HomeMy WebLinkAboutPRELIMINARY SUBSURFACE EXPLORATION r ,
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UNIVERSAL ENGINEERING SCIENCES
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PRELIMINARY SUBSURFACE EXPLORATION
Proposed Oakland Lake Estates Subdivision
Oakland Lake Circle
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Fort Pierce, Saint Lucie County, Florida
Universal Project No. 0330.1700052.0000
May 19, 2017
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PREPARED FOR:
Ryan Homes
2005 Vista Parkway, Suite 102
West Palm Beach, Florida 33411
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PREPARED BY::
:Universal Engineering Sciences,'Inc.
820 Brevard Avenue
Rockledge, Florida 32955
(321) 638-0808
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Consultants in: Geotechnical Engineering•Environmental Sciences•Construction Materials Testing Threshold Inspection II
Offices in: Orlando•Daytona Beach•Fort Myers•Gainesville•Jacksonville•Ocala•Palm Coast Rockledge•Sarasota
Miami•Panama City•Pensacola•Fort Pierce•Tampa•West Palm Beach•Atlanta, GA•Tifton,GA
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FILE I
P t i LOCATIONS:
Atlanta
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Daytona Beach
I r Fort Myers
i GtI,N E-E.Rt1 N'G' S el" IN'eS ;+•;Fort Pierce
n"f e• Gainesville
Consultants In:Geotechnical Engineering•Environmental Sciences Jacksonville
! Geophysical Services•Construction MaterialsTesting.•Threshold Inspection r Miami
Building Inspection•Plan Review Building Code Administration Ocala
• Orlando(Headquarters)
•'.Palm Coast
Panama,City
May 19, 2017 Pensacola
Rockledge
Ryan Homes Sarasota
■,:.Sarasota
1450 Centrepark Boulevard, Suite 340 c Tampa. .west Palm Beach
West Palm Beach, Florida 33401 • Atlanta,GA
• Tlfton,GA
Attention: Mr. Michael DeBock
Reference: Preliminary Subsurface Exploration
Proposed Oakland Lake Estates Subdivision
Oakland Lake Circle
Fort Pierce, Saint Lucie County, Florida
Universal Project No. 0330.1700052.0000
Dear Mr. DeBock:
Universal Engineering Sciences, Inc. (Universal) has completed a preliminary subsurface
exploration at the above referenced site in Fort Pierce, Saint Lucie County, Florida. Our
exploration was authorized by you and was conducted as outlined in Universal's Proposal No.
0330.0417.00003. This exploration was performed in accordance with generally accepted soil
and foundation engineering practices. No other warranty, expressed or implied, is made.
The following report-presents the results of our field exploration with a geotechnical engineering
interpretation of those results with respect to the project characteristics as provided to us. We
have included our estimates of the typical wet season high groundwater levels at the boring
locations and'general comments concerning anticipated soil support characteristics for typical
low-rise residential buildings.
We appreciate the opportunity to have worked with you on this project and look forward to a
continued association: Please do not hesitate to contact us.1f you should have any questions;.or
if we may further assist you as your plans proceed:. `���t1 ►t:lla�►/l�jj��
Sincerely yours,, S Z :' Of
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UNIVERSAL ENGINEERING SCIENCES,,INC. Zr- ;'` `'••.,
Certificate ofMth-dit ion No.549
- 33123
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Jose R. Benitez Jr., E I Brad Fawcett M.S., P,.E. .���i�i ••�'•��j^ 1 Aa•• ���1`'
Staff Engineer RegionaluEngineer
Florida Professional lEngineer No,..,;33123'
2—Addressee
UESDOCS#1450465
-820 Brevard Avenue, Rockledge, Florida 32955 (321�) 638-0808 Fax.(321) 638-0978
INwvv:,UniversalEngineering:,com
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TABLE OF CONTENTS
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1.0 INTRODUCTION..,.....,..............................................................::.::.::::....:.:......::::............:......:... .. .1
2.0 PROJECT DESCRIPTION....................................
-
3.0 PURPOSE.......................:.........
::::::: ..::=
4.0 SITE DESCRIPTION..............
:s:: ::............
.....
4.1 SOIL SURVEY..............................:, ,.,.:..:.._ ..:.;....................................:................................................2
4.2 TOPOGRAPHY......................... 2
5.0 SCOPE OF SERVICES.............................. - . .................................... ............ .......................:..2
6.0 LIMITATIONS.........:...:::.:.::.:::::::::.::..:.:..:.............:.......................
............................................::.:....:.::3
7.0 FIELD METHODOLOGIES...............................,...,....:.........:........................::.....::.:::::::.:.:::.:..::......
