HomeMy WebLinkAboutGEOTECHNICAL REPORTSCANNED
St. LucBY
County
REPORT OF
GEOTECHNICAL EXPLORATION
PROPOSED WATER TANK
GROVE COMMUNITY ASSOCIATION
5614 TRAVELERS WAY
FORT PIERCE, FLORIDA
FOR
GROVE COMMUNITY ASSOCIATION, INC.
5890 SOUTH US HIGHWAY 1
FORT PIERCE, FLORIDA 34982
19 91117.11 9-w71.111
NUTTING ENGINEERS OF FLORIDA, INC.
615 SW BILTMORE STREET
PORT ST. LUCIE, FLORIDA 34983
ORDER NO.391.1
MAY 2016
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Nutting Geotechnnee i Construction Materials
Engineering, Testing &Inspection
Environmental Services
EEngineers Offices throughout the state of Florida
of Florida Inc. I Established 1967
YourProjectis Our Commitment www.nuttingengineers.com info@nuttingengineers.com
Hutting
e Engineers
of Florida Inca Established 1967
Your Project is Our Commitment
ai May 31, 2016
NMr—L-arry Allman
Grove Community Association, hic.
v 5890 South US Highway 1
E Fort Pierce, Florida 34982
o Phone: 772-401-7339 Email: grovecommunity@att.net
w Subject: Report of Geotechnical Exploration
Proposed Water Tank
o Grove Community Association
5614 Travelers Way
Q Fort Pierce, Florida
-, 1310 Neptune Drive
Boynton Beach, Florida 33426
561-736-4900
Toll Free: 877-NUTTING (688-8464:
Fax: 561-737-9975
Broward 954-941-8700
St. Lucie 772-408-1050
Miami -Dade 305-557-3083
www.nuttingengineers.com
2 Dear Mr. Allman:
m
Nutting Engineers of Florida, Inc. (NE), has performed a Geotechnical Exploration for the
v proposed water tank structure at the above referenced site in the Fort Pierce, Florida. This
~ exploration was performed in accordance with the written authorization to proceed provided by
m
Grove Community Association, Inc. dated May 19, 2016. This evaluation was performed to
vdevelop information regarding subsurface soil conditions at specific test locations which along
with proposed construction information provided were used to develop opinions regarding
wproposed earthwork procedures and foundations for support of the proposed construction. This
report presents our findings and recommendations based upon the information examined at the
time of this evaluation.
PROJECT INFORMATION
° We understand that plans include the construction of a new ground supported (at grade level)
y
water tank structure. The structure will hold approximately 200,000 gallons of water and will
have an estimated diameter of 35 to 40 feet with a height of 25 to 30 feet. We were provided an
0 aerial indicating the general location of the tank. The tank is most likely to be designed as a mat
slab shallow foundation system. The style of tank has yet to be fully determined (CROM type or
other).
V
Y
O F F I C E S
Palm Beach
- Miami -Dade
St. Lucie
`A
Based on current site elevations, we estimate that approximately one to two feet of fill may be
required to bring the site up to construction grade; however, the final site elevation shall be
determined by a professional architect, civil engineer, or other qualified party.
NE should be notified in writing by the client of any changes in the proposed construction along
with a request to amend our foundation analysis and/or recommendations within this report as
appropriate.
GENERAL SUBSURFACE CONDITIONS
Soil Survey Maps
As part of the geotechnical exploration, we have reviewed available Soil Conservation Service
(SCS) survey maps for St. Lucie County. These SCS maps provide qualitative information about
potential general shallow soil conditions in the project vicinity. This information was derived
from approximately 6 ft. deep manual auger borings, aerial photo and surface feature
interpretation at some point in the past (mid 1980's to early 1970's). The SCS data may or may
not reflect actual current site conditions. A review of the Soil Survey for St. Lucie County
revealed that at the time the survey was conducted, the soils at the site were described as Chobee
Loamy Sand, Depressional. The Chobee series consists of very poorly drained, nearly level soil
in small to large depressional areas. These soils formed in unconsolidated, moderately fine
marine sediment. In general the subsoils consists of dark gray to black loamy sand to sandy clay
loam from the ground surface to a depth of approximately six feet or more. We note that the soil
surveys were typically penetrated to a depth of approximately six feet.
