HomeMy WebLinkAboutGEOTECHNICAL REPORT. - vf Y4�v
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TABLE OF CONTENTS
1.0
INTRODUCTION............................................................................................................ 1
2.0
SCOPE OF SERVICES.................................................................................................. 1
3.0
GEOTECHNICAL SUBSURFACE EXPLORATION........................................................ 1
4.0
SUBSURFACE CONDITIONS........................................................................................ 2
5.0
LABORATORY TESTING............................................................................................... 2
6.0
ENGINEERING EVALUATION AND RECOMMENDATIONS ......................................... 3
7.0
CLOSING AND LIMITATIONS....................................................................................... 4
LIST OF FIGURES
FIGURE 1 PROJECT LOCATION MAP
FIGURE 2 FIELD EXPLORATION PLAN
LIST OF TABLES
TABLE 1 GENERALIZED SUBSOIL PROFILE
TABLE 2 SUMMARY OF LABORATORY INDEX TEST RESULTS
TABLE 3 SUMMARY RECOMMENDED SOIL PARAMETERS
LIST OF APPENDICES
APPENDIXA BORING LOGS
APPENDIX B FIELD AND LABORATORY PROCEDURES
KEY TO CLASSIFICATION AND SYMBOLS
2580 Foster Wheeler Environment8Ist Pal u Beach,
Inc: '®
2580 Metrocehtie Blvd. Suite #6 •West Palm Beach, FL; 33407•Phone: 581-242-7713..• Faxb61+242-5591
Motoro/a Tower— Ciy West Site, Port St Lucie, F/odda
Amec Foster MeeterEnNronment & tnrraSfZt/nre, fnc.
1.0 INTRODUCTION
✓ay 12, 20f6
Project No. 6f66-f6-00f6 f0007
Amec Foster Wheeler Environment & Infrastructure, Inc. (Amec Foster Wheeler), has conducted
a limited site exploration for a new 300-ft guy -anchored telecommunications tower. Detailed
structural loading information has not been furnished to us. We assume that the tower structure
will be supported on single drilled shaft, and that the guy anchors will consist of either concrete
deadmen or drilled shafts.
The new tower will be located on the site named City West Site which is located north of an
unnamed road and Canal 23 just northwest of the intersection of Range Line Road and SW Martin
Highway in Port St. Lucie, Florida. The attached Project Location Map, Figure 1 provides an
aerial image of the approximate site location. The purpose of our field work was to explore the
subsurface soil conditions and provide geotechnical recommendations for the evaluation of the
planned Motorola tower. Our services were provided in general accordance with our Amec Foster
Wheeler IWO approved on April 21, 2016. This report describes our field testing program and
presents our findings and conditions encountered.
2.0 SCOPE OF SERVICES
The scope of the project was to obtain subsurface geotechnical data and to develop design
recommendations for the planned drilled shaft foundation supporting the new tower structure.
The following tasks were completed by Amec Foster Wheeler under this investigation:
• Performed one Standard Penetration Test (SPT) boring (identified as B-1) in general
accordance of ASTM D 1586 to a depth of 80 feet;
• Evaluated the groundwater conditions within the boring;
• Classified the soil samples collected in general accordance with the Unified Soil
Classification System (USCS) and performed laboratory testing on selected samples;
• Prepared a report, summarizing the subsurface conditions encountered from the field
investigation, which include recommended design soil parameters based on empirical
correlations, and conducted drilled shaft axial capacity analyses for 6 and 7.5 feet
diameter drilled shaft foundation alternatives.
3.0 GEOTECHNICAL SUBSURFACE EXPLORATION
The exploration program consisted of drilling one SPT soil test boring to 80 feet at the proposed
location of the new communication tower as shown in Figure 2 - Field Exploration Plan.
The boring was performed on April 26, 2016 using a truck mounted Dietrich D-25 drill rig equipped
with an automatic SPT hammer. Our field work was completed in general accordance with the
procedures outlined in ASTM D-1586. Upon completion of the drilling and testing operations, the
boreholes were backfilled with cement grout. Descriptions of our field testing procedures are
attached.
Soil samples collected during our field exploration were placed in moisture proof containers and
transported to our West Palm Beach soils laboratory. All samples were visually classified and
described using nomenclature consistent with the Unified Soil Classification System (USCS).
The soil samples collected during our field exploration will be kept at our office for a period of
Amec Foster Wheeler Environment & Infrastructure, Inc.
2580 Metrocentre Blvd. Ste. #6 • West Palm Beach, FI 33407• Ph:(561) 242 7713 • Fax:(561) 242 5591
Motorola rower— City West Sife, Fort St. Lucie, Florida
Amec FosterMee/erEnv/ronment & /nfrestrodam, Inc.
✓u/y 12, 20M
Project No. 6166-16-0016100 07
three months from the date of this report. The samples will then be discarded unless you request
otherwise.
4.0 SUBSURFACE CONDITIONS AND GROUNDWATER CONDITIONS
The subsurface conditions encountered in the SPT boring are illustrated in the soil boring log
shown in Appendix A. In general, the subsurface materials consisted of medium dense sand with
little clay (Unified Soil Classification Symbol SC) extending to a depth of 18 feet followed by
medium dense to dense sand (SP, SP-SM, and SM) to a depth of approximately 53 feet. Below
the sand, we encountered soft silt (ML) extending to a depth.of 65 feet and then underlain by
medium dense sand (SP, SP-SM, and SM) to the boring termination depth of 80 feet. Table 1
summarizes the subsoil profile observed in the boring performed.
Table 1 Generalized Subsoil Profile
Soil Unit
Depth (ft)
Description
USCS
Total Unit Weight
(PCF)
1
0 - 18
Light gray to light brown, fine to
SG
110
medium grained SAND, little clay
Light gray to dark gray, fine to
2
18 - 53
medium grained. SAND, trace silt.
SP
120
3
53 - 65
Gray, SILT, some fine to medium
ML
110
grained sand, trace gravel.
4
65 - 80 EOB
Dark gray, fine to medium grained
SM
120
SAND.
EOB - End of Boring
We note that the natural groundwater level was not observed at the time of drilling, nor prior to
introducing temporary drill casing and drill fluids that were necessary to flush drill cuttings and
stabilize the borehole. Surface water was observed within an adjacent storm water drainage
canal (C-32). We estimate that the water surface within in the canal was located approximately
5 to 7 feet below the existing site grade and is likely representative of the groundwater depth at
the boring location, however should be considered approximate. A more accurate assessment
of the natural ground water levels may be determined with the installation of a shallow piezometer,
if required. Fluctuations in groundwater levels should be expected due to seasonal climatic
changes, construction activity, rainfall variations, surface water runoff, and other site -specific
factors. Since groundwater level variations are anticipated, design drawings and specifications
should accommodate such possibilities and construction planning should be based on the
assumption that variations will occur.
5.0 LABORATORY TESTING
Laboratory testing was conducted on select soil samples recovered during SPT sampling. The
testing consisted of 4 water content determination tests (ASTM D 2216) and 4 percent passing
No. 200 sieve wash (ASTM D 1140). The laboratory test results are summarized in Table 2.
Amec Foster Wheeler Environment & Infrastructure, Inc.
2580 Metrocentre Blvd. Ste. #6 • West Palm Beach, FI 33407• Ph:(561) 242 7713 a Fax:(561) 242 5591
Motorola Tower— City West Site, Poet St Lucie, Florida July 12, 2016
Amec Foster WheelerEnvIronment & lnrrasbucture, Inc. Project No. 6M646-00M 100.07
Table 2 Summary of Laboratory Index Test Results
Moisture
USCS Soil
Boring No.
