GEOTECHNICAL INVESTIGATION GEOTECHNICAL INVESTIGATION BUDA

GEOTECHNICAL INVESTIGATION GEOTECHNICAL INVESTIGATION

BUDA WASTEWATER TREATMENT PLANT

EFFLUENT FORCE MAIN

BUDA, TEXAS

AECOM, INC.

AUSTIN, TEXAS

8613 Cross Park Drive Austin, Texas 78754

Phone: 512-977-1800 Fax: 512-973-9966

FUGRO USA LAND, INC.

AECOM 9400 Amberglen Boulevard, Building E

Report No. 04.30141032 January 25, 2019

Austin, Texas 78729

Attention: Mr. Martin Rumbaugh, P.E., BCEE

Geotechnical Investigation Buda Wastewater Treatment Plant

Effluent Force Main Buda, Texas

Dear Mr. Rumbaugh,

Submitted herewith is our report on the Geotechnical Investigation for the above

referenced project. Proposed construction will include approximately 15,000 linear feet of

20-inch diameter force main. The pipeline will be installed adjacent to the existing Wastewater

Treatment Plant (WWTP) and extends east along Main Street crossing IH-35 in Buda, Texas.

In brief, this report includes a plan of borings, boring logs with results of laboratory tests, and

descriptions of subsurface conditions. Based on these findings, geotechnical recommendations

are set forth for the utility installation.

Fugro USA Land, Inc. (Fugro) appreciates the opportunity to be of service to AECOM,

Inc. We look forward to future assignments.

Sincerely,

FUGRO USA LAND, INC. TBPE Firm Registration No. F-299

Yanfeng Li, Ph.D., P.E. Senior Geotechnical Engineer

Bryan E. Rose, P.E. Senior Project Manager

Distribution: Addressee (Rumbaugh) (1 PDF) E-File

GEOTECHNICAL INVESTIGATION

BUDA WASTEWATER TREATMENT PLANT

EFFLUENT FORCE MAIN

BUDA, TEXAS

Report to:

AECOM, INC.

Austin, Texas

Submitted by:

FUGRO USA LAND, INC.

January, 2019

Report No. 04.30141032

CONTENTS

PAGE

INTRODUCTION ......................................................................................................................... 1

AUTHORIZATION........................................................................................................................ 1

PURPOSE AND SCOPE ........................................................................................................... 1

FIELD INVESTIGATION ............................................................................................................. 1

LABORATORY TESTING ........................................................................................................... 2

Natural Water Content (ASTM D 2216) ............................................................................ 2

Atterberg Limits (ASTM D 4318)....................................................................................... 3

Sieve Analysis (ASTM D 422) .......................................................................................... 3

Unconfined Compression Test of Cohesive Soil (ASTM D 2166) ..................................... 3

Unconfined Compression Strength of Rock Core Specimens (ASTM D 7012) ................. 3

Analytical Testing ............................................................................................................. 4

Strata Descriptions ........................................................................................................... 5

SITE AND SUBSURFACE CONDITIONS ................................................................................. 6

Physiography .................................................................................................................... 6

Geology ............................................................................................................................ 6

Site Stratigraphy and Engineering Properties ................................................................... 7

Groundwater Occurrence ................................................................................................. 8

CONSTRUCTION CONSIDERATIONS ...................................................................................... 9

Pipe Bedding and Backfill Recommendations .................................................................. 9

Trench Backfill .................................................................................................................. 9

Excavation Potential ....................................................................................................... 10

Temporary Trench Excavations, Support, and Groundwater .......................................... 10

Geotechnical Conditions at Trenchless Crossings .......................................................... 11

CONDITIONS ............................................................................................................................ 12

ILLUSTRATIONS

PLATE

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

PLAN OF BORINGS ....................................................................................................... 2

BORING LOGS ................................................................................................................ 3 – 15

KEYS TO TERMS AND SYMBOLS USED ON THE BORING LOGS ...................... 16 & 17

Report No. 04.30141032

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INTRODUCTION

On September 25, 2018, Fugro USA Land, Inc. (Fugro) initiated the geotechnical

investigation with the drilling of thirteen (13) borings for the proposed 20-inch diameter force

main in Buda, Texas.

The pipeline alignment is approximately 15,000 linear feet and will be installed from the

existing City of Buda WWTP travelling east along Main Street crossing IH-35. The pipeline will

be installed primarily with open-cut excavation techniques. Trenchless techniques will be utilized

in three (3) locations. The project location is shown on the Vicinity Map, Plate 1.

AUTHORIZATION

The geotechnical investigation was authorized on July 7, 2018 by Mr. Martin Rambaugh,

P.E., Project Manager of AECOM with formal acceptance of our proposal dated May, 8, 2014.

The proposal outlines the scope of our services for the project.

PURPOSE AND SCOPE

The purpose of the investigation was to obtain adequate subsurface information to

identify geotechnical and geologic conditions along the project alignment, provide geotechnical

recommendations for earthwork, and specifications for the utility installations. This was

accomplished with a three phase study including: 1) a field investigation for determining general

subsurface conditions and obtaining representative samples for classification and testing,

2) a laboratory testing program to aid in the classification of subsurface strata and to establish

engineering properties of the strata encountered, and 3) analyses of field and laboratory data to

develop geotechnical design and construction recommendations.

Field sampling methods, laboratory testing procedures, soil classifications and strata

descriptions were in general accordance with methods, procedures, and practices set forth by the

American Society for Testing and Materials, Annual Book of ASTM Standards, latest edition,

where applicable.

FIELD INVESTIGATION

The field investigation consisted of drilling thirteen (13) borings (designated B-1 through

B-13) to depths of 15 to 30 feet below existing ground surface. Boring locations were

established in areas accessible to the drill rig and adjusted to avoid existing utilities, and were

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drilled approximately every 1,000 linear ft along the pipeline alignment. Boring locations are

shown on the Plan of Borings, Plate 2, and should be considered approximate.

Detailed descriptions of the subsurface strata encountered are presented on the Logs of

Borings, Plates 3 through 15. Keys to Terms and Symbols used on the boring logs are set forth

on Plates 16 and 17. Pocket penetration values in tons per square foot, Standard Penetration

Test (SPT) N-values, and core recovery and Rock Quality Designation (ASTM D 6032) values, in

percent, are shown on the Logs of Borings under the appropriate column. Boring elevations

shown on the boring logs were obtained from Google Earth Professional and should be

considered approximate. Latitude and longitude coordinates were obtained in the field at each

boring location using a hand-held GPS device, accurate to about 3 horizontal meters, and are

presented in the notes on the bottom of the boring logs. Groundwater notes made during drilling

are also presented at the bottom of the logs.

The borings were drilled with a truck-mounted drill rig equipped with 1) continuous flight

augers for advancing the holes dry and recovering disturbed samples (ASTM D 1452),

2) seamless push tubes for obtaining relatively undisturbed soil samples of cohesive strata

(ASTM D 1587), 3) split-barrel samplers and drive-weight assembly for obtaining representative

samples and measuring the penetration resistance (N-values) of non-cohesive soil strata

(ASTM D 1586), and 4) double-tube wireline core barrels equipped with carbide bits for obtaining

2-inch diameter rock cores (ASTM D 2113).

LABORATORY TESTING

The laboratory testing program included identification and classification testing of strata

encountered in the subsurface. Soil classification tests, including Atterberg limit determinations

(ASTM D 4318) and partial grain-size analyses (ASTM D 422), were conducted on representative

samples of the soil strata. To determine compressive strength, unconfined compressive strength

tests (ASTM D 2166) were conducted on selected intact clay samples. Unconfined compression

tests (ASTM D 7012) were conducted on selected intact limestone core samples.