Subsurface Exploration
NUTTING ENGINEERS OF FLORIDA, INC. was requested to perform three Standard Penetration Test
(SPT) borings (ASTM D-1586) to depths of thirty to forty feet below land surface as indicated in
the foundation plan provided to our office. The locations of the test borings are indicated on the
boring location plan presented in the Appendix of this report. The boring locations were
identified in the field using approximate methods; namely, a measuring wheel and available
surface controls. As such the soil boring locations should be considered to be approximate.
Test Boring Results
In general, the soil boring locations revealed a surface layer of loose brown to gray silty sand in
the upper four to five feet, underlain by medium dense to dense gray silty sand to gray clayey
sand to a depth of thirteen to fifteen feet. Below the clayey sand soils very loose to medium
dense brown to tan sand was encountered to a depth of forty feet, the maximum depth explored.
- Please see the enclosed soil classification sheet in the Appendix of this report for additional
Nutting
Engineers 3
of Florida Inca Established 1967
NOTICE OF COMMENCEMENT
N
Permit No. N )° - 02 to-� . Tax Folio No. ,/() �-- f1� - 0S:: • Q 3. (� /"
State of Florida County of St. Lucie
The undersigned hereby gives notice that improvement will be made to certain real property, and in
the following information is provided in this Notice ofCommencemt WHITE CITY S/D 10 36 40 FROM
31 E 1075.g5 FT FOR POB,TH Nt
Legal Description of Property: (and
General description
Owner Informs}ion or U
Name �28Yc
Address 59?40_
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OATa1L PT- A, _"i•
if the Lessee contracted for the improvement:
Interest in property:
Name and address of fee simple titleholder (if different from Owner listed above):
1. Florida Statutes,
0124
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Contractor's Name: j'LOJ6AJk 97t,1457'
Contractor Address: JV71,1 MW hAkA A-r V ii Phone Number: a(o% g 4"'twD
,664M AATOdJ, & 5g4451
Surety (if applicable, a copyof the paymentbond is attached): Amount of bond:$
Name and address: Phone number:
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Lender Name: Phone Number:
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Lender's address:
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Persons within the State of Florida designated by owner upon whomnotices or other. documents may be served as provided by Se;
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713.13(1)(a)7.,.Florida Statutes:
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Name: Phone Number:
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In addition to himself or herself, owner designates of to receive a copy
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On
Uenors Notice as provided in Section 713:13(1)(b), Florida Statutes.
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Phone number of person or entity designated by owner:
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Expiration date of notice of commencement: (the expiration date may not be before the completion of construction and final paymer
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contractor, but will be 1 year from the date of recording unless a different date is specified)
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WARNING TO OWNER: ANY PAYMENTS MADE BYTHE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CON
-
IMPROPER PAYMENTS UNDER CHAPTER 713, PART (,SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE I
_ _-
IMPROVEMENTSTOYOURPROPERTY.A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ONTHEJOBSITEBEFOREI
INSPECTION. IFYOUINTENDTO OBTAIN FINANCING, CONSULT WITH YOUR LENDER ORAN ATTORNEY BEFORE COMMENCING WORK
RECORDING YOUR NOTICE OF COMMENCEMENT.
c�
Under penalty of perjury, I declare that I have read the foregoing notice of commencement and that the facts stated therein are true to the best of
The foregoing instrument
was acknowledged before me this S' day of J A IJ. , 2d%, //// /
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By �DU�iE /1FSMDVt% as VIGC!/1`65 for A-005 (G�drAUvi z/ �Ssc�i
Namme of Persrson�� ;cn� Type of authority (e.g.officegtrustee) Party on behalf of whom instrument was executied
NORA MAE ROSCCi91n Ily known Vor produced Identification_
(Signature of Notary Public -State of Florida) ; 1 MY COMMISSION t1FF096482
(Print, Type, or5tampCommissioned Name of No rµ7 ', EXPIRES June 17, I Identificationproduced
JOSEPH E. SMITH, CLI
_ OF THE CIRCUIT COURT - SAINrrUCIE COUNTY
FILE # 4270064 OR BOOK 3955 PAGE 2772, Recorded 01/25/2017 10:27:58 AM
NOTICE OF COMMENCEMENT r
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1�►a D ta�. --SUS-p3:��p3Q-
7�
PermitNo. Tax Folio No._3%/Q
State of Florida County of St. Lucie
The undersigned hereby gives notice that improvememwill be made to certain real property, and in accordance vdth Chanter 7I3. Florida Statutes,
the following Information is provided in this Notice of Commencemr WHITE CITY SID 10 36 40 FROM SW COR OF LOT 253 RUN N 0124
31 E 1075.85FTFOR POD TH N 001122 W 250 FT, TH N 89 52 13 E
Pro 30o FT,THS 00 00 13 E 167.90 FrTH S 893947 W 7.73 FT TO PC OF
Legal Description p of Property-. (and street address If available): "CURVE CONC SELY,R OF 137 FT AND CA 66.40 38,TH ALG ARC
Generaldestrintionofimorovement: 6/%A7'6/G YLAn7T Kc/SLA.LE.L+f.t$ 6a CvLtAvA wS7"4ePJ4.66 /AJV/t.
