8613 Cross Park Drive - Buda, TX

8613 Cross Park Drive

Austin, Texas 78754

Phone: 512-977-1800

Fax: 512-973-9966

A member of the Fugro group of companies with offices throughout the world.

FUGRO CONSULTANTS, INC.

GEOTECHNICAL ADDENDUM DATA REPORT

GARLIC CREEK FORCE MAIN

HORIZONTAL DIRECTIONAL DRILLING

BUDA, TEXAS

LOCKWOOD, ANDREWS & NEWNAM, INC.

AUSTIN, TEXAS

8613 Cross Park Drive

Austin, Texas 78754 Phone: 512-977-1800 Fax: 512-973-9966


Lockwood, Andrews & Newnam, Inc. Report No. 04.30141028 10801 North Mopac Expressway, Building 1, Suite 120 July 24, 2014 Austin, Texas 78759 Attention: Mr. Travis M. Michel, P.E.

Geotechnical Addendum Data Report Garlic Creek Force Main

Horizontal Directional Drilling Buda, Texas

Submitted herein is the geotechnical addendum data report for the above referenced

project. The Garlic Creek Force Main project includes approximately 5,000 linear ft of force main

alignment extending from an existing lift station at FM 967 and Garlic Creek, south to the

Wastewater Treatment Plant south of Onion Creek, in Buda, Texas, as shown on the Vicinity

Map, Plate 1.

Previously, Fugro submitted a Geotechnical Investigation Report named Garlic Creek

Force Main dated September 27, 2012. This addendum data report is to provide geotechnical

information for the proposed Horizontal Directional Drilling (HDD) beneath Onion Creek.

Authorization

Mr. Travis M. Michel, P.E. of Lockwood, Andrews & Newnam, Inc., formally authorized the

investigation on May 20, 2014 with Work Authorization No 160-10503-000-02 including Fugro’s

proposal dated May 12, 2014 in Exhibit B. The agreement outlined the scope of services.

Purpose and Scope

The purpose of the investigation was to determine subsurface conditions and provide

limited geotechnical information for the proposed Horizontal Directional Drilling (HDD) beneath

Onion Creek locations.

Lockwood, Andrews & Newnam, Inc. July 24, 2014

Mr. Travis M. Michel, P.E. Page 2 of 8

The field sampling procedures, laboratory testing methods, soil classifications and

material 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 the following program:

Borings Boring Location Boring Depth

B-1 South Bank of Onion Creek 54 ft

B-2 North Bank of Onion Creek 67 ft

Boring locations were selected by Lockwood, Andrews & Newnam, Inc. and located in the

field by Fugro personnel. Approximate boring locations are shown on the Plan of Borings, Plate

2, and the Logs of Borings are presented on Plates 3 and 4. The previously drilled borings are

also presented in Plate 2 and labeled as B-1 (2012) and B-2 (2012) for reference. Detailed

descriptions of subsurface materials encountered at the boring locations are presented on the

boring logs. Standard Penetration Test N-values, core recovery and Rock Quality Designation

(RQD) values in percent are shown on the boring logs at the appropriate depths. Groundwater

and drilling fluid notes are presented at the bottom of the logs. Latitude and longitude

coordinates were obtained at the boring locations using a handheld GPS device accurate to 3

horizontal meters and are shown on the boring logs. Keys to Terms and Symbols used on the

boring logs are presented on Plates 5 and 6.

The borings were drilled with a truck-mounted 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 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 noncohesive strata (ASTM D 1586), and 4) double-tube

wireline core barrels equipped with diamond and/or carbide bits for obtaining 2-inch diameter rock

cores (ASTM D 2113).


Mr. Travis M. Michel Page 3 of 8

Laboratory Testing

The laboratory testing program consisted of identification, classification, and strength

testing for the soil and rock material encountered in the borings. The identification and

classification tests included Atterberg-limit determinations (ASTM D 4318), particle-size analyses

(ASTM D 422), and natural moisture contents (ASTM D 2216). The strength tests comprised of

unconfined compressive strengths (ASTM D 7012). The unconfined compressive strength tests

included unit dry weight measurements.