The classification and compressive tests included natural water content determinations (ASTM D

2216). The compression tests included unit dry weight determinations. The results of the tests

are tabulated on the boring logs at sample recovery depths. Brief descriptions of the test

procedures are provided in the following subsections.

Natural Water Content (ASTM D 2216)

Natural water content tests were performed on samples in which classification and/or

strength tests were performed. Each sample was visually classified in the laboratory. Natural

water contents are tabulated at sample depth on the boring logs.

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Atterberg Limits (ASTM D 4318)

Atterberg limit tests are classification tests that determine the liquid limit and plastic limit

of the soil fraction finer than the No. 40 sieve. The Atterberg limits are approximate water

contents at which the soil tested behaves in a specified manner. The liquid limit is determined by

measuring, in a standard device, the water content and number of blows required to close a

specific width groove cut in a remolded soil sample a specified length. The plastic limit is

determined by measuring the water content when threads of soil ⅛-inch in diameter begin to

crumble. The plasticity index, defined as the difference between the liquid and plastic limits,

indicates the degree of plasticity or the magnitude of the water content over which the soil

remains plastic. Liquid limit and plasticity index values are tabulated at sample depths on the

boring logs.

Sieve Analysis (ASTM D 422)

Grain-size characteristics of the natural soils were investigated by the determination of

the percent of soil passing the Nos. 4, 40 and 200 sieves. These tests were performed by

washing or sieving material through the respective sieves. The results are tabulated at sample

depth on the boring logs for the percent passing the Nos. 4 and 200 sieves.

Unconfined Compression Test of Cohesive Soil (ASTM D 2166)

In the unconfined compression test of cohesive soil, the specimen is sheared in

compression without confinement and drainage at a constant rate of axial deformation between

0.5 to 2.0 percent strain per minute and to produce failure in a test time less than 15 minutes.

The soil samples tested had diameters of about 2.8 inches and heights of about 5.6 inches. The

measured applied load was recorded for selected increments of deformation. Results of these

tests, including compressive strength, water content and unit dry weights, are tabulated on boring

logs at specimen recovery depth.

Unconfined Compression Strength of Rock Core Specimens (ASTM D 7012)

In the unconfined compression test of intact rock core specimens, a laterally unsupported

cylindrical rock specimen is loaded axially in compression to failure. The axial load is applied at a

constant rate of deformation to produce failure in a test time between 2 and 15 minutes. The

limestone cores tested were about 2 inches in diameter by 4 inches in length. The measured

applied load at failure is recorded. Results of these tests, including unconfined compressive

strength, water content, and unit dry weights, are tabulated on boring logs at core recovery

depth.

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Analytical Testing

Two soil samples were tested for pH (ASTM G 51), soluble chloride (ASTM D 512),

soluble sulfate (TEX-145-E), and electrical resistivity (ASTM G 57). The laboratory tests were

performed by Fugro’s analytical laboratory in Houston, Texas to assess the potential of the

on-site soils to corrode buried steel and degrade buried concrete. The results of the analytical

laboratory tests are summarized in the following table. Soluble chloride and sulfate content

determinations are based on dry weight.

Results of Analytical Testing

Boring

Number

Depth

(feet) Description PH

Soluble

Chloride

Content

(ppm)

Soluble Sulfate

Content (ppm)

Electrical

Resistivity (ohm-cm)

B-6 0 - 3 Sandy Clay 8.8 <100* <100* 167

B-12 4 – 6 Sandy clay 8.3 <100* <100* 308

* Detectable limit.

Corrosion of Steel. Corrosion is caused by migration of electrons from the steel into the

surrounding soil. Three measurable soil properties that indicate the corrosion potential for steel

in contact with soil are: 1) soluble chloride, 2) pH, and 3) electrical resistivity. It is generally

accepted that corrosion of steel is most likely to occur in environments that have chloride ions

(even in low concentrations), low pH, and/or low resistivity. The following table presents some

general guidelines concerning the corrosion potential of soil on steel pipe as a function of soluble

chloride and electrical resistivity. If the pH is less than 7 the soil is acidic and corrosive

conditions are indicated1.

Soluble Chloride Concentration2

(ppm)

Electrical Resistivity3

(ohm-cm)

Corrosion

Potential

> 500 0 - 1,000 Very Severe

100 – 500 1,000 – 2,000 Severe

25 – 100 2,000 – 5,000 Moderate

10 – 25 5,000 - 10,000 Mild

------- 10,000+ Very Mild

1 Johnson Division, UOP Inc., (1975), Ground Water and Wells, Saint Paul, Minnesota, pg. 194. 2 Department of the Navy, Bureau of Yards and Docks, Design Manual, Civil Engineering, NAVDOCKS DM-5,

pg. 5-9-53. 3 Palmer, J. F., “Soil Resistivity Measurements and Analysis,” Materials Performance, Vol. 13, January 1974.

Report No. 04.30141032

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Each variable should be used independently of the others when evaluating soil corrosion

potential. For example, it is not necessary to have a resistivity between 0 and 1,000 ohm-cm and

a pH of 2.0 to indicate a very high potential for corrosion potential.

A Corrosion Engineer should review the test results discussed herein when designing

appropriate methods of protecting buried steel.

Degradation of Concrete. The degradation of concrete is caused by chemical agents in

the soil or groundwater that react with concrete to either dissolve the cement paste or precipitate

larger compounds which cause cracking and flaking. The concentration of water-soluble sulfates

in the soils is a good indicator of the potential for chemical attack of concrete. The soluble

sulfate content in soil can be used to evaluate the need for protection of concrete based on the

following table:

Water Soluble Sulfate Content

In Soil4, (percent)

Water Soluble Sulfate Content

In Soil, (ppm)

Degradation

Potential

> 2.0 > 20,000 Very Severe

0.2 – 2.0 2,000 – 20,000 Severe

0.1 – 0.2 1,000 – 2,000 Moderate

0.0 – 0.1 0 – 1,000 Mild

A Corrosion Engineer should be consulted to determine if sulfate resistant concrete is

warranted.

Strata Descriptions

Descriptions of strata made in the field at the time the borings were drilled were modified

in accordance with results of laboratory tests and visual examination in the laboratory.

Recovered soil samples were examined and classified in general accordance with ASTM D 2487

and described as recommended in ASTM D 2488. Rock strata were classified in general

accordance with “Rock Classification and Description”, Chapter 1, Section 5, NAVFAC DM-75.

Classifications of the soils and finalized descriptions of both rock and soil strata are shown on the

logs of borings.

4 American Concrete Institute, ACI Manual of Concrete Practice, 1998, Part 1, Materials and General Properties of

Concrete, Section 201.2R-10. 5 U.S. Navy (1971) Design Manual - Soil Mechanics, Foundations, and Earth Structures, NAVFAC DM-7.

Report No. 04.30141032

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SITE AND SUBSURFACE CONDITIONS

Physiography

The pipeline alignment will begin at the existing City of Buda WWTP and extend east

along Main Street crossing IH-35. The alignment is located in residential and commercial areas,

surrounded by parking, homes, trees, and commercial buildings. Onion Creek flows in the north,

generally parallel to the project alignment. A few detention ponds are also located along the

project alignment. Existing grade along the pipeline alignment ranges approximately from 688 to

764 feet.

Geology

According to published geologic mapping6 and the subsurface soil conditions encountered

during this investigation, the alignment is underlain by Alluvium, Eagle Ford shale, and the Buda

Limestone formation near IH 35 and west of IH 35. East of IH 35, the alignment is underlain by

residual soil, followed by Taylor clay of the Ozan Formation. A discussion of each geologic

formation is provided in the following subsections, youngest to oldest.