Owner fnformdtton or less%e information H the Lessee contracted for the Improvement:
Name 20Y6 NNQ,fi ,71! .(5M tLk
Address .5A90�E[:ee!E Fr 3etq
Interest In property:
Name and address of fee simple titleholder (if different from Owner listed above):
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Contractors Name: )' LOB/AR f[ 1• (Lr L/ LO,US/ b% /N
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Contractor Address: N7.� 2 YAJ aA gT6AU �i/ D Phone Number: / 9
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BOa f ,EAT6.V, � 8356j
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Surety (If applicable, a copy of the payment bond is attached): Amount of bond: $.
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Name and address: Phone number.
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Lender Name: Phone Number.
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Lenders address:
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Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by section
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713:13(1)(a)7., Florida. statutes:
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Name: Phone Number:
In addition to himself or herself, Owner designates of
Uenors Notice as provided in Section 713:13(1)(b), Florida Statutes.
-Phone number of person or entity designated by owner
to receive a copy
'Expiration date of notice of commencement: (the expiration date may not be before the completion of construction and final payment to the.
contractor, but will be 1 year from the date of recording unless a different date Is specified)
WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE E OmATiON OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED
IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, ANDCAN RESULT IN YOUR PAYING TWICE FOR
IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE 1011 SITE BEFORE THE FIRST
INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR
RECORDING YOUR NOTICE OF COMMENCEMENT.
Under penalty of perjury, I declare that) have read the foregoing notice of commencement and that the facts stated therein are true to the best of
The foregoing instrument was acknowledged before methis aSS dayof D_AO , 20'7,
By ,Gayy-ig D/ SMo,yo as ✓f� 1ip&� for AOVv5«,rrzi firs >n
Name of Persoonn.7� _ - Type of authority(e.g.of0certrustee) Party on behalf of whom lnstrumem was e,ecutie
7( 'Z' / �CR.P �-rGl.�cL y`.je-•"Yr, NORA MAE ROSOMMIlly knownar produced IdentiRwtion__(Signature of Notary Public -State of Florida) {//�J�• MY COMMISSION OFF0(Print, Type, or Stamp Commissioned Name of No r i r) EXPIRES Juno 17, �YPfl�dentification produced
important information regarding these descriptions, the field evaluation and other related
information.
Note: Substantially different subsurface conditions may exist at other areas of the site. Buried
debris may or may not be identified or adequately delineated by soil borings. Test pit excavation
can provide more insight into such conditions and rock lithology if present. Such conditions may
be revealed during site development activities (e.g. proof rolling, utility & foundation excavation
activities) or other related activities. Should additional assurance be desired by the client, further
subsurface investigation could be performed.
Groundwater Information
The immediate groundwater level was measured at the boring locations at the time of drilling.
The groundwater level was encountered up at depth of three and a half feet below the existing
ground surface at the time of drilling.
The immediate depth to groundwater measurements presented in this report may not provide a
reliable indication of stabilized or more long term depth to groundwater at this site. Water table
elevations can vary dramatically with time through rainfall, droughts, storm events, flood control
activities, nearby surface water bodies, tidal activity, pumping and many other factors. For these
reasons, this immediate depth to water data should not be relied upon alone for project design
considerations.
ANALYSIS AND RECOMMENDATIONS
Storage Tank Analysis
The borings performed for the proposed construction revealed loose silty sand in the upper five
feet, underlain by medium dense to dense silty or clayey sand to a depth of thirteen to fifteen feet.
Below fifteen feet very loose to medium dense sand was encountered to a depth of forty feet, the
maximum depth explored. We performed a settlement analysis based on conventional
compaction and construction methods. Based on the underlying soil conditions our results
indicate that as long as total settlements on the order of approximately one to two inches are
acceptable, the tank may be supported on a shallow foundation system once an intense
compaction procedure is implemented. Based on similar tank construction, we anticipate that
Us is acceptable.