Rock mass property tests were also conducted. An outside laboratory in the Colorado

School of Mines conducted Cerchar Abrasivity Index Tests (no ASTM procedure), Mohs

Hardness Tests and Indirect (Brazilian) Tensile Strength Tests (ASTM D 3967). The test results

are presented in the Appendix.

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. All

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-7.1

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

boring logs.

SITE AND SUBSURFACE CONDITIONS

Geology

According to published geologic mapping2, the proposed force main alignment is

underlain by Alluvium and Tributary terrace deposits underlain by the Buda Limestone formation

further underlain by clayshale of Del Rio formation.

1 U.S. Navy (1971), Design Manual - Soil Mechanics, Foundations, and Earth Structures, NAVFAC DM-7. 2 Garner, L.E. and Young, K.P. (1976), “Environmental Geology of the Austin Area: An Aid to Urban Planning,”

Report of Investigation No. 86, Bureau of Economic Geology, The University of Texas at Austin, Plate VII (reprinted (1986).



The Alluvium and Tributary terrace deposits consist of unconsolidated clay, gravel, sand

and silt along creeks, rivers and low-lying areas (floodplains). Sand and gravel lenses and layers

may be present at erratic locations within the fine-grained strata due to the depositional nature of

the alluvium and terrace deposits. The contact with the underlying bedrock is erosional in nature

and can vary by several feet in short distances. Large gravel, cobble and cemented layers

(conglomerate) can be found within these deposits, providing challenges for excavation

contractors.

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.

The Del Rio formation is a greenish-gray to olive-brown, selenitic, calcareous, pyritic, and

fossiliferous clay and/or clayshale. The unweathered Del Rio clayshale is much weaker than the

overlying Buda limestone, is highly plastic and has a high shrink/swell potential if subjected to

moisture changes.

Site Stratigraphy and Engineering Properties

Subsurface conditions can best be understood by a thorough review of the boring logs

presented on Plates 3 and 4. The subsurface conditions encountered at the borings are

presented in the following sections.

Surficial Soil Properties

In general, subsurface conditions consisted of surficial fill and alluvium material underlain

by tan to gray limestone of the Buda formation, further underlain by dark gray clayshale of the Del

Rio formation. A brief discussion of the subsurface conditions and engineering properties is

provided in the following sections.

Surficial Material. The surficial material consists of fill material encountered at both

borings further underlain by alluvium only at Boring B-2. The fill material consisted of tan to

brown clayey sand and clayey gravel extended to the depths of 8.5 and 10 ft bgs with

corresponding elevation of 663.5 and 675.0 feet. The fill material had measured liquid limits



ranging from 35 to 43 (average 40), plasticity indices ranging from 18 to 27 (average 23), and

percentage fines (percent finer than the No. 200 sieve) ranging from 10 to 48 (average 27).

Standard Penetration Tests “N” numbers ranged from 2 to 27 indicating a loose to dense

consistency. Brown to gray clayey gravel was encountered below the fill material in Boring B-2

and extended to the depth of 18.5 feet. One SPT “N” value was 5 indicating loose consistency.

Buda Limestone. Underlying the surficial fill and alluvium was tan to gray limestone of

the Buda formation. The tan limestone was encountered at depths of 8.5 and 18.5 ft with

corresponding elevations of 663.5 and 666.5 feet and the gray limestone was encountered at

depths of 12.5 and 32 ft with corresponding elevations of 659.5 and 653 feet. The Buda

limestone was generally described as hard, slightly weathered, with fossils and discontinuities.

The Buda limestone had core recoveries ranging from 57 to 100 percent (average 91), RQD

varying from 7 to 93 (average 56), and compressive strengths ranging from 76 to 279 (average

163) tsf.