Alluvium. The alluvium, also referred to as terrace deposits, consists of unconsolidated

and interbedded layers of clay, silt, sand, and gravel. These deposits can include cobbles and

boulders, and layers of cemented conglomerate. In general, alluvium and terrace deposits grade

from more fine-grained clay and silt to more coarse-grained sand and gravel with depth. Sand

and gravel lenses and layers may be present at erratic locations within fine-grained strata due to

the depositional nature of the alluvium. The contact with the underlying parent formation

(bedrock) is erosional in nature and can vary by several feet over relatively short distances.

Oftentimes, at the base of the terrace deposit strata, cobbles and/or boulders are present.

Eagle Ford. The Eagle Ford formation is comprised of four members from youngest to

oldest: South Bosque shale, Bouldin flags, Cloice shale, and Pepper shale. These members are

typically not mapped separately, although they have disparate physical properties. The South

Bosque member is a calcareous, marly claystone, which is primarily montmorillonitic clay. The

Bouldin flags member consists of interbedded montmorillonitic shale and limestone flags. The

Cloice shale is a fissile, gray, montmorillonitic, silty shale formation. The Pepper shale is a

montmorillonitic, noncalcareous, unctuous, black claystone, which on the weathered surface

contains the minerals selenite and jarosite. The Eagle Ford clays and shales are highly plastic,

with a very high shrink/swell potential if subjected to moisture changes.

6 Francis, W.L. (1981), “Geologic Atlas of Texas, Austin Sheet,” Bureau of Economic Geology, The University of

Texas at Austin, map and explanatory bulletin.

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Buda Limestone. The Buda formation consists of an upper hard, resistant, fine-grained,

burrowed, glauconitic, shell-fragment limestone and a lower marly, nodular, and less resistant

limestone. The Buda limestone is colored with shades of tan to orange-brown that resemble

discoloration caused by heating.

Taylor Clay. The Taylor clay of Ozan Formation (Ko) generally consists of highly plastic,

calcareous clay and shale. The Taylor clays are generally gray to light gray in color, blocky, and

contain glauconitic nodules.

Site Stratigraphy and Engineering Properties

The subsurface conditions can best be understood by a thorough review of the boring

logs presented on Plates 3 through 15. A brief discussion of the subsurface conditions

encountered in the project alignment is provided in the following sections.

Near IH-35 and West of IH 35 (Borings B-1 to B-10). Generally, these borings

encountered various fill materials underlain by reddish brown to tan clayey sand with gravel

(alluvium), further underlain by gray Eagle Ford shale and light gray Buda limestone. It is

sometimes difficult to distinguish fill materials from native soils unless foreign material is present.

The fill material was encountered at depths of 2 to 13 feet and was typically described as

brown to tan clayey gravel/sand to lean or fat clay with gravel. Measured liquid limits ranged

from 28 to 82, plasticity indices ranged from 11 to 52, and percent fines (material passing the

No. 200 sieve) ranged from 15 to 86. Standard penetration test (SPT) “N” values ranged from

5 to 50 blows over penetration of 1 inch indicating very loose to very dense consistency.

The alluvium was encountered beneath the surficial fill and extended to the depths of

11 to 24 feet, and was typically described as reddish brown to tan clayey sand with gravel.

Measured liquid limits ranged from 25 to 52, plasticity indices ranged from 6 to 35, and percent

fines ranged from 5 to 95. SPT “N” values ranged from 9 to 50 blows for 2 inches of penetration

indicating loose to very dense consistency.

Gray shale of the Eagle Ford formation was encountered beneath the alluvium material at

Borings B-1, B-2, B-4, B-5, B-8, and B-9 and extended to the termination depths of the borings

(except at Boring B-5). SPT “N” values ranged from 51 to 50 blows over 2 inches of penetration

indicating very dense consistency.

Gray weathered limestone of the Buda formation was encountered in Boring B-5 at a

depth of 14 feet and extended to the boring termination depth of 30 feet. Core recovery values

Report No. 04.30141032

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of 100 percent and RQD values varying from 85 to 100 percent were measured. Measured

unconfined compressive strengths ranged from 5.4 to 158 tons per square foot (tsf).

East IH-35 Borings (B-11 through B-13). The borings encountered fill materials at

Boring B-11 to depth of 10 feet and brown to dark brown residual soil at Boring B-12 to depth of

8 feet underlain by tan to light gray Taylor clay to the termination depth at 15 feet below ground

surface.

Fill material was encountered in Boring B-11 to a depth of 10 feet and was described as

dark brown to tan clayey gravel with sand to fat clay with gravel. Liquid limits of 60 and 83 were

measured, with corresponding plasticity indices of 37 and 39, and percent fines of 53 and 27.

SPT “N” values ranged from 6 to 14 indicating loose to medium dense consistency.

Residual soil was encountered in Boring B-12 to a depth of 8 feet and was described as

brown to dark brown fat clay, stiff to very hard, with ferrous staining. A liquid limit of 83 was

measured, with corresponding plasticity index of 59, and percent fines of 83. An unconfined

compressive strength of 9.0 tsf was measured.

Tan to light gray Taylor clay was encountered beneath the fill at Boring B-11, beneath the

residual soil at Boring B-12, and at ground surface at Boring B-13, extending to the termination

depth of 15 feet. Measured liquid limits ranged from 48 to 79 percent, plasticity indices (PI)

ranged from 29 to 54 percent, and percent fines ranged from 77 to 91 percent. Unconfined

compressive strengths ranged from 2.5 to 5.4 (average 3.8) tsf.

Groundwater Occurrence

As noted on the logs, groundwater was encountered in four borings (B-4, B-5, B-8 and

B-9). At boring B-5, the introduction of drilling fluid (water) for the rock coring operations

prohibited direct groundwater observations in the rock-like strata.

One should note that the direct groundwater observations reported herein are very short

term and should not be interpreted as a “groundwater study”. The quantity of perched or

transient groundwater is generally strongly influenced by antecedent rainfall conditions and the

proximity to nearby creeks and drainage ways. Groundwater quantities may be particularly

severe in areas of faults especially following rain events. The contractor should be made aware

of the possible presence of groundwater in excavations, which may be severe and in

communication with surface waters following rain events.

Report No. 04.30141032

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CONSTRUCTION CONSIDERATIONS

The force main will include about 15,000 linear feet of 20-inch diameter pipe, at depths

ranging primarily from 10 to 15 feet. The pipe will be installed primarily by conventional open-cut

excavation techniques. Trenchless crossing techniques will be utilized in three (3) locations.

Recommendations for pipe bedding and trench backfill, and comments regarding excavation

potential and temporary sloping are provided in the following sections. As the City of Buda does

not have its own specifications, City of Austin specifications are referenced herein.

Pipe Bedding and Backfill Recommendations

Successful installation of the force main line will depend on a number of factors including

the available support from the surrounding soil/rock and the type of bedding material used. The

following is an excerpt from City of Austin Standard Specifications, February 2010, Section 510

for pipe bedding stone. The bedding shall consist of “clean gravel, crushed gravel or crushed

limestone, free of mud, clay, vegetation, or other debris, conforming to ASTM C33 for stone

quality. Size gradation shall conform to ASTM C-33 No. 57 or No. 67 or the following table:”

COA Item No. 510 Pipe Bedding Stone

Sieve Size % Passing

1½ inch 100

1 inch 90 – 100

½ inch 15 – 60

No. 4 0 – 10

No. 8 0 – 5

If needed for design, a “modulus of soil reaction” (E’)7 of 300 pounds per square inch (psi)

may be used for analysis and design of pipes bedded in stiff to hard clay or dense clayey

sand/gravel. It is assumed that the bedding material satisfies the requirements above and is

placed by end dumping into the trench.