Once the site has been prepared in accordance with our site preparation recommendations
presented in this report, the proposed water storage tank may be supported on a shallow
foundation system using an allowable bearing pressure of 2,000 pounds per square foot. Once
plans are more finalized for the proposed construction, we should review the plans to determine
whether additional details or changes to our recommendations are warranted.
Nutting
E Engineers 4
of Florida Inc I Established 1967
Based on the soil boring information and the project information provided we have calculated
that a modulus of subgrade reaction (k-value) of 175 pounds per cubic inch (Pei) may be used for
the design of the shallow foundation.
If footings are part of the tank design, we recommend a minimum width of 24 inches for
continuous footings and 30 inches for individual footings, even though the soil bearing pressure
may not be fully developed in all cases. We recommend that the bottom of footings be at least 12
inches below the lowest adjacent finished grade.
Settlement Evaluation — Storage Tank
We have compared the field test data obtained in this exploration with our experience with
similar structures and empirical —relationships for bearing and settlement. Using a bearing
pressure on the order of 2,000 sf e have estimated that the total settlement of the tank will be
on the order of approximately two inches. This settlement is primarily the result of elasto-plastic
compression of the upper sandy soils and most of this settlement should occur upon the filling of
the tank. Distortions that occur along the wall footings due to differential settlement should not
be more than 1 in 500.
Site Preparation
The surfrcial organic soils, wood and tree debris, tree root balls, and any'unsuitable soils as
determined by the Geotechnical Engineer will need to be completely removed within the
construction area and to a lateral distance of at least 5 feet beyond the footprint limits and
potentially further based upon depth. A Nutting Engineer's representative should be present to
observe that the stripping operations are performed as we have discussed herein.
For the tank slab and foundations, the foundation and slab area should be excavated and the
footings formed.
Upon approval by the geotechnical engineer, the stripped surface should then be thoroughly
soaked with water and compacted with at least 20 overlapping passes of a vibratory compactor
having a minimum dynamic force of 10 tons operated no faster than at a slow walking pace. The
roller coverage's should be equally divided into two perpendicular directions. The compaction
operations must be observed by a representative of Nutting Engineers.
In addition, the surface should also be com acted until a density equivalent to at least 98 erce
offthe modified Proctor maximum dry density (ASTM D=155i7i) achieved to a depth of at least
Nutting
Engineers 5
of Florida Inch Established 1967
Any structural fill needed to bring the site to construction grade may then be placed in lifts not
exceeding twelve inches in loose thickness. Each lift should be thoroughly compacted until
densities equivalent to at least 98 percent of the modified Proctor maximum dry density are
uniformly obtained. Fill should consist of granular soil, with less than 10% passing the No. 200
sieve, free of rubble, organics (5% or less) clay, debris and other unsuitable material.
The fill should have ASTM designation (D-2487) of GP, GW, SP, or SW, with a maximum
particle size of no more than 3 inches or as otherwise approved by Nutting Engineers.
The bottom of foundation excavations should be compacted after excavation to develop a
minimum density requirement of 98 percent of the modified Proctor maximum dry density
(ASTM D-1557) is achieved to a depth of at least two (2) feet below the bottom of the footing
depth, as determined by field density compaction tests.
GENERAL INFORMATION
Our client for this geotechnical evaluation was:
Mr. Larry Allman
Grove Community Association, hic.
5890 South US Highway 1
Fort Pierce, Florida 34982
The contents of this report are for the exclusive use of the client and the client's design team for
j this specific project exclusively. Information conveyed in this report shall not be used or relied
upon by other parties or for other projects without the expressed written consent of Nutting
Engineers of Florida, Inc. This report discusses geotechnical considerations for this site based
upon observed conditions and our understanding of proposed construction for foundation
support. Environmental issues including (but not limited to), soil and/or groundwater
contamination, and other environmental issues are beyond our scope of service for this project.
As such, this report should not be used or relied upon for evaluation of environmental issues.
Prior to initiating compaction operations, we recommend that representative samples of the
structural fill material to be used and acceptable 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 structural fill and existing soils, and to
determine if the fill material is acceptable.
