------------------------------------------------------- Mean: 12.23 5.35 2.48 1.64 1.20 0.92 0.69 586.3 53.4 0.0 34.1 3.58 244.0 Std. Dev: 1.38 0.64 0.27 0.23 0.21 0.16 0.14 442.5 14.1 0.0 4.6 1.54 127.0 Var Coeff(%): 11.24 11.92 10.94 13.69 17.58 17.46 20.99 75.5 26.3 0.0 13.4 43.06 55.8 ----------------------------------------------------------------------------------------------------------------------------------------


sthapa

Text Box


---------------------------------------------------------------------------------------------------------------------------------------- TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) ---------------------------------------------------------------------------------------------------------------------------------------- District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 3.00 100,000 1,040,000 H1: v = 0.35 Base: 12.00 10,000 500,000 H2: v = 0.35 Subbase: 0.00 H3: v = 0.00 Subgrade: 86.59(by DB) 10,000 H4: v = 0.40 ---------------------------------------------------------------------------------------------------------------------------------------- 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---------------------------------------------------------------------------------------------------------------------------------------- 2100.000 8,861 18.85 8.79 3.95 2.64 2.04 1.61 1.26 278.7 47.0 0.0 14.1 16.39 197.1 2127.000 8,697 18.01 9.11 4.56 3.01 2.23 1.73 1.34 295.0 56.7 0.0 12.1 13.68 300.0 2151.000 8,719 22.26 11.28 4.96 3.12 2.30 1.88 1.47 295.4 36.5 0.0 11.2 14.41 158.2 2175.000 8,960 23.32 13.26 5.83 3.30 2.11 1.69 1.21 520.3 28.6 0.0 10.6 9.89 142.4 2200.000 8,795 25.73 12.25 3.97 1.53 0.79 0.48 0.31 650.3 11.6 0.0 20.0 2.59 53.0 2226.000 8,861 26.53 12.39 3.91 1.45 0.65 0.40 0.22 668.7 10.4 0.0 21.5 3.12 51.5 2250.000 8,773 14.44 6.66 2.62 1.27 0.73 0.49 0.29 687.6 34.4 0.0 26.0 4.88 82.3 2276.000 8,686 26.02 14.24 5.46 2.39 1.22 0.85 0.66 814.6 12.0 0.0 13.9 5.27 68.3 2300.000 8,631 27.26 14.95 6.27 3.19 2.02 1.56 0.98 496.1 19.1 0.0 10.2 9.58 91.6 2325.000 8,576 15.87 8.72 4.32 2.62 1.87 1.43 0.87 431.8 57.2 0.0 13.1 10.92 251.6 2350.000 8,971 20.98 9.25 4.45 2.63 1.80 1.33 1.06 211.0 41.6 0.0 13.9 11.65 195.7 2376.000 8,817 19.87 9.52 4.53 2.64 1.73 1.43 0.93 290.6 41.4 0.0 13.4 10.48 174.7 2401.000 8,664 19.47 11.44 5.75 3.26 2.09 1.57 1.24 598.1 38.5 0.0 10.6 7.18 144.7 2426.000 8,817 30.35 15.07 5.35 2.60 1.78 1.39 1.12 410.7 14.7 0.0 12.2 12.75 61.0 2451.000 9,004 26.31 11.75 4.75 2.60 1.80 1.74 1.16 230.7 26.4 0.0 13.1 14.54 92.1 2478.000 8,949 25.20 11.15 4.44 2.50 1.76 1.48 1.05 231.9 27.5 0.0 13.7 14.10 86.3 ---------------------------------------------------------------------------------------------------------------------------------------- Mean: 22.53 11.24 4.70 2.55 1.68 1.32 0.95 444.5 31.5 0.0 14.4 10.09 101.6 Std. Dev: 4.52 2.44 0.90 0.63 0.54 0.48 0.39 193.8 15.3 0.0 4.4 4.33 52.2 Var Coeff(%): 20.07 21.67 19.27 24.75 31.96 36.78 40.71 43.6 48.7 0.0 30.5 42.93 51.6 ----------------------------------------------------------------------------------------------------------------------------------------


sthapa

Line

sthapa

Text Box


sthapa

Line

sthapa

Line

---------------------------------------------------------------------------------------------------------------------------------------- TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) ---------------------------------------------------------------------------------------------------------------------------------------- District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 3.00 100,000 1,040,000 H1: v = 0.35 Base: 12.00 10,000 500,000 H2: v = 0.35 Subbase: 0.00 H3: v = 0.00 Subgrade: 106.45(by DB) 10,000 H4: v = 0.40 ---------------------------------------------------------------------------------------------------------------------------------------- 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---------------------------------------------------------------------------------------------------------------------------------------- 2100.000 8,861 18.85 8.79 3.95 2.64 2.04 1.61 1.26 241.6 46.2 0.0 15.4 13.58 197.1 2127.000 8,697 18.01 9.11 4.56 3.01 2.23 1.73 1.34 308.5 51.7 0.0 13.6 11.29 300.0 2151.000 8,719 22.26 11.28 4.96 3.12 2.30 1.88 1.47 294.9 34.5 0.0 12.4 12.15 158.2 2175.000 8,960 23.32 13.26 5.83 3.30 2.11 1.69 1.21 635.9 24.2 0.0 12.0 7.69 142.4 2276.000 8,686 26.02 14.24 5.46 2.39 1.22 0.85 0.66 921.9 10.1 0.0 16.2 2.73 68.3 2300.000 8,631 27.26 14.95 6.27 3.19 2.02 1.56 0.98 605.3 15.8 0.0 11.6 6.81 91.6 2325.000 8,576 15.87 8.72 4.32 2.62 1.87 1.43 0.87 534.0 49.6 0.0 14.7 8.74 251.6 2350.000 8,971 20.98 9.25 4.45 2.63 1.80 1.33 1.06 128.1 44.6 0.0 15.4 8.40 195.7 2376.000 8,817 19.87 9.52 4.53 2.64 1.73 1.43 0.93 282.7 39.4 0.0 14.9 7.71 174.7 2401.000 8,664 19.47 11.44 5.75 3.26 2.09 1.57 1.24 762.4 32.6 0.0 11.9 5.10 144.7 2426.000 8,817 30.35 15.07 5.35 2.60 1.78 1.39 1.12 445.7 13.3 0.0 13.6 9.10 61.0 2451.000 9,004 26.31 11.75 4.75 2.60 1.80 1.74 1.16 253.5 24.2 0.0 14.5 11.66 92.1 2478.000 8,949 25.20 11.15 4.44 2.50 1.76 1.48 1.05 253.8 25.2 0.0 15.3 11.03 86.3 ---------------------------------------------------------------------------------------------------------------------------------------- Mean: 22.60 11.43 4.97 2.81 1.90 1.51 1.10 436.0 31.7 0.0 14.0 8.92 121.5 Std. Dev: 4.23 2.33 0.70 0.32 0.28 0.26 0.21 238.0 14.1 0.0 1.6 3.03 63.2 Var Coeff(%): 18.73 20.40 14.04 11.31 14.62 16.86 19.39 54.6 44.5 0.0 11.2 33.99 48.2 ----------------------------------------------------------------------------------------------------------------------------------------


