12-11-RRSegD1-FinalGeotechandPavementReport.pdf

GEOTECHNICAL INVESTIGATION

PAVEMENT DESIGN REPORT

FOR

RONALD REAGAN BLVD SEGMENT D1 PROJECT

LIMITS: FROM WEST OF RM 2338 TO CR 245

Williamson County, Texas

Prepared For:

Rummel, Klepper & Khal, LLP (RK&K)

Prepared By:

B2Z Engineering, LLC

[Texas Registered Engineering Firm F-11187]

B2Z Project No. 7061

December 2, 2025

David A. Saenz, P.E., C.F.M.

Project Manager / Project Engineer

900 S. Stewart Rd., Suite 4, Mission, TX, 78572 www.B2ZEng.com

12/02/2025

INTRODUCTION

GENERAL PROJECT OVERVIEW

Project Description Scope and Limitations of Investigation

EXISTING SURFACE AND SUB-SURFACE CONDITIONS

Site Location / Description

SITE INVESTIGATION

Soil Borings and Laboratory Tests Subsurface Stratigraphy Water Strikes

GEOTECHNICAL BORING ANALYSIS

Moisture Content Plasticity Index Particle Size Analysis (Determination of Fines Content) Subgrade Index Testing & Soil Classification (Pavement) Sulfate Content of Soil (Concrete Structures) Sulfate Content of Soil (Pavement) Lime Series Testing (% Lime vs. Soil pH) (Pavement) Summary of Subgrade Testing & Design Recommendations (Pavement)

GEOTECHNICAL ENGINEERING ANALYSIS & DESIGN

Proposed Project Foundation System Information Deep Foundation Capacity (Capacity Curves) Global Stability Analysis (MSE Retaining Walls) Flexible Pavement Design (Roadway)

GENERAL CONSTRUCTION CONSIDERATIONS

Deep Foundation Recommendations (Drilled Shafts) Shallow Foundation Recommendations MSE Retaining Wall Recommendations Embankment Recommendations

REFERENCES

APPENDIX A – FIGURES .................................................................................... A

APPENDIX B – BORING LOGS .......................................................................... B

APPENDIX C – FOUNDATION CAPACITY CURVES ................................... C

APPENDIX D – GLOBAL STABILITY (RET. WALLS) ................................. D

APPENDIX E – PAVEMENT DESIGN REPORT ............................................. E

APPENDIX F – INFO PROVIDED BY CLIENT ............................................... F

INTRODUCTION

B2Z Engineering, LLC (B2Z) was contracted by Rummel, Klepper & Khal, LLP (RK&K) under overall client Williamson County, to perform a subsurface geotechnical investigation to assist in the preparation of Plans, Specifications, and Estimates (PS&E) for the proposed Ronald

Reagan Blvd. Segment D1 Project.

This report provides soil boring logs, deep foundation capacity curves, retaining wall analyses, flexible pavement design, and general construction considerations.

GENERAL PROJECT OVERVIEW

Project Description

B2Z is pleased to submit this document presenting our findings as the result of a subsurface geotechnical exploration performed at the request of RK&K. The project site is located within

Williamson County, Texas, approximately 10 miles north of Georgetown, Texas on Ronald

Reagan Blvd. with limits of from just west of RM 2338 to CR 245. It is our understanding that the project involves the construction of a proposed new 2-lane asphalt roadway (with 12’ lanes, shoulders, turn lanes and intersection improvements) adjacent to an existing roadway that will serve as the WB lanes of the ultimate Ronald Reagan Blvd. facility. Additionally, this project will consist of proposed overlay and restriping of the existing roadway. Furthermore, this project will also include a new overpass (adjacent to an existing overpass) at RM 2338 with approach embankments and retaining walls along the north side of the corridor. General site plan sheet/project layout for the proposed structures was provided by the Client and is included in

Appendix F. All foundation and site improvement recommendations as provided in this report are based on the geotechnical properties of the soils and generalized assumptions as noted.

Preliminary assumptions were used; see sections noting assumptions for foundations and walls.

Scope and Limitations of Investigation

This report has been prepared in general accordance with accepted geotechnical engineering practices for the subject project site and the anticipated construction. No specific warranty program or other special standards, except acceptable industry standards were followed during the course of this investigation and analysis. This geotechnical report is intended for use by

RK&K and any direct representatives or affiliates. This geotechnical report may not contain sufficient information for purposes of other parties, or other uses in determining construction means and methods.

The strata, shown on the boring logs (included in Appendix B), represent the subsurface conditions at the boring locations at the time of our investigation. These strata designate approximate boundaries between subsurface materials; however, their actual transition may be gradual or may occur at varying depths. It should be noted that the exploratory borings were performed within the limits of the proposed project as approved and agreed upon by all previously noted parties prior to the commencement of our field operations.

The benchmarks of this geotechnical study are to:

1. explore the general existing subsurface conditions at the site

2. evaluate the relevant engineering properties of the subsurface materials

3. provide deep foundation capacity curves for proposed bridge foundations

4. provide global stability analysis of proposed retaining walls

5. provide flexible pavement design for the corridor

6. provide general recommendations for construction

The scope of this geotechnical engineering study does not include an environmental assessment of the air, soil, rock or water conditions on or adjacent to the site. No environmental opinions are presented in this report. If environmental clearances are needed prior to construction, please contact our offices for assistance in this matter.

EXISTING SURFACE AND SUB-SURFACE CONDITIONS

Site Location / Description

The project site is located within Williamson County, Texas, approximately 10 miles north of

Georgetown, Texas on Ronald Reagan Blvd. with limits of from just west of RM 2338 to CR

245. It is our understanding that the project involves the construction of a proposed new 2-lane asphalt roadway (with 12’ lanes, shoulders, turn lanes and intersection improvements) adjacent to an existing roadway that will serve as the WB lanes of the ultimate Ronald Reagan Blvd.

facility. Additionally, this project will consist of proposed overlay and restriping of the existing roadway. Furthermore, this project will also include a new overpass (adjacent to an existing overpass) at RM 2338 with approach embankments and retaining walls along the north side of the corridor. No clearing was required for site access.

SITE INVESTIGATION

Soil Borings and Laboratory Tests

Subsurface conditions at the site were evaluated through the following boring program:

• Two (2) Bridge Borings (designated as B-BRG-#) drilled to a depth of fifty (50) feet below natural ground.

• Four (4) Retaining Wall Borings (designated as B-RW-#) drilled to a depth of twenty-five (25) feet below natural ground.

• Eight (8) Pavement Borings (designated as B-PV-#) drilled to a depth of fifteen (15) feet below natural ground.

The boring locations were drilled at the placements specified by the Client as shown on Figures in Appendix A. Borings were staked in the field utilizing hand held GPS and survey of the locations was provided by the Client (survey location and elevation data provided on the borings in Appendix B). The soil borings were drilled and sampled in general accordance with ASTM

International (American Society for Testing and Materials) procedures ASTM D420 and D1452 using a truck mounted drilling rig equipped with automatic hammer and using solid stem augers.