Trench Backfill

Trench excavations may be backfilled with the excavated material provided the material is

processed and placed in compliance with the following requirements:

7 Howard, A.K. (1977). “Modulus of Soil Reaction for Buried Flexible Pipe.” ASCE Journal of the Geotechnical

Engineering Division, Vol 103, GT.1, January 1977.

Report No. 04.30141032

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1. Excavated trench material should be free of debris, clay lumps, excessive organics,

and other deleterious material, and be screened to limit the maximum particle size to

3 inches.

2. Compact the backfill to 95% of the maximum dry density determined using TxDOT

Test Method TEX-114-E for clayey soils and TEX-113-E for gravelly soils.

Compacted lift thicknesses should not be more than 6 inches. Water contents of the

compacted backfill should be within ±2% of optimum.

3. Density testing should be performed on the backfill after each horizontal lift and not by

“potholing.” This requirement will necessitate protection for the density testing

technician in trenches deeper than 5 feet by means of a trench safety system.

Excavation Potential

Excavation through the fill, alluvium, shale and completely weathered limestone should

proceed without significant difficulty, although hard limestone seams and layers may be present

within the completely weathered limestone. Advancement into the limestone will proceed with

greater difficulty. Based on the rock core recovery, RQD values, and measured unconfined

compressive strengths of rock core samples ranging from 5.4 to 158 tsf (average 113 tsf) along

the proposed alignment, the limestone is rippable to marginally rippable with a Caterpillar D-9 or

equivalent. Trench excavation into the limestone will require heavy-duty excavators, rock saws,

hoe rams or other similar equipment.

Temporary Trench Excavations, Support, and Groundwater

Based on proposed excavation depths of 10 to 15 feet, excavations will likely extend

through overburden soils and into weathered shale. As discussed previously, the lower

elevations of the soils just above the shale/limestone bedrock, particularly near the creek, may

consist of saturated granular soils which are susceptible to “raveling” or “running” into the

excavation. This condition will be further complicated by the likely presence of groundwater in

potential communication with the nearby creek. Groundwater infiltration may also be problematic

within faults and fractures of the limestone stratum, particularly if in communication with the

nearby creek. If excessive groundwater is encountered during excavation, the geotechnical

engineer should be contacted to document the condition and to provide alternatives for suitable

groundwater control and pipe placement.

Trench safety is the sole responsibility of the contractor and he is required to retain the

services of a licensed professional engineer to design his trench safety system to comply with

applicable OSHA requirements.

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Suggestions are set forth below in accordance with OSHA8 for classifying soil and rock

encountered in our investigation. It is stressed that these are suggestions only for preliminary

planning based on worst case conditions, and the actual trench safety system design is the

contractor’s responsibility.

Soil/Rock Type

OSHA

Classification

Recommended OSHA

Slope

Fill/Alluvium/Clay (CH, CL, GC, SC) Type C 1.5H to 1V*

Weathered Shale (Eagle Ford) Type B 1H to 1V

Weathered or Jointed Limestone Type A ¾H to 1V

Limestone Stable Rock Vertical Sides**

* If groundwater is encountered, flatter slopes or a dewatering plan will be required to maintain excavation safety. This flatter slope will control the sloping of the excavation and should be continued to the ground surface.

** If faulting, jointing, and/or inclined discontinuities are exposed, flatter slopes will be required to maintain safe trench excavations. Assume Type A (¾H to 1V).

Geotechnical Conditions at Trenchless Crossings

Trenchless crossing is planned along the force main alignment at three (3) locations. The

geotechnical conditions at the Trenchless crossing locations are presented below.

Garrison Road/Union Pacific Railroad Trenchless Crossing: Borings B-1 and B-2

were drilled at the eastern and western ends of the proposed trenchless crossing at the UPRR

railroad respectively as shown on Plate 2.1. The boring data indicates the trenchless crossing

will be performed within the gray shale of Eagle Ford formation. The gray Eagle Ford shale is

highly weathered, moderately hard. Groundwater was not encountered at either boring location

during field investigation.

Stagecoach Park to Nighthawk Life Station Trenchless Crossing: Borings B-4 and

B-5 were drilled at the eastern and western ends of the proposed trenchless crossing at the

creek near Stagecoach Park as shown on Plate 2.1. The boring data indicates the trenchless

crossing will be performed within the gray shale of Eagle Ford formation at B-4 and within gray

Buda limestone at B-5. The gray Eagle Ford shale is highly weathered, and moderately hard.

The gray limestone is slightly weathered, slightly fractured with shaly seams. Groundwater was

encountered at both boring locations during field investigation at the depths of 16.3 feet and 13.0

feet, respectively.

8 Code of Federal Regulations Title 29 Part 1926 (2003), “Labor”, Occupational Safety and Health Administration,

Department of Labor, Subpart P - Excavations, pgs 373 – 410.

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IH-35 Trenchless Crossing: Borings B-8 and B-9 were drilled at the eastern and

western ends of the proposed trenchless crossing at IH-35 as shown on Plate 2.2. The boring

data indicates the trenchless crossing will be performed within the gray shale of Eagle Ford

formation. The gray Eagle Ford shale is highly weathered, moderately hard. Groundwater was

encountered at both boring locations during field investigation at the depths of 17.2 feet and 17.0

feet, respectively.

CONDITIONS

Since some variation was found in subsurface conditions at the boring locations, all

parties involved should take notice that even more variation may be encountered between boring

locations. Statements in the report as to subsurface variation over given areas are intended only

as estimations from the data obtained at specific boring locations. The design and construction

recommendations contained in this report supersede all previous verbal or written geotechnical

recommendations provided by Fugro for this project.

The professional services that form the basis for this report have been performed using

that degree of care and skill ordinarily exercised, under similar circumstances, by reputable

geotechnical engineers practicing in the same locality. No warranty, express or implied, is made

as the professional advice set forth. Fugro's scope of work does not include the investigation,

detection, or design related to the presence of any biological pollutants. The term 'biological

pollutants' includes, but is not limited to, mold, fungi, spores, bacteria, and viruses, and the

byproducts of any such biological organisms.

The results, conclusions, and recommendations contained in this report are directed at,

and intended to be utilized within, the scope of work contained in the proposal letter executed by

Fugro USA Land, Inc. and client. This report is not intended to be used for any other purposes.

Fugro USA Land, Inc. makes no claim or representation concerning any activity or condition

falling outside the specified purposes to which this report is directed, said purposes being

specifically limited to the scope of work as defined in said agreement. Inquiries as to said scope

of work or concerning any activity or condition not specifically contained therein should be

directed to Fugro USA Land, Inc. for a determination and, if necessary, further investigation.