Sample No.
Depth (ft)
Percent Passing
Content
Classification
#200
(%)
Symbol
B-1
5
8-10
17
16
SM
B-1
12
43-45
9
21
SP-SM
B-1
15
58-60
61
30
ML
B-1
16A
1 87.9
88
1 37
CL
6.0 ENGINEERING EVALUATION AND RECOMMENDATIONS
The purpose of this geotechnical exploration was to determine subsurface conditions and evaluate
foundation alternatives for the planned communication tower. A drilled shaft foundation or a spread
footing are considered suitable alternatives to support the proposed tower and the guyed wire
anchors.
Table 3 presents recommended soil parameters and the generalized subsurface profile to evaluate
a drilled shaft foundation. It should be noted that the soil parameters presented are based on
empirical correlations between SPT Nvalues and generalized soil properties. The uplift or tension
capacity may be determined considering 70% of the recommended unit skin friction resistance.
Loading testing program may be necessary if the design factor of safety is below 3. Temporary
surface casing is recommended to be used during the installation of the drilled shafts, especially
in the top 10 feet. Reference to the individual boring log should be made for soil descriptions at
specific depths and locations.
TABLE 3 Summary Recommended Soil Parameters
Average
Effective
Friction
UILUnit
Ult.Unit End
Strain
Metlulusof
Lateral
Generalized Material
Depth (R)
��
Lower
Unit Wt
Anplo -A
Cohesion a
Skin
Bearing
Factor,
Subgrado
Description
Bound SPT
lPaO
(degree)
(Pafl
Friction-
Rosistenvo -
E� (INIn)
Reaction, k
N•Valua
ksf
laf
(pal)
Light gray to light
brown, fine to medium
0-18
SC
10
48
30
-
0.8
12
WA
30
grained SAND, little
clay
Light gray to dark gray,
fine to medium
18-45
SP
20
58
34
-
1.1
24
WA
40
grained. SAND, trace
sift.
Gray, SILT, some fine
to medium grained
45-62
ML
5
43
-
500
1.2
13
0.02
250
sand, trace gravel.
Dark gray, fine to
medium graned
62-80
2
SM
15
58
32
-
1.3
18
WA
40
SAND.
EOB*
•EOB — End of Boring
A shallow foundation system embedded 5 feet deep is considered to be a suitable alternative to
support the anticipated tower loads. A spread footing of 10 ft by 10 ft was suggested to be
Amec Foster Wheeler Environment & Infrastructure, Inc:
2580 Metrocentre Blvd. Ste. #6 a West Palm Beach, FI 33407a Ph:(561) 242 7713 a Fax:(561) 242 5591
Motoro/a 7-Ower— City West Site, Pon St Lucie, Fonda July 12, 2016
Amec Foster MeeterEnui omnent & tnfrastmctur ,, lnc Project No. 6166-16-0016. WO 07
considered. An allowable bearing capacity on the order of 3 ksf is anticipated based on the
existing conditions of the subsoil profile at the site. The provided new communication tower dead
load is 18 kips, thus the structure would induce a 180 pounds per square foot bearing pressure
and the elastic settlement is expected to be less than 0.5 inch. The foundation should bear on
compacted existing sandy soils. A density equivalent to at least 95 percent of the Modified Proctor
maximum dry density (ASTM D-1557) should be achieved in the sandy foundation bearing level
soils. Table 3 also includes pertinent geotechnical parameters for the use in the design of tower
deadman anchors to resist lateral and uplift loads. It is our opinion that the design of the guyed
anchors can be treated similarly to an inclined load on a footing, with the inclined load being
divided into a horizontal and vertical components. The uplift force would be resisted by the weight
of the anchor block and any soil above it, as well as the shear strength of the soil around the
perimeter of an assumed failure zone. The lateral load component or resistance of the block to
horizontal sliding would be derived from two components; (1) the frictional resistance along the
bottom and top of the block: and (2) the passive earth pressure of the anchor block is to be
considered, we recommend to determine the ultimate base sliding resistance using the following
equation:
f = 0.67 tan ¢ for sand materials
where: f = coefficient of friction between deadman base and the soil,
= angle of internal friction.
Strain compatibility related to the frictional resistance along the bottom of the block and the lateral
passive soil resistance should be considered in deadman design. For optimum anchor
performance, all backfill material placed around and above the anchor blocks shall be properly
compacted. The foundation should bear on compacted existing sandy soils. A density equivalent to at
least 95 percent of the Modified Proctor maximum dry density (ASTM D-1557) should be achieved in the
sandy foundation bearing level soils. It is also desirable for the compacted backfill zone to include
the entire passive wedge of the anchor on the side of the anchor located in the direction of pull.
The need for groundwater control may be anticipated if the deadman anchors are to be installed
below 5 feet. In such case, the groundwater can generally be lowered one to three feet by
pumping from barrel sumps located beyond the excavation perimeter. All sump inlets should be
located at least 2 feet from the bearing areas to avoid loosening of potential sandy bearing soils.
In areas where deeper groundwater drawdown or control is required, or, where more positive
groundwater control is desired for prolonged periods, a wellpoint system may be required. The
groundwater level should be maintained at least two feet below the bottom of any excavations
made during construction and the surface of any vibratory compaction operations. All temporary
excavations shall be sloped at a 1:1 ratio inclination.
Excavated sand materials, excluding organic matter, may be considered acceptable for uses as
back fill material. These higher fines content soils tend to be moisture sensitive and may require
drying prior to placement and compaction. The back fill should be placed in controlled lifts not
exceeding 12 inches in loose thickness and compacted to at least 95 percent of the Modified
Proctor maximum dry density (ASTM D-1557). Prior to initiating compaction operations, we
recommend that representative samples of the structural fill material to be used along with
acceptable exposed in -place soils be collected and tested to determine their compaction and
classification characteristics. The maximum dry density, optimum moisture content, gradation
and plasticity characteristics should be determined. These tests are needed for compaction
quality control of the backfill and existing soils and to verify that the fill material is acceptable.
Amec Foster Wheeler Environment & Infrastructure, Inc.
2580 Metrocentre Blvd. Ste. #6 . West Palm Beach, FI 33407. Ph:(561) 242'7713 . Fax:(561) 242 5591
Motorola Tower— City West Site, Port St Lucie, Florida July 12, 2016
Amec Foster Wheeler Environment & Intiashucturs, Inc Project No. 6166-16-0016.100.07
7.0 CLOSING AND LIMITATIONS
Our professional services have been performed, our findings obtained and our recommendations
prepared in accordance with generally accepted geotechnical engineering principles and practices.
We do not guarantee project performance in any respect, only that our work meets normal standards
of professional care. This company is not responsible for the conclusions, opinions or
recommendations made by others based on the data presented in this report.
The analysis and recommendations submitted in this report are based upon the data obtained from
the field exploration program and our understanding of the proposed construction described herein.
This report may not account for any variations that may exist between conditions observed in the
boring and conditions at locations that were not explored. If any subsoil variations become evident
during the course of this project, a re-evaluation of the recommendations contained in this report will
be necessary after we have had an opportunity to observe the characteristics of the conditions
encountered. The applicability of the report should also be reviewed in the event significant changes
occur in the design, nature or location of the proposed construction.
Assessment of site environmental conditions or the presence of pollutants in the soil or groundwater
of the site is beyond the scope of this report.
We have enjoyed assisting you on this project and look forward to serving as your geotechnical
consultant on the remainder of this project and future projects. Please do not hesitate to contact us
should you have any questions concerning this report.
Respectfully,
AMEC Foster & Wheeler\15hVir t tMfit Infrastructure, Inc.