sthapa

Text Box


sthapa

Oval

sthapa

Callout

Lowest Modulus pf Subgrade

---------------------------------------------------------------------------------------------------------------------------------------- TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) ---------------------------------------------------------------------------------------------------------------------------------------- District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 2.75 663,400 663,400 H1: v = 0.35 Base: 16.00 10,000 500,000 H2: v = 0.35 Subbase: 0.00 H3: v = 0.00 Subgrade: 85.88(by DB) 10,000 H4: v = 0.40 ---------------------------------------------------------------------------------------------------------------------------------------- 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 9,924 12.39 5.63 2.86 2.08 1.57 1.19 1.13 663.4 76.3 0.0 20.3 13.77 300.0 50.000 10,011 18.30 7.07 2.78 1.91 1.56 1.24 0.91 663.4 37.3 0.0 22.2 20.61 82.7 100.000 9,957 11.80 5.89 2.82 1.87 1.44 1.22 1.01 663.4 77.9 0.0 21.0 13.16 300.0 151.000 10,154 18.45 8.20 3.00 1.81 1.37 1.04 1.06 663.4 34.4 0.0 22.1 14.27 65.9 201.000 10,603 43.88 6.94 2.62 1.39 0.85 0.61 0.46 663.4 21.1 0.0 21.1 38.43 72.0 * 252.000 9,606 20.03 8.88 3.22 1.63 1.04 0.74 0.48 663.4 25.6 0.0 22.3 8.06 64.5 300.000 9,540 23.70 11.10 4.19 2.39 1.69 1.36 0.94 663.4 23.0 0.0 15.4 13.69 71.5 349.000 10,504 27.06 8.65 4.02 2.64 1.99 1.78 1.38 663.4 25.6 0.0 17.8 25.80 300.0 400.000 10,011 17.20 8.22 3.67 2.39 1.70 1.39 1.04 663.4 45.1 0.0 16.7 11.98 185.1 450.000 9,880 20.22 10.71 4.42 2.46 1.65 1.26 0.89 663.4 31.7 0.0 15.1 9.57 102.5 500.000 9,496 22.27 10.69 4.32 2.42 1.56 1.05 0.69 663.4 25.1 0.0 15.5 7.80 92.3 ---------------------------------------------------------------------------------------------------------------------------------------- Mean: 21.39 8.36 3.45 2.09 1.49 1.17 0.91 663.4 38.5 0.0 19.1 16.10 104.6 Std. Dev: 8.69 1.90 0.69 0.40 0.32 0.32 0.27 0.0 20.4 0.0 3.0 9.11 50.4 Var Coeff(%): 40.65 22.72 20.01 19.07 21.24 27.04 30.27 0.0 52.9 0.0 15.6 56.55 48.8 ----------------------------------------------------------------------------------------------------------------------------------------


sthapa

Line

sthapa

Text Box

Westbound Sec1 Trial 1

sthapa

Line

sthapa

Line

sthapa

Line

---------------------------------------------------------------------------------------------------------------------------------------- TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) ---------------------------------------------------------------------------------------------------------------------------------------- District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 2.75 663,400 663,400 H1: v = 0.35 Base: 16.00 10,000 150,000 H2: v = 0.35 Subbase: 0.00 H3: v = 0.00 Subgrade: 125.68(by DB) 10,000 H4: v = 0.40 ---------------------------------------------------------------------------------------------------------------------------------------- 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 9,924 12.39 5.63 2.86 2.08 1.57 1.19 1.13 663.4 71.5 0.0 24.1 9.89 300.0 100.000 9,957 11.80 5.89 2.82 1.87 1.44 1.22 1.01 663.4 73.3 0.0 24.9 10.09 300.0 300.000 9,540 23.70 11.10 4.19 2.39 1.69 1.36 0.94 663.4 20.8 0.0 18.8 8.73 71.5 349.000 10,504 27.06 8.65 4.02 2.64 1.99 1.78 1.38 663.4 22.8 0.0 21.7 22.01 300.0 400.000 10,011 17.20 8.22 3.67 2.39 1.70 1.39 1.04 663.4 41.6 0.0 20.5 8.37 185.1 450.000 9,880 20.22 10.71 4.42 2.46 1.65 1.26 0.89 663.4 29.1 0.0 18.6 6.22 102.5 500.000 9,496 22.27 10.69 4.32 2.42 1.56 1.05 0.69 663.4 22.8 0.0 19.0 2.71 92.3 ---------------------------------------------------------------------------------------------------------------------------------------- Mean: 19.23 8.70 3.76 2.32 1.66 1.32 1.01 663.4 40.3 0.0 21.1 9.72 144.4 Std. Dev: 5.74 2.28 0.67 0.26 0.17 0.23 0.21 0.0 23.0 0.0 2.6 5.99 79.1 Var Coeff(%): 29.84 26.26 17.87 11.15 10.39 17.52 21.12 0.0 57.2 0.0 12.3 61.64 56.5 ----------------------------------------------------------------------------------------------------------------------------------------


sthapa

Text Box


---------------------------------------------------------------------------------------------------------------------------------------- TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) ---------------------------------------------------------------------------------------------------------------------------------------- District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 3.50 100,000 1,040,000 H1: v = 0.35 Base: 20.00 10,000 500,000 H2: v = 0.35 Subbase: 0.00 H3: v = 0.00 Subgrade: 42.27(by DB) 10,000 H4: v = 0.40 ---------------------------------------------------------------------------------------------------------------------------------------- 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---------------------------------------------------------------------------------------------------------------------------------------- 601.000 9,420 11.98 4.95 2.17 1.39 1.00 0.77 0.56 122.8 88.6 0.0 15.7 17.92 157.0 651.000 9,661 14.81 6.53 2.91 1.80 1.14 0.83 0.52 194.2 58.2 0.0 12.7 13.35 182.4 701.000 9,694 19.24 8.37 3.52 1.98 1.27 0.95 0.72 181.2 39.4 0.0 11.2 14.75 114.8 751.000 9,705 13.36 5.48 1.92 1.10 0.78 0.62 0.47 225.9 55.5 0.0 19.8 20.96 60.2 801.000 9,891 9.43 3.10 0.84 0.41 0.26 0.20 0.17 321.1 68.3 0.0 55.7 23.86 47.3 852.000 9,727 8.73 2.49 0.57 0.32 0.22 0.15 0.15 261.5 74.3 0.0 74.3 30.25 46.5 900.000 10,000 10.89 3.64 1.02 0.52 0.29 0.18 0.17 279.2 60.8 0.0 46.2 20.27 47.9 951.000 9,924 6.90 2.29 0.64 0.37 0.24 0.19 0.14 384.6 102.9 0.0 66.9 24.60 47.9 ---------------------------------------------------------------------------------------------------------------------------------------- Mean: 11.92 4.61 1.70 0.99 0.65 0.49 0.36 246.3 68.5 0.0 37.8 20.74 65.8 Std. Dev: 3.90 2.13 1.11 0.68 0.45 0.34 0.23 83.4 20.0 0.0 26.0 5.53 28.9 Var Coeff(%): 32.75 46.27 65.43 68.54 68.77 69.88 63.59 33.9 29.2 0.0 68.7 26.64 43.9 ----------------------------------------------------------------------------------------------------------------------------------------


sthapa

Text Box


sthapa

Line

sthapa

Line

---------------------------------------------------------------------------------------------------------------------------------------- TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) ---------------------------------------------------------------------------------------------------------------------------------------- District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 3.50 100,000 1,040,000 H1: v = 0.35 Base: 20.00 10,000 500,000 H2: v = 0.35 Subbase: 0.00 H3: v = 0.00 Subgrade: 52.24(by DB) 10,000 H4: v = 0.40 ---------------------------------------------------------------------------------------------------------------------------------------- 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---------------------------------------------------------------------------------------------------------------------------------------- 601.000 9,420 11.98 4.95 2.17 1.39 1.00 0.77 0.56 250.1 67.4 0.0 19.1 15.81 157.0 651.000 9,661 14.81 6.53 2.91 1.80 1.14 0.83 0.52 270.7 51.1 0.0 15.3 11.02 182.4 701.000 9,694 19.24 8.37 3.52 1.98 1.27 0.95 0.72 215.5 37.2 0.0 13.2 12.10 114.8 751.000 9,705 13.36 5.48 1.92 1.10 0.78 0.62 0.47 307.1 50.5 0.0 24.1 18.86 60.2 801.000 9,891 9.43 3.10 0.84 0.41 0.26 0.20 0.17 337.8 64.8 0.0 64.8 19.43 47.3 900.000 10,000 10.89 3.64 1.02 0.52 0.29 0.18 0.17 317.4 55.4 0.0 55.4 15.63 47.9 ---------------------------------------------------------------------------------------------------------------------------------------- Mean: 13.29 5.35 2.06 1.20 0.79 0.59 0.44 283.1 54.4 0.0 32.0 15.47 75.7 Std. Dev: 3.47 1.93 1.04 0.65 0.43 0.33 0.22 46.0 10.9 0.0 22.3 3.42 37.8 Var Coeff(%): 26.10 36.16 50.63 54.02 54.53 55.58 50.97 16.2 20.1 0.0 69.7 22.10 49.9 ----------------------------------------------------------------------------------------------------------------------------------------