4
7.1 STANDARD PENETRATION TESTS............... 4
7.2 DYNAMIC CONE PENETROMETER TESTS....... ...............,, ,,,,.,.,,,
7.3 PAVEMENT CORE SAMPLES....... - ,4
8.0 LABORATORY METHODOLOGIES.......................
8.1 PARTICLE SIZE ANALYSIS............... 4
9.0 SOIL STRATIGRAPHY.........................:::::::....:.:.::.:..:.........:.::::::.::::::.:::::.. .::.:.:.::::::.::.:.:.:::.::
.. _.. .:. :.5
9.1 PAVEMENT CORE RESULTS........ r,• ..rr ,.:r�:...................:.5
10.0 GROUNDWATER CONDITIONS..................
10.1 EXISTING GROUNDWATER CONDITIONS..........:,....:.::::;: :::.: ,::: :.:::::::::::::.::: .:::::::•:::: ::::.::::::.:::: :.:..6
10.2 TYPICAL WET SEASON HIGH GROUNDWATER
11.0 LABORATORY RESULTS........:::.::::.:.:::.::::..r:::-.:. -
11.1 PARTICLE SIZE ANALYSIS..............
12.1 PROPOSED BUILDING AREAS..... .• :: ]
:::...
13.0 CLOSURE.......................................... .. ......,,...,,......,................,...........:..:...8
LIST OF TABLES
Table I: Saint Lucie County Soil Survey Designated Soil Types. 2
Table II: Generalized Soil Profile............................................. .. .. . ...:......: ......::.....,.....5
Table IIIResults --__-_- _Pavement Core ...............................
.. ., .. .... ,. -
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820 Brevard Avenue, Rockledge, Florida 32955 (321) 638-0808,Fax (321) 638-0978
www.UniversalEngineering.com
,FIGURES
Boring Location ...,;;;;,Figure No. 1
APPENDICES
Key to Boring Logs:.,.: ,....... ............... m 6 .. .:...............,..........:Appendix A
Boring Logs .` _ . _.Appendix A
EXHIBITS
GBADocument. -.: ..;.. :: .............. Exhibit
1
820 Brevard Avenue, Rockledge,'Flbrida 32955 (321),63&0808 Fax (321) 638-0978
www.Un:iversalEnginee�ing.con �
Oakland Lake Estates Subdivision Universal Project No. 0330.1700052.0000
Fort Pierce, Saint Lucie County, Florida Preliminary Subsurface Exploration
1.0 INTRODUCTION '
Universal Engineering Sciences, Inc. (Universal) has completed a preliminary. subsurface
exploration for the proposed Oakland Lake Estates Subdivision in Fort Pierce, Saint Lucie
County, Florida. Our exploration was authorized,by Mr. Michael DeBock of Ryan Homes and
was conducted as outlined in Universal's Proposal No 0330.0417.00003. This exploration was
performed in accordance with generally accepted soil and foundation engineering practices. No
other warranty, expressed'or implied, is made.
2.0 PROJECT DESCRIPTION
It is Universal's understanding, based upon information provided by the client, that the proposed
project will 'consist of a residential subdivision in Fort Pierce, Florida; currently envisioned as
shown in. Figure No. 1. The proposed subdivision is intended to J have seventy-three (73)_
residentiaf lots.
We understand that.the stormwater runoff from impervious surfaces to be developed at this site
will be collected.within an existing retention basin located in the central sections of the project
area.
Please note that our subsurface exploration was priflHnarv,in nature and conducted to acquire
general subsurface information only. Once specified site configuration, building detail 'and
structural and traffic loading information are available a.final subsurface exploration should be
performed. r
3.0 PURPOSE
The purposes of this exploration were: .
• to explore the subsurface conditions at general locations and depths as requested by the
client and
• to provide our estimates of the typical wet season high groundwater levels at the boring
locations and
• to provide general comments concerning the anticipated soil support characteristics for
typical low-rise residential construction.
4.0 SITE DESCRIPTION
The.subject site is located within Section 11, Township 34 South, Range 39 East in Saint Lucie
County, Florida. More` specifically, the site is located',.on the northwest quadrant of Palomar
Street Road and North Kings Highway, in Fort,Pierce, Florida. At the time of drilling, the site
vegetation consisted of mostly grass, along. with an existing paved circular road around the
proposed subdivision.