As part of the drilling procedure, Texas Cone Penetration (TCP) field tests were performed at five (5) foot depth intervals for use in determination of soil strength parameters. TCP tests were executed in compliance with TxDOT test procedures (Tex-132-E, Texas Cone Penetration) and results were reported as blows per increment on the boring logs. A 170 pound hammer was used to drive the conical driving point through three (3) - six inch increments. The first six inch increment (or 12 blows, whichever was reached first), typically referred to as the seating drive, was not included in the blow count as per the test procedure. The number of blows required to drive the sampler through the subsequent two (2) - six inch increments were recorded as the TCP results (and were included on the boring logs in Appendix B). Where very dense or hard material was encountered (resulting in less than 6 inches of movement per 50 blows) the cone was driven for a minimum 100 blows, and the depth of penetration for the first and second 50 blows was recorded as the TCP results.

As part of the sampling procedure, soil samples were collected through auger grab, split spoon

(where possible) & wash rotary sampling during the drilling process (soil sampling was collected at drilling intervals between TCP tests). Representative portions of the samples were identified, packaged, sealed in containers (to reduce moisture loss) and transported to our laboratory for subsequent testing. In the laboratory, each sample was evaluated and visually classified by a member of our Geotechnical Engineering staff. The properties of the strata were evaluated by a series of laboratory index tests (Tex-142-E, Laboratory Classification of Soils for Engineering

Purposes and ASTM D2487, Standard Practice for Classification of Soils for Engineering

Purposes (Unified Soil Classification System)). A summary of the laboratory data and their corresponding depths are presented on the boring logs in Appendix B.

Subsurface Stratigraphy

Based on the results of the field and laboratory sample analyses, the subsurface soils at the project location can be characterized as a variety of poorly graded sand, clayey sand, sandy clays and shale. The soil strata and descriptions are a summarized representation of the site stratigraphy. The lines designating the interfaces between strata on the boring logs represent approximate boundaries. Transitions between strata may be gradual and may occur at varying depths.

Water Strikes

During the drilling operations, water strikes were not encountered at any of the boring locations.

It should be noted that fluctuations in groundwater levels are influenced by variations in rainfall and surface water run-off from season to season. The construction process itself may also cause variations in the groundwater level. If the water level is critical to the construction process, we recommend the Contractor check the subsurface water conditions prior to excavation.

GEOTECHNICAL BORING ANALYSIS

Moisture Content

The moisture content of a soil is defined as the ratio of the weight of the water in the sample to the dry weight of the soil sample. The moisture contents for the samples obtained as part of our geotechnical exploration were performed in compliance with ASTM procedure D2216 (and Tex-

103-E). A comprehensive list of all moisture contents by corresponding depth can be found on the boring logs.

Plasticity Index

The Plasticity Index (PI) is defined as the difference between the liquid limit and the plastic limit of a soil. These limits are commonly referred to as the Atterberg limits, which describe the consistency of soils with respect to their varying moisture contents. The plasticity indices for the samples obtained as part of our geotechnical exploration were performed in compliance with

ASTM procedure D4318 (and Tex-104-E thru Tex-106-E). A comprehensive list of all plasticity indices by corresponding depth can be found on the boring logs.

Particle Size Analysis (Determination of Fines Content)

The standard grain size analysis is used to determine the relative proportions of different grain sizes as they are distributed along a range of different sized sieves. The minus 200 sieve analysis is used commonly as a tool for soil classification and identification using the Unified Soils

Classification System. Results for this test are reported as a percentage of soil passing the No.

200 sieve, which has openings 0.075mm wide. The particle size analyses for the samples obtained as part of our geotechnical exploration were performed in compliance with ASTM procedure D1140 (and Tex-111-E). A comprehensive list of all fines contents by corresponding depth can be found on the boring logs.

Subgrade Index Testing & Soil Classification (Pavement)

Subgrade soil samples were tested (from upper portion of Borings B-RW-01 through 04 and

Borings B-PV-01 through 08 for Ronald Reagan Blvd.) to determine the Atterberg Limits

(description of consistency/behavior of soils with respect to varying moisture contents) including the Liquid Limit (LL), Plastic Limit (PL) and Plasticity Index (PI). The PI is defined as the difference between the LL and the PL of a soil (PI = LL-PL). Atterberg Limits testing was completed in accordance with ASTM D4318 (TxDOT Tex-104-E, 105-E and 106-E). In addition, the samples were tested for the minus 200 sieve analysis (percentage of soil passing through (finer than) the No. 200 sieve size – openings of 0.075 mm). Sieve testing was completed in accordance with ASTM D1140 (TxDOT Tex-111-E). In general these tests were utilized to verify existing soil types (verification of visual inspection) and determine subgrade adequacy & suitability for pavement applications. The results of the tests were used to properly classify each subgrade sample in accordance with the Unified Soil Classification System (USCS) as detailed in ASTM D2487 (TxDOT Tex-142-E). The results of the testing are provided on the boring logs in Appendix B. A summary of the results is provided for reference as follows (Table

1):

Soil Classification Testing Results

*Upper Soil Layer (Depths - 0 to 5 ft.) *Lower Soil Layer (Depths - 5 to 10 ft.)

Location LL PI -200 USCS Class LL PI -200 USCS Class

B-RW-01 28 11 ~ SC 34 19 51.0 CL (Shale)

B-RW-02 ~ ~ 28.1 SC 17 5 ~ SC

B-RW-03 26 12 ~ CL (Shale) 38 22 73.3 CL (Shale)

B-RW-04 ~ ~ 41.2 SC 29 15 ~ SC

B-PV-01 35 18 38.7 SC 28 12 69.2 CL

B-PV-02 32 14 43.7 SC 25 9 36.7 SC

B-PV-03 27 17 26.2 SC 18 6 34.8 SC-SM

B-PV-04 29 12 28.9 SC 15 3 29.1 SM

B-PV-05 25 15 25.8 SC 18 6 32.7 SC-SM

B-PV-06 24 8 41.1 SC 18 4 30.5 SC-SM

B-PV-07 30 12 28.9 SC 34 14 3.4 SP-SC

B-PV-08 36 19 47.7 SC 23 12 80.6 CL (Shale)

Table 1 – Subgrade Index Testing & Soil Classification *all depths are referenced from existing natural ground

**Atterberg Limits noted as 0 are based on Non-Plastic test (No Box Linear Shrinkage Performed)

Based on the information as referenced in the tables, the site soils typically fell within the limits of general stabilization (recommended PI of 10 or greater as referenced from the National Lime

Association and PI of 12 or greater as referenced from the US Army Corps of Engineers

(USACOE)).

Sulfate Content of Soil (Concrete Structures)

The presence of high concentrations of water-soluble sulfates (SO4) in soils can be detrimental to concrete structures in direct contact. Concrete exposed to these sulfate rich soils (buried concrete structures, foundations, slabs-on-grade) are vulnerable to deterioration in the form of expansion, cracking and spalling. To detect levels of water-soluble sulfates in the soils, we performed testing on these soils in accordance with Tex-145-E (Determining Sulfate Content in

Soils – Colorimetric Method). Sulfate contents for the Bridge Bores showed sulfate contents of

<100 ppm (no issues anticipated).

Sulfate Content of Soil (Pavement)

To detect levels of water-soluble sulfates in the soils, we performed testing on these soils in accordance with Tex-145-E (Determining Sulfate Content in Soils – Colorimetric Method). In pavement foundations (subgrades), high concentrations of sulfates in soils may cause problems in terms of high levels of swelling and heaving when lime/cement stabilization is introduced.