sthapa

Text Box


---------------------------------------------------------------------------------------------------------------------------------------- TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) ---------------------------------------------------------------------------------------------------------------------------------------- District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 3.00 100,000 1,040,000 H1: v = 0.35 Base: 20.33 10,000 500,000 H2: v = 0.35 Subbase: 0.00 H3: v = 0.00 Subgrade: 37.02(by DB) 10,000 H4: v = 0.40 ---------------------------------------------------------------------------------------------------------------------------------------- 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---------------------------------------------------------------------------------------------------------------------------------------- 1000.000 9,595 21.13 10.41 4.09 2.17 1.31 0.80 0.52 456.1 29.8 0.0 8.8 13.02 82.0 1050.000 9,496 8.13 3.65 1.43 0.79 0.52 0.40 0.31 789.1 87.2 0.0 23.6 17.62 81.9 1101.000 10,011 11.46 4.74 1.58 0.84 0.55 0.41 0.34 512.1 61.7 0.0 23.1 21.21 55.5 1150.000 9,869 9.29 3.42 1.07 0.59 0.36 0.20 0.17 512.1 75.8 0.0 34.9 21.32 51.6 1201.000 10,088 6.74 1.97 0.66 0.43 0.31 0.22 0.17 145.9 167.3 0.0 48.6 25.60 56.1 * 1251.000 9,573 4.37 1.22 0.47 0.33 0.23 0.18 0.12 191.0 277.1 0.0 63.7 23.72 77.3 * 1301.000 9,661 10.69 4.11 1.20 0.57 0.35 0.24 0.20 546.7 58.3 0.0 32.9 23.70 48.9 1351.000 9,628 11.86 5.58 2.27 1.15 0.68 0.47 0.32 715.2 54.9 0.0 16.4 13.17 92.1 1400.000 9,694 10.34 4.13 1.45 0.80 0.50 0.36 0.25 481.0 69.3 0.0 24.1 19.30 60.5 1451.000 9,694 9.22 3.13 0.80 0.41 0.30 0.13 0.17 505.4 67.1 0.0 51.2 28.76 46.6 1502.000 9,737 10.09 3.65 0.89 0.41 0.28 0.20 0.16 599.8 56.1 0.0 47.7 28.12 46.4 1551.000 9,705 9.52 3.51 0.91 0.44 0.27 0.18 0.13 619.4 62.4 0.0 44.6 26.18 46.7 1600.000 9,562 10.69 4.09 1.10 0.52 0.36 0.26 0.23 564.5 55.6 0.0 35.5 27.29 47.1 1651.000 9,716 13.34 5.43 1.98 1.01 0.61 0.42 0.28 405.6 52.4 0.0 18.6 17.24 65.6 1701.000 9,453 10.08 5.13 2.43 1.44 1.03 0.79 0.54 654.8 83.2 0.0 11.7 13.74 203.2 1751.000 10,055 17.69 7.27 3.18 1.84 1.18 0.83 0.63 247.2 49.8 0.0 11.0 15.43 153.3 1801.000 9,705 13.06 5.25 1.74 0.81 0.48 0.27 0.14 475.0 49.0 0.0 23.0 18.41 55.0 1851.000 9,694 9.37 3.65 0.94 0.44 0.29 0.18 0.12 705.4 61.6 0.0 42.9 26.83 46.7 1900.000 9,989 8.22 3.17 0.85 0.35 0.17 0.11 0.21 893.3 68.4 0.0 54.5 21.95 47.1 1951.000 9,606 11.65 4.91 1.65 0.75 0.38 0.25 0.13 627.9 51.4 0.0 25.0 15.66 56.1 2000.000 10,121 5.30 2.52 1.44 1.03 0.76 0.55 0.44 125.3 403.7 0.0 16.0 9.35 296.2 ---------------------------------------------------------------------------------------------------------------------------------------- Mean: 10.58 4.33 1.53 0.82 0.52 0.35 0.27 513.0 92.5 0.0 31.3 20.36 60.4 Std. Dev: 3.73 1.93 0.88 0.49 0.32 0.22 0.15 203.9 88.8 0.0 16.0 5.69 21.2 Var Coeff(%): 35.27 44.63 57.44 60.63 60.60 62.48 56.85 39.7 96.0 0.0 50.9 27.95 35.1 ----------------------------------------------------------------------------------------------------------------------------------------


sthapa

Line

sthapa

Text Box


sthapa

Line

sthapa

Line

sthapa

Line

sthapa

Line

---------------------------------------------------------------------------------------------------------------------------------------- TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) ---------------------------------------------------------------------------------------------------------------------------------------- District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 3.00 100,000 1,040,000 H1: v = 0.35 Base: 20.33 10,000 500,000 H2: v = 0.35 Subbase: 0.00 H3: v = 0.00 Subgrade: 37.15(by DB) 10,000 H4: v = 0.40 ---------------------------------------------------------------------------------------------------------------------------------------- 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---------------------------------------------------------------------------------------------------------------------------------------- 1000.000 9,595 21.13 10.41 4.09 2.17 1.31 0.80 0.52 446.4 30.2 0.0 8.7 12.82 82.0 1050.000 9,496 8.13 3.65 1.43 0.79 0.52 0.40 0.31 799.1 87.1 0.0 23.6 17.51 81.9 1101.000 10,011 11.46 4.74 1.58 0.84 0.55 0.41 0.34 514.7 61.5 0.0 23.3 21.15 55.5 1150.000 9,869 9.29 3.42 1.07 0.59 0.36 0.20 0.17 511.3 75.8 0.0 35.0 21.25 51.6 1301.000 9,661 10.69 4.11 1.20 0.57 0.35 0.24 0.20 552.2 58.1 0.0 33.1 23.62 48.9 1351.000 9,628 11.86 5.58 2.27 1.15 0.68 0.47 0.32 698.0 55.7 0.0 16.3 13.00 92.1 1400.000 9,694 10.34 4.13 1.45 0.80 0.50 0.36 0.25 481.6 69.3 0.0 24.2 19.25 60.5 1551.000 9,705 9.52 3.51 0.91 0.44 0.27 0.18 0.13 619.8 62.2 0.0 44.9 26.07 46.7 1600.000 9,562 10.69 4.09 1.10 0.52 0.36 0.26 0.23 564.1 55.6 0.0 35.7 27.21 47.1 1651.000 9,716 13.34 5.43 1.98 1.01 0.61 0.42 0.28 404.9 52.4 0.0 18.8 17.18 65.6 1701.000 9,453 10.08 5.13 2.43 1.44 1.03 0.79 0.54 657.8 83.7 0.0 11.7 13.55 203.2 1751.000 10,055 17.69 7.27 3.18 1.84 1.18 0.83 0.63 248.5 49.7 0.0 11.1 15.37 153.3 1801.000 9,705 13.06 5.25 1.74 0.81 0.48 0.27 0.14 472.0 49.0 0.0 23.1 18.34 55.0 1851.000 9,694 9.37 3.65 0.94 0.44 0.29 0.18 0.12 708.9 61.4 0.0 43.1 26.72 46.7 1951.000 9,606 11.65 4.91 1.65 0.75 0.38 0.25 0.13 627.2 51.4 0.0 25.1 15.57 56.1 ---------------------------------------------------------------------------------------------------------------------------------------- Mean: 11.89 5.02 1.80 0.94 0.59 0.40 0.29 553.8 60.2 0.0 25.2 19.24 60.5 Std. Dev: 3.42 1.81 0.89 0.51 0.33 0.23 0.16 138.3 14.5 0.0 11.2 4.94 19.7 Var Coeff(%): 28.81 36.05 49.31 54.18 55.26 56.33 56.20 25.0 24.0 0.0 44.6 25.68 32.7 ----------------------------------------------------------------------------------------------------------------------------------------