820 Brevard Avenue., Rockledge, Florida 32955(321) 638-0808 Fax (321)1638-0978
www.U n!versa I Engineering.com
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Oakland Lake Estates Subdivision Universal Project No. 0330.1700052.0000
Fort Pierce, Saint Lucie County; Florida Preliminary Subsurface Exploration
4.1 SOIL SURVEY
Two (2) soil types are mapped within the general project area according to the Saint Lucie
County Soil Survey (SLCSS), dated 1980. A brief description of these soils is provided in the
following Table I.
TABLE I .
SLCSS DESIGNATED SOIL TYPES
Soil Type
(Map^Symbol) _ Brief Description i
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Soil e t l
material that has been du u from several areas with different
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Arents, 0 to 5 percent slopes(4) kinds of soil. It is used to fill up areas such as low sloughs;.marshes,
shallow depressions, and swamps:
I Nearly level, poorly drained sandy soils in broad areas in the j`
Wabasso sand(48)
flatwoods.
4.2 TOPOGRAPHY
According to information obtained from the United States Geologic Survey (USGS) Oslo, Florida
quadrangle map dated 1949, photo-revised 1970, ground surface elevation across the'site.area,
(pre-developmental) i5 approximately +20,feet National Geodetic Vertical Datum (NGVD).
5.0 SCOPE OF SERVICES
The services.conducted by Universal during our preliminary subsurface exploration program are
as follows:
• Drill seven (7) Standard Penetration Test (SPT) borings within the project site, area to a
depth of 10 feet below existing land surface (bls).
• Core through the existing pavement sections at four(4) locations with a diamond tipped core
drill to ascertain the approximate thickness of the asphaltic surfacing and base course.
• Perform Dynamic Cone Penetrometer (DCP) testing within the upper portions of the
selected SPT,boreholes to help further determine soil consistencies.
•, Secure samples of representative soils encountered in the soil borings for review, laboratory
analysis and classification by a Geotechnical Engineer..
• Measure the existing site groundwater levels and provide an estimate of:the typical wet
season high groundwater levels.
Conduct soil gradation tests on selected soil samples obtained in the field to help determine
their engineering properties. _
• Assess theexisting soil conditions with respect to the proposed construction.
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l' 820 Brevard Avenue, Rockledge, Florida 32b55 (321) 638-0808 Fax (321) 638-0978
www.Ur iversalEngineering.com
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Oakland Lake.Estates Subdivision Universal Project No. 0330.1700052.0000
Fort Pierce, Saint Lucie County, Florida Preliminary Subsurface Exploration
NPreparing a geotechnical engineering report which documents the results of our preliminary .
subsurface exploration and laboratory testing program with analysis and general comments.
6.0 LIMITATIONS
Please note that this report is based on a preliminary subsurface exploration program with the
scope of'services, general. boring locations and' depths as developed in conjunction with the
client. The information submitted in .this report is based on data obtained'from the soil borings.
performed-at the locations indicated on the Boring Location Plan and.from other information as
referenced. This report has not been prepared to meet the full needs of design professionals„
contractors, or any other parties, and any use'of this report by them without the guidance of the
soil and foundation engineer who prepared it constitutes improper usage which could lead to
erroneous assumptions, faulty conclusions, and other problems.
This report does not reflect any variations which may, occur across the site. The nature and
extent of such. variations may not become evident until the course of,future explorations or
actual construction. If variations then become evident, it will be necessary for re-evaluation of
the recommendations in this report after'performing on-site observations"during the construction
period and noting-the characteristics of any variations, Deleterious soils were not encountered
at any of our boring locations; however, we cannot completely preclude. their presence across
the entire property..Therefore, this report should not be used for estimating such items as cut
and fill quantities.
Our field, exploration did not find unsuitable or unexpected materials at the time of occurrence.
However, borings for a,typical geotechnical report are widely spaced and generally not sufficient
for reliably detecting the presence of isolated, anomalous surface or subsurface conditions, or
reliably estimating unsuitable or suitable material quantities. Accordingly,- Universal does not
recommend relying on our boring information to negate presence of anomalous materials or for
estimation of material, quantities unless our contracted services specifically include sufficient
exploration for such purpose(s) and within the report we so state that the.level of exploration
provided should be sufficient to detect such anomalous.conditions or estimate such quantities.