The reaction is highly chemical based on the combination of Calcium (provided by the addition of lime or cement), Aluminum (a basic chemical unit of clay), Water (utilized for compaction and stabilization reaction) and Sulfates. When soils containing significant amounts of sulfates are combined with typical roadway construction compaction methods (compacting with lime and/or cement and water), the result is the formation of ettringite, a high swelling mineral that is known to cause substantial heaving. The general site specific results are presented in Table 2.

Boring # *Sample

Depth (ft)

Water-Soluble Sulfate Level

(Parts Per Million)

B-RW-01 & B-RW-03 5 <100

B-PV-01 thru B-PV-08 5 <100

Table 2 – Summary of Sulfate Contents *all depths are referenced from existing natural ground

Lime Series Testing (% Lime vs. Soil pH) (Pavement)

Lime stabilization of subgrade soils requires testing to ensure appropriate and adequate lime is added to soil to induce the required stabilization results. The Lime Series Test was utilized to determine these limits in compliance with TxDOT procedure Tex-128-E (Determining Soil pH) and Tex-121-E Part III (Soil-Lime Testing ~ Part III – Determining Stabilization Ability of Lime by Soil pH). The basic test involves taking a sample of soil and measuring initial pH followed by the addition of various incremental percentages of lime (2%, 4%, 6%, etc.) and re-testing pH to establish a relationship. The basic criteria states that the lowest percentage of lime that produces a pH of 12.4 is the minimum lime percentage required to stabilize the soil. At this level cation exchange will occur resulting in modification of the soil particle structure to achieve improved workability and decrease swell and plasticity. The results are as follows in tabular form (see Table 3) and Graphical Form (see Figure 1):

Lime Series Table

Location Raw pH 2% Lime pH 4% Lime pH 6% Lime pH

B-RW-01 9.68 12.56 12.63 12.66

B-RW-03 9.60 12.45 12.54 12.56

B-PV-01 8.81 12.38 12.54 12.61

B-PV-02 8.83 12.30 12.54 12.59

B-PV-03 9.10 12.36 12.50 12.58

B-PV-04 8.97 12.35 12.51 12.59

B-PV-05 9.14 12.47 12.56 12.65

B-PV-06 9.50 12.24 12.42 12.46

B-PV-07 9.50 12.63 12.69 12.72

B-PV-08 9.49 12.54 12.64 12.68

Table 3 – Summary of Lime Series Testing

Figure 1 – Summary of Lime Series Testing

Summary of Subgrade Testing & Design Recommendations (Pavement)

Based on the information contained in the ‘Subgrade Index Testing & Soil Classification’, ‘Sulfate Content Testing’, and ‘Lime Series Testing’ sections of this report; the recommended subgrade treatment is:

• Utilize a recommended 4% lime by weight in the subgrade for soil stabilization

GEOTECHNICAL ENGINEERING ANALYSIS & DESIGN

Proposed Project Foundation System Information

The proposed structures to be analyzed for this report will be the proposed Ronald Reagan

Overpass of RM 2338 bridge foundation elements and the proposed MSE retaining wall to be located on the north face of the proposed approach embankment to the overpass. Per coordination, the proposed structure crossings are to be completed using girders supported on deep foundations (drilled shafts) at abutments and bents. Additionally, per coordination, the maximum height of the proposed retaining wall to be used in analysis is to be 25 feet.

Deep Foundation Capacity (Capacity Curves)

Texas Cone Penetration (TCP) test results were used to calculate foundation capacity curves for various deep foundation options. From coordination with Client, deep foundation options for use on this project will include round reinforced concrete drilled shafts. Design curves for four drilled shaft sizes most likely to be used (30-, 36-, 42- & 48-inch diameter) have been provided in Appendix C. Capacity curves were generated through the Texas Department of

Transportation (TxDOT) WINCORE software program (version 3.3). The foundation capacities include the effects of point bearing and skin friction to account for total foundation capacity.

The capacity curves were generated incorporating a disregard of the top 10 feet of each boring.

It is imperative for designers to note that the depth of foundation determined by way of the foundation capacity curves provided is a generalized model. Final foundation tip elevations should be determined with engineering judgment and modified based on each individual case.

During final foundation design the foundation designer will need to take into account the final elevation of borings, final elevation of finished grade (groundline) at foundation elements and any additional disregarded depth that may be deemed necessary.

Global Stability Analysis (MSE Retaining Walls)

Mechanically Stabilized Earth (MSE) retaining walls will be utilized on this project at the locations noted in this report. MSE walls consist of a fascia type wall paneling connected to a stabilized earth mass (typically reinforced with metallic straps or grids) providing an overall wall system applicable for fill type situations. These walls are proprietary systems, requiring preparation and submittal of design calculations and shop drawings. The design calculations are based on parameters included in the contract drawings and include calculations of external and internal stability.

This report includes complete Global Stability Analysis as the means to evaluate external wall stability. TxDOT has acknowledged this process and as such generally requires a full Global

Stability Analysis report be provided concluding that proposed retaining walls for projects will meet or exceed the required/desired minimum factor of safety of 1.3 (FS = 1.3). Factor of Safety requirements are as referenced from the 2020 TxDOT Geotechnical Manual.

The Global Stability Analysis of the retaining walls was performed using GSTABL7 with

STEDwin Version 2.005 software program. Analyses were performed on the retaining walls of this project using the Modified Bishop Method of slices for circular surfaces. Input parameters such as shear strength (cohesion and angle of friction) were defined from the results of the TCP testing. Both short-term (undrained) and long-term (drained) conditions were analyzed in accordance with the TxDOT Geotechnical Manual. TCP correlations for undrained parameters were based on the most current TxDOT Geotechnical Manual and supplemented with a

Technical Report from the FHWA and TxDOT titled “Improved Correlation between Texas

Cone Penetrometer Blow Count and Undrained Shear Strength of Soft Clays” where applicable.

Correlations for drained parameters were based on correlation equations of Holtz & Kovacks

(1981), Bjerrum and Simons (1960) and Gibson (1953) and/or TxDOT Geotechnical Manual. A minimum residual cohesion value of 50 pounds per square foot (psf) was incorporated into the long-term (drained) condition models for clayey soils where applicable.

The geometric model of the MSE walls utilized for analysis consisted of maximum vertical wall heights assumed at all boring locations along the proposed wall for a worst case analysis. The maximum wall height included a recommended two (2) foot depth requirement below ‘Existing

Ground’ or ‘Proposed Finished Grade’. The reinforced soil section (consisting of select fill material and earth reinforcements) was modeled as the minimum 70% of the wall height or 8 feet

(whichever was larger). The reinforced soil section was modeled with high cohesion and friction angle to ensure that critical failure planes would not pass through the reinforced section. The embankment behind the reinforced soil section was modeled with a shear strength value of 1,000 pounds per square foot (psf) in the undrained case and phi angle of 27.0 degrees in the drained case (correlating to a general embankment specification of PI = 40 or less). Traffic surcharge loading was incorporated into the modeling considered equivalent to two (2) feet of soil

(approximately 250 psf) placed atop the retaining wall. Piezometric surfaces (groundwater surfaces) were incorporated where applicable. Bearing capacity check was also completed as a function of this analysis and included here (checking to ensure Factor of Safety > 2). The model was analyzed as follows (See Appendix D for Global Stability Runs):

• Retaining Wall Section 1 (RW-1) o The global stability analysis for this wall was completed utilizing a maximum wall height of 25 feet exposed wall height (27 feet with two (2) foot wall embedment).

o The global stability analysis was completed using borings B-RW-01 thru B-RW-

04 (undrained and drained). The resulting critical Factors of Safety (FOS) were equal to 3.30 for the short-term condition (undrained) and 1.83 for the long-term condition (drained).

