8613 cross park drive - buda, tx
TRANSCRIPT
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
FUGRO CONSULTANTS, INC.
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).
Lockwood, Andrews & Newnam, Inc. July 24, 2014
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).
Lockwood, Andrews & Newnam, Inc. July 24, 2014
Mr. Travis M. Michel Page 4 of 8
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
Lockwood, Andrews & Newnam, Inc. July 24, 2014
Mr. Travis M. Michel Page 5 of 8
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
Lockwood, Andrews & Newnam, Inc. July 24, 2014
Mr. Travis M. Michel Page 6 of 8
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
Lockwood, Andrews & Newnam, Inc. July 24, 2014
Mr. Travis M. Michel Page 7 of 8
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.
* * *
Lockwood, Andrews & Newnam, Inc. July 24, 2014
Mr. Travis M. Michel Page 8 of 8
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,
FUGRO CONSULTANTS, INC.
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)
Ih 35
FM 1626
FM 1327
Frate Barker
Manc
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Project Site
Old S
an An
tonio
Rd
Brodie Ln
Turnersville Rd
Bradsh
aw Rd
S Turn
ersvill
e Rd
Twin Creek Rd
S 1st
St
Turley Dr
Lowd
en Ln Pinehurst Dr
Mysti
c Dr
Polk
Rd
River Plantation Dr
Hewi
tt Ln
Onion
Cree
k Dr
Chappell Ln
Tunn
el Tr
l
Easy
St
Conro
y Ln
Cholla Ln
Sunse
t Dr
Bliss Spillar Rd
River Oaks Dr
La Costa Dr
Horsethief Trl
Burso
n Dr
Arroyo Vista Dr
Turne
rsville
Rd S
Big Th
icket
Dr
Topper Ln
Katy
Ln
Twin Creek Dr
Carismatic Ln
Onion Creek Pkwy
Grea
t Bea
r Dr
Warwick Way
3rd StBig Valley Dr
Cattleman Dr
Somb
rero D
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§̈¦35
§̈¦35
Soil Conservation Service Site 12 Reservoir
Brushy Creek
Andre
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Ri chmond Bran ch
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§̈¦35
FM 967
FM 20
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Goforth
Coun
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FM 150
Main
Ih 35
S FM 1626
FM 27
70
Ih 35
Windy Hill Rd
Mathias Ln
N Loop 4
Dove
Dr
Hy Rd
Goforth
Rd
Coun
ty Ro
ad 23
6Grea
t Bea
r Dr
Kohler's Crossing Rd
Dahls
trom
Coun
ty Ro
ad 11
8
Cole
Sprin
gs Rd
Farm-To-Marke
t Road 2770
Cany
on W
ren D
r
Chaparral Park Rd
S Turne
rsville
Rd
Oxbo
w TrlOak Grove Rd
County Road 107
County Road 132 Hays County Road 133
Dacy
Ln
Old Black Colony Rd
Leisurewoods Dr
Remu
da Tr
l
Palamino Rd
Coun
ty Ro
ad 21
0
Taylo
r Dr
Arbo
r Trl
Ceda
r St
Bliss Spillar Rd
Maple D
r
Ranger Dr
Old Sa
n Anto
nio Rd
BBB
Scen
ic Oa
ks Tr
l
Darry
l Dr
Little Bear Rd
Coun
ty Ro
ad 10
6
Spillar Ranch Rd
Love
Dr
Elliott Ranch Rd
Carpenter Ln
Live Oak Dr
Robin Rd
Popla
r Dr
Tori Dr
Eagle
Nes
t Dr
Coun
ty Ro
ad 20
5
Ursu
s Ln
Red Stick
Tobin
Dr
Foster
Pl
Primrose Dr
Matzi
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Unnamed Street
Coun
try O
aks D
r
Shady Acres Dr
Regin
a Dr
Howard Ln
Dodg
en W
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FM 2001
Live Oak Loop
Lane
Ln
Windmill Way
Kelly Smith Ln
Axis Rd
Old W
est T
rl
Hardin Loop
Country Ln
Park South Dr
Woodland Oaks Trl
221 Dr
Oakwood Dr
Walter Cir
Laure
l Cv
Red Oak Rd
Turnersville Rd
Kates
Cv
Crystal Meadows Dr Swallow Ct
Mary
St
Bridg
es Ln
Grove Ln
Elm St
Cone
jos R
un
Magnolia Cv
Commercial Dr
Lewis Ln
Claudia Dr
Indian
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FM Ro
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70
Unna
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Unnamed Street
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Unnamed StreetUnnamed Street
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HAYS COUNTY
TRAVIS COUNTY
Kyle
Buda
Austin
Austin
Onion Creek
Bea r Cree k
Garlic C reek
Mustang Branch
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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
!?
!?
A
A
B-2
B-1
Onion
Cree
k Trl
B-2
B-1
FM 967
FM 96
7
HAYS COUNTY
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
UN
IT D
RY
WE
IGH
T, P
CF
PA
SS
ING
NO
.4
SIE
VE
, %
LIQ
UID
LIM
IT, %
SURF. ELEVATION: 672.0
LAYER
ELEV./
DEPTH
SY
MB
OL
Horizontal Directional DrillingGarlic Creek Force Main
SA
MP
LE
SSTRATUM DESCRIPTION
DATE DRILLED: 6-3-14 to 6-3-14
PL
AS
TIC
ITY
IND
EX
(P
I), %
PA
SS
ING
NO
.20
0 S
IEV
E, %
Fugro Consultants, Inc.
