ESBD_373836_1724352605818_SOLICIEXH_F.9_24R0020771_GEO Kerrville Radio Tower.pdf

GEOTECHNICAL ENGINEERING REPORT

KERRVILLE MAINTENANCE FACILITY RADIO TOWER

KERR COUNTY, TEXAS

CSJ: 0915-00-188

SUBMITTED TO

TEXAS DEPARTMENT OF TRANSPORTATION (TXDOT)

SAN ANTONIO DISTRICT

BY

HVJ ASSOCIATES, INC.

JUNE 6, 2024

HVJ REPORT NO. HG2010062.3

HVJSCTX REPORT NO. SG2010510.1.1

Office operated by HVJ South Central Texas – M&J, Inc., a proud independently owned and operated HVJ Association® franchisee

October 28, 2016

June 6, 2024

Mr. Richard L. De La Cruz, PE San Antonio District Director of Transportation, Planning and Development 4615 Northwest Loop 410 San Antonio, TX 78229

Re: Geotechnical Engineering Report

Kerrville Radio Tower CSJ No.: 0915-00-188

Kerr County, Texas Owner: Texas Department of Transportation (TxDOT) HVJ Project No. HG2010062.3

HVJSCTx Project No. SG2010510.1.1

Dear Mr. De La Cruz, Submitted herein is the final report of our geotechnical investigation for the above referenced project. This investigation was performed in accordance with Contract No. 36-0IDP5054; Work Authorization No. 3, executed on April 24, 2024.

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 South Central Texas – M&J, Inc.

Texas Firm Registration No. F-18091

Golam Kibria, PhD, PE Vice President of Operations 06/06/2024

Sheikh Sharif Ahmed, PhD, PE Project Engineer

This seal appearing on this document was authorized by Sheikh Sharif Ahmed, PhD, PE 151424 on June 6, 2024.

Alterations of a sealed document without proper notification to the responsible engineer(s) is an offense under the Texas Engineering Practice Act.

4201 Freidrich Lane, Suite 110

Austin, Texas 78744

512.447.9081 Ph

512.443.3442 Fax

www.hvj.com i

TABLE OF CONTENTS

Page

I EXECUTIVE SUMMARY ................................................................................................................... III

1 INTRODUCTION

1.1 General

1.2 Scope of Work

2 SUBSURFACE EXPLORATION

2.1 General

2.2 Field Testing and Sampling Methods

2.3 Groundwater Conditions

2.4 Borehole Completion

3 LABORATORY TESTING

3.1 General

3.2 Moisture Content

3.3 Percent Passing the No. 200 Sieve

3.4 Uniaxial Compressive Strength of Rock

4 SITE CHARACTERIZATION

4.1 General Soil Stratigraphy

4.2 Stratigraphy

4.3 Laboratory Testing Statistics

5 FOUNDATION DESIGN RECOMMENDATIONS

5.1 General

5.2 WinCore Outputs

5.3 Analysis Criteria

5.4 Axial Capacity

5.5 Uplift Load

5.6 Lateral Shaft Capacity

5.7 Down-Drag/Negative Skin Friction

5.8 Group Effects

5.9 Settlement

5.10 Drilled Shaft Construction Recommendations

5.11 Monitoring Drilled Shaft Installation

6 LIMITATIONS

ii

PLATES

Plate

SITE VICINITY MAP

GEOLOGY MAP

PLAN OF BORINGS

KEY TO SYMBOLS ...............................................................................................................................4A-4B

APPENDICES

Appendix

WINCORE BORE LOGS .............................................................................................................................. A

LABORATORY TEST RESULTS SUMMARY ........................................................................................ B

ROCK CORE PHOTOGRAPHS................................................................................................................. C

WINCORE CAPACITY OUTPUTS ........................................................................................................... D

LPILE PARAMETERS ................................................................................................................................... E iii

I EXECUTIVE SUMMARY

HVJ Associates, Inc (HVJ) was retained by Texas Department of Transportation (TxDOT) to perform a geotechnical investigation for the “Kerrville Maintenance Facility Radio Tower” project located in Kerrville, Kerr County, Texas. The project involves design and installation of a 350 feet tall, self-supported radio tower. The project site is located between the east and west bound IH-10 lanes, just east of its intersection with Hollomon Road in Kerrville, Texas.

Below is a summary of the content which can be found in the full report.

1. A total of three (3) borings were drilled to a depth of 60 feet each, below the existing ground surface, for a total depth of 180 Linear feet.

2. Based on review of available geological information, and the field exploration program, the project site lies within the Fort Terrett Member (Kft) formation within the Fredericksburg Group.

The general subsurface consists of residual soils overlying highly to slightly weathered limestone of the Fort Terrett Member formation to the explored depths of the borings.

The residual soils are decomposed or disintegrated rock material from the Fort Terrett Member formation that converted to soil. The residual soils were present in one boring (B-2) and were classified as Sandy Fat Clay (CH) with limestone fragments. The residual soil layer thickness was approximately 0.5 feet before transitioning into weathered Limestone.

The residual soils transitioned into light brown to brown, hard to very hard, highly to slightly weathered limestone. The limestone was encountered in all the borings at depths ranging from the surface to 0.5 feet below the existing surface elevation and continued to the termination depth of 60 feet for each boring. In all the borings, coring recovery values ranged from 0 to 100% with an average of 66%, and RQD values ranged from 0 to 95% with an average of 28%. Chert fragments were observed in all the borings approximately between 25 feet and 35 feet depth.

3. Groundwater was not encountered in any of the borings during drilling operations. It should be noted that groundwater measurement was not possible after initiation of rock coring since water was injected into the bore hole. Also, groundwater levels determined during drilling operations typically do not accurately reflect the true groundwater conditions, and therefore, should only be considered as an approximation. Perched groundwater conditions may also exist at the interface between the weathered and competent rock and within fractured rock. It should also be noted that groundwater levels may fluctuate seasonally, in response to climatic conditions, and with precipitation events.