Flexible Pavement Design (Roadway)

The Pavement Design Report including flexible pavement design, analysis, guidance and recommendations for the proposed pavement designs is included in Appendix E.

GENERAL CONSTRUCTION CONSIDERATIONS

Deep Foundation Recommendations (Drilled Shafts)

Drilled Shafts

B2Z recommends all Drilled Shaft construction be in accordance with the requirements of

TxDOT 2024 ‘Standard Specifications for Construction and Maintenance of Highways, Streets and Bridges’, Item 416 – Drilled Shaft Foundations. Contractor should be aware that the use of casing and/or slurry to maintain stable excavations may be necessary. In terms of concrete, we recommend special attention be made to minimum/maximum slump of concrete required for drilled shafts (and requirements of slump retention). If differing site conditions (unanticipated or unusual strata) are encountered during construction, B2Z shall be contacted to provide review and possible re-analysis if so required.

Shallow Foundation Recommendations

B2Z recommends that any Shallow Foundations for structures utilized on this project be constructed in accordance with the requirements of TxDOT 2024 ‘Standard Specifications for

Construction and Maintenance of Highways, Streets and Bridges’, Item 400 – Excavation and

Backfill for Structures. Excavations shall be constructed using methods and equipment that maintain the integrity of subgrade at foundation depths. Care should be taken to prevent excessive disturbance when exposing foundation subgrade layers (bottom of excavations).

Proposed site areas and all areas used to support foundation construction should be stripped of all vegetation, organic topsoil and other miscellaneous debris up to a minimum of one (1) foot beyond the proposed site perimeters. Upon completion of excavation to subgrade and immediately prior to placement of structure, area should be adequately proof rolled in order to locate and compact any weak or compressible soft spots. Weak areas identified should be removed and replaced in accordance with the project specifications or as directed by the Project

Engineer. Positive surface drainage should be implemented prior to, during and after construction to prevent water infiltration or ponding at or adjacent to structures and structural excavations. If differing site conditions (unanticipated or unusual strata) are encountered during construction, B2Z shall be contacted to provide review and possible re-analysis if so required.

MSE Retaining Wall Recommendations

B2Z recommends that MSE Retaining Walls utilized on this project be constructed in accordance with the requirements of TxDOT 2024 ‘Standard Specifications for Construction and

Maintenance of Highways, Streets and Bridges’, Item 423 – Retaining Walls. We further recommend, all basic qualification testing (i.e. gradation, resistivity, pH, and (if required) chlorides and sulfates) of Select Fill utilized for MSE wall backfill be completed prior to the beginning of wall construction. All the recommendations as noted in ‘Shallow Foundation

Recommendations’ are valid for MSE Retaining Walls. At all times during construction, care should be taken that positive drainage is provided to prevent excessive water ponding at both the top of wall and base of wall.

Embankment Recommendations

B2Z recommends utilizing Williamson County General Notes Item 132 Embankment Type B for this project in accordance with the directive of Williamson County.

REFERENCES

1. TxDOT, 2024, “Standard Specification for the Construction of Highways, Streets, and

Bridges”, Austin, TX.

2. TxDOT, 2020 “Geotechnical Manual”, Austin, TX

3. TxDOT, 2005, “100-E, Soils & Aggregates Test Procedures”, Austin, TX., Current

4. ASTM International (American Society for Testing and Materials), Volume 04.08, Soil and Rock (I): D420- D5779, Current

5. United Facilities Criteria (UFC), “Soils & Geology Procedures for Foundation Design of

Building and Other Structures”, UFC 3-220-03FA, (January 2004).

6. TxDOT, 2021, “Pavement Manual”, Austin, TX

7. TxDOT Construction Division, 2005, “Guidelines for Treatment of Sulfate-Rich Soils and Bases in Pavement Structures”, Austin, TX.

8. Williamson County, 2025, “Williamson County Master General Notes”, (May 20, 2025

Version)

A

APPENDIX A – FIGURES

Figure 1 – General Project Location (Project Overview)

Figure 2a – Boring Location Map (Part 1)

Figure 2b – Boring Location Map (Part 2)

Figure 2c – Boring Location Map (Part 3)

B

APPENDIX B – BORING LOGS

DRILLING LOG 1 of 1

WinCore

Version 3.3

County Williamson

Highway Ronald Reagan

CSJ

Hole B-BRG-01

Structure Various Structures

Station

Offset

District Austin

Date 10/15/2024

Grnd. Elev. 995.00 ft

GW Elev. N/A

Elev.

(ft)

L O G

Texas Cone

Penetrometer Strata Description

Triaxial Test Properties

Lateral Deviator Press. Stress (psi) (psi)

MC LL PI

Wet Den.

(pcf)

Additional Remarks

Driller: OG Logger: RS Organization: B2Z Engineering.

B:\JOBS\RK&K\WilCo - 24RFSQ11 Eng Svcs 2023 Road Bond\WA-TO #1 (7061)\TechProd\Design\15 GEOTECHNICAL\Borings\Info from Lab\Wincore Files-Nima\7061-RK&K Georgetown, TX.CLG

16 (6) 40 (6)

50 (1) 50 (0)

50 (0.5) 50 (0)

50 (0.5) 50 (0)

50 (0.5) 50 (0)

50 (0.5) 50 (0)

50 (0.5) 50 (0)

50 (0.75) 50 (0)

50 (1) 50 (0.5)

50 (0.75) 50 (0.5)

10.9 21 14

8.1 -200=63.1%

8.1 23 8

10.1 -200=58.4%

23.8 36 21

19.4 -200=46.5%

17.8 17 2

24.3 -200=52.4%

20.1 18 3

26.7 -200=57.7%

CLAY, Sandy Lean Clay, Tan, w/ Traces of Fine Gravel & Limestone, Hard, Dry (CL)

985.

SHALE, Shale, Tan, w/ Traces of Fine Gravel, Hard, Dry to Wet (Comprised of Sandy Lean Clay)

(CL)

965.

SAND, Clayey Sand, Gray, w/ Traces of Fine Gravel & Limestone, Very Dense, Wet (SC)

960.

SAND, Silty Sand, Gray, w/ Traces of Fine Gravel & Limestone, Very Dense, Wet (SM)

955.

SHALE, Shale, Gray, w/ Traces of Fine Gravel, Hard, Wet (Comprised of Sandy Lean Clay) (CL)

945.

Remarks: Boring Locate (GPS - Lat., Long.) = 30°44'24.30''N, 97°48'5.53''W. Elev. Approx. (Based on Google Earth). Exist. Pave Str.

: ACP = 7 in., Flex. Base = 6 in. Mud Rotary Depth: 20'.

The ground water elevation was not determined during the course of this boring.

Version 3.3

County Williamson

Highway Ronald Reagan

CSJ

Hole B-BRG-02

Structure Various Structures

Station

Offset

District Austin

Date 10/15/2024

Grnd. Elev. 991.00 ft

GW Elev. N/A

Elev.