sthapa

Text Box


---------------------------------------------------------------------------------------------------------------------------------------- TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) ---------------------------------------------------------------------------------------------------------------------------------------- District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 2.50 663,400 663,400 H1: v = 0.35 Base: 13.50 10,000 500,000 H2: v = 0.35 Subbase: 0.00 H3: v = 0.00 Subgrade: 63.27(by DB) 10,000 H4: v = 0.40 ---------------------------------------------------------------------------------------------------------------------------------------- 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---------------------------------------------------------------------------------------------------------------------------------------- 2051.000 9,431 6.61 3.18 1.53 0.97 0.59 0.45 0.28 663.4 174.4 0.0 33.9 12.72 138.5 2101.000 9,223 3.52 1.66 0.60 0.36 0.24 0.18 0.12 663.4 356.4 0.0 66.3 23.60 64.5 2151.000 9,902 8.99 2.97 0.87 0.43 0.28 0.19 0.15 663.4 73.2 0.0 66.3 18.32 49.0 2201.000 9,748 9.43 4.20 1.54 0.78 0.44 0.30 0.31 663.4 84.8 0.0 37.5 12.96 66.6 2251.000 9,584 9.30 3.74 1.48 0.83 0.55 0.38 0.30 663.4 89.7 0.0 36.7 16.03 85.2 2300.000 9,781 10.44 3.90 1.59 0.92 0.60 0.42 0.33 663.4 79.6 0.0 35.3 17.26 97.4 2350.000 9,672 10.73 4.13 1.62 0.91 0.59 0.44 0.31 663.4 74.5 0.0 34.3 16.97 82.2 2401.000 9,781 10.80 4.51 1.74 0.99 0.64 0.46 0.33 663.4 76.9 0.0 31.5 15.89 77.4 2451.000 9,737 10.96 4.56 1.93 1.17 0.76 0.50 0.39 663.4 81.0 0.0 27.8 14.85 120.5 2491.000 9,409 9.96 4.70 2.30 1.53 1.08 0.74 0.52 663.4 112.3 0.0 21.4 15.62 300.0 ---------------------------------------------------------------------------------------------------------------------------------------- Mean: 9.07 3.76 1.52 0.89 0.58 0.41 0.30 663.4 120.3 0.0 39.1 16.42 79.3 Std. Dev: 2.33 0.93 0.48 0.34 0.24 0.16 0.11 0.0 88.4 0.0 15.1 3.08 33.3 Var Coeff(%): 25.72 24.80 31.86 37.75 41.36 39.91 36.96 0.0 73.5 0.0 38.6 18.76 38.9 ----------------------------------------------------------------------------------------------------------------------------------------


sthapa

Text Box


sthapa

Line

sthapa

Line

---------------------------------------------------------------------------------------------------------------------------------------- TTI MODULUS ANALYSIS SYSTEM (SUMMARY REPORT) (Version 6.1) ---------------------------------------------------------------------------------------------------------------------------------------- District: MODULI RANGE(psi) County : Thickness(in) Minimum Maximum Poisson Ratio Values Highway/Road: Pavement: 2.50 663,400 663,400 H1: v = 0.35 Base: 13.50 10,000 500,000 H2: v = 0.35 Subbase: 0.00 H3: v = 0.00 Subgrade: 74.16(by DB) 10,000 H4: v = 0.40 ---------------------------------------------------------------------------------------------------------------------------------------- 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---------------------------------------------------------------------------------------------------------------------------------------- 2051.000 9,431 6.61 3.18 1.53 0.97 0.59 0.45 0.28 663.4 162.8 0.0 38.2 10.63 138.5 2201.000 9,748 9.43 4.20 1.54 0.78 0.44 0.30 0.31 663.4 80.9 0.0 42.3 8.78 66.6 2251.000 9,584 9.30 3.74 1.48 0.83 0.55 0.38 0.30 663.4 85.4 0.0 41.4 12.13 85.2 2300.000 9,781 10.44 3.90 1.59 0.92 0.60 0.42 0.33 663.4 75.8 0.0 39.7 13.15 97.4 2350.000 9,672 10.73 4.13 1.62 0.91 0.59 0.44 0.31 663.4 71.0 0.0 38.5 12.84 82.2 2401.000 9,781 10.80 4.51 1.74 0.99 0.64 0.46 0.33 663.4 73.2 0.0 35.5 12.46 77.4 2451.000 9,737 10.96 4.56 1.93 1.17 0.76 0.50 0.39 663.4 77.1 0.0 31.4 11.49 120.5 2491.000 9,409 9.96 4.70 2.30 1.53 1.08 0.74 0.52 663.4 105.4 0.0 24.1 13.74 300.0 ---------------------------------------------------------------------------------------------------------------------------------------- Mean: 9.78 4.12 1.72 1.01 0.66 0.46 0.35 663.4 91.5 0.0 36.4 11.90 90.2 Std. Dev: 1.42 0.50 0.28 0.24 0.19 0.13 0.08 0.0 30.8 0.0 6.0 1.59 33.9 Var Coeff(%): 14.57 12.20 16.09 23.65 29.40 27.68 22.31 0.0 33.7 0.0 16.6 13.36 34.3 ----------------------------------------------------------------------------------------------------------------------------------------


sthapa

Text Box


APPENDIX H TRAFFIC COUNTS

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

A B C D E F G H I J K L M N O P Q

Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Not

MotorcyclesTrailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Bicycles Classed Total

12 PM 1 64 33 1 5 0 0 2 0 0 0 0 0 0 8 114

12:15 2 89 32 0 4 2 0 0 0 0 0 0 0 0 17 146

12:30 0 91 25 1 7 0 0 1 0 0 0 0 0 0 5 130

12:45 0 77 36 0 6 1 0 1 0 0 0 0 0 0 3 124

13:00 1 84 25 0 6 1 0 0 0 0 0 0 0 0 11 128

13:15 0 91 27 0 11 0 0 2 0 0 0 1 0 0 5 137

13:30 1 69 30 0 8 1 0 1 0 0 0 0 0 0 5 115

13:45 2 80 24 1 5 0 0 3 0 0 0 0 0 0 7 122

14:00 0 101 29 1 2 1 0 0 0 0 0 0 0 0 2 136

14:15 2 82 31 0 8 1 0 2 0 0 0 0 0 0 9 135

14:30 2 80 32 0 5 1 0 4 0 0 0 0 0 1 10 135

14:45 0 83 20 0 5 1 0 3 0 0 0 0 0 0 10 122

15:00 1 86 28 1 7 1 0 0 0 0 0 0 0 0 14 138

15:15 1 115 37 0 8 1 0 0 1 0 0 0 0 0 12 175

15:30 2 92 50 1 8 0 0 2 0 0 0 0 0 0 4 159

15:45 1 108 33 0 7 0 0 0 0 0 0 0 0 0 11 160

16:00 3 107 36 0 9 2 0 2 0 0 0 0 0 0 7 166

16:15 0 119 28 1 8 3 0 3 0 0 0 0 0 0 6 168

16:30 1 125 63 0 12 1 0 0 0 0 0 0 0 0 15 217

16:45 4 164 48 0 6 2 0 1 0 0 0 0 0 0 11 236

17:00 0 155 48 0 15 0 0 0 0 0 0 0 0 1 15 234

17:15 3 142 43 0 11 1 0 0 0 0 0 0 0 0 18 218

17:30 4 143 54 0 7 1 0 0 0 0 0 0 0 0 15 224

17:45 7 189 65 1 8 3 0 0 0 0 0 0 0 1 9 283

18:00 3 153 36 0 7 0 0 0 0 0 0 0 0 0 12 211

18:15 4 141 50 0 7 2 0 2 0 0 0 0 0 0 19 225

18:30 7 108 27 0 11 0 0 1 0 0 0 0 0 2 19 175

18:45 3 120 25 0 7 0 0 0 1 0 0 0 0 0 9 165

19:00 3 96 29 0 4 3 0 0 0 0 0 0 0 0 8 143

19:15 4 86 31 0 3 1 0 0 0 0 0 0 0 0 4 129

19:30 5 106 33 0 4 2 0 0 0 0 0 0 0 0 8 158

19:45 2 101 43 0 6 0 0 0 0 0 0 0 0 0 4 156

20:00 6 89 29 0 8 0 0 0 0 0 0 0 0 0 4 136

20:15 1 82 25 0 4 0 0 0 0 0 0 0 0 0 2 114

20:30 3 98 22 0 4 1 0 0 0 0 0 0 0 0 2 130

20:45 0 64 18 0 3 0 0 1 0 0 0 0 0 0 4 90

21:00 2 73 22 0 0 0 0 0 0 0 0 0 0 0 2 99

21:15 0 42 6 0 5 0 0 0 0 0 0 0 0 0 1 54

Latitude: 0' 0.0000 Undefined

GRAM Traffic, Inc.