Florida Board of Profes�nn�ificate of Authorization No. 5392
\ �P.. •' LICENSE ••,•��
No.79124 /l /
* 4 Iz �16 �JJlca� Z w -
tFloda
aige , PTA o : ' �� Brian S. Hathaway, PE V
ineer - Ge ICAORIDP,.••G\� Senior Engineer — Geotechnical
nse No. 791 ,, �ONAL,�N.�� Florida License No. 60724
ame•W
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APPENDIX
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APPENDIX - A
SOIL TEST BORING RECORDS B-1
SOIL CLASSIFICATION
:PTH AND REMARKS
(tl)
SEE KEY SYMBOL SHEET FOR EXPLANATION OF
SYMBOLS AND ABBREVIATIONS BELOW.
6" Dark gray fine SAND with silt, trace roots(TOPSOIL)
1 Light brown fine to medium SAND, trace silt, loose (SP)
2 Light gray to light brown fine to medium SAND, little clay,
3 trace gravel -sized cemented sand fragments, loose (SC)
4 Light brownish gh gray, medium dense
5
6 Light brownish gray to brownish yellow
7
8
9 MoistureContent=l6% Fines=17%
10
11
12
13 may, loose
14
l5
16
17
18 Light
gh gray to dark gray fine to medium SAND, trace silt,
19 medium dense (SP)
20
21
22
23 Gray, trace sand -sized shell fragments, dense
24
25
26
27
28 Some sand to gmvel-sized shell fragments
29
30
31
32
33
34
35 Trace sand sized shell fragments
36
37
38
39
DRE.LER:
J&R Precision Drilling,Inc./1. Angulo
EQUIPMENT:
D-25 Automatic Hammer
METHOD:
Rotary Wash Drilling w/SPT Sampling
HOLE DIA:
3.5-in (Borehole stabilized with 3.5-inch diameter
REMARKS:
casing)
Borehole grouted upon completion
Checked By: Date:
am ec e�.
foster
wheeler
L E SAMPLES PL I%) NM (%) LL (%)
E L I N-COUNT
G E D Y ♦ FINES(%)
E V g
N N P c � • SPT (bpf)
D (ft) E v v
T
— 10 20 30 40 50 60 70 80 9L
25.0
SPT-1
1-2-3
SPT-2
(N=5)
1-2-2
(N=4)
20.0
SPT-3
4-5-5
(N= 10)
SPT-4
5-6-7
.,
(N=13)
SPT-5
4-7-5
(N=12)
.,:
15.0
SPT-6 3-2-3
10.0 (N= 5)
G
SPT-7 4-7-10
5.0 (N-17)
SPT-8 11-15-15
.. 0.0 (N 30)
SPT-9 12-16-I8
-5.0 1 H IN= 34)
10
SPT-IIN IS-21-IS
-15.0 N— 39)
SOIL TEST BORING RECORD
PROJECT NAME: Motorola Tower, City West Site
PROJECT LOC.: Port Saint Lucie, Florida
PROJECT No.: 6166160016.100.07
DATE DRILLED: 4/26/2016
BORING No.: B-1 PAGE 1 OF 2
THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE CONDITIONS
AT THE EXPLORATION LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER INTERFACES 13EWEEN STRATA
ARE APPROXIMATE. TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
I
l
SOIL CLASSIFICATION
L
E
SAMPLES
PL (%) NM (%) LL <%>
AND REMARKS
E
L
I
N-COUNT
e Q
D
• FINES (%)
E
V
Y
SEE KEY SYMBOL SHEET FOR EXPLANATION OF
N
N
P
e v
• SPT (bpt)
SYMBOLS AND ABBREVIATIONS BELOW.
D
(ft)
T
E
N 1 '2
10
20
30
40
50
60
70
80
90
100
Light gay to dark gray fine to medium SAND, trace silt,
41
medium dense (SP)
40
43
Gay fine to medium SAND mace silt, trace to few sand to
44
gavel -sized shell fragments, medium dense (SP-SM)
SPT-12
7-10-12
Moisture Content-2l % Fines--9
(N 22)
45
-20.0
46
47
48
13A
Gray silty fine SAND, little sand to gavel sized shell
49 -
fragments, loose (SM)
SPT
2-2-3
15
3B
(N-5)
50
-25.0
51
52
53
Gay SILT, have sand to gravel -sized shell fragments, soft
54
(ML)
SPT-14
1-2-2
(N 4)
55
-30.0
56
57
58
Moisture C mtem[-30 % Fines=61
59
SPT-15
1-1-1
(N 2)
60
-35.0
61
62
63
16A
O
Very dark gay CLAY, very soft (CL)
64
Moisture Content=37% Fines=88%
NR
OH/12'-124
65
-00 0
16B
(N = 12)
Dark gay fine to medium SAND, trace silt, medium dense
(SP-SM)
20
66
67
Dark gay silty fine SAND, mace to few sand to gravel -sized
shell fragments, dense (SM)
68
69
SPT-17
16-14-12
(N 26)
70
-
45.0
71
72
73
Light gay fine to medium SAND, face silt, some sand to
74
gravel -sized shell fragments, median dense (SP)
SPT-18
12-13-10
(N —23)
75
-50.0
76
77
78
Verylight sand SHELL, mostly sand to
gh Y Y gravel -sized,
79
dense
medium dense (SHELL).
SPT-19
6-7-8
80
-55.0
(N = 15)
Boringtertruna[ed at 80 feet depth.
0 10
20
30
40
50
60
70
80
90
100
DRILLER: J&R Precision Drilling, IncJJ. Angulo
SOIL, TEST BORING RECORD
EQUIPMENT: D-25 Automatic Hammer
METHOD: Rotary Wash Drilling w/SPT Sampling
HOLE DIA: 3.54n (Borehole stabilized with 3.5-inch diameter
PROJECT NAME- Motorola Tower, City West Site
REMARKS.
PROJECT LOC.: Port Saint Lucie, Florida
Borehole
Borehole grouted upon completion
PROJECT No.: 6166160016.100.07
Checked By. Date:
DATE DRILLED: 4/2612016
BORINGNo.: B-1 PAGE 2 OF 2
Alk a
aec m
•
THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE CONDITIONS
foster
AT THE EXPLORATION LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER INTERFACES BEWEEN STRATA
wheeler
ARE APPROXIMATE. TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
A&P,
amec
foster
wheeler
APPENDIX — B
FIELD TEST PROCEDURES
KEY TO CLASSIFICATION AND SYMBOLS
amec '•
foster 4
FIELD $ LABORATORY TESTING PROCEDURES wheeler 11
Standard Penetration Test (SPT) Borings
SPT borings are performed in general accordance with the procedures outlined in ASTM D-1586
"Standard Penetration Test (SPT) and Split -Barrel Sampling of Soils." The borings are advanced
using rotary wash drilling methods, circulating bentonitic drilling fluid in the boreholes to stabilize
the sides and flush the cuttings. At the specified intervals, the drilling tools are removed and soil
and/or rock samples are obtained with a standard 1 %-inch inside diameter, 2-inch outside diameter,
split -barrel sampler. The sampler is driven 24 inches with blows of a 140-pound hammer falling 30
inches. The number of hammer blows required to drive the sampler from 6 to 18 inches is designated
the 'Penetration Resistance - N Value." The SPT N Value, when properly interpreted, provides an
indication of.the soil strength and relative density.
Representative portions of the samples obtained from the split -barrel sampler are placed in jars
and transported to our laboratory. The samples are then examined by a geotechnical engineer in
order to confirm the field classifications.