(ft)

L O G

Texas Cone

Penetrometer Strata Description

Triaxial Test Properties

Lateral Deviator Press. Stress (psi) (psi)

MC LL PI

Wet Den.

(pcf)

Additional Remarks

Driller: OG Logger: LC Organization: B2Z Engineering.

B:\JOBS\RK&K\WilCo - 24RFSQ11 Eng Svcs 2023 Road Bond\WA-TO #1 (7061)\TechProd\Design\15 GEOTECHNICAL\Borings\Info from Lab\Wincore Files-Nima\7061-RK&K Georgetown, TX.CLG

7 (6) 8 (6)

50 (0.5) 50 (0)

50 (1) 50 (0)

50 (1.5) 50 (1)

50 (0) 50 (0)

50 (0) 50 (0)

50 (0) 50 (0)

50 (0) 50 (0)

50 (0.5) 50 (0)

50 (0.5) 50 (0)

15.2 -200=58.3%

11.9 28 14

9.6 -200=66.7%

7.8 34 18

23.1 -200=38.3%

24.3 30 15

28.1 -200=57.5%

30.4 35 21

26.5 -200=60.1%

30.9 36 20

CLAY, Sandy Lean Clay, Tan, Stiff, Dry (CL)

981.

SHALE, Shale, Tan, Hard, Dry (Comprised of Sandy Lean Clay) (CL)

966.

SAND, Clayey Sand, Gray, w/ Traces of & Limestone, Very Dense, Wet

(SC)

956.

SHALE, Shale, Gray, Hard, Wet (Comprised of Sandy Lean Clay)

(CL)

941.

Remarks: Boring Locate (GPS - Lat., Long.) = 30°44'24.77''N, 97°48'3.70''W. Elev. Approx. (Based on Google Earth). Exist. Pave Str.

: ACP = 8 in., Flex. Base = 0 in. Mud Rotary Depth: 20'.

The ground water elevation was not determined during the course of this boring.

Version 3.3

County Williamson

Highway Ronald Reagan

CSJ

Hole B-PV-01

Structure Various Structures

Station

Offset

District Austin

Date 10/14/2024

Grnd. Elev. 993.00 ft

GW Elev. N/A

Elev.

(ft)

L O G

Texas Cone

Penetrometer Strata Description

Triaxial Test Properties

Lateral Deviator Press. Stress (psi) (psi)

MC LL PI

Wet Den.

(pcf)

Additional Remarks

Driller: OG Logger: RS Organization: B2Z Engineering.

B:\B2Z DEPARTMENTS\LABORATORY\3 - Austin Lab\0 - Projects\01 Geo Projects\7061 - RK&K Georgetown, TX\Wincore Files-Nima\7061-RK&K Georgetown, TX.CLG

10 (6) 21 (6)

35 (6) 50 (1)

50 (4.5) 50 (1)

12.5 35 18 -200=38.7%

10.9 28 12 -200=69.2%

17.3 35 14 -200=62.6%

SAND, Clayey Sand, Tan, Med. Dense, Dry (SC)

983.

CLAY, Sandy Lean Clay, Tan, w/ Traces of Limestone, Hard, Dry

(CL)

979.5 SHALE, Shale, Tan, Hard, Dry (Comprised of Sandy Lean Clay) (CL)978.

Remarks: Boring Locate (GPS - Lat., Long.) = 30°44'29.88''N, 97°47'47.68''W. Elev. Approx. (Based on Google Earth). Exist. Pave Str.

: ACP = 10 in., Flex. Base = 6 in.

The ground water elevation was not determined during the course of this boring.

Version 3.3

County Williamson

Highway Ronald Reagan

CSJ

Hole B-PV-02

Structure Various Structures

Station

Offset

District Austin

Date 10/14/2024

Grnd. Elev. 998.00 ft

GW Elev. N/A

Elev.

(ft)

L O G

Texas Cone

Penetrometer Strata Description

Triaxial Test Properties

Lateral Deviator Press. Stress (psi) (psi)

MC LL PI

Wet Den.

(pcf)

Additional Remarks

Driller: OG Logger: RS Organization: B2Z Engineering.

B:\B2Z DEPARTMENTS\LABORATORY\3 - Austin Lab\0 - Projects\01 Geo Projects\7061 - RK&K Georgetown, TX\Wincore Files-Nima\7061-RK&K Georgetown, TX.CLG

50 (3) 50 (0.5)

50 (0) 50 (0)

50 (0.5) 50 (0)

9.6 32 14 -200=43.7%

2.8 25 9 -200=36.7%

13.5 22 8 -200=4.3%

SAND, Clayey Sand, Brown, w/ Calcareous Nodules, Very Dense, Dry (SC)

984.5 SAND, Poorly-Graded Sand w/ Clay, Tan, Very Dense, Dry (SP-SC)983.

Remarks: Boring Locate (GPS - Lat., Long.) = 30°44'29.65''N, 97°47'36.16''W. Elev. Approx. (Based on Google Earth). Exist. Pave Str.

: ACP = 7 in., Flex. Base = 6 in. Mud Rotary Depth: 10'.

The ground water elevation was not determined during the course of this boring.

Version 3.3

County Williamson

Highway Ronald Reagan

CSJ

Hole B-PV-03

Structure Various Structures

Station

Offset

District Austin

Date 10/14/2024

Grnd. Elev. 988.00 ft

GW Elev. N/A

Elev.

(ft)

L O G

Texas Cone

Penetrometer Strata Description

Triaxial Test Properties

Lateral Deviator Press. Stress (psi) (psi)

MC LL PI

Wet Den.

(pcf)

Additional Remarks

Driller: OG Logger: RS Organization: B2Z Engineering.

B:\B2Z DEPARTMENTS\LABORATORY\3 - Austin Lab\0 - Projects\01 Geo Projects\7061 - RK&K Georgetown, TX\Wincore Files-Nima\7061-RK&K Georgetown, TX.CLG

50 (0) 50 (0)

50 (0) 50 (0)

50 (0) 50 (0)

6.0 27 17 -200=26.2%

2.7 18 6 -200=34.8%

4.9 23 12 -200=40.4%

SAND, Clayey Sand, Tan, w/ Traces of Limestone, Hard, Dry (SC)

978.

SAND, Silty, Clayey Sand, Tan, Hard, Dry (SC-SM)

974.5 SAND, Clayey Sand, Tan, Hard, Dry (SC)973.

Remarks: Boring Locate (GPS - Lat., Long.) = 30°44'26.92''N, 97°47'25.23''W. Elev. Approx. (Based on Google Earth). Exist. Pave Str.

: ACP = 6 in., Flex. Base = 6 in.

The ground water elevation was not determined during the course of this boring.

Version 3.3

County Williamson

Highway Ronald Reagan

CSJ

Hole B-PV-04

Structure Various Structures

Station

Offset

District Austin

Date 10/14/2024

Grnd. Elev. 978.00 ft

GW Elev. N/A

Elev.

(ft)

L O G

Texas Cone

Penetrometer Strata Description

Triaxial Test Properties

Lateral Deviator Press. Stress (psi) (psi)

MC LL PI

Wet Den.

(pcf)

Additional Remarks

Driller: OG Logger: RS Organization: B2Z Engineering.