Del Rio Clayshale. Underlying the gray Buda limestone in the borings was gray

clayshale (Del Rio). The Del Rio clayshale was encountered at depths of 49.5 and 53.0 ft with

corresponding elevations of 622.5 and 632 feet and was generally described as having low to

moderate hardness. The clayshale had core recoveries ranging from 76 to 100 percent (average

91), RQD varying from 19 to 100 (average 72), and one unconfined compressive strength of 8.7

tsf.

Groundwater

As noted on the boring logs, air rotary NX coring technology was used to drill through the

limestone and clayshale. Groundwater was not encountered in the borings during dry

advancement.

It is common for groundwater to be present, sometimes in large quantities, along fractures

and joints within the limestone stratum, and also along the interface of the upper clay strata and

the underlying limestone, and within the weathered (clay) layers, fractures, and/or discontinuities

of the limestone strata. The quantity of groundwater is usually strongly influenced by antecedent

rainfall conditions and proximity to nearby Onion Creek and gravel pit pond. The contractor



should be made aware of the likely presence of groundwater in excavations which may be severe

and in communication with surface waters, particularly following rain events.

Geotechnical Conditions at HDD Location

Horizontal Directional Drilling (HDD) is planned along the force main alignment beneath

Onion Creek. Based on the Plan and Profile provided by LAN, the elevations of the proposed

HDD are in the range of 650 to 652 feet. The geotechnical conditions at the HDD location are

presented below.

Borings B-1 and B-2 were drilled at the south and north ends of the proposed HDD

respectively. The boring data indicates the HDD will be performed within the gray limestone of

Buda formation. The gray limestone is moderately hard to hard with inclined fractures.

Groundwater was not encountered at either boring locations during field investigation.

Based on the rock mass property test result, the Brazilian Tensile Strength for the

limestone ranges from 314 to 633 psi with an average of 463 psi. The Cerchar Abrasivity Indexes

for the limestone are 0.5 and 0.6. The average Mohs Hardness value is 3. The unconfined

compressive strengths ranges from 76 to 279 (average 163) tsf. It should be noted that these

rock mass property tests were also performed on one sample of the clayshale (Del Rio).

However, the Brazilian Tensile Strength and Cerchar Abrasivity Index tests failed due to the

softness of the clayshale sample and the average Mohs Hardness value is 2.99.

CONDITIONS

Since some variation was found in subsurface conditions at 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 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, expressed 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 agreement executed by

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

Fugro Consultants, 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 Consultants, Inc. for a determination and, if necessary, further investigation.

* * *



The following plates and attachments are included and complete this report:

Plate

Vicinity Map ............................................................................................................. 1

Plan of Borings ........................................................................................................ 2

Logs of Borings ....................................................................................................... 3 & 4

Keys to Terms and Symbols Used on Boring Logs ................................................ 5 & 6

Rock Test Result Summary .................................................................................... APPENDIX

We appreciate the opportunity to provide these geotechnical engineering services and we

look forward to future assignments.

Sincerely,


TBPE Firm Registration No. F-299 Yanfeng Li, P.E. Project Manager Johnny F. Flores, P.E. Branch Manager YLI/(L:\WORKFILE\GEO\REPORTS\2014\04.30141028 Garlic Creek HDD\Report\LR30141028.doc) Attachments Distribution: Addressee (4) email File (2)