Moisture Content
The moisture content is the ratio, expressed as a percentage, of the weight of water in a given mass
of soil to the weight of the solid particles. This test was conducted in general accordance with ASTM-
D 2216.
Fines Content
The fines content is the fraction of the soil sample in the silt and clay size range. It is determined by
the amount of soil particles passing (finer than) the US No. 200 sieve (0.075 millimeters), expressed
as a percentage of the total dried soil mass. This test was conducted in general accordance with
ASTM D-1140.
MAJOR DIVISIONS
CLEAN
GRAVELS
GRAVELS
(More than 50% of
(Little or no fines)
coarse fraction is
LARGER than the
GRAVELS
COARSE
No. 4 sieve size)
WITH FINES
GRAINED
(Appreciable
SOILS
amount of fines)
(More than 50% of
material is
CLEAN
LARGER than No.
200 sieve size)
SANDS
SANDS
(More than50% of
(Little or no fines)
coarse fraction is
SANDS
SMALLER than
the No. 4 Sieve
Size)
WITH FINES
(Appreciable
amount of fines)
SILTS AND CLAYS
FINE
(Liquid limit LESS than 50)
GRAINED
SOILS
(More than 50%of
material is
SMALLER than
No. 200 sieve size)
SILTS AND CLAYS
(Liquid limit GREATER than 50)
HIGHLY ORGANIC SOILS
LIMESTONE FORMATIONS
GROUP TYPICAL NAMES
YMBOLS
GW Well graded gravels, gravel - sand
mixtures, little or no fines.
GP Poorly graded gravels or gravel - sand
mixtures, little or no fines.
GM I Silty gravels, gravel - sand - silt mixtures
GC Clayey gravels, gravel - sand - clay
mixtures.
SW Well graded sands, gravelly sands, little or
no fines.
SP Poorly graded sands or gravelly sands,
little or no fines.
SM Silty sands, sand- silt mixtures
SC I Clayey sands, sand - clay mixtures.
NIL Iflour, silty or clayey fine sands or clayey
sills and with slieht olasticirv.
jInorganic
clays of low to medium
CL
plasticity, gravelly clays, sandy clays, silty
cla vs lean clays
OL
Organic silts and organic silty clays of low
plasticity.
MH
Inorganic silts, micaceous or diatomaceous
fine sandy or silty soils, elastic silts.
CH
Inorganic clays of high plasticity, fat clays
OH
Organic clays of medium to high
plasticity, organic silts.
PT
Peat and other highly organic soils.
IS I Limestone
. .-j PVT S I Weathered Limestone
SILT OR CLAY
SAND
GRAVEL
Cobbles
Boulders
Fine
Medium
Coarse
Fine
Coarse
No.20U No.41) NOAU N0.4 J/4" J" IL
U.S. STANDARD SIEVE SIZE
Reference, The UNfied Soil Clmsification System, Cmps of Engineers, U.S. Army Tecluucal Memorandum No. 3.357, Vol. 1, Mamh, 1953 (Revised ApN, 1960)
Undisturbed Sample (UD)
Split Spoon Sample (SS)
Rock Core (RC)
No Recovery
Water Table at time of drilling
Auger Cuttings
Bulk Sample
Dilatometer
100% Loss of Drilling Fluid
Water Table after 24 hours
BOUNDARY CLASSIFICATIONS: Soils possessing
characteristics of two groups are designated by combinations of
group symbols.
KEY TO SOIL GROUP
SYMBOLS
amec foster wheeler ►°
amee foster wheeler ®`
Amec roster Wheeler Environment & Infrastructure, Inc.
2580 Metrocentre Blvd. Suite No. 6
West Palm Beach, FL 33407
KEY TO CLASSIFICATION AND SYMBOLS
CORRELATION OF PENETRATION RESISTANCE (N) WITH RELATIVE DENSITY AND
CONSISTENCY
SANDS & GRAVEL
S SPT N VALUE (BLOWS/FOOT)
SILTS & CLAYS
SPT N VALUE (BLOWS/FOOT)
RELATIVE DENSITY
SAFETY
HAMMER
AUTOMATIC
HAMMER
CONSISTENCY
SAFETY
HAMMER
AUTOMATIC
HAMMER
VERY LOOSE
0-4
0-3
VERY SOFT
0-2
0-1
LOOSE
5-10
4-8
SOFT
3-4
2-3
MEDIUM DENSE
11 - 30
9 - 24
FIRM
5-8
4-6
DENSE
31- 50
25 - 40
STIFF
9 - 15
7 - 12
VERY DENSE
> 50
> 40
VERY STIFF
16 - 30
13 - 24
HARD
> 30
> 24
MODIFIERS
MODIFIERS
ORGANIC CONTENT
MODIFIERS
APPROXIMATE CONTENT, BY
WEIGHT
TRACE
1%to 3%
TRACE
0 to 5%
SLIGHTLY ORGANIC
3%to 5%
FEW
5% to 10%
ORGANIC
5% to 300/.
LITTLE
15% to 25°%
PEAT
> 30%
SOME
30% to 45%
These modifiers provide our estimate of the percentages of Organic
Content in the soil sample.
The modifiers provideour estimate of the percentages of gravel,
sand, and fines (silt or clay size particles) in the soil sample.
MODIFIERS
SPT N VALUE (BLOWS/FOOT)
ROCK HARDNESS DESCRIPTION
VERY SOFT
0 - 20
Rock core crumbles when handled
SOFT
21-30
Can break rock core easily with hands
MEDIUM HARD
31 - 45
Can break core with hands
MODERATELY HARD
46 - 60
Thin edges of rock can be broken with fingers
HARD
60 - 100
Thin edges of rock cannot be broken with fingers
VERY HARD
> 50/2"
Rock core rings when struck with a hammer (cherts)
SYMBOLS
DESCRIPTION
100/2"
N, Number of blows (100) to drive the support spoon or cone a number of inches (2").
NX, 4", 6"
Core Barrel sizes which obtain cores 2-1/8", 3-7/8", and 5-7/8" diameter respectively.
65%
Percentage (65) of rock core and soil sample recovered
RQD
Rock Quality Design - Percent of rock core 4 or more inches long
SCP
Static Cone Penetrometer tip resistance (kg/sq. cm)
q°
Unconfined compressive strength estimated from pocket penetrometer
c
Cohesion estimated from pocket penetrometer
WOR
Weight of Drill Rods
WOH
Weight of Hammer
I
r it r
TABLE OF CONTENTS
1..D
INTRODUCTION ............................................................................................................
is
-2:0
-SCOPE-OF-SERVICES..................................................................................................
.1
3`.0
GEOTECHN'I'CAL SUBSURFACE EXPLORATION, .........................................
.............. t
4.0
SUBSURFACE CONDITIONS........................................................................................
2
5.0
LABORATORY TESTING...............................................................................................
2
6.0
ENGINEERING EVALUATION AND RECOMMENDATIONS .........................................
2
7.0
CLOSING AND LIMITATIONS .......................................................................................
4
LIST OF FIGURES
FIGURE 1 PROJECT LOCATION MAP
FIGURE 2 FIELD EXPLORATION.. PLAN.