B:\B2Z DEPARTMENTS\LABORATORY\3 - Austin Lab\0 - Projects\01 Geo Projects\7061 - RK&K Georgetown, TX\Wincore Files-Nima\7061-RK&K Georgetown, TX.CLG

50 (0.5) 50 (0)

50 (0.5) 50 (0)

50 (0) 50 (0)

7.1 29 12 -200=28.9%

3.8 15 3 -200=29.1%

5.1 19 9 -200=28.5%

SAND, Clayey Sand, Tan, w/ Calcareous Nodules, Hard, Dry, (SC)

968.

SAND, Silty Sand, Tan, Hard, Dry

(SM)

964.5 SAND, Clayey Sand, Tan, Hard, Dry (SC)963.

Remarks: Boring Locate (GPS - Lat., Long.) = 30°44'22.22''N, 97°47'15.12''W. Elev. Approx. (Based on Google Earth). Exist. Pave Str.

: ACP = 8 in., Flex. Base = 6 in.

The ground water elevation was not determined during the course of this boring.

Version 3.3

County Williamson

Highway Ronald Reagan

CSJ

Hole B-PV-05

Structure Various Structures

Station

Offset

District Austin

Date 10/14/2024

Grnd. Elev. 967.00 ft

GW Elev. N/A

Elev.

(ft)

L O G

Texas Cone

Penetrometer Strata Description

Triaxial Test Properties

Lateral Deviator Press. Stress (psi) (psi)

MC LL PI

Wet Den.

(pcf)

Additional Remarks

Driller: OG Logger: RS Organization: B2Z Engineering.

B:\B2Z DEPARTMENTS\LABORATORY\3 - Austin Lab\0 - Projects\01 Geo Projects\7061 - RK&K Georgetown, TX\Wincore Files-Nima\7061-RK&K Georgetown, TX.CLG

50 (3.5) 50 (0)

50 (0) 50 (0)

50 (1) 50 (0.25)

6.3 25 15 -200=35.8%

4.5 18 6 -200=32.7%

9.0 17 4 -200=49.6%

SAND, Clayey Sand, Tan, Hard, Dry (SC)

957.

SAND, Silty, Clayey Sand, Tan, w/ Traces of Limestone, Hard, Dry (SC-SM)

952.

Remarks: Boring Locate (GPS - Lat., Long.) = 30°44'18.20''N, 97°47'4.73''W. Elev. Approx. (Based on Google Earth). Exist. Pave Str.

: ACP = 9 in., Flex. Base = 6 in.

The ground water elevation was not determined during the course of this boring.

Version 3.3

County Williamson

Highway Ronald Reagan

CSJ

Hole B-PV-06

Structure Various Structures

Station

Offset

District Austin

Date 10/14/2024

Grnd. Elev. 961.00 ft

GW Elev. N/A

Elev.

(ft)

L O G

Texas Cone

Penetrometer Strata Description

Triaxial Test Properties

Lateral Deviator Press. Stress (psi) (psi)

MC LL PI

Wet Den.

(pcf)

Additional Remarks

Driller: OG Logger: RS Organization: B2Z Engineering.

B:\B2Z DEPARTMENTS\LABORATORY\3 - Austin Lab\0 - Projects\01 Geo Projects\7061 - RK&K Georgetown, TX\Wincore Files-Nima\7061-RK&K Georgetown, TX.CLG

50 (2.5) 50 (1.5)

50 (3.5) 50 (0)

50 (0.5) 50 (0)

9.8 24 8 -200=41.1%

7.8 18 4 -200=30.5%

13.8 24 13 -200=65%

SAND, Clayey Sand, Brown, w/ Calcareous Nodules, Hard, Dry (SC)

951.

SAND, Silty, Clayey Sand, Tan, Hard, Dry (SC-SM)

947.5 SHALE, Shale, Tan, Hard, Dry (Comprised of Sandy Lean Clay) (CL)946.

Remarks: Boring Locate (GPS - Lat., Long.) = 30°44'12.57''N, 97°46'52.40''W. Elev. Approx. (Based on Google Earth). Exist. Pave Str.

: ACP = 9 in., Flex. Base = 6 in.

The ground water elevation was not determined during the course of this boring.

Version 3.3

County Williamson

Highway Ronald Reagan

CSJ

Hole B-PV-07

Structure Various Structures

Station

Offset

District Austin

Date 10/14/2024

Grnd. Elev. 944.00 ft

GW Elev. N/A

Elev.

(ft)

L O G

Texas Cone

Penetrometer Strata Description

Triaxial Test Properties

Lateral Deviator Press. Stress (psi) (psi)

MC LL PI

Wet Den.

(pcf)

Additional Remarks

Driller: OG Logger: RS Organization: B2Z Engineering.

B:\B2Z DEPARTMENTS\LABORATORY\3 - Austin Lab\0 - Projects\01 Geo Projects\7061 - RK&K Georgetown, TX\Wincore Files-Nima\7061-RK&K Georgetown, TX.CLG

50 (0.25) 50 (0)

50 (0.5) 50 (0)

50 (0.5) 50 (0)

10.8 30 12 -200=28.9%

16.7 34 14 -200=3.4%

13.9 23 12 -200=9.8%

SAND, Clayey Sand, Tan, Hard, Dry (SC)

934.

SAND, Poorly-Graded Sand w/ Clay, Tan, Hard, Wet (SP-SC)

929.

Remarks: Boring Locate (GPS - Lat., Long.) = 30°44'10.09''N, 97°46'41.44''W. Elev. Approx. (Based on Google Earth). Exist. Pave Str.

: ACP = 10 in., Flex. Base = 6 in.Mud Rotary Depth: 5'.

The ground water elevation was not determined during the course of this boring.

Version 3.3

County Williamson

Highway Ronald Reagan

CSJ

Hole B-PV-08

Structure Various Structures

Station

Offset

District Austin

Date 10/14/2024

Grnd. Elev. 931.00 ft

GW Elev. N/A

Elev.

(ft)

L O G

Texas Cone

Penetrometer Strata Description

Triaxial Test Properties

Lateral Deviator Press. Stress (psi) (psi)

MC LL PI

Wet Den.

(pcf)

Additional Remarks

Driller: OG Logger: RS Organization: B2Z Engineering.

B:\B2Z DEPARTMENTS\LABORATORY\3 - Austin Lab\0 - Projects\01 Geo Projects\7061 - RK&K Georgetown, TX\Wincore Files-Nima\7061-RK&K Georgetown, TX.CLG

25 (6) 50 (3)

50 (0.5) 50 (0.5)

50 (0) 50 (0)

13.5 36 19 -200=47.7%

14.1 23 12 -200=80.6%

18.2 23 14 -200=65.4%

SAND, Clayey Sand, Tan, w/ Calcareous Nodules, Very Dense, Dry (SC)

921.

SHALE, Shale, Tan, Hard, Dry (Comprised of Lean Clay w/ Sand) (CL)

917.5 SHALE, Shale, Tan, Hard, Dry (Comprised of Sandy Lean Clay) (CL)916.

Remarks: Boring Locate (GPS - Lat., Long.) = 30°44'9.9''N, 97°46'28.63''W. Elev. Approx. (Based on Google Earth). Exist. Pave Str.

: ACP = 10 in., Flex. Base = 6 in.

The ground water elevation was not determined during the course of this boring.

Version 3.3

County Williamson

Highway Ronald Reagan

CSJ

Hole B-RW-01

Structure Various Structures

Station

Offset

District Austin

Date 10/15/2024

Grnd. Elev. 1001.00 ft

GW Elev. N/A

Elev.