If conditions are encountered which are not consistent with the findings presented in this report,
or if proposed construction is altered or moved from the location investigated, this office shall be
Nutting
E Engineers 6
of Florida Inca Established 1967
notified immediately so that the condition or change can be evaluated and appropriate action
taken.
The vibratory compaction equipment may cause vibrations that could be felt by persons within
nearby buildings and could potentially induce structural settlements. Additionally, preexisting
settlements may exist within these structures that could be construed to have been caused or
worsened by the proposed vibratory compaction after the fact. Pre- and post conditions surveys
of these structures along with the vibration monitoring during vibratory compaction could be
performed to better evaluate this concern. The contractor should exercise due care during the
performance of the vibratory compaction work with due consideration of potential impacts on
existing structures. If potential vibrations and impacts are not considered tolerable, then alternate
foundation modification techniques should be considered.
Nutting Engineers of Florida, Inc. shall bear no liability for the implementation of recommended
inspection and testing services as described in this report if implemented by others. Nutting has
no' ability to verify the completeness, accuracy or proper technique of such procedures if
performed by others.
Excavations of five feet or more in depth should be sloped or shored in accordance with OSHA
and State of Florida requirements.
The Geotechnical Engineer warrants that the findings, recommendations, specifications, or
professional advice contained herein, have been presented after being prepared in accordance
with general accepted professional practice in the field of foundation engineering, soil mechanics
and engineering geology. No other warranties are implied or expressed.
We appreciate the opportunity to provide these services for you. If we can be of any further
assistance, or if you need additional information, please feel free to contact us.
Sincerely,
NUTTING ENGINEERS OF FLORIDA, INC.
Richard C. Wohlfarth, P.E.
Director of Engineering
Appendix: Boring Location Plan
Test Boring Results
Limitations of Liability
Soil Classification Criteria
REP GROVE COMMUNITY 200K GAL TANK FT PIERCE CEG
Nutting
Engineers
of Florida Inca Established 1967
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NUttltly 1310NeptuneDrive BORING NUMBER B-1
EagincFta qp Boynton Be' T, 33426 PAGE 1 OF 1
eeer Telephone: .'736-4900
1j"sTa
.,R"-trrjE brai iw Fax: 561-737-9975
rmkR pu=tm mm r PROJECT NUMBER 391.1
CLIENT Grove Community Association, Inc. PROJECT NAME Proposed Water Tank
PROJECT LOCATION 5614 Travelers Way, Fort Pierce Florida
DATE STARTED 5/31/16 COMPLETED 5/3V16 SURFACE ELEVATION REFERENCE ^-1'-2' below Road Crown
DRILLING METHOD Standard Penetration Boring GROUND WATER LEVELS:
LOGGED BY D. Tyson CHECKED BY C. Gworek -AT TIME OF DRILLING 3.5 ft
APPROXIMATE LOCATION OF BORING As located on site plan
w
♦ SPT N VALUE
UP4
10 20 30 40
PL MC LL
I— • I
a z
a p
MATERIAL DESCRIPTION
P'
Wj
Blows
°
WQ'-'
z
20 40 60 80
❑ FINES CONTENT (%) ❑
V'
0
m
20 40 60 80
Gray fine silty SAND
SS
1
1-2-3-3
5
♦ i
SS
3-4-4-5
8
:S
♦:
2
8
19-14-18-20
32
5
Brown fine SAND
S4
10-8-8-7
16
i
i ♦ `.
6
6-5-4-4
9
Gray silty fine SAND
i 10
SS
6
4-3-6-9
9
7S
4-1-1
2
Dk brown fine SAND
15
i
Lt. brown fine SAND
SS
8
3-4-4
8
i
20
i
i
L
SS
4-5-6
11
25
7
9
i
u
e
♦ '
10
5.7-7
14
u 30
z
Bottom of hole at 30.0 feet.
Y
a
z
i
n
L
Disclaimer Nutting Engineers of Florida Inc accepts no liability for the consequences of the independent interpretation of drilling logs by others.