LIST OF TABLES
TABLE 1 GENERALIZED SUBSOIL, PROFILE
TABLE 2 SUMMARY OF LABORATORY INDEX TEST RESULTS
TABLE 3 SUMMARWRECOMMENDED SO4L PARAMETERS
TABLE 4A TO 4C ESTIMATED DRILLED SHAFT CAPACITY FOR 6 FT DIA. (60, 70, AND 80
FT DEPTH)
TABLE 5A TO 5C ESTIMATED DRILLED SHAFT CAPACITY FOR 7.5 FT DIA. (60, 70, AND 80
FT DEPTH)
LIST OF APPENDICES
APPENDIX A BORING LOGS
APPENDIX B FIELD AND LABORATORY PROCEDURES
KEY TO CLASSIFICATION AND SYMBOLS
25aa Foster Wheeler . Sufte #6 * West a Palm
Beacre,h,
Inc. - ®
'2530 Metrocentre Blvd. BuHe #6 •West Paiml3each, FL, 33407• Phone: 561-242 7713 •.Faz 567-242-5591 '
Motoio/a Tower- City West Site, Pod & Lucie, Fonda
Amec Foster Mee/erEnvimnment & Infrastructure, /na
1A -INTRODlIC11OTI
May W,, 2016
Project Ne. 6M646-00M WO 07
Amec Foster Wheeler Environment & Infrastructure, Inc. (Amec Foster Wheeler), has conducted
a limited site exploration for a new 300-ft guy -anchored telecommunications tower. Detailed
structural loading information has not been furnished to us. We assume that theta
wiff be supported on. singfe drilled shaft,-andd.that. the. guy anchors wfil consist o€ a4her concrete
deadmen or drilled shafts.
The new tower will be located on the site named City West Site which is located: north of an
unnamed road and Canal 23 just northwest of the intersection of Range Line Road and SW Martin
Highway in Port St. Lucie, Florida. The attached Project Location Map, Figure 1 provides an
aerial image of the approximate site location. The purpose of our field work was to explore the
subsurface soil conditions and ,provide geotechnical recommendations for the evaluation of the
-planned'Motoroia tower. -Our -services were'provided In generalaccordance with our Amec Foster
Wheeler _1WD-appraved-on -April 2.1,201B. This -report -des cribes-aur.field-testing program -and
presents our findings and conditions encountered.
2.0 SCOPE OF SERVICES
The scope of the project was, to obtain subsurface geotechnical, data and to develop design
recommendations for the planned'drilled shaft foundation supporting the new tower structure.
The following, tasks were completed by_Amec Foster Wheeler under 114i'3 ihvestfgatibn:
• Performed one Standard Penetration Test (SPT) boring (identified as B-1) in general
accordance of ASTM D 1586 to a depth of 80 feet;
• Evaluated the groundwater conditions within the boring;
• Classified the soil samples collected in general accordance with the Unified Soil
-Classification_System-(USCS) and -performed laboratory testing on selected samples;
• Prepared a ,report, summarizing the.zubsurface conditions encountered. from the field
investigation, which include recommended design soil parameters based on empirical
correlations, and conducted drilled shaft axial capacity analyses for 6 and 7.5 feet
diameter drilled shaft foundation alternatives.
-3-0 ZMTECHNICAL-SlISSIlRFACE-EXPLORATION
The exploration program consisted of drilling one SPT soiLtest boringto 80feel, at the proposed
location of the new communication tower as shown in Figure 2 - Field Exploration Plan.
The boring was performed on April 26, 2016 using a truck mounted Dietrich D-25 drill rig equipped
with an automatic SPT hammer. Our field work was completed in general accordance with the
,procedures outlined in ASTM A-1586. Upon completion of the drilling and testing operations, the
boreholes were backfifled with cement grout. Descriptions of our field testing .procedures are
-attached.
Motomla Tower- City West Site, Poet St Lade, Fonda
Amec Foster WheeierEnvimnmenl & infiasbucture, inc.
May W,, 2016
Project No. 6166-16-00f6 100 07
Saii-samples collected during ourfreld exploration were placed its moisture proof containers and
transported -.to-our _West Palm.Beach-soils.laboratory..All samples -were -visually -classified -and
described using- nomenclature consistent with the. Unified, Soil Classiticatiorr System(USC&J.
The soil samples collected, during our field exploration wiU- be kept at our office for a period of
three months from the date of this report. The samples will then be discarded unless you request
otherwise.
4.0 SUBSURFACE CONDITIONS AND GROUNDWATER CONDITIONS
The -'subsurface Conditions •encountered in the ;SPT boring are "illustrated -in -the soil 'boring tog
shown in Appendix A. In general, the subsurface materials consisted of medium dense sand with
little clay (Unified Soil Classification Symbol SC) extending to a depth of 18 feet followed by
medium dense to dense sand (SP, SP-SM, and SM) to a depth of approximately 53 feet. Below
the sand, we encountered soft silt (ML) extending to a depth of 65 feet and then underlain by
.medium dense sand (SP, SP-SM, and Si t)-to the baring termination: depth of 80,feet. Table f
summarizes the subsoil profile observed in the boring performed.
We note that the natural groundwater level.. was not observed, at the time of drilling, nor prior to
introducing temporary drill casing and drill fluids that were necessary to flush drill cuttings and
stabilize the borehole. Surface water was observed within an adjacent storm water drainage
canal (C-32). We estimate that the water surface within in the canal was located approximately
5 to 7 feet -below the existing site grade and is,11kely reQresentative of the groundwater depth at
the boring,location, however should be considered approximate. Amore accurate assessment
of -the -natural ground-waterlevels may -be -determined -with: the installation -of-a shallowpiezometer,
If re(Iuired. Fluctuations in , groundwater Levels shouid :be expected -due to seasonal climatic
changes, construction activity, rainfall variations, surface water runoff, and other site -specific
factors. Since groundwater level variations are anticipated, design drawings and specifications
should accommodate such possibilities and construction planning should be based on the
assumption that variations will occur.
-5:0 -LABORATORY TESTING
Laboratory testing was conducted on select soil samples recovered during SPT sampling. The
testing consisted of 4 water content determination tests (ASTM D 2216) and 4 percent passing
No. 200 sieve wash (ASTM D 1140). The laboratory test results are summarized in Table 2.
6.0 ENGINEERING EVALUATION AND RECOMMENDATIONS
The,purpose of this geotechnica7 subsurface exploration was to determine the subsurface conditions
and evaluate the axial capacity of the planned drilled shaft foundation alternatives.
Table 3 presents recommended soil parameters for the generalized soil profile. It should be noted
that the soil parameters presented in this report are based on empirical correlations between SPT N
values and generalized soil properties. Reference to the individual boring log should be made for
soil descriptions at specific depths and locations.
As requested, we estimated the ultimate axial, capacity for a 6 and 7.5 feet diameter drilled shaft
embedded to 60, 70, and 80 feet below the existing ground surface. The axial capacities were
M0117WO Traver— 02YWesf Sde, POft M Lurie, F/01Ad3
Ames FarterXftelerEmm7menl8 /nhas6uclure, me
May f0, 206
Project N0. 6166 6-00M WOW
analyzed assuming the above soil profile, soil strength parameters and FB-Deep computer
-program. FB-Deep is a computer program used to estimate the static axial capacity of drilled
shafts and driven piles. The drilled shaft methodology is based upon Federal Highway
Administration.(FHWA) reports. The FHWAidesign.failure criterion _establishes _the.failure.load
when,the.foundation's.vertical displacement is equivalentto 5% of the diameter shaft, if plunging
of the~ cannottbe achieved. Tables 4{Alto C) and 5 �A io C) summarizes the estimated load -
settlement response and foundation axial capacities for 6 and 7.5 feet diameter drilled shafts,
respectively. We recommend using:and a. reduction factor, egpivaleni`:ta 0.70'times the. reported
ultimate skin resistance, when evaluating tension or uplift capacity. The following tables
zummarizes lhe�ultimatewiaf.,capacity-based on the falure.taad critsuion discuss above.
Drilled Shaft Diameter = 6 ft.