P L A T E S

Soil Conservation Service Site 12 Reservoir

Barron Lake

Soil Conservation Service Site 10 Reservoir

Heep Lake

Brushy Creek

ElmCreek

Richmond Branch

BuntonB ranch

Onion Creek

Bear Creek

Rinard Creek

Garlic Creek

Slaughter Creek

Little Bear Creek

Maha Creek

Marble

Cree

k

Mustang Branch

FM 20

01

Loop

4

FM 967

GoforthMain

Sequoyah

FM 16

26

Ih 35

FM 16

26

Ih 35

FM 16

26

FM 2001

§̈¦35

§̈¦35

§̈¦45

§̈¦35

Ih 35

FM 1327

FM 1626

Manc

haca

Frate Barker

Ih 35

Turnersville Rd

Old Lockhart Hwy

Old S

an An

tonio

Rd

Bradsh

aw Rd

Brodie Ln

Wright R

d

Graef Rd

Brandt Rd

S Turn

ersvill

e Rd

Carl R

d

Palme

r Rd

Twin Creek Rd

Turley Dr

Lowd

en Ln Pinehurst Dr

Mysti

c Dr

S 1st St

Crane

RdCa

pitol V

iew Dr

Rinard

Rd

Polk

Rd

Yandall Dr

Hewit

t Ln

Onion

Cree

k Dr

Chappell Ln

Tunn

el Trl

Lost Oasis Holw

Easy

St

Conro

y Ln

Slaug

hter C

reek D

r

Cholla Ln

E Slaughter Ln

Sunse

t Dr

Thaxto

n Rd

Bilbrook Pl

Williamson

Rd

Bliss Spillar Rd

River Oaks Dr

La Costa Dr

Kaiser Dr

Horsethief Trl

Ravenscroft Dr

Burso

n Dr

Arroyo Vista Dr

Turne

rsville

Rd S

Accomac Dr

Big Th

icket

Dr

Unna

med S

treet

Topper Ln

Midb

ury C

t

Twin Creek Dr

Currin Ln

Onion Creek Pkwy

Sea Hero Ln

Grea

t Bea

r Dr

Warwick Way

3rd St

Wild Dunes Dr

Big Valley Dr

Coats Cir

Lord

Derby

Dr

Cattleman Dr

HAYS COUNTY

TRAVIS COUNTY

Unknown

Buda

Austin

Kyle

Creedmoor§̈¦35

0 6,000

Coordinate System: State Plane Texas South Central FIPS 4204 Ft Datum: D North American 1983

12,0003,000Feet

1 inch = 6,000 feetScale:

Buda WWTP Effluent Force Main

Drawn By:

VICINITY MAP

Source: Project No.:04.30141032 PLATE 1

Hays County, TexasDate:

October 4, 2018DGStreet map: ESRI ArcGIS Online, 2017

Main StMain St

AA A

A

A

A

B-6B-5

B-4

B-3B-2B-1

Onion Creek

Onion Creek

Main St

Bradfield Dr

Coun

ty Ro

ad 23

6

Tobin

Dr

Elm StHidatsa St

Bluff

Ceda

r St

San Antonio St

Loop St

Austin

St

Ash St Hampton St

Railro

ad St

Bristol Rd

Nighthawk Cir

Crescent Dr

N San

Marc

os St

Main St

Sequoyah

Main

StMa

in

Main St

HAYS COUNTY

Buda

Railro

ad

Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community

0 400 800200Feet

1 inch = 400 feetScale:

LegendA Approximate Boring Location

PLAN OF BORINGS

Hays County, Texas

Drawn By:

Buda WWTP Effluent Force MainSource:Orthophotography: ArcGIS Online, World imagery,2017

Project No.:04.30141032 PLATE 2.1

Date:December 12, 2018DG

Coordinate System: State Plane Texas Sourth Central FIPS 4204 FtDatum: D North American 1983 Approved By:

YL

A

A

A

A

A

A

B-9

B-8

B-7

B-6

B-11B-10

Onion Creek

Main St

Coun

ty Ro

ad 11

8

Old San Antonio Rd

Bar K DrPit

Stop

TrceMain St

Main St

Main St

§̈¦35

§̈¦35

HAYS COUNTY

Buda


0 400 800200Feet



PLAN OF BORINGS

Hays County, Texas

Drawn By:



Date:October 4, 2018DG


YL

A A

A

B-13

B-12B-11Main St

Coun

ty Ro

ad 11

8

HAYS COUNTY

TRAVIS COUNTYBuda


0 400 800200Feet



PLAN OF BORINGS

Hays County, Texas

Drawn By:



Date:October 4, 2018DG


YL

49

66

37

25687.0

6.0

682.0

11.0

678.0

15.0

Brown to tan clayey GRAVEL, w/sand, medium dense (Fill)

Tan clayey SAND, w/gravel layers, very dense (Alluvium)

Light gray SHALE, highly weathered, moderately hard

(Eagle Ford)

NOTES:

1) The boring was advanced to the 15.0-ft depth using dry

drilling technology and groundwater was not encountered.

2) Approximate GPS coordinates are N 30° 5'23.71" W

97°50'24.12".

3) Ground surface elevation was obtained from Google Earth

Professional and should be considered approximate.

17

11

23

34

N = 25

N = 18

N = 17

N = 50/2"

N = 50/4"

N = 50/4"

9

11

UN

IT D

RY

WE

IGH

T, P

CF

PA

SS

ING

NO

.4

SIE

VE

, %

LIQ

UID

LIM

IT, %LAYER

ELEV./

DEPTH

SY

MB

OL

SA

MP

LE

SSTRATUM DESCRIPTION

DATE DRILLED: 9-27-18 to 9-27-18

PL

AS

TIC

ITY

IND

EX

(P

I), %

PA

SS

ING

NO

.20

0 S

IEV

E, %

PO

CK

ET

PE

N, t

sfB

low

s/ft

.R

EC

./RQ

D, %

WA

TE

RC

ON

TE

NT

, %

DE

PT

H, F

T

5

10

15

20

25

30

35

WATER LEVEL / SEEPAGE: See Notes

UPON COMPLETION: See Notes

COMPLETION DEPTH: 15.0

LOG OF BORING NO. B-1

PROJECT NO. 04.30141032

Effluent Force MainBuda, Texas

CO

MP

RE

SS

IVE

ST

RE

NG

TH

TS

F

KEY:N = Standard Penetration Test, bpfP = Pocket Penetrometer, tsfU = UnconfinedQ = Unconsolidated Undrained Triaxial PLATE 3

City of Buda WWTP

SURF. ELEVATION: 693.0 ft±

Fugro USA Land, Inc.

FU

GR

O S

TD

PL

AT

E (

AU

ST

IN)

04.

301

410

32.G

PJ

FU

GR

O A

US

TIN

DA

TA

TE

MP

LAT

E.G

DT

1/3

/19

43

51

34

30

697.0

2.0

687.0

12.0

679.0

20.0

Brown fat CLAY, w/sand and gravel, stiff (Fill)

Tan clayey GRAVEL, w/sand, medium dense to very dense.

(Alluvium)

- very dense below 8 feet


(Eagle Ford)

NOTES:




97°50'21.85".



18

13

5

16

N = 10

N = 15

N = 12

N = 14

N = 50/2"

N = 50/2"

N = 50/2"

14

11

UN

IT D

RY

WE

IGH

T, P

CF

PA

SS

ING

NO

.4

SIE

VE

, %

LIQ

UID

LIM

IT, %LAYER

ELEV./

DEPTH

SY

MB

OL

SA

MP

LE



PL

AS

TIC

ITY

IND

EX

(P

I), %

PA

SS

ING

NO

.20

0 S

IEV

E, %

PO

CK

ET

PE

N, t

sfB

low

s/ft

.R

EC

./RQ

D, %

WA

TE

RC

ON

TE

NT

, %

DE

PT

H, F

T

5

10

15

20

25

30

35





PROJECT NO. 04.30141032


CO

MP

RE

SS

IVE

ST

RE

NG

TH

TS

F


City of Buda WWTP



FU

GR

O S

TD

PL

AT

E (

AU

ST

IN)

04.

301

410

32.G

PJ

FU

GR

O A

US

TIN

DA

TA

TE

MP

LAT

E.G

DT

1/3

/19

68

57

56

49

28

28

695.0

2.0

682.0

15.0

Tan to brown clayey SAND, w/gravel, trace organics (Fill)

Light tan to tan clayey SAND, w/gravel, medium dense to

very dense (Alluvium)

- very dense at 6 feet

NOTES:

1) The boring was advanced to the 15.0 ft depth using dry

drilling technology and groundwater was not encountered

above that depth.


97°50'12.29" .