4. We recommend that the proposed tower be supported on a system of straight-sided drilled shafts. WinCore analyses (end bearing, skin friction, and soil strength) for drilled shafts based on the design methods presented in the TxDOT Geotechnical Manual 2020 are presented in Appendix D. Recommended LPILE parameters are presented in Appendix E.

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

1 INTRODUCTION

1.1 General

HVJ Associates, Inc. (HVJ) was retained by TxDOT to perform a geotechnical investigation for the “Kerrville Maintenance Facility Radio Tower” project located in Kerrville, Kerr County, Texas. The project involves design and installation of a 350 feet tall, self-supported radio tower. The project site is located between the east and west bound IH-10, just east of its intersection with Hollomon Road in Kerrville, Texas. The location of the project is shown in the Site Vicinity Map on Plate 1.

1.2 Scope of Work

The primary objective of this study was to gather information on subsurface conditions at the project site and provide recommendations for the proposed radio tower foundation. The objectives were accomplished by:

1. Drilling three (3) borings to a depth of 60 feet each, below the existing ground surface, for a total of 180 feet.

2. Performing laboratory tests to determine physical and engineering characteristics of the subsurface materials.

3. Perform engineering analyses to aid in the design of the proposed radio tower and provide construction recommendations.

4. Summarizing field investigation, laboratory testing data and geotechnical recommendations in this Geotechnical Engineering Report.

Subsequent sections of this report contain descriptions of the subsurface exploration, laboratory-testing program, general site characterization, foundation design and construction recommendations, and limitations.

2 SUBSURFACE EXPLORATION

2.1 General

The field exploration for the project was performed between May 7 and May 9, 2024. The borings were drilled with a truck mounted drill rig equipped with soil sampling and rock coring equipment.

The boring locations are shown on the Plan of Borings on Plates 3. Table 2-1 below summarizes the boring details.

Table 2-1: Boring Details

Boring Depth

(ft) Latitude Longitude Northing Easting

Elevation (ft)

Groundwater Depth (ft)

B-1 60 30.108931 -99.186831 13950818.7 1909425.0 1943.0 NE

B-2 60 30.108873 -99.186738 13950797.5 1909454.6 1942.6 NE

B-3 60 30.108850 -99.186828 13950789.2 1909426.1 1942.8 NE

Note: Borings were not professionally surveyed. Coordinates were taken by a hand-held GPS device and are approximate. Coordinates are based on the Texas State Plane Coordinate System, South Central Zone (TX SC-4204), NAD 83(93). Elevations are approximate and obtained from USGS National Map Elevation Point Query Service website. Units: Survey Feet. NE denotes “Not Encountered.”

2.2 Field Testing and Sampling Methods

TxDOT cone penetrometer (TCP) tests were performed at approximately 5-foot intervals starting at a depth of five (5) feet below existing grade, in accordance with Test Method Tex-132-E. The TxDOT cone test is used to determine the relative density or consistency of a subsurface material, and to develop bearing and skin friction resistance of the subsurface to aid in foundation design.

The test consists of driving a 3-inch diameter cone with a 170-pound hammer, which is dropped from a distance of 24 inches. Following seating, the cone is driven for two consecutive 6-inch increments, and the blow counts for each increment are noted. The number of blows for each 6-inch increment and/or the amount of penetration for 50 blows was documented in the field. The drilling rig used on the project had an automatic hammer to minimize operator error while running the test. Drilling in soil was performed using dry auger method, while rock coring was conducted utilizing water to advance the core barrel. Drilling/coring was advanced until target depth was reached.

The bedrock was generally cored continuously upon encountering competent rock material. The coring method consisted of a conventional NX core barrel with an inside diameter of 2 inches.

Water was injected to promote coring. Percent recovery (REC) and the Rock Quality Designation (RQD) were recorded for each run. The REC value was obtained by dividing the total length of core recovered by the total length of the core run. The RQD value was obtained by dividing the total length of sound core pieces with a minimum length of 4 inches by the total length of the core run.

The core samples were visually identified for rock type and features and properly documented on field logs, including REC and RQD values.

Classification and field test results for the sample and retrieved rock cores were recorded onto field logs, which included a visual description in accordance with ASTM D 2488 – Visual Description and Identification of Soils, published geologic maps/description and our local experience After field documentation and logging was complete, the individual soil and rock samples were placed in sealed zip-lock bags or boxes to prevent loss of moisture and were transported to our laboratory for further examination and testing.

2.3 Groundwater Conditions

Groundwater was not encountered in any of the borings during drilling operations. It should be noted that groundwater measurement was not possible after initiation of rock coring since water was injected into the bore hole. Note that, Groundwater levels determined during drilling operations typically do not accurately reflect the true groundwater conditions, and therefore should only be considered as an approximation. Perched groundwater conditions may also exist at the interface between weathered and competent rock, and within fractured rock. It should also be noted that groundwater levels may fluctuate seasonally, in response to climatic conditions, and with precipitation events.

2.4 Borehole Completion

The borings were backfilled with bentonite chips to match the existing ground surface.

3 LABORATORY TESTING

3.1 General

Soil and rock samples transported to our laboratory were further examined and described. A preliminary soil classification was assigned to the soil sample based on ASTM D 2487 – Classification of Soil for Engineering Purposes. Rock samples were visually examined to identify major rock type.

Classification testing, which included moisture contents and percent passing the No. 200 sieve, was subsequently conducted on the soil sample. Uniaxial compressive strength of rock test was performed on select rock samples. All tests were performed in accordance with the relevant ASTM and TxDOT Standards as required.

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

3.2 Moisture Content

Moisture content testing was performed on the sample 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 D 2216 (Tex-103-E).