3751 FM 1105 Bldg A

Georgetown, TX 78626

512-832-8650

Westbound

Page 2

Site Code: 751

Station ID:

Main St

West of Bradfield Drive

50

51

52

53

54

55

56

57

58

59

60

61

62

63

64

66

78

79


21:30 0 55 15 0 2 0 0 0 0 0 0 0 0 0 2 74

21:45 0 47 16 0 3 0 0 0 0 0 0 0 0 0 0 66

22:00 0 39 7 0 3 0 0 0 0 0 0 0 0 0 0 49

22:15 0 34 10 0 2 0 0 1 0 0 0 0 0 0 0 47

22:30 0 23 6 0 1 0 0 0 0 0 0 0 0 0 0 30

22:45 0 26 5 0 0 0 0 0 0 0 0 0 0 0 0 31

23:00 1 25 3 0 1 0 0 0 0 0 0 0 0 0 0 30

23:15 0 8 4 0 1 0 0 0 0 0 0 0 0 0 0 13

23:30 1 15 3 0 0 0 0 0 0 0 0 0 0 0 1 20

23:45 1 13 5 0 0 0 0 0 0 0 0 0 0 0 0 19

Total 84 4180 1347 8 264 33 0 32 2 0 0 1 0 5 330 6286

Percent 1.3% 66.5% 21.4% 0.1% 4.2% 0.5% 0.0% 0.5% 0.0% 0.0% 0.0% 0.0% 0.0% 0.1% 5.2% 100.0%

Grand Total 101 5755 2014 20 426 68 0 70 5 0 0 1 0 6 496 8962

Percent 1.1% 64.2% 22.5% 0.2% 4.8% 0.8% 0.0% 0.8% 0.1% 0.0% 0.0% 0.0% 0.0% 0.1% 5.5% 100.0%

Calculated by: ST 11/12/2015

Checked by: LB 11/12/2015

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48


Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Not Total

MotorcyclesTrailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Bicycles Classed

10/15/15 0 6 1 0 0 0 0 0 0 0 0 0 0 0 0 7

00:15 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 6

00:30 0 1 2 0 0 0 0 0 0 0 0 0 0 0 0 3

00:45 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1

01:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

01:15 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2

01:30 0 2 1 0 0 0 0 0 0 0 0 0 0 0 0 3

01:45 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2

02:00 0 3 2 0 0 0 0 0 0 0 0 0 0 0 0 5

02:15 0 5 0 0 1 0 0 0 0 0 0 0 0 0 0 6

02:30 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 2

02:45 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 2

03:00 0 3 1 0 0 0 0 0 0 0 0 0 0 0 0 4

03:15 0 2 3 0 1 0 0 0 0 0 0 0 0 0 0 6

03:30 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1

03:45 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 2

04:00 0 0 3 0 1 0 0 0 0 0 0 0 0 0 0 4

04:15 0 2 3 0 2 0 0 0 0 0 0 0 0 0 0 7

04:30 0 16 6 1 2 0 0 1 0 0 0 0 0 0 0 26

04:45 0 24 8 0 1 0 0 1 0 0 0 0 0 0 0 34

05:00 0 14 9 0 5 0 0 0 1 0 0 0 0 0 0 29

05:15 1 32 18 0 7 1 0 0 0 0 0 0 0 0 0 59

05:30 0 50 24 0 9 1 0 0 0 0 0 0 0 0 0 84

05:45 0 60 29 0 13 0 0 0 0 0 0 0 0 0 1 103

06:00 2 79 24 0 8 0 0 1 0 0 0 0 0 0 4 118

06:15 2 85 37 1 12 1 0 1 0 0 0 0 0 0 5 144

06:30 0 99 27 1 10 1 0 1 0 0 0 0 0 0 9 148

06:45 1 128 29 0 12 0 0 0 1 0 0 0 0 0 9 180

07:00 0 108 43 0 15 0 0 1 1 0 0 0 0 0 12 180

07:15 0 132 40 0 8 0 0 2 0 0 0 0 0 2 27 211

07:30 0 133 37 0 9 4 0 4 0 0 0 0 0 1 25 213

07:45 0 108 44 0 9 1 0 2 0 0 0 0 0 0 20 184

08:00 0 98 47 1 12 0 0 2 0 0 0 0 0 0 10 170

08:15 0 81 41 0 12 0 1 0 0 0 0 0 0 0 7 142

08:30 1 72 31 0 9 0 0 1 0 0 0 0 0 0 7 121

08:45 2 67 44 0 10 0 0 1 0 0 0 0 0 0 7 131

09:00 0 100 28 0 9 1 0 2 0 0 0 0 0 0 8 148


GRAM Traffic, Inc.

3751 FM 1105 Bldg A


512-832-8650

Eastbound

Page 3

Site Code: 751

Station ID:

Main St


49

50

51

52

53

54

55

56

57

58

59

60

61

62

63

64

65

66

67

68

69

70


09:15 1 66 37 0 10 1 0 3 1 0 0 0 0 0 3 122

09:30 1 75 27 1 11 2 0 0 0 0 0 0 0 0 10 127

09:45 0 73 26 0 8 0 0 0 0 0 0 0 0 0 8 115

10:00 2 80 27 0 8 1 1 0 0 0 0 0 0 0 6 125

10:15 0 75 29 0 10 1 0 3 1 0 0 0 0 0 8 127

10:30 0 67 29 0 13 2 0 1 0 0 0 0 0 0 10 122

10:45 1 76 36 1 9 1 0 1 0 0 0 0 0 0 4 129

11:00 4 100 33 2 11 1 0 1 0 0 0 0 0 0 12 164

11:15 0 85 28 0 10 0 0 1 0 0 0 0 0 0 12 136

11:30 0 88 36 1 9 0 0 0 0 0 0 0 0 0 10 144

11:45 1 88 26 1 12 0 0 1 0 0 0 0 0 0 8 137

Total 19 2394 921 10 290 19 2 31 5 0 0 0 0 3 242 3936

Percent 0.5% 60.8% 23.4% 0.3% 7.4% 0.5% 0.1% 0.8% 0.1% 0.0% 0.0% 0.0% 0.0% 0.1% 6.1% 100.00%



1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50




12 PM 0 113 38 0 12 0 0 3 0 0 0 0 0 0 7 173

12:15 2 76 35 3 8 0 0 2 0 0 0 0 0 1 15 142

12:30 0 76 25 0 11 1 0 2 1 0 0 0 0 0 13 129

12:45 1 63 25 0 12 0 0 3 0 0 0 0 0 0 6 110

13:00 0 98 39 1 10 0 0 2 0 0 0 0 0 0 15 165

13:15 0 81 26 0 9 1 0 0 0 0 0 0 0 0 9 126

13:30 0 75 31 1 12 0 0 3 0 0 0 0 0 0 5 127

13:45 0 67 23 0 6 3 0 3 0 0 0 0 0 0 8 110

14:00 0 68 35 1 7 1 0 2 0 0 0 0 0 0 2 116

14:15 0 67 28 1 8 0 0 3 0 0 0 0 0 0 11 118

14:30 0 66 20 0 7 0 0 1 0 0 0 0 0 1 17 112

14:45 0 82 35 2 6 1 0 3 0 0 0 0 0 1 17 147

15:00 0 75 36 1 10 3 0 1 0 0 0 0 0 0 12 138

15:15 0 70 35 0 10 1 0 7 0 0 0 0 0 0 17 140

15:30 0 59 31 2 16 2 0 2 0 0 0 0 0 0 9 121

15:45 0 99 50 0 12 0 0 3 0 0 0 0 0 0 16 180

16:00 2 100 36 0 12 1 0 1 1 0 0 0 0 0 19 172

16:15 1 106 36 0 10 1 0 0 0 0 0 0 0 0 10 164

16:30 2 101 46 0 11 0 0 1 0 0 0 0 0 0 39 200

16:45 0 88 40 0 15 0 0 0 0 0 0 0 0 0 27 170

17:00 0 106 45 0 8 0 0 1 1 0 0 0 0 0 25 186

17:15 0 99 42 1 13 1 0 2 0 0 0 0 0 0 23 181

17:30 0 108 45 0 8 0 0 0 0 0 0 0 0 0 29 190

17:45 0 108 18 0 10 1 0 0 0 0 0 0 0 1 18 156

18:00 0 104 45 1 16 0 0 1 0 0 0 0 0 0 14 181

18:15 0 121 41 1 9 2 0 2 0 0 0 0 0 0 24 200

18:30 0 84 46 0 13 0 0 0 0 0 0 0 0 1 31 175

18:45 0 85 38 0 8 0 0 1 0 0 0 0 0 0 10 142

19:00 1 99 36 0 9 1 0 1 0 0 0 0 0 0 15 162

19:15 0 84 31 1 9 0 0 1 1 0 0 0 0 0 14 141

19:30 2 84 39 0 9 0 0 1 0 0 0 0 0 0 13 148

19:45 5 72 20 0 4 0 0 0 0 0 0 0 0 0 7 108

20:00 1 76 17 0 4 0 0 1 0 0 0 0 0 0 7 106

20:15 8 67 16 0 3 0 0 1 0 0 0 0 0 0 6 101

20:30 5 51 13 0 3 0 0 0 0 0 0 0 0 0 8 80

20:45 5 57 21 1 4 0 0 0 0 0 0 0 0 0 3 91

21:00 2 39 14 1 2 0 0 0 0 0 0 0 0 0 2 60

21:15 3 36 13 0 2 0 0 0 0 0 0 0 0 0 2 56

21:30 7 43 6 0 7 0 0 0 0 0 0 0 0 0 1 64


GRAM Traffic, Inc.