22

6

10

34

18

17

N = 50/1"

N = 48

N = 30

N = 50/2"

N = 13

N = 14

12

7

7

UN

IT D

RY

WE

IGH

T, P

CF

PA

SS

ING

NO

.4

SIE

VE

, %

LIQ

UID

LIM

IT, %LAYER

ELEV./

DEPTH

SY

MB

OL

SA

MP

LE



PL

AS

TIC

ITY

IND

EX

(P

I), %

PA

SS

ING

NO

.20

0 S

IEV

E, %

PO

CK

ET

PE

N, t

sfB

low

s/ft

.R

EC

./RQ

D, %

WA

TE

RC

ON

TE

NT

, %

DE

PT

H, F

T

5

10

15

20

25

30

35





PROJECT NO. 04.30141032


CO

MP

RE

SS

IVE

ST

RE

NG

TH

TS

F


City of Buda WWTP



FU

GR

O S

TD

PL

AT

E (

AU

ST

IN)

04.

301

410

32.G

PJ

FU

GR

O A

US

TIN

DA

TA

TE

MP

LAT

E.G

DT

1/3

/19

50

75

60

28

35

24

689.0

5.0

675.5

18.5

674.0

20.0

Tan to dark brown clayey GRAVEL, w/sand and asphalt,

dense to very dense (Fill)

Reddish brown to tan clayey SAND, w/gravel, dense to very

dense. (Alluvium)

Gray SHALE, highly weathered, moderately hard. (Eagle

Ford)

NOTES:

1) The boring was advanced to the 20-ft depth using dry

drilling technology and groundwater was encountered at the

depth of 16.3 feet.

2) Approximate GPS coordinates are N 30°05'14.67" W

97°50'9.14".

3) Ground surface elevation was obtained from Google

Earth Professional and should be considered approximate.

13

17

11

15

26

19

P = 4.5+

N = 35

N = 62

N = 32

N = 51

N = 54

N = 71

N = 50/2"

5

9

7

UN

IT D

RY

WE

IGH

T, P

CF

PA

SS

ING

NO

.4

SIE

VE

, %

LIQ

UID

LIM

IT, %LAYER

ELEV./

DEPTH

SY

MB

OL

SA

MP

LE



PL

AS

TIC

ITY

IND

EX

(P

I), %

PA

SS

ING

NO

.20

0 S

IEV

E, %

PO

CK

ET

PE

N, t

sfB

low

s/ft

.R

EC

./RQ

D, %

WA

TE

RC

ON

TE

NT

, %

DE

PT

H, F

T

5

10

15

20

25

30

35

WATER LEVEL / SEEPAGE: 18.0

UPON COMPLETION: 16.3



PROJECT NO. 04.30141032


CO

MP

RE

SS

IVE

ST

RE

NG

TH

TS

F


City of Buda WWTP



FU

GR

O S

TD

PL

AT

E (

AU

ST

IN)

04.

301

410

32.G

PJ

FU

GR

O A

US

TIN

DA

TA

TE

MP

LAT

E.G

DT

1/3

/19

92

133

136

135

136

98

64

76

52

684.0

4.0

675.0

13.0

674.5

13.5

658.0

30.0

Dark brown fat CLAY, w/sand and gravel, stiff. (Fill)

Reddish brown to tan clayey SAND, w/gravel, medium dense

to dense. (Alluvium)


Ford)

Gray LIMESTONE, slightly weathered, slightly to moderately

fractured, w/shaly seams. (Buda)

NOTES:



depth of 13.0 feet.


97°50'5.75".



51

35

74

29

P = 2.0

P = 2.5

N = 30

N = 11

N = 13

N = 50/2"

13.5'-15'

100 / 94

15'-20'

100 / 85

20'-25'

100 / 97

25'-30'

100 / 100

31

19

10

9

9

8

1.2(U)

139(U)

148(U)

5.4(U)

158(U)

UN

IT D

RY

WE

IGH

T, P

CF

PA

SS

ING

NO

.4

SIE

VE

, %

LIQ

UID

LIM

IT, %LAYER

ELEV./

DEPTH

SY

MB

OL

SA

MP

LE



PL

AS

TIC

ITY

IND

EX

(P

I), %

PA

SS

ING

NO

.20

0 S

IEV

E, %

PO

CK

ET

PE

N, t

sfB

low

s/ft

.R

EC

./RQ

D, %

WA

TE

RC

ON

TE

NT

, %

DE

PT

H, F

T

5

10

15

20

25

30

35





PROJECT NO. 04.30141032


CO

MP

RE

SS

IVE

ST

RE

NG

TH

TS

F


City of Buda WWTP



FU

GR

O S

TD

PL

AT

E (

AU

ST

IN)

04.

301

410

32.G

PJ

FU

GR

O A

US

TIN

DA

TA

TE

MP

LAT

E.G

DT

1/3

/19

62

79

28

703.0

2.0

690.0

15.0

Brown to tan clayey SAND, w/gravel, dense. (Fill)

Reddish brown to tan clayey SAND, w/gravel layers and

ferrous staining, medium dense to very dense. (Alluvium)

NOTES:




97°49'44.3".



12 14

15

P = 4.5+

P = 4.5+

N = 50/4"

N = 46

N = 45

N = 20

N = 50/6"

3

10

UN

IT D

RY

WE

IGH

T, P

CF

PA

SS

ING

NO

.4

SIE

VE

, %

LIQ

UID

LIM

IT, %LAYER

ELEV./

DEPTH

SY

MB

OL

SA

MP

LE



PL

AS

TIC

ITY

IND

EX

(P

I), %

PA

SS

ING

NO

.20

0 S

IEV

E, %

PO

CK

ET

PE

N, t

sfB

low

s/ft

.R

EC

./RQ

D, %

WA

TE

RC

ON

TE

NT

, %

DE

PT

H, F

T

5

10

15

20

25

30

35





PROJECT NO. 04.30141032


CO

MP

RE

SS

IVE

ST

RE

NG

TH

TS

F


City of Buda WWTP



FU

GR

O S

TD

PL

AT

E (

AU

ST

IN)

04.

301

410

32.G

PJ

FU

GR

O A

US

TIN

DA

TA

TE

MP

LAT

E.G

DT

1/3

/19

78

59

60

40686.0

13.0

684.0

15.0

Brown to tan clayey SAND, loose, with debris (Fill)

Tan clayey SAND, w/gravel, dense (Alluvium)

NOTES:




97°49'12.0".



11

22

20

8

P = 1.5

N = 7

N = 5

N = 9

N = 35

26

7

UN

IT D

RY

WE

IGH

T, P

CF

PA

SS

ING

NO

.4

SIE

VE

, %

LIQ

UID

LIM

IT, %LAYER

ELEV./

DEPTH

SY

MB

OL

SA

MP

LE



PL

AS

TIC

ITY

IND

EX

(P

I), %

PA

SS

ING

NO

.20

0 S

IEV

E, %

PO

CK

ET

PE

N, t

sfB

low

s/ft

.R

EC

./RQ

D, %

WA

TE

RC

ON

TE

NT

, %

DE

PT

H, F

T

5

10

15

20

25

30

35





PROJECT NO. 04.30141032


CO

MP

RE

SS

IVE

ST

RE

NG

TH

TS

F


City of Buda WWTP



FU

GR

O S

TD

PL

AT

E (

AU

ST

IN)

04.

301

410

32.G

PJ

FU

GR

O A

US

TIN

DA

TA

TE

MP

LAT

E.G

DT

1/3

/19

85

100

58

46

37

691.0

6.0

673.5

23.5

672.0

25.0

Dark brown lean CLAY, w/sand, gravel and organics, very

stiff to hard. (Fill)

Reddish brown to tan clayey SAND, w/gravel and clay layers

and ferrous staining, loose to dense (Alluvium)

- clay layer at 13 feet


(Eagle Ford)

NOTES:

1) The boring was advanced to the 25.0 ft depth using dry


depth of 17.2 feet.