1310 Neptune Drive BORING NUMBER B-2
NUM119 ';
�^�e` Boynton Bt, L, 33426 PAGE 1 OF 2
EfIgeers Telephoner f7364900
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anawxuyjxbUllvdis Fax: 561-737-9975
1r,wPxkabO c.?r.M PROJECT NUMBER 391.1
CLIENT Grove Community Association, Inc. PROJECT NAME Proposed Water Tank
PROJECT LOCATION 5614 Travelers Way, Fort Pierce, Florida
DATE STARTED 5/3V16 COMPLETED 5/31/16 SURFACE ELEVATION REFERENCE -1'-2' below Road Crown
DRILLING METHOD Standard Penetration Boring GROUND WATER LEVELS:
LOGGED BY D. Tyson CHECKED BY C. Gworek aAT TIME OF DRILLING 3.5 ft
APPROXIMATE LOCATION OF BORING As located on site plan
w
♦ SPT N VALUE
p
� r,
v
10 20 30 40
PL MC LL
a
w
o. O
MATERIAL DESCRIPTION
a
Blows
>
o
0
z
20 40 80
❑ FINES CONTENT (OA) ❑
0
20 40 60 80
Brown silly fine SAND
SS
1
1-1-1-2
2
2S
3-4-5-6
9
Isz
SS-9-12-16
3
21
5
Brown slightly silty fine SAND
SS
4
12-9-8-8
17
♦:
Brown clayey fine SAND
SS
5
9-10-10-11
20
10
'
Brown silty fine SAND
SS
'
6
7-8-8-8
16
A
♦'
SS
7
7-5-3
8
15
Tan fine SAND
SS
8
3-5-6
11
20
.'.
:♦
SS
9
6-5-7
12
25
r
`•
SS
10
5-7-9
16
30
SS
11
9-12-14
26
35
(Continued Next Pagge
Disclaimer Nutting Engineers of Florida Inc accepts.,
Iia ility for the consequences of the independent interpretation of drilling logs by others.
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1310 Nephma)rive _ BORING NUMBER B-2
Wuti_ing ',FI.,
Boynton Be" 33426
��Ilnecrs Yp PAGE 2 OF 2
rDtae 6 Telephone:, .'736-0900 - '
avmorjtr:wd,�a asp Fax: - 561-737-9975
reu�roktt�amccmm�wm. PROJECT NUMBER 391.1
CLIENT Grove Community Association, Inc. PROJECT NAME Proposed Water Tank
PROJECT LOCATION 5614 Travelers Way, Fort Pierce Florida
w
♦ SPT N VALUE
c7
N.
m
10 20 30 40
PL MC LL
=
c
x o
n. o
MATERIAL DESCRIPTION
w
Blows
�'
ov
�J
z
20� 40 60 80
❑ FINES CONTENT 0A) ❑
35
20 40 60 80
Tan fine SAND ilcontlnued)
A
SS
12
10-10.15
25
Brown medium SAND
40
;'
i
i
i
i
i
i
i
i
Bottom of hole at 40.0 feet.
Disclaimer Nutting Engineers of Florida Inc amepts no liability for the consequences of the independent interpretation of drilling logs by others.
Ncnu!itlrrolig 1310NeptBoynton fneDriv BORING NUMBER B-3
33426
Engo��ers Telephone; .A736-4900 PAGE I OF ,.
��yy mnoM1talnc;rnWGhN rso Fax: 561-737-9975
v .v o c�mrm. r PROJECT NUMBER 391.1
CLIENT Grove Community Association, Inc. PROJECT NAME Proposed Water Tank
PROJECT LOCATION 5614 Travelers Way, Fort Pierce, Florida
DATE STARTED 5/31/16 COMPLETED 5/31/16 SURFACE ELEVATION REFERENCE —1'-2' below Road Crown
DRILLING METHOD Standard Penetration Boring GROUND WATER LEVELS:
LOGGED BY D. Tyson CHECKED BY C. Gworek QAT TIME OF DRILLING 3.5 ft
APPROXIMATE LOCATION OF BORING As located on site elan
W
♦ SPT N VALUE
0
a
W
„
10 20 30 40
PL�MC_�L
lEgLu
aQ O
MATERIALDESCRIPTION
a
Blows
[L --�
z
20 40 60 80
❑ FINES CONTENT W ❑
0
20 40 60 80
Brown silty fine SAND
SS
1
1-1-2-2
3
2
2
2-3-4-5
7
SZ
i
I 5
Gray slightly silty fine SAND
SS
3
7-8-9-10
17
SS
4
8-9-10-10
19
i
i
Brown clayey fine SAND
5
5
7-7-8-9
15
i ♦ i
10
I
SS
6
6-6-7-8
13
i ♦ i
Brown silty fine SAND
'•
i►
5-5-6
11
i 15
7
7
Brown medium SAND
i
SS
8
4-4-5
9
`.