3751 FM 1105 Bldg A


512-832-8650

Eastbound

Page 4

Site Code: 751

Station ID:

Main St


51

52

53

54

55

56

57

58

59

60

61

63

72

73

74

94

95

96


21:45 5 24 10 1 1 0 0 0 0 0 0 0 0 0 1 42

22:00 0 27 11 0 4 0 0 0 0 0 0 0 0 0 1 43

22:15 1 24 5 0 2 0 0 0 0 0 0 0 0 0 1 33

22:30 0 9 6 0 2 0 0 0 0 0 0 0 0 0 0 17

22:45 0 14 2 0 3 0 0 0 0 0 0 0 0 0 0 19

23:00 0 13 2 0 1 0 0 0 0 0 0 0 0 0 0 16

23:15 0 5 3 0 0 0 0 0 0 0 0 0 0 0 0 8

23:30 0 18 0 0 1 0 0 0 0 0 0 0 0 0 1 20

23:45 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 6

Total 53 3293 1255 19 359 20 0 54 4 0 0 0 0 5 530 5592

percent 0.95% 58.89% 22.44% 0.34% 6.42% 0.36% 0.00% 0.97% 0.07% 0.00% 0.00% 0.00% 0.00% 0.09% 9.48% 100.00%

Grand Total 78 6188 2368 32 706 42 2 92 10 0 0 0 0 9 9528

Percent 0.91% 64.95% 24.85% 0.33% 7.41% 0.45% 0.02% 0.97% 0.10% 0.00% 0.00% 0.00% 0.00% 100.00%



1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

39

40

41

42

43

44

45

46

47

48

49




10/15/15 0 6 1 0 0 0 0 0 0 0 0 0 0 0 0 7

00:15 0 12 1 0 0 0 0 1 0 0 0 0 0 0 0 14

00:30 0 4 3 0 0 0 0 1 0 0 0 0 0 0 0 8

00:45 0 4 0 0 1 0 0 0 0 0 0 0 0 0 0 5

01:00 0 7 3 0 0 0 0 0 0 0 0 0 0 0 0 10

01:15 0 5 4 0 0 0 0 0 0 0 0 0 0 0 0 9

01:30 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 5

01:45 1 3 1 0 1 0 0 0 0 0 0 0 0 0 0 6

02:00 0 5 1 0 0 0 0 0 0 0 0 0 0 0 0 6

02:15 0 3 2 0 0 0 0 0 0 0 0 0 0 0 0 5

02:30 0 2 1 0 0 1 0 0 0 0 0 0 0 0 0 4

02:45 0 2 2 0 0 0 0 0 0 0 0 0 0 0 0 4

03:00 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 2

03:15 0 3 1 1 0 0 0 0 0 0 0 0 0 0 0 5

03:30 0 3 0 0 1 0 0 0 0 0 0 0 0 0 0 4

03:45 0 4 2 0 0 0 0 0 0 0 0 0 0 0 0 6

04:00 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1

04:15 0 4 2 0 1 0 0 0 0 0 0 0 0 0 0 7

04:30 0 11 3 0 0 1 0 0 0 0 0 0 0 0 0 15

04:45 0 7 8 0 0 0 0 0 0 0 0 0 0 0 0 15

05:00 0 13 4 0 0 0 0 0 0 0 0 0 0 0 0 17

05:15 1 12 6 0 0 3 0 0 0 0 0 0 0 0 0 22

05:30 0 18 5 0 0 0 0 0 0 0 0 0 0 0 0 23

05:45 1 20 11 0 0 0 0 0 0 0 0 0 0 0 1 33

06:00 1 19 15 0 3 1 0 0 0 0 0 0 0 0 4 43

06:15 1 38 11 0 2 0 0 0 0 0 0 0 0 0 3 55

06:45 1 59 28 1 6 4 0 2 0 0 0 0 0 0 9 110

07:00 0 58 20 0 3 2 0 1 0 0 0 0 0 0 6 90

07:15 1 70 24 0 5 1 0 1 0 0 0 0 0 0 16 118

07:30 0 51 26 1 5 0 0 0 0 0 0 0 0 1 9 93

07:45 1 58 41 0 7 1 0 3 0 0 0 0 0 0 14 125

08:00 1 77 22 0 4 2 0 2 0 0 0 0 0 0 8 116

08:15 0 60 17 0 8 1 0 3 0 0 0 0 0 0 7 96

08:30 0 42 27 1 10 1 0 2 0 0 0 0 0 0 6 89

08:45 0 61 19 0 5 0 0 0 0 0 0 0 0 0 6 91

09:00 0 56 24 1 7 0 0 3 0 0 0 0 0 0 7 98

09:15 0 58 34 0 6 1 0 2 0 0 0 0 0 0 5 106


GRAM Traffic, Inc.

3751 FM 1105 Bldg A

Georgetown, TX 7862

Westbound

Page 1

Site Code: 751

Station ID:

Main St


50

51

52

53

54

55

56

57

58

59

60

61

62

63

64


09:30 1 67 31 0 5 1 0 2 0 0 0 0 0 0 5 112

09:45 0 73 33 3 9 4 0 0 1 0 0 0 0 0 5 128

10:00 1 75 22 0 9 2 0 1 0 0 0 0 0 0 8 118

10:15 0 49 25 0 8 1 0 2 0 0 0 0 0 0 7 92

10:30 2 65 26 0 11 2 0 0 0 0 0 0 0 0 3 109

10:45 0 73 28 0 3 0 0 1 0 0 0 0 0 0 4 109

11:00 1 59 19 0 7 2 0 3 0 0 0 0 0 0 4 95

11:15 1 72 29 1 10 0 0 4 0 0 0 0 0 0 10 127

11:30 2 73 33 0 9 2 0 2 0 0 0 0 0 0 6 127

11:45 0 70 31 3 12 1 0 1 0 0 0 0 0 0 3 121

Total 17 1575 667 12 162 35 0 38 3 0 0 0 0 1 166 2676

Percent 0.6% 58.9% 24.9% 0.4% 6.1% 1.3% 0.0% 1.4% 0.1% 0.0% 0.0% 0.0% 0.0% 0.0% 6.2% 100.0%



APPENDIX I DARWIN OUTPUTS

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare

Computer Software Product

Rigid Structural Design Module

Main Street Improvement from West of N. Cedar to East of Bradfield

Buda, Texas

Rigid Pavement Design

AG 1517144

Rigid Structural Design

Pavement Type JPCP

18-kip ESALs Over Initial Performance Period 7,281,880

Initial Serviceability 4.5

Terminal Serviceability 2.5

28-day Mean PCC Modulus of Rupture 620 psi

28-day Mean Elastic Modulus of Slab 5,000,000 psi

Mean Effective k-value 507 psi/in

Reliability Level 95 %

Overall Standard Deviation 0.39

Load Transfer Coefficient, J 3.2

Overall Drainage Coefficient, Cd 1.03

Calculated Design Thickness 9.77 in

Effective Modulus of Subgrade Reaction

Period Description

Roadbed Soil

Resilient

Modulus (psi)

Base Elastic

Modulus

(psi)