Embedment
depth (ft)
R%"
Settl. (in)
UItQs toes .
.1lti Qb -tons
?Uit C1t.- torts
60
5
3.6
436
165
601
70
5
3.60
542
140
682
80
5
3.60
-647
140
787
-- Drilled -Shaft -Diameter = 73 ft
Ea P hm( ) t
•` It%
Settl. (in)
illt Qs" tons`
Uk Qb-Mons
blI ctt tons',
60
5
4.50
541
241
792
70
5
4.50
-678
173
-851
80
5
4.50
809
175
984
Notes- R°6 = Set1(emeni/Shafl Diamelerratio
7s - Ultimate SM Resistance
Qb - Ultimate End Bearing RaS%SM/706
Qt — Total Ultimate Drilled S1789 Eapac17y
Table 3 also includes pertinent geotechnical parameters for the use in the design of tower
deadman anchors to resist lateral and uplift loads. It is our opinion that the design of the guyed
-anchors can betreated sinfflarly=to zri lriclined 4oad -on a'footing, Wth the inclined ''load being
divided into a horizontal and vertical components. The uplift force would be resisted by the weight
of the anchor block and any -soil above it as well as the.shear strength of the soil around the
,perimeter ofan assumed failure zone. The lateral load component or,resistance of the block to
horizontal sliding would be derived from two components; (1) the frictional resistance along the
bottom and top of the clock: and (2) the passive earth pressure of the anchor block is to be
considered, we recommend to determine the ultimate base sliding resistance using the following
equation:
f = 0:67 ten ¢ for -sand -materials
where: f = coefficient of friction between d'eadman base and'the soil,
, = angle of internal friction.
Motomla Tower— City West Site, Poet St Lucie, Fonda
Amec Foster MeelerEnu/ronment & lnfmstmctule, /no
May 10, 20f6
Pmfect No. 6166-16-0016.100 07
Strain compatibility reiated'tothe frictional resistance along the bottom of the block and thelaterai
-passive -soil .resistance .should .be considered in -deadman .design. .For .optimum :anchor
,performance, ail backfili material 'placed around and -above the anchor blocks 'shall be properly
-compacted. it is also desirable for -:the ;compacted :baddifl zone to -include the entire passive
wedge of the anchor on the side of the anchor located in the direction of pull.
The need for groundwater control may be anticipated if the deadman anchors are to be installed
.below 5 feet. Irk such case, the, groundwater can, generally'r be lowered one to three•:feet by
pumping from barrel sumps:located beyond -the.. excavation perimeter. All sump inlets should be
located at -least 2-fe-et from -the -bearing areas to-avoid-taoserting of poterftial-sarrdybeanng mils.
In areas where deeper groundwater drawdown or bontrol'is required, or where more 'positive
groundwater control is desired for prolonged periods, a weilpoint system may be requi-red: The
groundwater level should be maintained at least two feet below the bottom of any excavations
made during construction and the surface of any vibratory compaction operations. All temporary
excavations shall be sloped at a 1:1 ratio inclination.
Excavated sand materials (SC), excluding any organic matter, may be considered to be used as
back.fill;matedial.but the Contractor may be,aware that the material may berequiredto dry to able
.to achieve the adequate compaction degree. The back fill should be placed in controlled lifts not
exceeding 12 inches in loose thickness and compacted to at least 95 percent of the Modified
Proctor maximum dry density (ASTM D-1557). Prior to initiating compaction operations, we
recommend that representative samples of the structural fill material to be used along with
acceptable exposed in -place soils be collected and, tested, to, determine their, compaction. and.,
classification characteristics. The maximum dry density, optimum moisture content; gradation
and plasticity characteristics should -be -determined. These -tests are-needed-forcompaction
quality control of the baekfkband.existingsoils and -to verifythat,the fiR',,materlaFis aeeepteble.
7.0 CLOSING AND LIMITATIONS
Our.professional services have -beers performed, our findings obtained and our recommendations
prepared In accordance with generally accepted geotechnical engineering principles and practices.
N(e.do. not-guarantee-project-performance.in. any. respect, -only-that-our-work- meets. normal -standards
of Fprofessional care. This company. is not ,responsible ,for the contusions, opinions or
-recora mendadws,madeiby,others;based ond# a data presented in this report.
The analysis and recommendations submitted in this report are based upon the data obtained from
the field exploration program and our understanding of the proposed construction described herein.
This report may not account for any variations that may exist betweenconditions observed in the
boring and conditions at locations that'were not explored: If,any subsoiFvariatfens become evident
during the. course of this project, are -evaluation of the. recommendations contained in this report will
be necessary after we have. had an opportunity to observe the characteristics of the conditions
encountered The applicability of the repodtshould.also-be Reviewed,in.the eventsignificant.changes
occur in the design, nature or location of the proposed construction.
Assessment of site environmental conditions or the presence of pollutants in the soil or groundwater
of the site is beyond the scope of this report.
_Amer Foster Wheeler Environment &:Infrastructure; fnc:- - ,
'.2580,Metrocentre Bled .Ste. tt6 -West Ealraaeach;. FL33407• Ph:(581)-242 7713 . Fa)c(661) 24is591
MatorWa Tower— City West Site, Port St Lucie, Florida May 10, 2016
Amec Foster Wheeler Erwimnment & Infrastructure. Inc. Project No. 6166-16-0016.100.07
We have enjoyed assisting you on this project and look forward to serving as your geotechnical
consultant on the remainder of this project and future projects. Please do not hesitate to contact us
should you have any questions concerning this report.
Respectfully,
`x%%IIIl IIIIIf,
AMEC Environme ahtrd r�, jnc.
Florida Board of Hof
to�i J trr s�Certi
S
No_ 79124
James A. Baiges-�
Senior
STATE OF ••' !V�
:.• Ft op - _
ngineer-
hnS••'NG����
Florida icense No. yg�
rPNAt
1ltunur�
of Authorization No. 5392
lJ/�e." ��'6a''i G
Brian S. Hathaway, PE
Senior Engineer— Geotechnical
Florida License No. 60724
amec
foster
wheeler
FIGURES
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TABLES
*k'
ame
foster
Table t- Generalized Subsoff Praf le. Wheeler
Soil Unit
Depth::(ft)
,Descriptirnr
USCS
FotaCTlniC Werglitt
(PC9
1
0 - 18
Light gray to light brown, fine to
SC
110
medium:grained SAND; Yittfe-clay
2
18 - 53
Light gray to dark gray, fine to medium
SP
120
grained, SAND trace slk
3
53 - 65
Gray, SILT, some fine to medium
ML
110
grained sand, trace gravel.
4
65 - 80 EOB
Dark gray, fine to medium grained
SM
120
SAND.
EOB=<End .0f3ohng
Table 2-Summary-of lLabaratory Index Test.Results
PercentPassM
' MoistureCarterrt �:
USCS:Soi1
'BodngNo:
Sample No.
Depth (ti)
(ter.
Classification,
Symbol,
B-1
5
8-10
17
16
' SIW
12 :s
-43-45 z
g
21
SP-SM
B-1
45
56-60:
&k.
39C
B-1
16A
87.9
88
37
fL
emee
foster
wheeler
TABLE 3 ; SumfndryRecomfrej ded,86ll Oarametere
Soil Unit
Detsih{ff)
-Deactiption
U$pS
w 9h1 PCpj otal Unit
ffWtb`� flnit
Angle of Iht.
-f
Cd, `pi on, c
�dction
1
0.18
Light gray to light brown, fine to medium
t3C
110
46
30
-
grdined SAND, little clay
2
18F45
Light gtay to dark gray, fine to m6dium
'
SIR
120
58
34
-
grdlnod. SANp, trace silt.