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: 54.0
LOG OF BORING NO. B-1
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 3a
FU
GR
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TD
PLA
TE
(A
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1028
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AT
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6/25
/14
09:4
8
622.5
49.5
618.0
54.0
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
Buda, Texas
UN
IT D
RY
WE
IGH
T, P
CF
PA
SS
ING
NO
.4
SIE
VE
, %
LIQ
UID
LIM
IT, %
SURF. ELEVATION: 672.0
LAYER
ELEV./
DEPTH
SY
MB
OL
Horizontal Directional DrillingGarlic Creek Force Main
SA
MP
LE
SSTRATUM DESCRIPTION
DATE DRILLED: 6-3-14 to 6-3-14
PL
AS
TIC
ITY
IND
EX
(P
I), %
PA
SS
ING
NO
.20
0 S
IEV
E, %
Fugro Consultants, Inc.
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
45
50
55
60
65
70
75
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
IVE
ST
RE
NG
TH
TS
F
KEY:N = Standard Penetration Test, bpfP = Pocket Penetrometer, tsfU = UnconfinedQ = Unconsolidated Undrained Triaxial PLATE 3b
FU
GR
O S
TD
PLA
TE
(A
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8
147
147
99
82
53
43
40
41
675.0
10.0
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)
Buda, Texas
UN
IT D
RY
WE
IGH
T, P
CF
PA
SS
ING
NO
.4
SIE
VE
, %
LIQ
UID
LIM
IT, %
SURF. ELEVATION: 685.0
LAYER
ELEV./
DEPTH
SY
MB
OL
Horizontal Directional DrillingGarlic Creek Force Main
SA
MP
LE
SSTRATUM DESCRIPTION
DATE DRILLED: 6-4-14 to 6-5-14
PL
AS
TIC
ITY
IND
EX
(P
I), %
PA
SS
ING
NO
.20
0 S
IEV
E, %
Fugro Consultants, Inc.
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: 67.0
LOG OF BORING NO. B-2
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 4a
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.GD
T 0
6/25
/14
09:4
8
124
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
UN
IT D
RY
WE
IGH
T, P
CF
PA
SS
ING
NO
.4
SIE
VE
, %
LIQ
UID
LIM
IT, %
SURF. ELEVATION: 685.0
LAYER
ELEV./
DEPTH
SY
MB
OL
Horizontal Directional DrillingGarlic Creek Force Main
SA
MP
LE
SSTRATUM DESCRIPTION
DATE DRILLED: 6-4-14 to 6-5-14
PL
AS
TIC
ITY
IND
EX
(P
I), %
PA
SS
ING
NO
.20
0 S
IEV
E, %
Fugro Consultants, Inc.
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
45
50
55
60
65
70
75
WATER LEVEL / SEEPAGE: See Notes
UPON COMPLETION: See Notes
COMPLETION DEPTH: 67.0
LOG OF BORING NO. B-2
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)
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 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@26 Sedimentary 1.55 1.987 3,058 633 4.4 Non-Structural
B-2@37 Sedimentary 1.67 2.032 2,354 442 3.0 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
B-2@26 Sedimentary 0.6
B-2@37 Sedimentary 0.6
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
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-2@26File Name : B-2@26_BTS
in cm in cm lbs N psi MPa
1.55 3.93 1.987 5.048 0.78 3,058 13,604 633 4.4 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
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-2@37File Name : B-2@37_BTS
in cm in cm lbs N psi MPa
1.67 4.24 2.032 5.160 0.82 2,354 10,472 442 3.0 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
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
Earth Mechanics Institute, CSM 6/26/2014
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-2@26
Before
Earth Mechanics Institute, CSM 6/26/2014
After
Pictures of Sample Before and AfterCerchar Abrasivity Index
FugroGarlic Creek - Project Number 04.3-1410286/19/2014
B-2@37
Client Name:Project Name:
Date:
Sample ID:
Before
Earth Mechanics Institute, CSM 6/26/2014
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:
EARTH MECHANICS INSTITUTEDepartment of Mining Engineering
Colorado School of Mines
Thin Section Petrographic Analysis
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.
Project: Job No. 04.3-141028
Location: unknown Client: Fugro
Formation: unknown Core ID: B-2 @ 26’
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-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:
EARTH MECHANICS INSTITUTEDepartment of Mining Engineering
Colorado School of Mines
Thin Section Petrographic Analysis
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.
Project: Job No. 04.3-141028
Location: unknown Client: Fugro
Formation: unknown Core ID: B-2 @ 37’
Date Studied: July 7, 2014 Studied by: Sandin E. Phillipson
Classification Rock type: sedimentary Alteration: none
Texture: matrix supported Rock Name: wackestone/biomicrite
Description of Individual Minerals
Minerals Mineral Content
(%)
Mohs Hardness
Grain Size
(mm)
Description and Comments
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:
EARTH MECHANICS INSTITUTEDepartment of Mining Engineering
Colorado School of Mines
Thin Section Petrographic Analysis
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.
Project: Job No. 04.3-141028
Location: unknown Client: Fugro
Formation: unknown Core ID: B-2 @ 62’
Date Studied: July 7, 2014 Studied by: Sandin E. Phillipson
Classification Rock type: sedimentary Alteration: none
Texture: matrix supported Rock Name: mudstone/micrite
Description of Individual Minerals
Minerals Mineral Content
(%)
Mohs Hardness
Grain Size
(mm)
Description and Comments
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:
EARTH MECHANICS INSTITUTEDepartment of Mining Engineering
Colorado School of Mines
Thin Section Petrographic Analysis
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.