(ft)

L O G

Texas Cone

Penetrometer Strata Description

Triaxial Test Properties

Lateral Deviator Press. Stress (psi) (psi)

MC LL PI

Wet Den.

(pcf)

Additional Remarks

Driller: OG Logger: RS Organization: B2Z Engineering.

B:\B2Z DEPARTMENTS\LABORATORY\3 - Austin Lab\0 - Projects\01 Geo Projects\7061 - RK&K Georgetown, TX\Wincore Files-Nima\7061-RK&K Georgetown, TX.CLG

27 (6) 33 (6)

50 (3) 50 (0)

50 (1.5) 50 (0.5)

50 (3.5) 50 (0)

50 (1.5) 50 (0.5)

15.2 28 11

6.1 -200=51%

5.8 34 19

6.4 -200=56.8%

8.0 38 23

SAND, Clayey Sand, Tan, w/ Traces of Fine Gravel & Limestone, Dense, Moist (SC)

991.

SHALE, Shale, Tan, w/ Traces of Fine Gravel & Limestone, Hard, Dry (Comprised of Sandy Lean Clay)

976.

Remarks: Boring Locate (GPS - Lat., Long.) = 30°44'22.42''N, 97°48'10.93''W. Elev. Approx. (Based on Google Earth). Exist. Pave Str.

: ACP = 8 in., Flex. Base = 5 in.

The ground water elevation was not determined during the course of this boring.

Version 3.3

County Williamson

Highway Ronald Reagan

CSJ

Hole B-RW-02

Structure Various Structures

Station

Offset

District Austin

Date 10/15/2024

Grnd. Elev. 999.00 ft

GW Elev. N/A

Elev.

(ft)

L O G

Texas Cone

Penetrometer Strata Description

Triaxial Test Properties

Lateral Deviator Press. Stress (psi) (psi)

MC LL PI

Wet Den.

(pcf)

Additional Remarks

Driller: OG Logger: RS Organization: B2Z Engineering.

B:\B2Z DEPARTMENTS\LABORATORY\3 - Austin Lab\0 - Projects\01 Geo Projects\7061 - RK&K Georgetown, TX\Wincore Files-Nima\7061-RK&K Georgetown, TX.CLG

44 (6) 50 (5.5)

50 (3) 50 (0)

50 (0) 50 (0)

50 (1.5) 50 (1.5)

50 (0) 50 (0)

17.6 -200=28.1%

4.7 17 5

7.2 -200=53%

7.6 26 12

6.6 -200=49.8%

SAND, Clayey Sand, Tan, w/ Traces of Fine Gravel & Limestone, Dense to Very Dense, Moist to Dry (SC)

984.

SHALE, Shale, Tan, Hard, Dry (Comprised of Sandy, Silty Clay) (CL-ML)

979.

SHALE, Shale, Tan, Hard, Dry (Comprised of Sandy Lean Clay) (CL)

975.5 SAND, Clayey Sand, Tan, w/ Traces of Fine Gravel & Limestone, Very Dense, Dry

974.

Remarks: Boring Locate (GPS - Lat., Long.) = 30°44'23.46''N, 97°48'8.31''W. Elev. Approx. (Based on Google Earth). Exist. Pave Str.

: ACP = 6.5 in., Flex. Base = 6 in.

The ground water elevation was not determined during the course of this boring.

Version 3.3

County Williamson

Highway Ronald Reagan

CSJ

Hole B-RW-03

Structure Various Structures

Station

Offset

District Austin

Date 10/15/2024

Grnd. Elev. 991.00 ft

GW Elev. N/A

Elev.

(ft)

L O G

Texas Cone

Penetrometer Strata Description

Triaxial Test Properties

Lateral Deviator Press. Stress (psi) (psi)

MC LL PI

Wet Den.

(pcf)

Additional Remarks

Driller: OG Logger: LC Organization: B2Z Engineering.

B:\B2Z DEPARTMENTS\LABORATORY\3 - Austin Lab\0 - Projects\01 Geo Projects\7061 - RK&K Georgetown, TX\Wincore Files-Nima\7061-RK&K Georgetown, TX.CLG

50 (5) 50 (2.5)

50 (1.5) 50 (1.5)

50 (1.5) 50 (0)

50 (1.5) 50 (0)

50 (2.5) 50 (0)

12.4 26 12

10.2 -200=73.3%

9.7 38 22

7.7 -200=51.3%

4.3 28 15

SHALE, Shale, Tan, Hard, Dry (Comprised of Lean Clay w/ Sand) (CL)

971.

SHALE, Shale, Tan to Gray, Hard, Dry (Comprised of Sandy Lean Clay)

(CL)

966.

Remarks: Boring Locate (GPS - Lat., Long.) = 30°44'26.43''N, 97°48'1.42''W. Elev. Approx. (Based on Google Earth). Exist. Pave Str.

: ACP = 10 in., Flex. Base = 6 in.

The ground water elevation was not determined during the course of this boring.

Version 3.3

County Williamson

Highway Ronald Reagan

CSJ

Hole B-RW-04

Structure Various Structures

Station

Offset

District Austin

Date 10/15/2024

Grnd. Elev. 993.00 ft

GW Elev. 974.00 ft

Elev.

(ft)

L O G

Texas Cone

Penetrometer Strata Description

Triaxial Test Properties

Lateral Deviator Press. Stress (psi) (psi)

MC LL PI

Wet Den.

(pcf)

Additional Remarks

Driller: OG Logger: LC Organization: B2Z Engineering.

B:\B2Z DEPARTMENTS\LABORATORY\3 - Austin Lab\0 - Projects\01 Geo Projects\7061 - RK&K Georgetown, TX\Wincore Files-Nima\7061-RK&K Georgetown, TX.CLG

44 (6) 50 (3.5)

50 (4) 50 (3)

50 (1) 50 (0)

50 (1.5) 50 (0)

50 (2) 50 (0.25)

5.7 -200=41.2%

10.0 29 15

6.1 -200=57.3%

8.1 25 13

7.1 -200=40.8%

SAND, Clayey Sand, Tan, w/ Calcareous Nodules, Dense to Very Dense, Dry (SC)

978.

SHALE, Shale, Tan, Hard, Dry (Comprised of Sandy Lean Clay) (CL)

969.5 SAND, Clayey Sand, Tan, w/ Calcareous Nodules, Very Dense, Dry (SC)968.

Remarks: Boring Locate (GPS - Lat., Long.) = 30°44'27.26''N, 97°47'58.67''W. Elev. Approx. (Based on Google Earth). Exist. Pave Str.

: ACP = 10 in., Flex. Base = 6 in.

Any ground water elevation information provided on this boring log is representative of conditions existing on the day and for the specific location where this information was collected. The actual groundwater elevation may fluctuate due to time, climatic conditions, and/or construction activity.