3
45 62
Gray; SILT, so meme fine to dium grained
M
1.05
43
-
600.
sand,trad4 gravel
4
62 - 80 EOB
paFk gray, fine to medium grained SAND.
SM
1.20
58
32
TrABLxE-4A —Estimate-Drii4ed'ShaftCapacity-for-6-ft-diameter drilled shaft to-60-feet
depth,..Motcrola New Comunication7ower, PortSt-Lucie; Florfdat
Drilled Shaft Diameter= 6 ft
700
600
Soo
n-
J '�
t
.10 400
- -,
300
-�lC. �' 't—i=ultQs
tons' --i
m 20D
t-UltQb:-tons-
a`loo
-It r UltQt tons '
0.00
0.50 1.00 1.50 2.00 2.50
3.00
3.50 4.00
Settlement
Drllled;shaft•Diameter= Eft; 72+inches-,:Depth 60!ft
R%
Se_tfl {inj ;
, Silt Qs -tons ;
. Ult Qb -tons
Ult Qt- tons
0.1
0.07
159
13
172
'0.2
-0.14
265
25
290
0.4
0.29
375
47
422
0.6
0.43
429
66
484
0.8
0.58
436
82
518
1
0.72
438
96
534
1.5
1.08
437
123
560
.2
1.44
3136
146
576
2-5-
1380
•436-
15D
586-
3
2.116
-436
156
-592
4
2.88
436
162
598
5
3.60
436
165
601
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TAME 4C=Est sate DrdletkSi%ftCagarW fbr6itdrameter.drilled-shaft'to-80feet
depth, Motardla,New Comunication Tower: PortSt-Lucie. F1666v
Drilled 5haft Diameter= 6 ft
700
Y 600---____>-* _F rxJr
—u Soo
400
300
200g1'�----ILs;..
100
0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50
4.00
Settlement
Drilled shaf3'.Diameter=6 ft; 72:inches; Depth 80ft
SeTt1 Gnj
Jh Qs -ions
. [il£Qh -tons_ ,.
,`. Of C1t -tons
,01
0.07
23B
5
243
-0.2
0.14
396
9
405
0.4
OJ9
559
1&
577
0.6
0:43
622,
27
649
0.8
D38
649
35
634
1
'0.72
-652
43
695
1.5
1.08
650
61
711
2
1.44
647
76
723
2.5
1.80
647
90
737
3
Z.16
644T
102.:
749
4
2:88=
-647
129E
7W
S
3:6D
6471
140'
7"
Ult. Drilled Shaft Capacity - tons
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0
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0
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m",
Ult. Drilled Shaft Capacity - tons
CL
As
H
St
0
w
J
Ln
0
I
:3
&
CD
*4
Ln
IX
�D "'0
4"
0
Ult. Drilled Shaft Capacity - tons
CL
v; m
0
w
'j
b,
i:6
=9
01
P
7-
4
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P
m
m
w
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41.
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=: I .0 -10-0
00
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to
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r�
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APPENDIX
atI' -
�►a�!
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APPENDIX - A
SOIL TEST BORING RECORDS BA,
PT DATA
PL f%) e(e110) 14%)
DEPTH
GRAPHIC
MATERIAL DESCRIPTION,
z°
�N_
A R4ESCON3'ENT(o) + ORGANICCON7'ENT(r)
ta)
LOG
CLASSIFICATION A31IIDhCEi1iAR1CS
.A SPnN VAMTM rxA
_
.10_20� 30. 49. 50.,60.
,
SAND waM silt/trareaaus (.TOPSOIL)
-
z,ight brawn Tin to mcdiumSAND,t a all, loosetSP)
I
1 .
1-2-3-2
5
2
-
Light gray to light brown Tic to medium SAND, little clay, trace
3
.
gravel -sized cemented sand fmgmems, loose (SC)
2
1-2-2-2
4
-
4
Light brownish gray, medium dense
_
5
3
4-5-5-4
A0
-
-
-
-
w
-
-
5
6
''.
Light brownish ray to brownish yellow..
-
.7.
_4-
5-6-7_9....y3.
r
9
'
Mola. re Qmtem--16% Fins=l7 %
5
4-7-54
12
Q
10
-
-
-
--
-
--
10
11
12
_
S.may, inos
I
14
6
3-2-3-3
5.
16
l7
-
18
.:
Light gray to dark gray fie to medium SAND, tmce silt. medium
19
dense(SP)
7
4-7-10-15
17
-
20
-
-
-
-
-
-
-
29
21
-
22
23
Gray, rice sand -sized shelf 6agmems, dense
24
'8
11-15-15-16
30
-
25
-
-
-
-
-
-
25
26
27
.28.Somesandito
gravel-azea:steii dagmeNs
-
29
_ -
19
9215-18-25,
34
-
39
_
Ix-
-
--
-
-
30
31
32
33
l0A
34
IOB
13-9-1&19
25
35
-.trace
sandsnedsbeRtiagme�s
-
_
_
-
-
-
.36. -
,
-
37
38
39
I1
18-21-18-16
39
40
40
0 10 20 30
40 50 60 70 80
90 100
DRILLER: M.Wcd*!mi-W1Iivg,loop.Anguio
EQUIPMENT: D-25 Amomatic Sla armr
G
SOJLTESTZORGS.GIMCORD
METHOD: -RoWy WashDrGfn9g w6PT Samphng _
HOLEDTAL: 35tin (BmoLolc stdhRizcdwith 3.5-iurhduuoeterxasmg) :,
REMARKS: Bmelolcgmutcdmpoocomplevon 'PROJECT
GROUND WATER LEVEL (ft): I Approx. 5 ft
BORING LOCATION:(27.20745, 40.53311)
. PROJECT WANM, ,Motorola Tower, West City Site
LOG.: Port Saint Lucie Florida
e
PROJECT No.-. 61661600I6.100.07
Reviewed :I Haim
jyA� .�"AALIffiF.k 426/2(4
BORING No.: B-1 PAGE 1 OF 2
amec �4az
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wheeler 1W
THIS RECORD IS AREASONABLE INTERPRETATION OF SUBSURFACE CONDITIONSHER
LO T� FXPLDATN OTHER TRA ON SUBSURFACE COND6nONS N SMAER
ER_ TAMAACEGRADUTi S1AA7-A
:LOCAPPROM ATE RANSI IONS BETWEEN
1ARE AFPROXIMArE TRAN5TI70NS73ETNBEI4SCRATAMAYBE GRADUAL.
E
O
SPTD^,_
PL M(°/a) LV/-)
DEPTH
GRAPHIC
MATERIAL DESCRIPTION,
aF
• PuvL)e6 CONTENT (i) * okcAx c coN1EN1(^r,)
(R)
LOG
CL`ASSIH'ICATCONAND tI�1%WZ&
1
F�
�
_
�
K�NVnIzr6S(avfl
20 3D: A0- 50--0-70-80 94_100-
4v
42
—
43
'.'
Grey fine to medimn SAND face sift, trace to few sand to gravel -sized
44
.
shell fragments, medium dense (SP-SK
12
7_10-12-11
22
=
MoistureContent=21 % Fines=9 %
-_
45
—
—
—
--
45
--
46
47-.
-
-
13
-
-
Caraymlty+Sae SANDrlotle sauditagravel mzeel shclltfmyy�+g,ilo�e
49
'
(SM)
1313
2-2-3-8
5
50
-
—
—
—
--
—
—
50
51
52
53
-
Cray SRtT nnce sand tograveksizedriftItfcagnents,.soPr�ffi)
..