3.3 Percent Passing the No. 200 Sieve

The soil sample was tested in accordance with ASTM D 1140 (Tex-111-E) to determine the amount of material finer than the No. 200 sieve for use in classification. An oven dried sample of material is weighed and then washed over a 75-µm (No. 200) sieve, allowing clay and other particles to be dispersed and removed from the soil. The retained material is oven dried then reweighed. The loss in mass resulting from the washing is calculated as mass percent of the original sample and is reported as the percentage of material finer than a No. 200 sieve.

3.4 Uniaxial Compressive Strength of Rock

Select intact limestone core sample was tested following procedure from ASTM D 7012, Method C to determine unconfined compressive strength. The sample is loaded until failure at a strain rate as constant as feasible. The unconfined compressive strength is taken as the compressive stress in the sample at failure. The test results are provided in the boring logs in Appendix A.

4 SITE CHARACTERIZATION

4.1 General Soil Stratigraphy

Based on review of available geological information1, and the field exploration program, the project site lies within the Fort Terrett Member (Kft) formation within the Fredericksburg Group as shown on the Geology Map on Plate 2. There are no known faults present in the site vicinity.

The Fort Terrett Member (Kft) formation generally consist of limestone and dolomite. The upper quarter consists of porcelaneous aphanitic limestone, collapse breccia, chert, and recrystallized limestone. The middle part consists of light to dark gray, cherty, miliolid, shell fragment, rudistid limestone and medium brownish gray dolomite. The lower quarter contains nodular limestone with thin, yellow, Exogyra texana-bearing clay at base. The thickness of Fort Terrett Member is 230 to 300 feet that thickens southward.

4.2 Stratigraphy

Subsurface conditions at the project site described herein are based on information obtained at the boring locations only. Significant variations at areas not explored by the project borings may require reevaluation of our findings and conclusions. Subsurface conditions encountered in the project site are discussed below.

The general subsurface consists of residual soils overlying highly to slightly weathered limestone of the Fort Terrett Member formation.

The residual soils are decomposed or disintegrated rock material from the Fort Terrett Member formation that converted to soil. The residual soils were present in one boring (B-2) and were classified as Sandy Fat Clay (CH) with limestone fragments. The residual soil layer thickness was approximately 0.5 feet before transitioning into weathered Limestone.

The residual soils transitioned into light brown to brown, hard to very hard, highly to slightly weathered limestone. The limestone was encountered in all the borings at depths ranging from the surface to 0.5 feet below the existing surface elevation and continued to the termination depths of the borings (i.e., 60 feet). In all the borings, coring recovery values ranged from 0 to 100% with an average of 66%, and RQD values ranged from 0 to 95% with an average of 28%. Chert fragments were observed in all the borings approximately between 25 feet and 35 feet depth.

Detailed descriptions of the materials encountered in the borings are displayed on the final boring logs presented in Appendix A. A complete summary of laboratory test results is presented in Appendix B of this report. Rock core photographs are included Appendix C.

4.3 Laboratory Testing Statistics

Laboratory testing statistics for each geological formation is presented in Table 4-1 below.

1 https://webapps.usgs.gov/txgeology/

Table 4-1: Laboratory Testing Statistics by Strata

Laboratory Test Average Maximum Minimum Standard Deviation

No. of Tests

Residual

% Passing No. 200 Sieve 50 - - - 1

Moisture Content (%) 20 - - - 1

Fort Terrett Member (Kft)

Moisture Content (%) 11 20 5 4 11

Wet Unit Weight (pcf) 144 155 132 6 11

Dry Unit Weight (pcf) 131 148 111 10 11

Uniaxial Compressive Strength (tsf) 108 204 42 46 11

5 FOUNDATION DESIGN RECOMMENDATIONS

5.1 General

A straight sided drilled shaft foundation system is recommended for the proposed radio tower to support vertical and lateral loading. The capacity of the shafts may be calculated using the TxDOT WinCore software after applying disregard depths and other recommendations presented in the following sections.

5.2 WinCore Outputs

The WinCore computer program that incorporates TxDOT standard procedures was used to compute the allowable unit and accumulative skin friction and the end bearing capacity for straight-sided drilled shafts. The shaft capacity curves were developed for each boring location. The WinCore capacity analyses for drilled shaft design can be found in Appendix D.

5.3 Analysis Criteria

Based on the guidelines provided in the TxDOT Geotechnical Manual 2020, the upper 5 feet should be disregarded during WinCore capacity analyses for drilled shafts. In addition, HVJ recommends disregarding the entire length of the casing, if permanent casing is used for the drilled shaft construction.

The WinCore computer program that incorporates TxDOT standard procedures was used to compute the allowable unit and accumulative skin friction for straight-sided drilled shafts for the.

Unit end bearing values for drilled shafts were determined based on the procedures presented in the TxDOT Geotechnical Manual 2020 and are discussed further in Section 5.4. It should be noted that elevation adjustments to the curves are necessary when the top of shaft elevation differs from the top of boring elevation.

The design parameters provided for drilled shaft design were developed based solely on the TxDOT Cone Penetrometer (TCP) blow count data. The WinCore outputs (skin friction and end bearing) are only valid at the locations drilled and are for the informational purposes only. The designers should use their own experience, the data in this report, and any supplemental data necessary to provide recommendations for the project. Project plans and radio tower structural loading were not evaluated during the course of this project, and engineering experience/judgment should be used to determine recommendations for the project by the design team.

5.4 Axial Capacity

Allowable capacity due to skin friction may be calculated from the curves by determining accumulative skin friction at the tip elevation, subtracting the accumulative skin friction at the disregard elevation, and multiplying the value by the shaft perimeter. It should be noted that the elevations of shafts must be consistent with the boring elevations to use charts directly. Also, values need to be adjusted based on criteria outlined in Section 5.3 of this report.