97°49'6.41".



20

19

61

95

11

P = 4.5+

P = 4.5+

N = 15

N = 42

N = 39

N = 9

N = 47

N = 51

13

23

15

UN

IT D

RY

WE

IGH

T, P

CF

PA

SS

ING

NO

.4

SIE

VE

, %

LIQ

UID

LIM

IT, %LAYER

ELEV./

DEPTH

SY

MB

OL

SA

MP

LE



PL

AS

TIC

ITY

IND

EX

(P

I), %

PA

SS

ING

NO

.20

0 S

IEV

E, %

PO

CK

ET

PE

N, t

sfB

low

s/ft

.R

EC

./RQ

D, %

WA

TE

RC

ON

TE

NT

, %

DE

PT

H, F

T

5

10

15

20

25

30

35





PROJECT NO. 04.30141032


CO

MP

RE

SS

IVE

ST

RE

NG

TH

TS

F


City of Buda WWTP



FU

GR

O S

TD

PL

AT

E (

AU

ST

IN)

04.

301

410

32.G

PJ

FU

GR

O A

US

TIN

DA

TA

TE

MP

LAT

E.G

DT

1/3

/19

80

112

100

97

36

67

25

692.0

5.0

685.0

12.0

675.5

21.5

672.0

25.0

Dark brown fat CLAY, w/gravel, stiff to very stiff. (Fill)

Tan sandy lean CLAY, w/calcareous nodules, stiff to hard.

(Alluvium)

- gravel layers between 6 to 6.8 feet

Tan clayey GRAVEL, w/sand, medium dense to dense.

(Alluvium)


Ford)

NOTES:



depth of 17.0 feet.


97°49'1.31".



34

9

86

53

9

P = 2.25

P = 2.5

P = 4.5+

P = 4.5+

P = 4.5+

N = 37

N = 16

N = 50/3"

28

14

14

3.6(U)

1.7(U)

UN

IT D

RY

WE

IGH

T, P

CF

PA

SS

ING

NO

.4

SIE

VE

, %

LIQ

UID

LIM

IT, %LAYER

ELEV./

DEPTH

SY

MB

OL

SA

MP

LE



PL

AS

TIC

ITY

IND

EX

(P

I), %

PA

SS

ING

NO

.20

0 S

IEV

E, %

PO

CK

ET

PE

N, t

sfB

low

s/ft

.R

EC

./RQ

D, %

WA

TE

RC

ON

TE

NT

, %

DE

PT

H, F

T

5

10

15

20

25

30

35





PROJECT NO. 04.30141032


CO

MP

RE

SS

IVE

ST

RE

NG

TH

TS

F


City of Buda WWTP



FU

GR

O S

TD

PL

AT

E (

AU

ST

IN)

04.

301

410

32.G

PJ

FU

GR

O A

US

TIN

DA

TA

TE

MP

LAT

E.G

DT

1/3

/19

11669

66

82

29

691.0

7.0

683.0

15.0

Dark brown clayey GRAVEL, w/sand and clay layers,

medium dense. (Fill)

Tan clayey SAND, w/gravel layers, medium dense to dense

(Alluvium)

NOTES:




97°48'57.0".



52

12

39

16

P = 4.5+

N = 8

P = 3.5

N = 43

N = 21

N = 41

14

7

1.8(U)

UN

IT D

RY

WE

IGH

T, P

CF

PA

SS

ING

NO

.4

SIE

VE

, %

LIQ

UID

LIM

IT, %LAYER

ELEV./

DEPTH

SY

MB

OL

SA

MP

LE



PL

AS

TIC

ITY

IND

EX

(P

I), %

PA

SS

ING

NO

.20

0 S

IEV

E, %

PO

CK

ET

PE

N, t

sfB

low

s/ft

.R

EC

./RQ

D, %

WA

TE

RC

ON

TE

NT

, %

DE

PT

H, F

T

5

10

15

20

25

30

35





PROJECT NO. 04.30141032


CO

MP

RE

SS

IVE

ST

RE

NG

TH

TS

F


City of Buda WWTP



FU

GR

O S

TD

PL

AT

E (

AU

ST

IN)

04.

301

410

32.G

PJ

FU

GR

O A

US

TIN

DA

TA

TE

MP

LAT

E.G

DT

1/3

/19

128

101

87

62

60

83

79

692.0

4.0

686.0

10.0

681.0

15.0

Tan to brown sandy fat CLAY, w/gravel, stiff to very stiff.

(Fill)

Dark brown clayey GRAVEL, w/sand and ferrous stainings,

loose to medium dense (Fill)

Tan to light gray shaly CLAY, very stiff to hard. (Taylor)

NOTES:




97°48'40.8".



37

39

54

53

27

P = 3.5

N = 14

N = 6

P = 1.5

P = 3.0

P = 4.5+

25

12

25

2.1(U)

2.5(U)

UN

IT D

RY

WE

IGH

T, P

CF

PA

SS

ING

NO

.4

SIE

VE

, %

LIQ

UID

LIM

IT, %LAYER

ELEV./

DEPTH

SY

MB

OL

SA

MP

LE



PL

AS

TIC

ITY

IND

EX

(P

I), %

PA

SS

ING

NO

.20

0 S

IEV

E, %

PO

CK

ET

PE

N, t

sfB

low

s/ft

.R

EC

./RQ

D, %

WA

TE

RC

ON

TE

NT

, %

DE

PT

H, F

T

5

10

15

20

25

30

35





PROJECT NO. 04.30141032


CO

MP

RE

SS

IVE

ST

RE

NG

TH

TS

F


City of Buda WWTP



FU

GR

O S

TD

PL

AT

E (

AU

ST

IN)

04.

301

410

32.G

PJ

FU

GR

O A

US

TIN

DA

TA

TE

MP

LAT

E.G

DT

1/3

/19

104

109

110

100

99

100

83

50

49

697.0

8.0

690.0

15.0

Brown to dark brown fat CLAY, w/sand, calcerous nodules

and ferrous stainings, stiff to hard. (Residual Soil)

Tan fat CLAY, w/sand, shaly, very stiff to hard. (Taylor)

NOTES:




97°48'23.8".



59

29

31

83

83

91

P = 1.5

P = 4.0

P = 4.5+

P = 4.5+

P = 4.5+

P = 4.0

21

20

20

9.0(U)

4.8(U)

2.6(U)

UN

IT D

RY

WE

IGH

T, P

CF

PA

SS

ING

NO

.4

SIE

VE

, %

LIQ

UID

LIM

IT, %LAYER

ELEV./

DEPTH

SY

MB

OL

SA

MP

LE



PL

AS

TIC

ITY

IND

EX

(P

I), %

PA

SS

ING

NO

.20

0 S

IEV

E, %

PO

CK

ET

PE

N, t

sfB

low

s/ft

.R

EC

./RQ

D, %

WA

TE

RC

ON

TE

NT

, %

DE

PT

H, F

T

5

10

15

20

25

30

35





PROJECT NO. 04.30141032


CO

MP

RE

SS

IVE

ST

RE

NG

TH

TS

F


City of Buda WWTP



FU

GR

O S

TD

PL

AT

E (

AU

ST

IN)

04.

301

410

32.G

PJ

FU

GR

O A

US

TIN

DA

TA

TE

MP

LAT

E.G

DT

1/3

/19

121

119

105

100

91

49

50

48

749.0

15.0

Tan to light gray lean CLAY, w/ferrous stainings and calcium

deposits. shaly, hard. (Taylor)

NOTES:




97°48'5.4".