1 - 14,000 150,000

Base Type Cement Stabilized Base

Base Thickness 8 in

Depth to Bedrock 120 ft

Projected Slab Thickness 6 in

Loss of Support Category 0.5

Effective Modulus of Subgrade Reaction 507 psi/in

Simple ESAL Calculation

Performance Period (years) 20

Two-Way Traffic (ADT) 18,490

Number of Lanes in Design Direction 2

Percent of All Trucks in Design Lane 90 %

Percent Trucks in Design Direction 50 %

Percent Heavy Trucks (of ADT) FHWA Class 5 or Greater 8.95 %

Average Initial Truck Factor (ESALs/truck) 0.97

sthapa

Text Box

Prepared By: ST 12/4/2015 Checked By: LB 12/4/2015

Annual Truck Factor Growth Rate 0 %

Annual Truck Volume Growth Rate 4 %

Growth Simple

Total Calculated Cumulative ESALs 7,281,880

sthapa

Text Box

Prepared By: ST 12/4/2015 Checked By: LB 12/4/2015

APPENDIX J FPS 21 DESIGN OUTPUTS

--------------------------------------------------------------------------------

TEXAS DEPARTMENT OF TRANSPORTATION

F P S21-1.2 FLEXIBLE PAVEMENT SYSTEM Release:10-12-2011

--------------------------------------------------------------------------------

PAVEMENT DESIGN TYPE # 3 -- ACP + ASPH STAB BASE OVER SUBGRADE

PROB DIST.-14 COUNTY-106 CONT. SECT. JOB HIGHWAY DATE PAGE

00 Austin HAYS 1234 1 HVJ 0 12/11/2015 1

--------------------------------------------------------------------------------

COMMENTS ABOUT THIS PROBLEM

Main Street improvement from West of N. Cedar to East of Bradfield

HMAC over CTB base

AG-15-17144

--------------------------------------------------------------------------------

BASIC DESIGN CRITERIA

LENGTH OF THE ANALYSIS PERIOD (YEARS) 20.0

MINIMUM TIME TO FIRST OVERLAY (YEARS) 10.0

MINIMUM TIME BETWEEN OVERLAYS (YEARS) 8.0

DESIGN CONFIDENCE LEVEL ( 95.0%) C

SERVICEABILITY INDEX OF THE INITIAL STRUCTURE 4.5

FINAL SERVICEABILITY INDEX P2 2.5

SERVICEABILITY INDEX P1 AFTER AN OVERLAY 4.2

DISTRICT TEMPERATURE CONSTANT 31.0

SUBGRADE ELASTIC MODULUS by COUNTY (ksi) 14.00

INTEREST RATE OR TIME VALUE OF MONEY (PERCENT) 7.0

PROGRAM CONTROLS AND CONSTRAINTS

NUMBER OF SUMMARY OUTPUT PAGES DESIRED ( 8 DESIGNS/PAGE) 3

MAX FUNDS AVAILABLE PER SQ.YD. FOR INITIAL DESIGN (DOLLARS) 99.00

MAXIMUM ALLOWED THICKNESS OF INITIAL CONSTRUCTION (INCHES) 99.0

ACCUMULATED MAX DEPTH OF ALL OVERLAYS (INCHES) (EXCLUDING LEVEL-UP) 6.0

TRAFFIC DATA

ADT AT BEGINNING OF ANALYSIS PERIOD (VEHICLES/DAY) 18490.

ADT AT END OF TWENTY YEARS (VEHICLES/DAY) 40514.

ONE-DIRECTION 20YEAR 18 kip ESAL (millions) 7.282

AVERAGE APPROACH SPEED TO THE OVERLAY ZONE(MPH) 25.0

AVERAGE SPEED THROUGH OVERLAY ZONE (OVERLAY DIRECTION)(MPH) 25.0

AVERAGE SPEED THROUGH OVERLAY ZONE (NON-OVERLAY DIRECTION) (MPH) 25.0

PROPORTION OF ADT ARRIVING EACH HOUR OF CONSTRUCTION (PERCENT) 6.0

PERCENT TRUCKS IN ADT 9.0

--------------------------------------------------------------------------------

Texas Transportation Institute print Time: 12/11/2015 5:35:54 PM Page : 1 of 3

HMAC over HMAC Base

--------------------------------------------------------------------------------



--------------------------------------------------------------------------------



00 Austin HAYS 1234 1 HVJ 0 12/11/2015 2

--------------------------------------------------------------------------------

INPUT DATA CONTINUED

CONSTRUCTION AND MAINTENANCE DATA

MINIMUM OVERLAY THICKNESS (INCHES) 2.0

OVERLAY CONSTRUCTION TIME (HOURS/DAY) 12.0

ASPHALTIC CONCRETE COMPACTED DENSITY (TONS/C.Y.) 1.98

ASPHALTIC CONCRETE PRODUCTION RATE (TONS/HOUR) 200.0

WIDTH OF EACH LANE (FEET) 12.0

FIRST YEAR COST OF ROUTINE MAINTENANCE (DOLLARS/LANE-MILE) 200.00

ANNUAL INCREMENTAL INCREASE IN MAINTENANCE COST (DOLLARS/LANE-MILE) 100.00

DETOUR DESIGN FOR OVERLAYS

TRAFFIC MODEL USED DURING OVERLAYING 3

TOTAL NUMBER OF LANES OF THE FACILITY 4

NUMBER OF OPEN LANES IN RESTRICTED ZONE (OVERLAY DIRECTION) 1

NUMBER OF OPEN LANES IN RESTRICTED ZONE (NON-OVERLAY DIRECTION) 2

DISTANCE TRAFFIC IS SLOWED (OVERLAY DIRECTION) (MILES) 0.00

DISTANCE TRAFFIC IS SLOWED (NON-OVERLAY DIRECTION) (MILES) 0.00

DETOUR DISTANCE AROUND THE OVERLAY ZONE (MILES) 0.00

PAVING MATERIALS INFORMATION

MATERIALS COST E POISSON MIN. MAX. SALVAGE

LAYER CODE NAME PER CY MODULUS RATIO DEPTH DEPTH PCT.

1 A ASPH CONC PVMT 115.00 650000. 0.35 2.00 2.00 90.00

2 B ASPH STAB BASE 115.00 650000. 0.35 6.00 10.00 90.00

3 C SUBGRADE(200) 2.00 14000. 0.40 200.00 200.00 90.00

--------------------------------------------------------------------------------


HMAC over HMAC Base

--------------------------------------------------------------------------------



--------------------------------------------------------------------------------



00 Austin HAYS 1234 1 HVJ 0 12/11/2015 3

--------------------------------------------------------------------------------

C. LEVEL C SUMMARY OF THE BEST DESIGN STRATEGIES

IN ORDER OF INCREASING TOTAL COST

1 2 --------------------------------------------------------------------------------

MATERIAL ARRANGEMENT AB AB

INIT. CONST. COST 25.56 31.94

OVERLAY CONST. COST 3.31 0.00

USER COST 0.00 0.00

ROUTINE MAINT. COST 1.06 1.50

SALVAGE VALUE -7.43 -7.43 --------------------------------------------------------------------------------

TOTAL COST 22.50 26.01 --------------------------------------------------------------------------------

NUMBER OF LAYERS 2 2 --------------------------------------------------------------------------------

LAYER DEPTH (INCHES)

D(1) 2.00 2.00

D(2) 6.00 8.00 --------------------------------------------------------------------------------

NO.OF PERF.PERIODS 2 1 --------------------------------------------------------------------------------

PERF. TIME (YEARS)

T(1) 13. 21.

T(2) 26. --------------------------------------------------------------------------------

OVERLAY POLICY(INCH)

(INCLUDING LEVEL-UP)

O(1) 2.5 --------------------------------------------------------------------------------

THE TOTAL NUMBER OF FEASIBLE DESIGNS CONSIDERED WAS 9

--------------------------------------------------------------------------------

Texas Transportation Institute print Time: 12/11/2015 5:35:54 PM Page : 3 / 3

HMAC over HMAC Base

sthapa

Oval

sthapa

Oval

HMAC over HMAC Base

sthapa

Oval

ASPH CONC PVMT 2.00 650.00 0.35 ASPH CONC PVMT

ASPH STAB BASE 8.00 650.00 0.35 ASPH STAB BASE

SUBGRADE(200) 200.00 14.00 0.40 SUBGRADE(200)

Bed Rock 1400.00 0.15 Bed Rock

Thickness

(inches)

Modulus

(ksi)

Poisson's

RatioMaterial Name

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17

8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

2.36

11.75

Thickness Reduction Chart for Stabilized Layers

Depth of Pavement Structure (in)

Allowable Reduction (in)

100 200 300 500 1000 2000 3000

INPUT PARAMETERS:

12000.0 (lb)The Heaviest Wheel Loads Daily (ATHWLD)

50.0 (%)Percentage of TandemAxles

800.0Modified Cohesionmeter Value

15600.0 (lb)Design Wheel Load

3.80Subgrade Texas Triaxial Class Number (TTC)

User Input TTC based on historical TEX-117-E

RESULT:

11.7 (in)Triaxial Thickness Required

10.0 (in)The FPS Design Thickness

2.4 (in)Allowable Thickness Reduction

9.4 (in)Modified Triaxial Thickness

TRIAXIAL CHECK CONCLUSION:

The Design OK !