For drilled shafts, an allowable end bearing capacity should be calculated by multiplying the shaft end area by the allowable unit end bearing pressure. End bearing capacity for drilled shafts with a diameter less than or equal to 24 inches should be neglected. The allowable end bearing capacity should be added to the allowable skin friction capacity to determine the total allowable drilled shaft compressive capacity. The maximum allowable drilled shaft service load should be determined in accordance with Table 5-1 in Chapter 5, Section 3, of the TxDOT Geotechnical Manual 2020. If higher loads are planned, a detailed structural analysis of the drilled shaft design is required. HVJ recommends a minimum penetration depth of 1 shaft diameter into competent bedrock or total length of 3 shaft diameters (whichever is deeper). Competent bedrock is defined as hard to very hard strata with TCP blow counts of 100/4” or less for limestone.

5.5 Uplift Load

Due to the presence of rock material at the surface and shallow depths, potential uplift force due to expansive soils are not anticipated at this site. However, uplift force will be induced due to wind load at the self-standing radio towers and should be considered for the design.

A minimum shaft reinforcement ratio of 1% is recommended for the uplift load. The amount of reinforcing steel required for the shaft can be computed by assuming that the dead load of the structure (please note structure deadload for the tower could be relatively low compared to uplift load) surcharges the shafts and that the above estimated tensile force along with any uplift forces from the structure acts vertically on the shaft. The shafts should be reinforced with sufficient vertical reinforcing steel as determined by the Engineer.

Allowable uplift resistance for the straight-sided shafts can be estimated using allowable skin friction WinCore values (reduced by a factor of 0.8), plus the dead load from the column and shaft for soils below a depth of 5 feet. Consideration should be given to ignore influence of dead load to calculate uplift resistance if the superstructure (i.e., tower) placement is planned long after shaft installation.

5.6 Lateral Shaft Capacity

Foundation elements for the tower are anticipated to withstand significant lateral loads in addition to axial loads. Wind forces on tower are forms of lateral loading. Lateral loads on a drilled shaft will be countered by the mobilization of resistance in the surrounding soil/rock as the shaft deflects. The lateral load capacity of the shaft, therefore, will depend on its relative stiffness, and the strength of the surrounding soil/rock. A rational analysis of lateral loading on a shaft must consider the interaction of the soil/rock and the structure. Equilibrium of forces and compatibility of displacements throughout the total system are the two fundamental conditions that are to be satisfied in the analysis.

Lateral load analysis was beyond the scope of this study and should be performed by the project structural engineer using software such as LPILE, etc. The input parameters for LPILE lateral load analysis are presented in Appendix E.

5.7 Down-Drag/Negative Skin Friction

Considering the presence of hard residual soils and bedrock at the project site, down-drag forces on the deep foundation system of the tower are not anticipated to develop.

5.8 Group Effects

If groups of shafts are needed, bearing resistance of the groups of shafts should be the lesser of the sum of individual resistances of each shaft in the group or the resistance of an equivalent shaft consisting of the shafts and the block within the area bounded by the shafts. HVJ recommends a minimum center-to-center spacing of three (3) shaft diameters for axial analysis. Axial group effects should be evaluated if the shafts are spaced closer than three (3) shaft diameters.

For laterally loaded shaft groups, lateral load capacity is primarily developed by the outer row of shafts on the side opposite the direction of lateral load, which we refer to as the “front” row. The lateral load contribution of shafts behind the front row provides substantially less resistance. In order to determine a conservative capacity of a shaft group, determine the lateral capacity of the front row shafts using a program such as LPILE or another appropriate method. For shafts spaced at least 5 diameters apart, the group effects on lateral load capacity can be ignored, and lateral capacity can be the sum of all shafts. For spacing less than 5 diameters between shafts, P-Multipliers should be applied to the shaft resistance. If needed, P-Multipliers should be taken from Table 10.7.2.4-1 from AASHTO 20202. Lateral resistance from embedded pile caps may also be included for total lateral resistance, but disturbance effects on soil/rock during construction must be considered. A comprehensive analysis of group lateral load capacity that includes the contribution shafts behind the front row was not included in our scope.

5.9 Settlement

Settlement for properly constructed drilled shafts should be about 1 inch or less, provided that the tip elevations of shafts are in general accordance with the recommendations provided in this report and drilled shaft installation is performed in accordance with TxDOT guidelines.

5.10 Drilled Shaft Construction Recommendations

Drilled shaft construction and installation should follow TxDOT Standard Specification Item 416, TxDOT Construction Bulletin C-9, and ACI 336.1-01. The Contractor should be prepared to use casing/slurry displacement methods for drilled shaft installation, if needed. The Contractor is responsible for the “Means and Methods” for drilled shaft installation, including the use of appropriate pier excavation equipment, dewatering, temporary casing and/or slurry drilling, should

2 AASHTO LRFD Bridge Design Specifications, 9th Edition, 2020.

either (or both) be necessary during the shaft drilling operations. Presented below are a few specific recommendations for drilled shaft installation:

1. Drilled shaft excavations should be inspected for verticality and side sloughing.

Verticality is specified at one inch in ten feet of the shaft length and should be checked to the full depth.

2. Before placing concrete, the shaft bottom should be cleaned out with a drilling bucket to remove any sediments that may not be displaced by the concrete. The shaft bottoms should be cleaned with a "clean-out" bucket until rotation on the bottom without crowd (i.e., penetration under force) produces little spoil. An air lift can also be used to remove any loose material in the bottom of the shaft. Probing after cleaning out is essential to verify the condition of the base of the shaft.

3. Reinforcing steel and concrete should be placed in the excavations immediately following drilling and evaluation for proper bearing stratum, embedment, and cleanliness. The approved, completed foundation excavations should not remain open overnight to prevent sediment accumulation.

4. Concrete placement should be accomplished as directed in TxDOT Standard Specification Item 416.3.6. A water-reducing, retarding admixture in accordance with DMS-4640, “Chemical Admixtures for Concrete” should be used in all concrete when using casing that will be pulled or when placing shafts under water or under slurry. The tremie pipe diameter should be at least eight times as large as the largest concrete aggregate size.