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Old S

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Brodie Ln

Turnersville Rd

Bradsh

aw Rd

S Turn

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Twin Creek Rd

S 1st

St

Turley Dr

Lowd

en Ln Pinehurst Dr

Mysti

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Polk

Rd

River Plantation Dr

Hewi

tt Ln

Onion

Cree

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Chappell Ln

Tunn

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Easy

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Cholla Ln

Sunse

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Bliss Spillar Rd

River Oaks Dr

La Costa Dr

Horsethief Trl

Burso

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Windy Hill Rd

Mathias Ln

N Loop 4

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Dr

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Goforth

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Coun

ty Ro

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6Grea

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Kohler's Crossing Rd

Dahls

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8

Cole

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Farm-To-Marke

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Cany

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Chaparral Park Rd

S Turne

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Rd

Oxbo

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County Road 107

County Road 132 Hays County Road 133

Dacy

Ln

Old Black Colony Rd

Leisurewoods Dr

Remu

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Palamino Rd

Coun

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Taylo

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Arbo

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Ceda

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Bliss Spillar Rd

Maple D

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Old Sa

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Scen

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Darry

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Little Bear Rd

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Spillar Ranch Rd

Love

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Elliott Ranch Rd

Carpenter Ln

Live Oak Dr

Robin Rd

Popla

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Tori Dr

Eagle

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Coun

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Red Stick

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Shady Acres Dr

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Old W

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Hardin Loop

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Park South Dr

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221 Dr

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Walter Cir

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Red Oak Rd

Turnersville Rd

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Mary

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Garlic Creek Force Main HDD

Drawn By:

VICINITY MAP

Source:Street map: Stratmap, 2006

Project No.:04.30141028 PLATE 1

Buda, Texas

0 6,000 12,0003,000Feet

Date:June 1, 2014

1 inch = 6,000 feetScale:

DG

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

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B-1

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Buda

Onion Creek

Garlic Creek Force Main HDD

Drawn By:

PLAN OF BORINGS

Source:Orthophotography: Google Earth Pro, 2014

Project No.:04.30141028 PLATE 2

Buda, Texas

0 200 400100Feet

Date:July 2, 2014

1 inch = 200 feetScale:

DG

LegendA Approximate Boring Location!? Borings Drilled in 2012

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

(2012)

(2012)

147

151

36

49

35

32

663.5

8.5

659.5

12.5

Brown to tan clayey GRAVEL with sand, loose to medium

dense, dry. GC (Fill)

- moist below 6.0 feet

- w/trace clay below 6.0 feet

Light tan to tan LIMESTONE, low hardness to moderately

hard, completely to moderately weathered. (Buda)

- w/vertical fracture at 10.5 feet

Gray LIMESTONE, moderately hard, slightly weathered,

trace fossils, w/marly partings, medium-closely spaced.

(Buda)

- w/steeply inclined slickensided fracture at 14.3 feet

- w/steeply inclined slickensided fracture at 16.7 feet

- w/moderately inclined fracture at 27.2 feet

- w/moderately inclined slickensided marly fracture at

31.2 feet

- w/moderately inclined slickensided marly fracture at

31.7 feet

- w/marl seam at 35.0 feet

- w/steeply inclined slickensided marly fracture at 38.0

feet

18

18

10

15

N = 11

N = 4

N = 2

N = 18

N = 50/6"

10'-15'

93/ 57

15'-20'

100/ 67

20'-25'

95/ 83

25'-30'

100/ 82

30'-35'

93/ 68

35'-40'

100/ 70

4

6

4

4

83(U)

76(U)

Buda, Texas

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SURF. ELEVATION: 672.0

LAYER

ELEV./

DEPTH

SY

MB

OL

Horizontal Directional DrillingGarlic Creek Force Main

SA

MP

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SSTRATUM DESCRIPTION

DATE DRILLED: 6-3-14 to 6-3-14

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5

10

15

20

25

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WATER LEVEL / SEEPAGE: See Notes

UPON COMPLETION: See Notes

COMPLETION DEPTH: 54.0

LOG OF BORING NO. B-1

PROJECT NO. 04.30141028

CO

MP

RE

SS

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ST

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Gray LIMESTONE, moderately hard, slightly weathered,

trace fossils, w/marly partings, medium-closely spaced.