Therefore, Universal will not be responsible for any extrapolation or use of our data by others
beyond the purpose(s) for which it is applicable or intended.
All users of this report are cautioned that there was no requirement for Universal to attempt'..to
locate any man-made buried objects or identify any other potentially hazardous conditions that
may exist-at the site during the course of this exploration. Therefore no attempt was made by
Universal to locate or identify such concerns. Universal cannot be responsible for any buried
man-made objects or environmental hazards which may be subsequently encountered during
construction that are not discussed within the text of this report. We can provide this service if
requested.
For a further description of the scope and;.limitations of this report please review the-document
attached within Exhibit 1 'Important Information About Your Geotechnical Engineering Report"
prepared by GBA/The Geoprofessional Business Association.
3 .
820 Brevardvenue, Rockledge, Florida 32955 (321) 638-0808 Faxll(321) 638-0978
www.Universal Engineering.com
1 .
Oakland Lake Estates Subdivision - Universal Project No. 0330.1700052.0000
Fort Pierce, Saint Lucie County, Florida Preliminary Subsurface Exploration
7.0 " FIELD METHODOLOGIES
7.1 STANDARD PENETRATION TESTS
The seven. (7) SPT .borings, designated 131 through B7 on the attached Figure No. 1, were
performed in general accordance with the procedures of ASTM D 1586 (Standard Method for
Penetration Test.and Split-Barrel Sampling'ofZoils). The SPT drilling technique involves driving
a standard split-barrel sampler into the soil by a 140 pound hammer, free failing 30 inches. The
number of blows'required to drive the sampler .1 foot, after an initial seating of 6 inches, is
designated the penetration resistance, or N-value, an index to soil strength and consistency.
The soil'samples recovered from the split-barrel sampler were visually inspected"and classified
in general accordance with the guidelines of ASTM D 2487 (Standard Classification of..Soils for
Engineering Purposes[Unified Soil Classification System]),
The SPT soil borings were performed with a CME 45 ATV mounted drilling rig. Universal located
the test borings in the field by using .the provided site plan and by plotting in the field with a
Garmin GPS receiver: No survey control was provided on-site, and our boring locations should
be 'considered only as accurate as implied by the methods of measurement used. The
approximate boring locations are shown on the attached Figure No. 1.
7.2 DYNAMIC•CONE PENETROMETER TESTS
Dynamic Cone Penetrometer (DCP) tests were performed within the upper portions of the'
selected SPT boreholes to help-further determine soils.consistencies. The DCP tests were
performed at 1 foot intervals in general accordance with the procedures developed by Professor'
G. F. Sowers and Charles S. Hedges (ASCE, 1966). The basic procedure for the DCP test is as
follows: A standard 1.5 inch diameter conical point is driven into the soil by a 15-pound steel
hammer falling 20 inches. Following the seating of the point to a depth of 2 inches, the number
of blows required to drive the sampler an additional 1.75 inches is designated the penetration
resistance, providing an index to soil strength and density.
7.3 PAVEMENT CORE SAMPLES
Samples of the existing asphaltic pavement sections were obtained at four (4) core locations.
(Cl through C4) with a 4 inch nominal diameter diamond bit core drill, advancing through the
asphaltic pavement into the underlying base course materials. Afterwards the core holes were
backfilled and-the surfacing patched with an asphaltic,"cold patch" mixture and the core.samples
returned to our laboratory for subsequent examination.
8.0 LABORATORY METHODOLOGIES
8.1 PARTICLE SIZE ANALYSIS
We completed #200 sieve particle size analyses on seven (7) representative soil samples.
These samples were tested according to the procedures listed ASTM D 1140 (Standard Test
Method for Amount of Material in Soils Finer than the No. 200 Sieve). In part, ASTM D 1140
requires a thorough mixing the sample with water and flushing it through a-No. 200 sieve until all
of the particles smaller than the sieve size leave the sample.
4
820 BrevardAvenue,•Rockledge, Florida 32955,(321) 638-0808 Fax-(321) 638-0978
www.UniversalEngineering.com
i
Oakland Lake Estates Subdivision Universal Project No. 6330.1700052.0000
Fort Pierce;Saint Lucie County, Florida Preliminary Subsurface Exploration
The percentage of the material finer than the No. 200 sieve helps determines the textural nature
Of the soil sample and aids in evaluating its engineering characteristics. The .percentage of
materials passing the#200 sieve is shown on the attached boring logs.