5. Concrete should be placed using a closed tremie or be pumped to the bottom of the excavation when using slurry displacement or underwater concrete placement methods.

Concrete should be placed continuously from beginning of placement until the shaft is complete.

6. A computation of the final concrete volume for each shaft should be made. Shafts taking an unreasonably high or low volume of concrete should be cored to check their integrity.

7. If temporary casing is used, it should be sealed below weathered rock to prevent seepage into the drilled shaft excavation. If casing is used, it should be extracted slowly and smoothly with a vibratory hammer. The casing should always remain at least one foot below the level of the concrete during placement. Due to the presence of bedrock, casing installation may need specialized equipment.

8. If drilling slurry is required, it should meet the requirements of TxDOT Standard Specification Item 416, Table 3. Surface casing should be installed a minimum of 10 feet below the surface before introducing slurry.

9. Installation of group shafts within 3 shaft diameters on center can cause loosening of ground and reduction in lateral stress around the shafts. The sequencing of construction operations should be planned to avoid the potential for communication between shafts during excavation and concrete placement. Shaft excavations should not be made within three shaft diameters (edge to edge) of shafts that have been concreted within the last 24 hours.

10. Due to the presence of limestone bedrock, heavy duty, high torque rock excavation equipment will be required for drilled shaft installation.

5.11 Monitoring Drilled Shaft Installation

The performance of the drilled shafts is highly dependent on the quality of the installation.

Therefore, the construction of drilled shafts should be observed continuously during construction by a Geotechnical Engineer (or qualified Engineering Technician) to document the drilling conditions encountered, the cleaning of the bottom of the shaft, the type of bearing material, the depth and diameter of shaft, the size, number, configuration, and grade of steel reinforcement, and the volume of concrete used.

Concrete material should be sampled and tested for compressive strength. Placement operations should be monitored to record concrete slump, temperature, and age at time of placement. If slurry is used, properties such as specific gravity and viscosity should be tested and documented. During concrete placement, the elevation of the concrete should be monitored and at no time should the relative elevation of the concrete increase during casing extraction. This event implies that the concrete is adhering to the casing, causing a vacuum condition and possible soil intrusion into the shaft. If any shafts are contaminated in this way, coring should be performed to determine the shaft integrity. Other methods such as Cross Sonic Logging (CSL) or Thermal Integrity Profiling (TIP) may be utilized in order to determine the integrity of the concrete of the shaft. TxDOT Special Specification SS4021 should be used for TIP testing.

The engineer shall evaluate the results of TIP testing and determine acceptance. The contractor is responsible for developing the mitigation plan and to mitigate identified defects. Testing shall be coordinated with the engineer a minimum of one week prior to the desired testing date. TxDOT personnel shall be present during testing.

6 LIMITATIONS

This study was performed for the exclusive use of TxDOT for specific application for the “Kerrville Maintenance Facility Radio Tower” project in Kerrville, Kerr County, Texas. HVJ has endeavored to comply with generally accepted geotechnical engineering practices common in the local area. HVJ 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 our 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 should be immediately notified so that further investigation and supplemental recommendations can be provided.

In the event that any changes in the nature, design, or location of the improvements are made, the conclusions and recommendations in this report should not be considered valid until the changes are reviewed and the conclusions and recommendations modified or verified in writing by HVJ.

PLATES

H ol lo m on R d

LR

IH-10

Kft

LEGEND;

Kft Fort Terrett Member Kgru Upper Glen Rose Limestone Qal Alluvium Qat Low Terrace Deposits

Kft

MAP LOCATION PROJECT NO.:

SG 20 10510.1.1

Kft

Kft

Scale: NTS

DATE: 05/14/2024

DRAWN BY: PROJ. CHK: APPRV. BY:

SSA GK LR

GEOLOGY MAP

KERRVILLE RADIO TOWER

KERRVILLE, TEXAS

FILENAME:

GEO

PLATE 2

LEGEND;

0 Boring Locations

MAP LOCATION PROJECT NO.:

SG 20 10510.1.1

DATE: 05/14/2024

DRAWN BY: PROJ. CHK: APPRV. BY:

SSA GK LR

PLAN OF BORINGS

KERRVILLE RADIO TOWER

KERRVILLE, TEXAS

FILENAME:

POB

PLATE 3

AS SOCI TA ES

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 *

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

Dense

Slightly Compact

Very Loose

Slickensided

Stratified

Laminated

Layer

Seam

Parting

Inclusion

Fissured

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 extending through the sample

Inclusion 1/4 inch to 3 inches thick extending through the sample

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

TxDOT Cone Penetrometer

Compact

Loose

Consistency Blow Count

Fat Clay

Classification

Silt

Boulder

Cobble

Gravel

Sand

Clay

Pavement/Base Water

SOIL SYMBOLS

Soil Types

Lean Clay

Other Materials

Sand Gravel

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 Intermixed

Nodule

Ferrous

Calcareous carbonate

> 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

Very Dense

Hard

Stiff

Very Soft

TxDOT Cone Penetrometer

Very Stiff

Soft

Consistency Blow Count

80 to 100 (5")

40 to 80

20 to 40

8 to 20

0 to 8

Very Hard 100 (5") - 100 (0")

Silt

Marl variable amounts of clay and silt

Calcium carbonate-rich material containing

Dotted or covered with small spots of contrasting colorSpeckled

80 to 100 (5")

40 to 80

20 to 40

8 to 20

0 to 8

100 (5") - 100 (0")

SG 20 10510.1.1

PLATE 4A

0915-00-188

AutoCAD SHX Text

USED ON BORING LOGS FOR SOIL

AutoCAD SHX Text

KEY TO TERMS AND SYMBOLS

AutoCAD SHX Text

PROJECT NO.:

AutoCAD SHX Text

DATE:

AutoCAD SHX Text

FILE:

AutoCAD SHX Text

DRAWING NO.:

AutoCAD SHX Text

CSJ NO.:

AutoCAD SHX Text

SG 22 10068

AutoCAD SHX Text

PLATE 4A

AutoCAD SHX Text 0016-05-111 & 0016-06-115

AutoCAD SHX Text 4/4/2023

AutoCAD SHX Text P:\GEO\Projects\2022\SG 22 10068 TxDOT San Antonio (#5107) PS&E for I-35 North East Expansion (NEX)\CAD\SOIL_ROCK.dwg

ROCK TYPES

Limestone Shale

Soft

Hard

Very Hard

Rock can be scratched with fingernail

Rock can be scratched with knife blade

Rock will scratch 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

JOINT DESCRIPTION

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 December, 2012.