(Buda) (continued)

- w/closely spaced joints from 40.0 to 45.0 feet

- w/moderately inclined slickensided fracture at 44.8 feet

- interbedded w/shale below 47.7 feet

Gray CLAYSHALE, moist, low hardness. (Del Rio)

NOTES: 1) The boring was advanced to the 54.0 ft

depth using dry drilling technology and groundwater was

not encountered above that depth.

2) GPS coordinates are N 30.08777º W 97.84545º

40'-45'

100/ 50

45'-50'

85/ 65

50'-54'

100/ 100

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40

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666.5

18.5

653.0

32.0

Brown to tan clayey SAND, moist to dry, loose to dense,

trace organics, and angular limestone fragments. (Fill)

Brown to gray clayey GRAVEL with sand, mosit, with clay

layer. GC. (Alluvium)

- Brown to tan clay, w/trace organics, moist

Tan LIMESTONE, moderately hard, moderately

weathered, w/ferrous staining. (Buda)

- w/6-inch void at 23.0 feet

- interbedded w/gray limestone below 26.5 feet

- w/slightly inclined fracture at 31.5 feet

light tan to gray LIMESTONE, hard, slightly weathered,

fossiliferous, w/dark gray partings and slightly inclined

fractures closely spaced. (Buda)

- w/slightly inclined fracture, at 34.0 feet

27

23

26

48

35

14

N = 4

N = 11

N = 27

N = 27

N = 16

N = 5

N = 50/4"

20'-25'

90/ 33

25'-30'

85/ 35

30'-35'

95/ 45

35'-40'

100/ 55

14

10

3

5

5

279(U)

212(U)

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20

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PROJECT NO. 04.30141028

CO

MP

RE

SS

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ST

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TH

TS

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KEY:N = Standard Penetration Test, bpfP = Pocket Penetrometer, tsfU = UnconfinedQ = Unconsolidated Undrained Triaxial PLATE 4a

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632.0

53.0

618.0

67.0

light tan to gray LIMESTONE, hard, slightly weathered,

fossiliferous, w/dark gray partings and slightly inclined

fractures closely spaced. (Buda) (continued)

Gray CLAYSHALE, low hardness, moist. (Del Rio)

NOTES: 1) The boring was advanced to the 67.0 ft

depth using dry drilling technology and groundwater was

not encountered above that depth.

2) GPS coordinates are N 30.08848º W 97.84636º

40'-45'

98/ 93

45'-50'

73/ 32

50'-55'

57/ 7

55'-60'

99/ 91

60'-65'

88/ 78

65'-67'

76/ 19

14 8.7(U)

Buda, Texas

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sfB

low

s/ft

.R

EC

./RQ

D, %

WA

TE

RC

ON

TE

NT

, %

DE

PT

H, F

T

45

50

55

60

65

70

75





PROJECT NO. 04.30141028

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 4b

FU

GR

O S

TD

PLA

TE

(A

US

TIN

) 0

4.3

014

1028

.GP

J F

UG

RO

AU

ST

IN D

AT

A T

EM

PLA

TE

.GD

T 0

6/25

/14

09:4

8

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 5

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)


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 6

A P P E N D I X

ROCK TEST RESULT SUMMARY

Earth Mechanics Institute Colorado School of MinesClient: Fugro Mining Engineering Department

Project Number: 04.3-141028

Project Name: Garlic CreekDate: 06/18/2014

Sample

ID (in) (in) (lbs) (psi) (MPa)

B-1@19 Sedimentary 1.56 2.048 1,575 314 2.2 Non-Structural



B-2@62-63* Sedimentary 1.49 1.96 N/A N/A N/A N/A

* Sample failed during application of pre-load

Notes (Failure type)

Rock Type

Average Length

Average Diameter

Indirect (Brazilian) Tensile Strength

Failure Load

Earth Mechanics Institute Colorado School of MinesClient: Fugro Mining Engineering Department