9.0 SOIL STRATIGRAPHY
The results of our field exploration and laboratory analysis, together with pertinent information
obtained.from the SPT borings, such as soil profiles, penetration resistance and stabilized
groundwater levels are shown on the boring logs included in Appendix A. The Key to Boring
Logs, Soil Classification Chart is also included in Appendix A. The soil profiles were prepared
from field logs after the recovered soil samples were examined by a Geotechnical Engineer.
The stratification lines shown on the boring logs represent the approximate boundaries between
soil types, and may not depict exact subsurface soil conditions'.The actual soil boundaries may.
be more transitional than depicted. A generalized profile of the soils encountered at our boring
locations is presented in the following Table 11. For more detailed soil profiles,,please refer to the
attached boring logs.
TABLE II
GENERALIZED SOIL PROFILE
Depth .Approximate _I
Encountered ' Thickness So[I,Description h
(feet,,bls) (feet) I I
Fill soils consisting of fine sands with varying quantities of silt, clay,'
Surface 2 to 9 gravel, broken, shell, and clay'lumps [SP, SP-SM, SC]; loose toi
medium dense.
Highly interlayered strata consisting of fine sands [SP], fine sands`
I with silt [SP-SM], and .clayey fine sands [SC], with varying;
2 to 9 1+to 8+ 1 quantities of broken shell and occasional cemented rock layers; :
�I loose to dense. At boring location B2, the fine sand with silt [SP-,
f SM] strata is partially cemented with iron oxide & organic salts and,'
Which is locally known as hardpan., !j
_-- I.
NOTE: [] denotes Unified Soil classification system designation.
+ indicates strata encountered at boring termination,total thickness undetermined.
9.1 PAVEMENT CORE RESULTS
The results of our examination and measurement of the core samples taken in the field from the
existing pavement sections are shown in the following Table I II:
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820 Brelvard Avenue, Rockledge, Florida 32955 (321) 638-0801 Fax (321) 638-0978
www.UniversalEngineering.com
Oakland Lake Estates Subdivision Universal Project No. 0330.1700052.0000
Fort Pierce, Saint Lucie County, Florida Preliminary Subsurface Exploration
TABLE III
:PAVEMENT CORE RESULTS
Approximate Thickhess/Type Approximate Thickness I
Boring/Core :, Type of Base Course I r
Location' of Asphaltic Surfacing of Base Course ,Materials r
-(inches), (inches) y
0.7 S3
C1 1.0 S3 8'/z Coquina, j
- 0.833 _c!
1.1 S3, � .
C2 1.1 S3 8/ Coquina I `I
C3 1.6 S3 8 Coquina
-- — -_l: - --- - --- - - -- - j
0.8 S3
C4 1.0 S1 10 Coquina
'L
I. See attached Figure No. 1"for approximate core locations. -
' 2. Classification of asphaltic layerings was performed visually and may`,not represent actual FDOT mix—
parameters.
3. Subgrade soils consist mostly of fine sands with traces of gravel & broken shell [SP] (i.e. stabilized
subgrade).
10,0 GROUNDWATER CONDITIONS
10.1 EXISTING GROUNDWATER CONDITIONS
We measured the water levels in the. boreholes on May.8, 2017 after the groundwater was
allowed to stabilize. The groundwater levels arek shown on the attached boring logs. The
groundwater level depths ranged.from 4.3 feet bls at boring location B6 to 5.7 feet bls-at boring,
locations B2 and B7. Fluctuations in groundwater'levels should be anticipated throughout the
year, primarily'due-to seasonal variations in rainfall, surface runoff, and other factors that may
vary from the time the borings were conducted.
10.2 TYPICAL WET SEASON HIGH GROUNDWATER LEVEL
The typical wet season high groundwater lever is defined as the:highest groundwater,level
sustained for a .period of 2 to 4 weeks during the "wet" season of the year, for existing.site
conditions, in a year with average normal rainfall amounts. Based on historical data, the rainy
season in Saint Lucie County, Florida is between June Land October of the year. In order to
estimate the wet season water level at the boring locations, many factors are examined,
including the following:
a,. 'Measured groundwater level
b.. Drainage characteristics of existing soil types
C. Season of the year(wet/dry season)
d. Current & historical rainfall data(recent and year=to-date)
e. Natural relief points (such as lakes, rivers, swamp areas, etc.)
f. Man-made drainage'systems (ditches, canals, etc.)