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

Very Close

Close

Medium Close

Wide

<2"

2"-12"

12"-3'

>3'

Horizontal

Shallow

Moderate

Steep

Vertical

0-5

5-35

35-65

65-85

85-90

Slickensided

Smooth

Irregular

Rough

Polished, grooved

Planar

Undulating or granular

Jagged or pitted

Spacing Inclination Surfaces

(2)

(1)

AS SOCI TA ES

Sandstone Conglomerate

Gypsum Redbed

Lignite

Muck

Granite

Basalt

Schist

Gneiss

100 (4") - 100 (6")

100 (1") - 100 (5")

100 (0") - 100 (2")

Characteristics

TxDOT Cone

Penetrometer

Blow Count

SG 20 10510.1.1

PLATE 4B

0915-00-188

AutoCAD SHX Text

USED ON BORING LOGS FOR ROCK

AutoCAD SHX Text

KEY TO TERMS AND SYMBOLS

AutoCAD SHX Text

PROJECT NO.:

AutoCAD SHX Text

DATE:

AutoCAD SHX Text

FILE:

AutoCAD SHX Text

DRAWING NO.:

AutoCAD SHX Text

CSJ NO.:

AutoCAD SHX Text

SG 22 10068

AutoCAD SHX Text

PLATE 4B

AutoCAD SHX Text 0016-05-111 & 0016-06-115

AutoCAD SHX Text 4/4/2023

AutoCAD SHX Text P:\GEO\Projects\2022\SG 22 10068 TxDOT San Antonio (#5107) PS&E for I-35 North East Expansion (NEX)\CAD\SOIL_ROCK.dwg

APPENDIX A

HVJSCTX WINCORE BORING LOGS

RUN: 5'-10'

REC: 47%, RQD: 23%

RUN: 10'-15'

REC: 10%, RQD: 0%

clay layers from 10' to 15'

RUN: 15'-20'

REC: 73%, RQD: 52%

RUN: 20'-25'

REC: 57%, RQD: 8%

RUN: 25'-30'

REC: 67%, RQD: 8%

2839 4.6 1550

1933.0

1918.0

1913.0

LIMESTONE, very hard, light brown, highly weathered, heavily fractured.

[Fort Terrett Member]

LIMESTONE, soft to very hard, brown to light brown, highly to moderately weathered, heavily to moderately fractured, trace ferrous stains. [Fort Terrett Member]

LIMESTONE, soft, light brown, moderately weathered, heavily fractured, with chert fragments. [Fort Terrett Member]

50 (0.8) 50 (0.8)

50 (1) 29 (6)

50 (1) 50 (0.5)

50 (1) 50 (0.5)

50 (3) 50 (3)

50 (3) 50 (1)

L O G

Additional Remarks

WinCore

Version 3.1

Deviator Stress (psi)

MC LL PI

Wet Den.

(pcf)

Lateral Press.

(psi)

Triaxial Test Properties

District

Date

Grnd. Elev.

GW Elev.

San Antonio

05/9/24

1943.00 ft

N/A

Hole

Structure

Station

Offset

B-1

Radio Tower

DRILLING LOG

g:\hvj shared common\austin\austin projects\2020\sg 20 10510.1.1 txdot san antonio(#4313) kerrville district maintenance building\gint\sg 20 10510.1.1 kerrville radio tower.gpj

Remarks: REC: Recovery, RQD: Rock Quality Designation.

Dry auger from 0 to 5' and Rock Coring from 5' to 60'. Groundwater not encountered prior to Rock Coring.

(Northing, Easting: 13950818.7, 1909425.0) Note: Borings were not professionally surveyed. Coordinates were taken by a hand-held GPS device and are approximate. Coordinates are based on the Texas State Plane Coordinate System, South Central Zone (TX SC-4204), NAD 83(93). Elevations are approximate and obtained from USGS National Map Elevation Point Query Service website. Units: Survey Feet.

Organization: HVJSCTXLogger: Harini PalliDriller: Texas Geobore

Elev.

(ft)

Strata Description Texas Cone

Penetrometer

County

Highway

CSJ

Kerr

0915-00-188

RUN: 30'-35'

REC: 15%, RQD: 0%

RUN: 35'-40'

REC: 90%, RQD: 15%

slightly to moderately weathered below 35'

RUN: 40'-45'

REC: 87%, RQD: 68%

RUN: 45'-50'

REC: 88%, RQD: 49%

RUN: 50'-55'

REC: 95%, RQD: 95%

RUN: 55'-60'

REC: 82%, RQD: 74%

10.4

9.4

1903.0

1898.0

1883.0

LIMESTONE, hard, light brown, highly weathered, heavily fractured, trace calcareous deposits and chert fragments. [Fort Terrett Member]

LIMESTONE, very hard, light brown, slightly weathered, moderately fractured, trace calcareous deposits.

[Fort Terrett Member]

LIMESTONE, very hard, light brown, moderately to slightly weathered, heavily to slightly fractured. [Fort Terrett Member]

50 (1.8) 50 (1)

50 (1) 50 (1)

50 (1) 50 (0.5)

50 (0.8) 50 (0.3)

50 (0.5) 50 (0.5)

50 (0.5) 50 (0.3)

L O G

Additional Remarks

WinCore

Version 3.1

Deviator Stress (psi)

MC LL PI

Wet Den.