Design Type:Asphalt concrete + Asphalt Stabilized Base over Subgrade

FPS 21 Triaxial Design Check Output (FPS21-1.2Release:10-12-2011)

Highway

C-S-J

District

0

1234 - 1 - HVJ

Austin

Problem

Date

County

00

12/11/2015

HAYS

HMAC over HMAC Base

sthapa

Oval

--------------------------------------------------------------------------------



--------------------------------------------------------------------------------

PAVEMENT DESIGN TYPE # 2 -- ACP + FLEX BASE OVER SUBGRADE


00 Austin HAYS 1234 1 HVJ 0 12/11/2015 1

--------------------------------------------------------------------------------

COMMENTS ABOUT THIS PROBLEM

Main Street improvement from West of N. Cedar to East of Bradfield

HMAC over CTB base

AG-15-17144

--------------------------------------------------------------------------------

BASIC DESIGN CRITERIA

LENGTH OF THE ANALYSIS PERIOD (YEARS) 20.0

MINIMUM TIME TO FIRST OVERLAY (YEARS) 10.0

MINIMUM TIME BETWEEN OVERLAYS (YEARS) 8.0

DESIGN CONFIDENCE LEVEL ( 95.0%) C

SERVICEABILITY INDEX OF THE INITIAL STRUCTURE 4.5

FINAL SERVICEABILITY INDEX P2 2.5

SERVICEABILITY INDEX P1 AFTER AN OVERLAY 4.2

DISTRICT TEMPERATURE CONSTANT 31.0

SUBGRADE ELASTIC MODULUS by COUNTY (ksi) 14.00

INTEREST RATE OR TIME VALUE OF MONEY (PERCENT) 7.0

PROGRAM CONTROLS AND CONSTRAINTS

NUMBER OF SUMMARY OUTPUT PAGES DESIRED ( 8 DESIGNS/PAGE) 3

MAX FUNDS AVAILABLE PER SQ.YD. FOR INITIAL DESIGN (DOLLARS) 99.00

MAXIMUM ALLOWED THICKNESS OF INITIAL CONSTRUCTION (INCHES) 99.0

ACCUMULATED MAX DEPTH OF ALL OVERLAYS (INCHES) (EXCLUDING LEVEL-UP) 6.0

TRAFFIC DATA

ADT AT BEGINNING OF ANALYSIS PERIOD (VEHICLES/DAY) 18490.

ADT AT END OF TWENTY YEARS (VEHICLES/DAY) 40514.

ONE-DIRECTION 20YEAR 18 kip ESAL (millions) 7.282

AVERAGE APPROACH SPEED TO THE OVERLAY ZONE(MPH) 25.0

AVERAGE SPEED THROUGH OVERLAY ZONE (OVERLAY DIRECTION)(MPH) 25.0

AVERAGE SPEED THROUGH OVERLAY ZONE (NON-OVERLAY DIRECTION) (MPH) 25.0

PROPORTION OF ADT ARRIVING EACH HOUR OF CONSTRUCTION (PERCENT) 6.0

PERCENT TRUCKS IN ADT 9.0

--------------------------------------------------------------------------------


HMAC over Flex. Base

--------------------------------------------------------------------------------



--------------------------------------------------------------------------------



00 Austin HAYS 1234 1 HVJ 0 12/11/2015 2

--------------------------------------------------------------------------------

INPUT DATA CONTINUED

CONSTRUCTION AND MAINTENANCE DATA

MINIMUM OVERLAY THICKNESS (INCHES) 2.0

OVERLAY CONSTRUCTION TIME (HOURS/DAY) 12.0

ASPHALTIC CONCRETE COMPACTED DENSITY (TONS/C.Y.) 1.98

ASPHALTIC CONCRETE PRODUCTION RATE (TONS/HOUR) 200.0

WIDTH OF EACH LANE (FEET) 12.0

FIRST YEAR COST OF ROUTINE MAINTENANCE (DOLLARS/LANE-MILE) 200.00

ANNUAL INCREMENTAL INCREASE IN MAINTENANCE COST (DOLLARS/LANE-MILE) 100.00

DETOUR DESIGN FOR OVERLAYS

TRAFFIC MODEL USED DURING OVERLAYING 3

TOTAL NUMBER OF LANES OF THE FACILITY 4

NUMBER OF OPEN LANES IN RESTRICTED ZONE (OVERLAY DIRECTION) 1

NUMBER OF OPEN LANES IN RESTRICTED ZONE (NON-OVERLAY DIRECTION) 2

DISTANCE TRAFFIC IS SLOWED (OVERLAY DIRECTION) (MILES) 0.00

DISTANCE TRAFFIC IS SLOWED (NON-OVERLAY DIRECTION) (MILES) 0.00

DETOUR DISTANCE AROUND THE OVERLAY ZONE (MILES) 0.00

PAVING MATERIALS INFORMATION

MATERIALS COST E POISSON MIN. MAX. SALVAGE

LAYER CODE NAME PER CY MODULUS RATIO DEPTH DEPTH PCT.

1 A ASPH CONC PVMT 115.00 650000. 0.35 6.00 8.00 90.00

2 B FLEXIBLE BASE 37.00 50000. 0.35 18.00 20.00 75.00

3 C SUBGRADE(200) 2.00 14000. 0.40 200.00 200.00 90.00

NOTE -- THE CALCULATED BASE VALUE WAS OVER-WRITTEN BY THE USER FOR PAVEMENT DESIGN TYPE #1

NOTE -- THE CALCULATED BASE VALUE WAS OVER-WRITTEN BY THE USER FOR PAVEMENT DESIGN TYPE #1

--------------------------------------------------------------------------------



--------------------------------------------------------------------------------



--------------------------------------------------------------------------------



00 Austin HAYS 1234 1 HVJ 0 12/11/2015 3

--------------------------------------------------------------------------------

C. LEVEL C SUMMARY OF THE BEST DESIGN STRATEGIES

IN ORDER OF INCREASING TOTAL COST

1

--------------------------------------------------------------------------------

MATERIAL ARRANGEMENT AB

INIT. CONST. COST 37.67

OVERLAY CONST. COST 0.00

USER COST 0.00

ROUTINE MAINT. COST 1.50

SALVAGE VALUE -8.04

--------------------------------------------------------------------------------

TOTAL COST 31.12

--------------------------------------------------------------------------------

NUMBER OF LAYERS 2

--------------------------------------------------------------------------------

LAYER DEPTH (INCHES)

D(1) 6.00

D(2) 18.00

--------------------------------------------------------------------------------

NO.OF PERF.PERIODS 1

--------------------------------------------------------------------------------

PERF. TIME (YEARS)

T(1) 21.

--------------------------------------------------------------------------------

OVERLAY POLICY(INCH)

(INCLUDING LEVEL-UP)

--------------------------------------------------------------------------------

THE TOTAL NUMBER OF FEASIBLE DESIGNS CONSIDERED WAS 30

--------------------------------------------------------------------------------

Texas Transportation Institute print Time: 12/11/2015 5:39:08 PM Page : 3 / 3


sthapa

Oval

sthapa

Oval


sthapa

Callout

HIgher than Design Esals

sthapa

Oval

ASPH CONC PVMT 6.00 650.00 0.35 ASPH CONC PVMT

FLEXIBLE BASE 18.00 50.00 0.35 FLEXIBLE BASE

SUBGRADE(200) 200.00 14.00 0.40 SUBGRADE(200)

Bed Rock 1400.00 0.15 Bed Rock

Thickness

(inches)

Modulus

(ksi)

Poisson's

RatioMaterial Name

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17

8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

2.36

11.75

Thickness Reduction Chart for Stabilized Layers

Depth of Pavement Structure (in)

Allowable Reduction (in)

100 200 300 500 1000 2000 3000

INPUT PARAMETERS:

12000.0 (lb)The Heaviest Wheel Loads Daily (ATHWLD)

50.0 (%)Percentage of TandemAxles

800.0Modified Cohesionmeter Value

15600.0 (lb)Design Wheel Load

3.80Subgrade Texas Triaxial Class Number (TTC)

User Input TTC based on historical TEX-117-E

RESULT:

11.7 (in)Triaxial Thickness Required

24.0 (in)The FPS Design Thickness

2.4 (in)Allowable Thickness Reduction

9.4 (in)Modified Triaxial Thickness

TRIAXIAL CHECK CONCLUSION:

The Design OK !

Design Type:Asphalt concrete + Flexible Base over Subgrade

FPS 21 Triaxial Design Check Output (FPS21-1.2Release:10-12-2011)

Highway

C-S-J

District

0

1234 - 1 - HVJ

Austin

Problem

Date

County

00

12/11/2015

HAYS


sthapa

Oval