g. Distances to relief points and man-made drainage systems
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820 Brevard Avenue, Rockledgel, Florida 32955 (321) 638-0808 Fax (321) 638-0978
www.UniversalEngineering.com
Oakland Lake Estates Subdivision Universal Project No. 0330.1700052.0000
Fort Pierce, Saint Lucie County, Florida Preliminary Subsurface Exploration
h., On-site types of vegetation
i. Area topography (ground surface elevations)
Groundwater level readings were taken on May 8, 2017. According to data from the.Southeast
Regional Climate Center and the National Weather Service, the total rainfall in the previous
month of April for Central Saint Lucie County was 2.2 inches, approximately at.'thd-.�normal levels
for the month of April. Year-to=date rainfall for 2017 through May 8'h was approximately 6%
'inches, roughly 6 inches below the normal level for this time period. "
Based on this information and factors listed above, we estimate that the typical wet season'high
groundwater levels at the' boring locations will :be approximately 2Y2 feet above the existing
measured levels. Please note, however, that peak stage elevations immediately following
various intense storm events, may be somewhat higher than the estimated typical wet season
levels.
Due to the variable silt and clay content within-the near surface-soils at this site, we suspect that
there may be occasional isolated.pockets of"perched"groundwater throughout the project area,
particularly during periods of prolonged wet weather. These temporary perched water table
levels may be higher than the estimated wet season high groundwater levels indicated above.
11.0 LABORATORY RESULTS
11.1 PARTICLE SIZE ANALYSIS
The soil samples submitted for analysis were,classified as fine sands [SP]. The percentage of
soil sizes passing the #200 sieve size are shown on the boring logs at the approximate depth .
sampled.
12.0 ANALYSIS AND GENERAL COMMENTS
12.1 PROPOSED BUILDING AREAS
The removal. of site vegetation .and roots, along with other(construction activities, will further
loosen surficial soils to various depths. To provide a homogeneous, compacted, sandy soil
system underneath the proposed foundations and floor slabs for the proposed residences,
densification of at least the upper 2 feet of the,existing S'urficial, loose soils and subsequent
additional fill soils will be necessary. This should create a soil mat capable of dissipating the
` building loads over any remaining loose strata at depth.
We believe that this can be effectively accomplished using conventional site'preparation
procedures including a comprehensive root .raking and ;stripping procedure to remove
vegetation, root mats, debris and organic topsoils; and then an extensive proof-roiling and
densification program for the surFicial .soils and subsequent structural fill. Assuming that such
procedures are properly performed, we anticipate that conventional, shallow .spread- footing
foundations may be used to support eonventional_one,;totivo story residential constructions
After°:buildinaLlocations%confaura#ions_'and,=anf c gated structural aloadings, ;are. better k nown.
additional. test borings should be? aerformetl so�that:"specific recoln'mendations for foundation
de"s�an'rparameters cars,be.formulated.
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J 8�0 Brevard Avenue, Rockledge, Florida 32955 (321) 631-0808 Fax (321) 638-0978
www.UniversalEngine,ering.com.
i
Oakland Lake Estates Subdivision Universal Project No. 0330.1700052.0000
Fort Pierce, Saint Lucie County, Florida Preliminary Subsurface Exploration
13.0 CLOSURE
We appreciate this opportunity to be of service as your geotechnical consultant on this phase of
the project and look forward to providing follow up explorations and geotechnical engineering
analyses as the project progresses through the design phase. If you have any questions
concerning this report or when we may be of any further service, please contact us.
8
820 Brevard Avenue, Rocl�ledge, Florida 32955 (321) 638-0808 Fax (321) 638-096
www.UniversalEngineerin.g.com
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® Approximate SPT-Boring Location
, 11
Note: Figure is based upon,a Google Earth
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aerial Photograph.