(pcf)

Lateral Press.

(psi)

Triaxial Test Properties

District

Date

Grnd. Elev.

GW Elev.

San Antonio

05/9/24

1943.00 ft

N/A

Hole

Structure

Station

Offset

B-1

Radio Tower

DRILLING LOG

g:\hvj shared common\austin\austin projects\2020\sg 20 10510.1.1 txdot san antonio(#4313) kerrville district maintenance building\gint\sg 20 10510.1.1 kerrville radio tower.gpj

Remarks: REC: Recovery, RQD: Rock Quality Designation.

Dry auger from 0 to 5' and Rock Coring from 5' to 60'. Groundwater not encountered prior to Rock Coring.

(Northing, Easting: 13950818.7, 1909425.0) Note: Borings were not professionally surveyed. Coordinates were taken by a hand-held GPS device and are approximate. Coordinates are based on the Texas State Plane Coordinate System, South Central Zone (TX SC-4204), NAD 83(93). Elevations are approximate and obtained from USGS National Map Elevation Point Query Service website. Units: Survey Feet.

Organization: HVJSCTXLogger: Harini PalliDriller: Texas Geobore

Elev.

(ft)

Strata Description Texas Cone

Penetrometer

County

Highway

CSJ

Kerr

SS: 50/3.5"

Passing No. 200 Sieve = 50%

RUN: 5'-10'

REC: 70%, RQD: 17%

RUN: 10'-15'

REC: 0%, RQD: 0%

no recovery from 10' to 15'

RUN: 15'-20'

REC: 83%, RQD: 43%

RUN: 20'-25'

REC: 43%, RQD: 0%

RUN: 25'-30'

REC: 13%, RQD: 0%

chert fragments from 25' to 35'

15 1320

1942.1

1937.6

1927.6

CLAY, very hard, dark brown, moist, fat, sandy. [Residual] (CH)

LIMESTONE, very hard, brown, highly weathered. [Fort Terrett Member]

LIMESTONE, very hard, light brown, moderately to highly weathered, heavily fractured. [Fort Terrett Member]

LIMESTONE, very hard, light brown, moderately to highly weathered, heavily fractured. [Fort Terrett Member]

50 (0.5) 50 (0)

50 (1) 50 (0.5)

50 (1) 50 (0.5)

50 (1) 50 (0.5)

50 (0.8) 50 (0.5)

50 (1.5) 50 (1)

L O G

Additional Remarks

WinCore

Version 3.1

Deviator Stress (psi)

MC LL PI

Wet Den.

(pcf)

Lateral Press.

(psi)

Triaxial Test Properties

District

Date

Grnd. Elev.

GW Elev.

San Antonio

05/7/24

1942.60 ft

N/A

Hole

Structure

Station

Offset

B-2

Radio Tower

DRILLING LOG

g:\hvj shared common\austin\austin projects\2020\sg 20 10510.1.1 txdot san antonio(#4313) kerrville district maintenance building\gint\sg 20 10510.1.1 kerrville radio tower.gpj

Remarks: SS: Split Spoon Sampling with 170-lb hammer, REC: Recovery, RQD: Rock Quality Designation.

Dry auger from 0 to 1.5' and Rock Coring from 1.5' to 60'. Groundwater not encountered prior to Rock Coring.

(Northing, Easting: 13950797.5, 1909454.6) Note: Borings were not professionally surveyed. Coordinates were taken by a hand-held GPS device and are approximate. Coordinates are based on the Texas State Plane Coordinate System, South Central Zone (TX SC-4204), NAD 83(93). Elevations are approximate and obtained from USGS National Map Elevation Point Query Service website. Units: Survey Feet.

Organization: HVJSCTXLogger: Harini PalliDriller: Texas Geobore

Elev.

(ft)

Strata Description Texas Cone

Penetrometer

County

Highway

CSJ

Kerr

REC: 45%, RQD: 0%

RUN: 35'-40'

REC: 58%, RQD: 0%

RUN: 40'-45'

REC: 68%, RQD: 0%

vuggy from 40' to 45'

RUN: 45'-50'

REC: 80%, RQD: 26%

RUN: 50'-55'

REC: 88%, RQD: 13%

vuggy from 50' to 55'

RUN: 55'-60'

REC: 100%, RQD: 38%

6.6

9.9

1907.6

1882.6

LIMESTONE, very hard, light brown, moderately to highly weathered, heavily fractured. [Fort Terrett Member]

LIMESTONE, hard to very hard, light brown, moderately to slightly weathered, heavily fractured. [Fort Terrett Member]

50 (1) 50 (1)

50 (1) 50 (0.5)

50 (1) 50 (0)

50 (2) 50 (1)

50 (0) 50 (0)

50 (0.5) 50 (0.5)

L O G

Additional Remarks

WinCore

Version 3.1

Deviator Stress (psi)

MC LL PI

Wet Den.

(pcf)

Lateral Press.

(psi)

Triaxial Test Properties

District

Date

Grnd. Elev.

GW Elev.

San Antonio

05/7/24

1942.60 ft

N/A

Hole

Structure

Station

Offset

B-2

Radio Tower

DRILLING LOG

g:\hvj shared common\austin\austin projects\2020\sg 20 10510.1.1 txdot san antonio(#4313) kerrville district maintenance building\gint\sg 20 10510.1.1 kerrville radio tower.gpj

Remarks: SS: Split Spoon Sampling with 170-lb hammer, REC: Recovery, RQD: Rock Quality Designation.

Dry auger from 0 to 1.5' and Rock Coring from 1.5' to 60'. Groundwater not encountered prior to Rock Coring.