32

31

29

90

77

P = 4.0

P = 4.5+

P = 4.5+

P = 4.5+

P = 4.5+

P = 4.5+

13

13

22

5.4(U)

4.1(U)

3.5(U)

UN

IT D

RY

WE

IGH

T, P

CF

PA

SS

ING

NO

.4

SIE

VE

, %

LIQ

UID

LIM

IT, %LAYER

ELEV./

DEPTH

SY

MB

OL

SA

MP

LE



PL

AS

TIC

ITY

IND

EX

(P

I), %

PA

SS

ING

NO

.20

0 S

IEV

E, %

PO

CK

ET

PE

N, t

sfB

low

s/ft

.R

EC

./RQ

D, %

WA

TE

RC

ON

TE

NT

, %

DE

PT

H, F

T

5

10

15

20

25

30

35





PROJECT NO. 04.30141032


CO

MP

RE

SS

IVE

ST

RE

NG

TH

TS

F


City of Buda WWTP



FU

GR

O S

TD

PL

AT

E (

AU

ST

IN)

04.

301

410

32.G

PJ

FU

GR

O A

US

TIN

DA

TA

TE

MP

LAT

E.G

DT

1/3

/19

Lensed

DENSITY OF GRANULAR SOILS

Very Dense

Dense

4

CLAY

Blocky

material or color with layers

1.00 to 2.00

COARSE

0.074

Layer

With

<5% of sample.

or glossy, sometimes striated.

COMPRESSIVE STRENGTH

Dry

to fracturing.

Laminatedplastic limit and less than liquid limit

15% to 29% of sample.15 to 25% of sample.

(2)

(1)

Fugro Consultants, Inc. 1) ASTM D 2488

(2)

Well-Graded

CLAYEY GRAVEL (GC)

0.002

Hard

layers less than 6 mm thick.

Loose

Very Loose

30-50

Slickensided

Tons Per Sq. Ft.

3"

2.00

Poorly-GradedWell-Graded

sampleInclusion 1/8" to 3" thick extendingthrough sample.Inclusion >3" thick extending through

Trace

3/4"

76.2 19.1

MEDIUM

SAND

10-30

fracture with little resistance

MOISTURE

than liquid limit.

Soft

Inclusions of small pockets of

CLAYEY SAND (SC)

down into small angular lumps

SOIL GRAIN SIZE IN MILIMETERS

procedures. The stratum lines on the logs may be transitional and approximate in nature. Water level

GRAVEL (GP)

FINE

200

Cohesive soil that can be broken

0.5 to 1.00

COARSE

STRENGTH OF COHESIVE SOILS

RELATIVEDENSITY

10

0.420

GRAVEL

which resist further breakdown.

Very Moist

5% to 10% of sample.

12"

No water evident in sample; fines less

Less Than 0.25

Alternating layers of varying

DESCRIPTION

UNDRAINED

than plastic limit.

SILT

at least 6 mm thick.

CONSISTENCY

Stratified

Sample feels damp; fines near the plasticlimitWater visible on sample; fines greater

material or color with the

304

Very Soft

NUMBER OF BLOWS

Breaks along definite planes of

CRITERIA

DESCRIPTIVE TERMS FOR SOIL

Firm

Fracture planes appear polishedParting

Seam

FINE

Medium

different soils.

40

Stiff

0-4

sample.

4-10

2.00 to 4.00

INCLUSIONS

Moist

4.76

Fissured

Alternating layers of varying

Wet

Poorly-Graded SILTY SAND (SM)

Few

greater than 4.00

0.25 to 0.50

Very Stiff

Inclusion <1/8" thick extending through

Over 50

SILTY GRAVEL (GM)

PER FT., N

REFERENCES:

TERMS AND SYMBOLS USED ON BORING LOGS FOR SOIL

(1)

Little

COBBLES

2) Peck, Hanson and Thornburn, (1974),

U.S.STANDARD SIEVE

Sample bears free water; fines greater

measurements refer only to those observed at the times and places indicated, and may vary with time, geologic

BOULDERS

NOTE: Information on each boring log is a compilation of subsurface conditions and soil and rock classifications obtained

SOIL GRAIN SIZE

SOIL TYPES

from the field as well as from laboratory testing of samples. Strata have been interpreted from commonly accepted

Foundation Engineering.

condition or construction activity.

LEAN CLAY (CL) FILL

SAND (SP)

GRAVEL (GW)

FAT CLAY (CH) SILT (ML)

SAND (SW)

PLATE 16

SHALE

2nd Edition,revised June,1974.Foundation Exploration & Design Manual,

SANDSTONE

2) The Bridge Division, Texas Highway Dept.

1) British Standard(1981)

LIMESTONE

0.08"-1/2"Thinly-Laminated

LIMESTONE

(1)

Fugro Consultants, Inc.

obtained from the field as well as from laboratory testing of samples. Strata have been interpreted by commonly

Cavernous

Vesicular

Shallow

SURFACES

35-65Smooth

Porous

material is decomposed or

Sample

converted to soil.TheAll rock material is

Void

Close

Very Close

and discontinuity surfaces.

condition or construction activity.

Information on each boring log is a compilation of subsurface conditions and soil and rock classificaitons

Vertical

MARL

BS 5930.

HIGHLY WEATHERED

NOTE:

JOINT DESCRIPTION

measurements refer only to those observed at the times and places indicated, and may vary with time, geologic

(2)

WEATHEREDSHALE

Code of Practice for Site Investigation

Residual Soil

cavities, formed by expansion of gas

Penetration

composition from that of the

bubbles or steam during solidificationdecomposed and/or

ModeratelySmall solutional concavities.

Containing small cavities, usually

SAMPLER TYPES

DOLOMITIC LIMESTONEDOLOMITIC

HIGHLY WEATHERED

Less than half of the rock

weathering of rock material

of the rock.

Containing cavities or caverns,

Thin-

REFERENCES:

Planar

Standard

0-5

Can be carved with a knife

85-90

sometimes quite large. Most frequent

walled

fabric are destroyed.

SPACING

>3'

Horizontal

Wide 65-85

lined with a mineral of different

WEATHERING GRADES OF ROCKMASS

Slightly

Core

Cavities

Very Hard

Medium Close

HARDNESS

Interstice; a general term for pore

mass structure and material

disintegrated to a soil.

original mass structure is

Auger

Tube

INCLINATION

2"-12"

2"-2'

accepted procedures. The stratum lines on the logs may be transitional and approximate in nature. Water level

TERMS AND SYMBOLS USED ON BORING LOGS FOR ROCK

LIMESTONE SANDSTONE

All rock material is

Can be scratched easily with a knife

in limestones and dolomites.

space or other openings in rock.

Laminated

5-35

Cannot be scratched with a knife

Steep

Vuggy

Thick

Highly

SOLUTION & VOID CONDITIONS

disintegrated to soil.The

Rock

still largely intact.

Completely

Containing pore, interstices, or

Irregular

>4'

1/2"-2"

TestPenetration

Low Hardness

Moderate

Thin

material is decomposed orMore than half of the rock

disintegrated to a soil.

ROCK TYPES

<0.08"

Polished, grooved

Discoloration indicates

Crumbles under hand pressure

Jagged or pitted

Containing numerous small, unlined

other openings which may or may not

Moderately Hard

BagTHD Cone

2'-4'Friable

12"-3'

BEDDING THICKNESS

Test

Slickensided

Very Thin

Undulating or granular

<2"

Rough

Very Thick

surrounding rock.

interconnect.

Sample

HIGHLY WEATHERED

PLATE 17

Documents

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