Ii
20
i
i
i
i
SS
9
4-5-6
11
25
.'.
i
i
i
SS
10
5-5-6
11
r 30
y
'
Bottom of hole at 30.0 feet.
i
0
i
i
r
Disclaimer Nutting Engineers of Florida. Inc. accepts no liability for the consequences of the independent interpretation of drilling logs by others.
LIMITATIONS OF LIABLILITA
WARRANTY
We warranty that the services performed by Nutting
Engineers of Florida, Inc. are conducted in a manner
consistent with that level of care and skill ordinarily
exercised by members of the profession in our area
currently practicing under similar conditions at the time our
services were performed. No other warranties,
expressed or implied, are made. While the services of
Nutting Engineers of Florida, Inc. are a valuable and
integral part of the design and construction teams, we do
not warrant, guarantee or insure the quality,
completeness, or satisfactory performance of designs,
construction plans, specifications we have not prepared,
nor the ultimate performance of building site materials or
assembly/construction.
SUBSURFACE EXPLORATION
Subsurface exploration is normally accomplished by test
borings; test pits are sometimes employed. The method of
determining the boring location and the surface elevation
at the boring is noted in the report. This information is
represented in the soil boring logs and/or a drawing. The
location and elevation of the borings should be considered
accurate only to the degree inherent with the method used
and may be approximate.
The soil boring log includes sampling information,
description of the materials recovered, approximate
depths of boundaries between soil and rock strata as
encountered and immediate depth to water data. The log
represents conditions recorded specifically at the location
where and when the boring was made. Site conditions
may vary through time as will subsurface conditions. The
boundaries between different soil strata as encountered
are indicated at specific depths; however, these depths
are in fact approximate and dependent upon the frequency
of sampling, nature and consistency of the respective
strata. Substantial variation between soil borings may
commonly exist in subsurface conditions. Water level
readings are made at the time and under conditions stated
on the boring logs. Water levels, change with time,
precipitation, canal level, local well drawdown and other
factors. Water level data provided on soil boring logs shall
not be relied upon for groundwater based design or
construction considerations.
LABORATORY AND FIELD TESTS
Tests are performed in general accordance with specific
ASTM Standards unless otherwise indicated. All criteria
included in a given ASTM Standard are not always
required and performed. Each test boring report indicates
the measurements and data developed at each specific
test location.
Nutting
i:nginnKs
Your Protect is 0ur Cemmitmem
ANALYSIS AND RECOMMENDATIONS
The geotechnical report is prepared primarily to aid in the
design of site work and structural foundations. Although
the information in the report is expected to be sufficient for
these purposes, it shall not be utilized to determine the
cost of construction nor to stand alone as a construction
specification. Contractors shall verify subsurface
conditions as may be appropriate prior to undertaking
subsurface work.
Report recommendations are based primarily on data from
test borings made at the locations shown on the test
boring reports. Soil variations commonly exist between
boring locations. Such variations may not become evident
until construction. Test pits sometimes provide valuable
supplemental information that derived from soil borings. If
variations are then noted, the geotechnical engineer shall
be contacted in writing immediately so that field conditions
can be examined and recommendations revised if
necessary.
The geotechnical report states our understanding as to the
location, dimensions and structural features proposed for
the site. Any significant changes of the site
improvements or site conditions must he
communicated in writing to the geotechnical engineer
immediately so that the geotechnical analysis,
conclusions, and recommendations can be reviewed and
appropriately adjusted as necessary.
CONSTRUCTION OBSERVATION
Construction observation and testing is an important
element of geotechnical services. The geotechnical
engineer's field representative (G.E.F.R.) is the "owner's
representative" observing the work of the contractor,
performing tests and reporting data from such tests and
observations. The geotechnical engineer's field
representative does not direct the contractor's
construction means, methods, operations or
personnel. The G.E.F.R. does not interfere with the
relationship between the owner and the contractor and,
except as an observer, does not become a substitute
owner on site. The G.E.F.R. is responsible for his/her
safety, but has no responsibility for the safety of other
personnel at the site. The G.E.F.R. is an important
member of a team whose responsibility is to observe and
test the work being done and report to the owner whether
that work is being carried out in general conformance with
the plans and specifications. The enclosed report may be
relied upon solely by the named client.