(Northing, Easting: 13950797.5, 1909454.6) Note: Borings were not professionally surveyed. Coordinates were taken by a hand-held GPS device and are approximate. Coordinates are based on the Texas State Plane Coordinate System, South Central Zone (TX SC-4204), NAD 83(93). Elevations are approximate and obtained from USGS National Map Elevation Point Query Service website. Units: Survey Feet.

Organization: HVJSCTXLogger: Harini PalliDriller: Texas Geobore

Elev.

(ft)

Strata Description Texas Cone

Penetrometer

County

Highway

CSJ

Kerr

SS: 50/0.5"

RUN: 5'-10'

REC: 67%, RQD: 22%

RUN: 10'-15'

REC: 10%, RQD: 0%

RUN: 15'-20'

REC: 100%, RQD: 67%

RUN: 20'-25'

REC: 47%, RQD: 16%

RUN: 25'-30'

REC: 67%, RQD: 28%

vuggy from 25' to 30'

2235 7.6 1490

1937.8

1927.8

1917.8

1912.8

LIMESTONE, very hard, light brown, highly weathered. [Fort Terrett Member]

LIMESTONE, very hard to hard, light brown, moderately to highly weathered, heavily fractured. [Fort Terrett Member]

LIMESTONE, hard, light brown, slightly to highly weathered, moderately to heavily fractured, trace calcareous deposits. [Fort Terrett Member]

LIMESTONE, hard, light brown, moderately weathered, heavily fractured, trace calcareous deposits and chert fragments. [Fort Terrett Member]

50 (0.5) 50 (0.3)

50 (1.8) 50 (1)

50 (2) 50 (1)

50 (1.5) 50 (0.5)

50 (1.5) 50 (1.3)

50 (0.5) 50 (0.5)

L O G

Additional Remarks

WinCore

Version 3.1

Deviator Stress (psi)

MC LL PI

Wet Den.

(pcf)

Lateral Press.

(psi)

Triaxial Test Properties

District

Date

Grnd. Elev.

GW Elev.

San Antonio

05/8/24

1942.80 ft

N/A

Hole

Structure

Station

Offset

B-3

Radio Tower

DRILLING LOG

g:\hvj shared common\austin\austin projects\2020\sg 20 10510.1.1 txdot san antonio(#4313) kerrville district maintenance building\gint\sg 20 10510.1.1 kerrville radio tower.gpj

Remarks: SS: Split Spoon Sampling with 170-lb hammer, REC: Recovery, RQD: Rock Quality Designation.

Dry auger from 0 to 1.5' and Rock Coring from 1.5' to 60'. Groundwater not encountered prior to Rock Coring.

(Northing, Easting: 13950789.2, 1909426.1) Note: Borings were not professionally surveyed. Coordinates were taken by a hand-held GPS device and are approximate. Coordinates are based on the Texas State Plane Coordinate System, South Central Zone (TX SC-4204), NAD 83(93). Elevations are approximate and obtained from USGS National Map Elevation Point Query Service website. Units: Survey Feet.

Organization: HVJSCTXLogger: Harini PalliDriller: Texas Geobore

Elev.

(ft)

Strata Description Texas Cone

Penetrometer

County

Highway

CSJ

Kerr

REC: 5%, RQD: 0%

RUN: 35'-40'

REC: 82%, RQD: 22%

RUN: 40'-45'

REC: 78%, RQD: 37%

RUN: 45'-50'

REC: 92%, RQD: 44%

RUN: 50'-55'

REC: 97%, RQD: 47%

RUN: 55'-60'

REC: 100%, RQD: 77%

20.3

10.2

12.3

9.5

1907.8

1887.8

1882.8

LIMESTONE, very hard, light brown, highly weathered, heavily fractured, trace calcareous deposits and chert fragments. [Fort Terrett Member]

LIMESTONE, very hard, light brown, moderately to slightly weathered, heavily fractured, trace calcareous deposits and ferrous stains. [Fort Terrett Member]

LIMESTONE, hard, light brown, slightly weathered, moderately fractured, trace calcareous deposits. [Fort Terrett Member]

50 (1) 50 (0.5)

50 (1) 50 (0.8)

50 (1) 50 (1)

50 (1) 50 (1)

50 (2) 50 (0.5)

50 (1.8) 50 (0.5)

L O G

Additional Remarks

WinCore

Version 3.1

Deviator Stress (psi)

MC LL PI

Wet Den.

(pcf)

Lateral Press.

(psi)

Triaxial Test Properties

District

Date

Grnd. Elev.

GW Elev.

San Antonio

05/8/24

1942.80 ft

N/A

Hole

Structure

Station

Offset

B-3

Radio Tower

DRILLING LOG

g:\hvj shared common\austin\austin projects\2020\sg 20 10510.1.1 txdot san antonio(#4313) kerrville district maintenance building\gint\sg 20 10510.1.1 kerrville radio tower.gpj

Remarks: SS: Split Spoon Sampling with 170-lb hammer, REC: Recovery, RQD: Rock Quality Designation.

Dry auger from 0 to 1.5' and Rock Coring from 1.5' to 60'. Groundwater not encountered prior to Rock Coring.

(Northing, Easting: 13950789.2, 1909426.1) Note: Borings were not professionally surveyed. Coordinates were taken by a hand-held GPS device and are approximate. Coordinates are based on the Texas State Plane Coordinate System, South Central Zone (TX SC-4204), NAD 83(93). Elevations are approximate and obtained from USGS National Map Elevation Point Query Service website. Units: Survey Feet.

Organization: HVJSCTXLogger: Harini PalliDriller: Texas Geobore

Elev.

(ft)

Strata Description Texas Cone

Penetrometer

County

Highway

CSJ

Kerr

APPENDIX B

LABORATORY TEST RESULTS SUMMARY

B-1 15-20 4.6 155 148 204.4

50-55 10.4 144 130 69.4

55-60 9.4 144 132 69.5

B-2 0-0.