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i OAKLAND ESTATES SUBDIVISION
HUMMINGBIRD WAY
FORT PIERCE, INDIAN RIVER COUNTY FLORIDA
1 BORING LOCATION PLAN I
I ENGINEERING SCIENCESEB II PRAWN BY: CB I DATE 11 Ma,.16�,2017 CHECKED BY: ,BF 1 DATa: May.16;2017
_.—. -
'CALE: REPORT NO: PAGE NO
1"=200' _0330.17000520000, _ FI uroNd.,I
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APOP"'ENDIX A
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0330.1700052.0000 '
UNIVERSAL ENG,IN:EERING SCIENCES PROJECT NO.:
'REPORT NOI
BORING LOG
jAPPENDIX: A
PR.IJECT: Oakland Estates Subdivision BORING DESIGNATION: B1 SHEET: I Of I
Hummingbird Way SECTION: TOWNSHIP: SOUTH RANGE: EAST
Fort Plerce,Florida
CLI NT: G,S,,ELEVATION(ft): DATE STARTED: 514117
LOd,I TION: SEE BORING LOCATION PLAN WATER TABLE(ft): 4.6 DATE FINISHED: 6/4117
RE ARKS: DATE OF READING: 518/2017 DRILLED BY: TM,RP,MC
EST.W.S.W.T.(ft): TYPE OF SAMPLING:
J ( BLOWS p -200 I MC K ORG.
PER6" ; ��u .I DESCRIPTION I tIN� coNT„
I INCREMENT \Z I H + o ('1.) 1%) HR.)
tine SAND with traces of clay lumps(Fill),brown,[SP]
x. 4.1 7.4
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fine SAND with gravel,broken shell,and clay lumps(Fill), it
brown;[SP] 2:7 10.6
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5-6-12 I, ', 18
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clayey fine SAND with traces of broken shell(Fill),brown,[SC]
7-7-4 '9 11 1
clayey fine SAND with traces of organics,dark brown,[SC]
II 1 BORING TERMINATED AT 10' ,
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•ram - I + jl ,I, 7 11 1
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UNIVERSAL'iEN.GINEERING SCIENCE_ :S PROJECTNO.;- -0330.1700052.0000
BORINGLOG - REPORT NO::
_ APPENDIX: ^•A
r•
PRO JECT: Oakland Estates Subdivision BORING DESIGNATION: B2 SHEET: 1 Of I
Hummingbird Way SECTION: TOWNSHIP: -SOUTH RANGE: EAST
Fort,Plarce,Florida
CLIE T: G.S.ELEVATION(ft): DATE STARTED: 514117
LOC,i ION: SEE BORING LOCATION PLAN WATER TABLE(ft): 5.7 DATE FINISHED: 51411T
REM RKS: ` DATE OF READING: 61812017 DRILLED BY: " TM,RP,MC
EST.W.S.W.T_(ft): TYPE OF SAMPLING:
m 'Ma „ i¢?I - --- — ; ;
a f \ BLOWS II F I m a \ -200 MC K ORG.
PER13 Q I El �,; _ DESCRIPTION I (INJ CONT_'
w INCREMENT'S ! z H + 3 g I%) j om
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,IG
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fine SAND with silt,dark brown,(hardpan)[SP-SM]
6-6� I 72 I I iS� l
clayey fine SAND,brown,[SC]
I I
+�fi ii I I
6-7-8 15 I II I t
� , I l I I j � i I 'I I, •
6.4.4 8
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i, clayey fine SAND with occasional cemented rock layers,grey,-
u a
I I i BORING TERMINATED AT 10'
�DYNAMIC CONE PENETROMETER(DCP)VALUES - f
I,I ;- R-DENOTES REFUSAL TO PENETRATION WITH DYNAMIC
! 111 CONE.PENETROMETER.
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UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 0330.1700052.0000
REPORT NO.E_
BORING:LOG -- -I -
APPENDIX: A
PROJECT: Oakland Estates Subdivision BORING DESIGNATION: B3 SHEET: 1 Of 1
Hummingbird Way SECTION: TOWNSHIP: SOUTH RANGE: EAST.
Fort Pierce,Florida
CLIE T: G.Sa ELEVATION(ft): DATE STARTED: -514117
LOC TION: SEE BORING LOCATION PLAN WATER TABLE(ft): 5.3 DATE FINISHED: 514117
REM IRKS: DATE OF READING: 51=017 DRILLED BY: TM,RP,MC
EST.W.S.W.T:,(ft): TYPE OF SAMPLING:
BLOWS ii'II p _I II K ORG.
o PER6' J > U s DESCRIPTION (%) c°%) I (INJ CONT,
m INCREMENT Z ', rn p HR.) (%)
fine
SAND with silt and traces of clay lumps(Fill),brown,
I Z.