Project Number: 04.3-141028

Project Name: Garlic CreekDate: 06/19/2014

B-1@19 Sedimentary 0.5



Sample IDRock Type Cerchar Abrasivity Index

Project Name : Garlic CreekLocation : 04.3-141028

Rock Type : SedimentaryRock Name : N/A

Characteristics : N/ATest Performed by : EAS

Date Tested : 6/18/2014 PICTUREData Reduced by : EAS

Date Reduced : 6/18/2014Rock Source : N/A

Core ID : B-1@19File Name : B-1@19_BTS

in cm in cm lbs N psi MPa

1.56 3.96 2.048 5.203 0.76 1,575 7,006 314 2.2 Non-Structural

Earth Mechanics Institute

Mining Engineering Department, CSM

Brazilian Tensile Strength

Disc Length Disc DiameterL/D Ratio

Failure Load BTSFailure Mode

0

300

600

900

1200

0 30 60 90 120 150 180

Stre

ss (p

si)

Time (sec)

Earth Mechanics Institute, CSM 6/26/2014








1.55 3.93 1.987 5.048 0.78 3,058 13,604 633 4.4 Non-Structural






0

300

600

900

1200

0 30 60 90 120 150 180

Stre

ss (p

si)

Time (sec)









1.67 4.24 2.032 5.160 0.82 2,354 10,472 442 3.0 Non-Structural






0

300

600

900

1200

0 30 60 90 120 150 180

Stre

ss (p

si)

Time (sec)


After

Pictures of Sample Before and AfterCerchar Abrasivity Index

Client Name: FugroProject Name: Garlic Creek - Project Number 04.3-141028

Date: 6/19/2014

Sample ID: B-1@19

Before


After


Client Name: FugroProject Name: Garlic Creek - Project Number 04.3-141028

Date: 6/19/2014

Sample ID: B-2@26

Before


After


FugroGarlic Creek - Project Number 04.3-1410286/19/2014

B-2@37

Client Name:Project Name:

Date:

Sample ID:

Before


Project: Job No. 04.3-141028 – Client: Fugro

Studied by: Sandin E. Phillipson Date: July 8, 2014

The four samples in this suite can be broadly described as fossiliferous limestone, and generally

consist of a limey mud matrix that hosts angular, isolated fossil fragments. Samples B-1 @ 19’, B-2 @

26’, and B-2 @ 37’ can be further classified as wackestone according to Dunham’s 1962 scheme for

carbonate rocks or as biomicrite according to Folk’s 1959 scheme. These three samples are dominated by

calcite, which represents both the limey mud matrix and fossil fragments, and are therefore represented by

an average Mohs Hardness value of 3. Sample B-1 @ 19’ is characterized by alternate layers of limey

mud and fossils, while Samples B-2 @ 26’ and B-2 @ 37’ have a very uniform, well-indurated matrix

that exhibits a massive texture.

Sample B-2 @ 62’ can be classified as mudstone according to Dunham’s 1962 scheme and as

micrite according to Folk’s 1959 scheme. In contrast to the other samples, B-2 @ 62’ contains significant

clay, assumed to represent illite, intermixed with limey mud in the matrix, and is very weak and friable.

Despite the presence of minor, angular quartz grains, the average Mohs Hardness value of 2.99 is similar

to the other samples.

EARTH MECHANICS INSTITUTEDepartment of Mining Engineering

Colorado School of Mines

Thin Section Petrographic Analysis

Project: Job No. 04.3-141028

Location: unknown Client: Fugro

Formation: unknown Core ID: B-1 @ 19’

Date Studied: July 7, 2014 Studied by: Sandin E. Phillipson

Classification Rock type: sedimentary Alteration: none

Texture: matrix supported; fossiliferous Rock Name: wackestone/biomicrite

Description of Individual Minerals

Minerals Mineral Content

(%)

Mohs Hardness

Grain Size

(mm)

Description and Comments

Calcite 100 3 µ-1.8 Matrix (60%): Calcite mud (micrite) represents a fine-grained matrix that generally surrounds small fossils and fossil fragments; layers of mud commonly alternate with those dominated by fossil fragments. Fossils (40%): Angular fragments represent a jumbled mixture that includes oolites, echinoderms, and mollusks, as well as bivalve, brachiopod, crinoid, and coral fragments, all of which are generally surrounded by calcite mud.