OIL AND ROCK CLASSIFICATION CRI',, ..!A
SAND/SILT CLAY/SILTY CLAY
N-VALUE
(bpO
RELATIVE
DENSITY
0-4
Very Loose
5- 10
Loose
11-29
Medium
30-49
Dense
>50
Very dense
100
Refusal
ROCK
N-VALUE
(bpf)
UNCONFINED COMP.
STRENGTH(tst)
CONSISTENCY
<2
<0.25
v. Soft
2-4
0.25-0.50
Soft
5-8
0.50 - 1.00
Medium
9-15
1.00-2.00
Soft
16-30
2.00-4.00
v. Stiff
>30
>4.00
Hard
N-VALUE
(bpt)
RELATIVE
HARDNESS
ROCK CHARACTERISTICS
N> 100
Hard to v. hard
Local rock formations vary in hardness from soft to very hard vithin short verti-
cal and horizontal distances and often contain vertical solution holes of 3 to 36
inch diameter to varying depths and horizontal solution features. Rock may be
brittle to split spoon impact, but more resistant to excavation.
25<N < 100
Medium hard to hard
5<N <25
Sof[ to medium hard
PARTICLE SIZE
Boulder
>12 in.
Cobble
3 to 12 in.
Gravel
4.76 nun to 3 in.
Sand
0.074 mm to 4.76 mm
Silt
0.005 min to 0.074 min
Clay
<0.005 mm
DESCRIPTION MODIFIERS
0-5%
Slight trace
6-10%
Trace
11-20%
Little
21-35%
Some
>35%
And
Major Divisions
Group
Symbols
Typical agmee
Labgrafory classification criferia
:
�en (D_0
')
_9
GW
well -graded gmeh, gravelsand
E
Ca = greater flan 4; Ca = benreenl and3
=
mixer ,altle °. no (Inca
° a -
Dta D1orOW
GP
Poorly graded grovel;gravelsand
seixNrey Kill. or me fire
Not meeting all gradation requirements for GW
8 a
_
o
_
d
O`Z
a r
_-
-
Gw•
Silly graveb,9mval-eand-sill
_ e
a us
AOerberg limibbelow •q•
u
5 `u
mixmro
n
line or P.J.less than 4
Above 'A" lino wish P.I.
3-
F c E
between 4 and ] are border.
a _
a a
E L
firms can'squirin9 use °t
$
'a a' o
GC
Ci,a, 9rweb, 9ra+els°nd-clay
mixtures
U U
b =
Anerber9limits above •A'
one PJ. than ]
dwl symbol,.
o a
t5
m i F y
=.
wish greater
5-
=
sw
well.gradad sandy gravelly sands,
O g (D;n)'
Ce= n greaterdan6;C,= benmenland3
m-us
"a °•
i u
c ?
e_
little ar no fine.
m'9�
Dia Dla-rDm
sF
Poorlly graded sands, gravelly
m
m
rs -
_
-
and,gnle or no fines
- a °-°
goj
Not meeting all gradation requirements for SW
c
.5 -y° °c
sM•
Silty, sand,,,and.,in mixtures
Atterberg limits below •A'
°
n
° c
n y p
F
d
= _
_ - -
L
foe or PJ. less than 4
omits planNg in hatched ..no
r o
S o o
E � B: o
with PJ. between 4 and ] ore
berecterrinquiring me
S E
SC
Clayey sands, sand day mixturm
o .� o
Atterberg limits above •A"
auolroaem.casea
line with P.I. more than ]
Inorganic LIB and very fine sands,
ML
rack Pa., silty or dayoy fine a ands
or dare, Lib wilh slight Plasticity
60
ei
Inorganic days of law to medium
sa
-
oCL
Picalk , gravelly days, sandy,
.
F
day, silly days, Ivan days
d
?
ell
OL
Organic 11H and organic sat, days
of law Plaslicily
Inoranc sls, micaeove or dioloo.
e
off.1.
¢
--
MH
ro fine sandy ar silty sail, elmastic
Q,
-
ultsIf
o
W a
c
m
E
CH
Inerg°nc days or high PhsAficfat
y,
10
H
up
days
E
ML endoL
1+
OH
day, of medium l° high
meOr,mme
0
30 ell 50
60 70
00
90
100
-
j
Pla9ids,°rganle silo
0
10 20
t9°td 11.1
s a -
-
PT
Peat and other highly organic soils
=
Plaslicily Chart
o
Engineers
Emulling
�E regoneers
-1•