C

APPENDIX C – FOUNDATION CAPACITY CURVES

FOUNDATION CAPACITY

Version 3.3

County Williamson

Highway Ronald Reagan

Control

Hole B-BRG-01

Structure Various Structures

Station

Offset

District Austin

Date 10/15/2024

Grnd. Elev. 995.00 ft

GW Elev. N/A

B:\JOBS\RK&K\WilCo - 24RFSQ11 Eng Svcs 2023 Road Bond\WA-TO #1 - Ronald Reagan Blvd. Segment D1 (7061)\TechProd\Design\15 GEOTECHNICAL\Borings\Info from Lab\Wincore Files-Nima\7061-RK&K George

30 inch Drilled Shaft

90 ton Design Load

Tip Elevation = + 982.5

+995 Top Hole Elevation

+985 Disregard Elevation

Disregard above hard strata disabled

Pb: 2 Diameters Below Tip Checked

TCP Capacity Values Used

0.7 Soil Reduction Factor Used

0 320 640 960 1280 1600 1920

0 + 995

10 + 985

20 + 975

30 + 965

40 + 955

50 + 945

60 + 935

70 + 925

D e p t h

(Ft)

E l e v

(Ft)

Foundation Capacity (Tons) w/o Point Bearing w/ Point Bearing

Version 3.3

County Williamson

Highway Ronald Reagan

Control

Hole B-BRG-02

Structure Various Structures

Station

Offset

District Austin

Date 10/15/2024

Grnd. Elev. 991.00 ft

GW Elev. N/A

B:\JOBS\RK&K\WilCo - 24RFSQ11 Eng Svcs 2023 Road Bond\WA-TO #1 - Ronald Reagan Blvd. Segment D1 (7061)\TechProd\Design\15 GEOTECHNICAL\Borings\Info from Lab\Wincore Files-Nima\7061-RK&K George

30 inch Drilled Shaft

90 ton Design Load

Tip Elevation = + 978.5

+991 Top Hole Elevation

+981 Disregard Elevation

Disregard above hard strata disabled

Pb: 2 Diameters Below Tip Checked

TCP Capacity Values Used

0.7 Soil Reduction Factor Used

0 320 640 960 1280 1600 1920

0 + 991

10 + 981

20 + 971

30 + 961

40 + 951

50 + 941

60 + 931

70 + 921

D e p t h

(Ft)

E l e v

(Ft)

Version 3.3

County Williamson

Highway Ronald Reagan

Control

Hole B-BRG-01

Structure Various Structures

Station

Offset

District Austin

Date 10/15/2024

Grnd. Elev. 995.00 ft

GW Elev. N/A

B:\JOBS\RK&K\WilCo - 24RFSQ11 Eng Svcs 2023 Road Bond\WA-TO #1 - Ronald Reagan Blvd. Segment D1 (7061)\TechProd\Design\15 GEOTECHNICAL\Borings\Info from Lab\Wincore Files-Nima\7061-RK&K George

36 inch Drilled Shaft

90 ton Design Load

Tip Elevation = + 982

+995 Top Hole Elevation

+985 Disregard Elevation

Disregard above hard strata disabled

Pb: 2 Diameters Below Tip Checked

TCP Capacity Values Used

0.7 Soil Reduction Factor Used

0 320 640 960 1280 1600 1920

0 + 995

10 + 985

20 + 975

30 + 965

40 + 955

50 + 945

60 + 935

70 + 925

D e p t h

(Ft)

E l e v

(Ft)

Version 3.3

County Williamson

Highway Ronald Reagan

Control

Hole B-BRG-02

Structure Various Structures

Station

Offset

District Austin

Date 10/15/2024

Grnd. Elev. 991.00 ft

GW Elev. N/A

B:\JOBS\RK&K\WilCo - 24RFSQ11 Eng Svcs 2023 Road Bond\WA-TO #1 - Ronald Reagan Blvd. Segment D1 (7061)\TechProd\Design\15 GEOTECHNICAL\Borings\Info from Lab\Wincore Files-Nima\7061-RK&K George

36 inch Drilled Shaft

90 ton Design Load

Tip Elevation = + 978

+991 Top Hole Elevation

+981 Disregard Elevation

Disregard above hard strata disabled

Pb: 2 Diameters Below Tip Checked

TCP Capacity Values Used

0.7 Soil Reduction Factor Used

0 320 640 960 1280 1600 1920

0 + 991

10 + 981

20 + 971

30 + 961

40 + 951

50 + 941

60 + 931

70 + 921

D e p t h

(Ft)

E l e v

(Ft)

Version 3.3

County Williamson

Highway Ronald Reagan

Control

Hole B-BRG-01

Structure Various Structures

Station

Offset

District Austin

Date 10/15/2024

Grnd. Elev. 995.00 ft

GW Elev. N/A

B:\JOBS\RK&K\WilCo - 24RFSQ11 Eng Svcs 2023 Road Bond\WA-TO #1 - Ronald Reagan Blvd. Segment D1 (7061)\TechProd\Design\15 GEOTECHNICAL\Borings\Info from Lab\Wincore Files-Nima\7061-RK&K George

42 inch Drilled Shaft

90 ton Design Load

Tip Elevation = + 981.5

+995 Top Hole Elevation

+985 Disregard Elevation

Disregard above hard strata disabled

Pb: 2 Diameters Below Tip Checked

TCP Capacity Values Used

0.7 Soil Reduction Factor Used

0 320 640 960 1280 1600 1920

0 + 995

10 + 985

20 + 975

30 + 965

40 + 955

50 + 945

60 + 935

70 + 925

D e p t h

(Ft)

E l e v

(Ft)

Version 3.3

County Williamson

Highway Ronald Reagan

Control

Hole B-BRG-02

Structure Various Structures

Station

Offset

District Austin

Date 10/15/2024

Grnd. Elev. 991.00 ft

GW Elev. N/A

B:\JOBS\RK&K\WilCo - 24RFSQ11 Eng Svcs 2023 Road Bond\WA-TO #1 - Ronald Reagan Blvd. Segment D1 (7061)\TechProd\Design\15 GEOTECHNICAL\Borings\Info from Lab\Wincore Files-Nima\7061-RK&K George

42 inch Drilled Shaft

90 ton Design Load

Tip Elevation = + 977.5

+991 Top Hole Elevation

+981 Disregard Elevation

Disregard above hard strata disabled

Pb: 2 Diameters Below Tip Checked

TCP Capacity Values Used

0.7 Soil Reduction Factor Used

0 320 640 960 1280 1600 1920

0 + 991

10 + 981

20 + 971

30 + 961

40 + 951

50 + 941

60 + 931

70 + 921

D e p t h

(Ft)

E l e v

(Ft)

Version 3.3

County Williamson

Highway Ronald Reagan

Control

Hole B-BRG-01

Structure Various Structures

Station

Offset

District Austin

Date 10/15/2024

Grnd. Elev. 995.00 ft

GW Elev. N/A

B:\JOBS\RK&K\WilCo - 24RFSQ11 Eng Svcs 2023 Road Bond\WA-TO #1 - Ronald Reagan Blvd. Segment D1 (7061)\TechProd\Design\15 GEOTECHNICAL\Borings\Info from Lab\Wincore Files-Nima\7061-RK&K George

48 inch Drilled Shaft

90 ton Design Load

Tip Elevation = + 981

+995 Top Hole Elevation

+985 Disregard Elevation

Disregard above hard strata disabled

Pb: 2 Diameters Below Tip Checked

TCP Capacity Values Used

0.7 Soil Reduction Factor Used

0 640 1280 1920 2560 3200 3840

0 + 995

10 + 985

20 + 975

30 + 965

40 + 955

50 + 945

60 + 935

70 + 925

D e p t h

(Ft)

E l e v

(Ft)

Version 3.3

Count…