Weighted Average: 3 Remarks: The texture of this sample is characterized by subangular and subrounded fossils and fossil fragments that are generally isolated from each other by a matrix of calcite mud. Principal Investigator: Date:




B-1 @ 19’. Patches of calcite mud (brown) partially surround fossil fragments composed of crystalline calcite or aragonite (speckled white/pink). Field of view 2.4 mm at 40X, taken under crossed polars.






Texture: matrix supported; fossiliferous Rock Name: wackestone/biomicrite



(%)

Mohs Hardness

Grain Size

(mm)


Calcite 100 3 µ-2.0 Matrix (85%): Calcite mud represents an extensive, uniform matrix that surrounds and isolates abundantly distributed, sparry fossil fragments. Fossils (15%): Fossil fragments have generally been subjected to replacement by coarse, intergrown, sparry calcite, but represent fragments of bryozoans, mollusks, coral, and brachiopods that are surrounded by the fine-grained calcite mud matrix.

Weighted Average: 3 Remarks: The texture of this sample is characterized by angular fossil fragments that commonly exhibit replacement by sparry calcite. Fossils and fossil fragments are generally isolated and surrounded by a uniform matrix of calcite mud that appears as white, milky limestone in hand specimens. Principal Investigator: Date:




B-2 @ 26’. Angular fossil fragments composed of intergrown calcite spar (speckled pink/green) are surrounded by a matrix of calcite mud (brown). Field of view 1 mm at 100X, taken under crossed polars.






Texture: matrix supported Rock Name: wackestone/biomicrite



(%)

Mohs Hardness

Grain Size

(mm)


Calcite 100 3 µ-5.2 Matrix (90%): calcite mud (micrite) surrounds and isolates sparsely distributed, angular fossil fragments, defining a matrix-supported texture. Fossils (10%): angular bryozoan and coral fragments are sparsely distributed, with individual grains isolated by the surrounding matrix of limey mud.

Weighted Average: 3 Remarks: The texture of this sample is characterized by a matrix of calcite mud that surrounds and isolates small, angular fossil fragments that are dominantly represented by bryozoans and coral fragments. Principal Investigator: Date:




B-2 @ 37’. Small, angular fossil fragments composed of intergrown calcite or aragonite (brightly speckled pink/green) are isolated by the matrix of calcite mud (brown). Field of view 1 mm at 100X, taken under crossed polars.






Texture: matrix supported Rock Name: mudstone/micrite



(%)

Mohs Hardness

Grain Size

(mm)


Calcite 72 3 µ-0.1 Dominantly represents a matrix of limey mud that is intermixed with fine-grained clay, assumed to be illite; small calcite grains represent fossil fragments that are sporadically distributed and isolated by the mud matrix.

Illite 25 2.5 .01-.02 Fine-grained clay flakes are abundantly intermixed with calcite mud to define a matrix that hosts sparsely distributed, angular grains of quartz.

Quartz 3 7 .01-.04 Angular grains are sparsely distributed, with individual grains isolated by the surrounding matrix of intermixed calcite mud and clay.

Weighted Average: 2.99 Remarks: The texture of this sample is characterized by a matrix composed of intermixed calcite mud and fine clay, which hosts sparsely distributed, angular grains of quartz. Principal Investigator: Date:




B-2 @ 62’. A matrix of intermixed calcite mud (speckled pink/green) and clay (brown) hosts sparsely distributed, isolated, angular grains of quartz (gray, white). Field of view 1 mm at 100X, taken under crossed polars.

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