54
,.14-
1--2-2-31
V
56'
57
58
MoistureContent-30 % Fines61
59
15
1-1-1-1
2
60
X—
—
—
—
61
b2
`
—
6B
16
C
A-
VeryxWkigrayCLAY. vary-fl>(Gb) :,
64
MoistureContent=37 % Finest %
16B
12"-12-0
42
—
Dark gray fine to medium SAND, trace silt, me&=dense (SP-SM)
65
—
—
—
—
—
65
—
—
66
OH/
=
67::
Dark gray silty fine SAND, trace to low sand to gave] -sized shell
':.
6aguaents, dense
68
69-
-
Y7-
.. -
=Y6-YR-Y2-Y2
26.
—
-
-
70
71
—
—
72
73
.:
Light gray fine to medium SAND, trace silt, some sand to gavel -sized
74''
shell fragments, medium dense (SP)
18
12-13-10-13
23
—
75
715
77
78
Very light gay sandy SHELL, mostly sand to gavel -sized, medium
79
dense (SHELL)
19
6-7-8-5
15
—
80
-
—
—
—
—
—
—
—
80
notionterminated at 80 feet depth.
—
0 10
20
30 40
50
60
70
80
90
100
DRILLER: 3&R.Precison-Dri hiv_ Inc./L Angoha
EQUIPMENT: D-25 Automatic Hammer
SML TEST BORUNG:RECOM_
-
•METHOIIt Rotary WasN%h3Tfrrgw/SRB SaaVldig -
HOLEDIA.:.3.5-iv(Borehole sta(nFizcNwitb3.Sinelt diameter casing)
REMARKS: Borchofe gmateduponcomphotion
GROUND WATER LEVEL. (R): 1 Approx. 5.ft
BORING LOCATION: (27.20745,-80.53317)
PROJECT NAME' MQtorolakTowm WeZClty Site
'PROJECT LOC.: Port Saint Lucie Florida
PROJECT No.: 6166160016.100.07
Revizwed : L Ba-gcs
DATE.DRH1,ED: 4Y2&2416:
BORING ND.. B-1 PAGE 2 OF 2
THIS RECORD IS AREASONABLE INTERPRETATION OF SUBSURFACE CONDITIONS
ameC
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foster
AT THE EXPLORATION LOCATION. SUBSURFACE CONDITIONS AT -OTHER -
wheeler
,LOCATIONS AND ATOTHER TIMES MAY DIEEER..IN'TERFACES BEWEEN STRATA
AM APPROX011ATE TRANSITIONS BETWEEN STRATA MAY BEGRADUAL.
IT
051.
amec
foster
wheeler
APPENDIX — B
.>P4EI.D =3'EST PROCEDURES
KEY TO CLASS-IFICATIO-- AND-,S?i'MBOLS
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wheeler
FIELD &LABORATORY TMNGPROCEDURES
Standard Penetration Test (SPT) Borings
SRT,borings are.,..performed,in:general,accordance with dhe procedures outlined in ASTM D-1586
'Standard Penetration Test (SPT) and Split -Barret Sampling of Soils'" The borings are advanced
using rotary wash drilling methods, circulating bentonitic drilling fluid in the boreholes to stabilize
the sides and flush the cuttings. At the specked' intervals, the drili hg tools are removedrandi soli
and/or rock samples are obtained with a standard 1 %-inch inside diameter, 2-inch outside diameter,
split -barrel sampler. The sampler is driven 24 inches with blows of a 140-pound hammer falling 30
inches. The number of hammer blows required to drive the sampler from 6 to 18 inches is designated
the 'Penetration Resistance - N Value." The SPT N Value, when properly interpreted, provides an
drndicAlion-DVAhe.soils. tretigthanb.rdlativedensity.
Representative .paMons cif One samples obtained from the split±barrel sampler are #laced in jars
and transported to our laboratory. The samples are then examined by a geotechnical engineer in
order to confirm the field classifications.
Moisture Content
The moisture content is the ratio, expressed as a percentage, of the weight of water ia.a givers mass
of soil to the weight of the solid particles_ This test was conducted in general accordance with AST.M-
D 221&_
':Fnes,Content-
The-fines-content_is.the fraction -of -the-sal-sample.in.the-sift- and -clay size.range..lt.is-determined-by.
the amount of soil cparticles ,passing (finer than) the US no. 200 sieve {U:075 millimeters), expressed
as a .percentage of the total dried soil: mass. This test was conducted in general accordance with
ASTMD-1140.
/T. - ffWheEluEu,;konmemakrfrastucU �.1m.
amec foster wheeler W4 2580.MettocentreRvd.Suite No.6
n3 West Palm Beach FL 33407
KEY TO CLASSIFICATION AND SYMBOLS
CORRELATION OF PENETRATION RESISTANCE (N) WITH RELATIVE DENSITY AND
CONSISTENCY
SANDS & GRAVEI
S SPT N VALUE (BLOWSIFOOT)
SILTS & CLAYS
SPT N VALUE (BLOWSIFOOT)
RELATIVE DENSITY
SAFETY
HAMMER.
AUTOMATIC
HAMMER
CONSISTENCY
SAFETY
HAbv4EB,
AUTOMATIC
HAMMER
VER};LOOSE
0-4
0.-y
VEF.Y.SOFT
0,-T
01.1
LOOSE
5 - TO
4%. &
SOFT
3 - 4
2-3
MEDIUM DENSE
11 - 30
9 - 24
FIRM
5 - S
4-6
DENSE
31 - 50
25 - 40
STIFF
9 - 15
7 -12
VERY DENSE
> 50
> 40
VERY STIFF
16 - 30
13 - 24
-HARD
> 30
> 24
ANIODWYERS
MODIFIERS
ORGANIC CONTENT
MODIFIERS
APPROXIMATE CONTENT, BY
WEIGHT
TRACE
1 % to 3%
TRACE
0 to 5%
SLIGHTLY ORGANIC
3%to 5%
FEW
5%to 10%
ORGANIC
5%to30%.
LITTLE'
15%,10,2550/m
PEAT
> 3W,
SOME,
30%to'4t5?/m.
These modifiers provide our estimate of the percentages of Organic
Content in the soil sample.
The modifiers provide our estimate of the percentages of gravel,
sand, and fines (silt or clay size particles) in the soil sample.
MODIFIERS
SPT N VALUE (BLOWS/FOOT)
ROCK HARDNESS DESCRIPTION
VERY SOFT r
0 - 20
Reckcorecrumbles when,handled
-90FT
21-30Can'break
,rack core easily wd hinds
-WIEId1UMHARD
34-45
Can break carewhh.bands
MODERATELY'HAIRD
46 - 60
Thin edges of rock can be broken with fingers
HARD
60 - IN
Thin edges of rock cannot be broken with fingers
VERY HARD
> 50/2"
Rock core rings when struck with a hammer (cherts)
SYMBOLS:
DESCRIPTION'
10012"
N,Number. ofblows; (100)to.drive.thcsupport .spoon or.concanumber oCinehca•,(21'.r
NX, 4", 6"
Core Barrel sizes which obtain cores 2-1/8", 3-7/8", and 5-7/8" diameter respectively.
65%
Percentage (65) of rock core and soil sample recovered
RQD
Rock Quality Design - Percent of rock core 4 or more inches long
:SCP
cm)
:g° -
1laoarilfir�edlne.�agaessiveetfEreagfihes�aied4;reenpoclaat-pmna0onoedra
c
Cohesion estimated from pocket penetrometer
WOR
Weight of Drill Rods
WOH
lWeight of Hammer
L