r [ l I I
1-5-5 5"
9-23-28 i 23"1
y 5-18-20 'I 18" is
i
fine SAND,dark brown,'[SP]
5 ;.;Wee
^ { 5.6-7 13 4.5 18.3
fine SAND'With'siit,brown,[SP-SM]
16
fine SAND,grey,[SP]
5-7-8 iI 15 3.9
19.5
-16 r�+r
_. I BORING TERMINATED AT 10' '
DYNAMIC CONE PENETROMETER(DCP)VALUES
15
II
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N i
I PROJECT NO.:-.- 0330.1700062.0000
{ ; .UNIVERSAL ENGINEERING SCIENCES REPORT NO.:
I� BORING LOG -
APPENDIX: A
PROJECT. Oakland Estates Subdivision BORING DESIGNATION: B4 SHEET: 1 Of 1
Hummingbird Way SECTION: TOWNSHIP: SOUTH RANGE: EAST
Fort Pierce,Florida
CLIE I,T: G.S-ELEVATION(ft): DATE STARTED: 514117
LOCATION: SEE BORING LOCATION PLAN WATER TABLE(ft): 5.1 DATE FINISHED: 5/4117
REMARKS: DATE OF READING: 61812017 DRILLED BY: TM,RP,MC
EST.W.S.W.T.(ft): TYPE OF SAMPLING:
~ I �,I � I F , cl j .200
x BLOWS
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a. 9" DESCRIPTION
o a INCREMENT i i �' y r '�, $ (/o) iy) HIR.) CONT.-
PER
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i j �+ •:• fine SAND with silt, ravel,broken shell,and clay lumps Fill
;�r• brown,[SP-SM]
j 3-18-29 18•I ;; '';
,I 11-21-25 21' xr'':,{
�y,�
3-23-30 23" •! i
r7'
5 ' ' fine SAND with silt,dark• ¢�;.' , s k brown,[SP-SM] I
B-12-14 46,
14-12-15 I 27
fine SAND with silt and broken shell,brown,[SP-SM]
' rf;•', �� I i
1 14-16-16 32
10 _ 14.-12-10_ -122 I ,• cr.: - - - - -
...
i, O i B RING TERMINATED AT 10'
"DYNAMIC CONE PENETROMETER(DCP)VALUES
.`Q
15 j .....,..
• PROJECT NO.: 0330.1700062.0000
i U;N.{VERBAL ENGINEERING SCIENCES REPORT NO;
BORING LOG - -
-APPENDIX: A
I PROJECT: Oakland Estates Subdivision BORING DESIGNATION: B5 SHEET: 1 Of 1
Hummingbird Way SECTION:• TOWNSHIP: SOUTH RANGE: EAST
Fort Pierce,Florida
CLIE G.S.ELEVATION(ft): DATE STARTED: 614/17
LOC TION: SEE BORING LOCATION PLAN WATER TABLE(it): 4.6 DATE FINISHED: 5W17
'I
REM RKS: DATE OF READING: 518/2017 DRILLED BY: TM,RP,MC
EST.W.S,W.T.(ft): TYPE OF SAMPLING:
BLOWS J 0 20 me K ORG.
II H �' . 0
PER6" 3 f W c� DESCRIPTION
n Ij INCREMENT Z N i 3 a I, HIRJ CONT.
' e i ) (7.)
fine SAND with traces of gravel,broken shell,-and clay lumps
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20-20-18 ,4 38I'
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10-9-6 15 ;+'
4-4
BORING TERMINATEOIAT 1.0}
i
DYNAMIC';GONE PENETROMETER.(DCP)VALUES
R=DENOT ES'RE U5 F A4'TO'P EN O W •�.ETRATI N WITH DYN AMIC
I'
(
CONE PENETROMETER.
,j
it
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.. .. ...... ..
PROJECT NO.: 0330.1700052,0000
UNIVERSAL; ENGINEERING SCIENCES REPORTNO•:
_.
BORING LOG -- --
APPENDIX A
PRO IIECT: Oakland Estates Subdivision BORING DESIGNATION: B6 SHEET: 1 Of 1
Hummingbird Way SECTION: TOWNSHIP: SOUTH RANGE: EAST
Fort Pierce,Florida
CLIE iT: G.S.ELEVATION(ft): DATE STARTED: 614117
LOC 'ION: SEE BORING LOCATION PLAN WATER TABLE(it): 4.3 DATE FINISHED: 514117
REM IRKS: DATE OF READING: ' 5/8/2017 DRILLED BY: TM,RP,MC
EST.W:S.W.T.(ft): TYPE OF SAMPLING:
� BLOWS i O ...� ! K ORG.
a .i r• m � -200 MC
rn
4 PER6" DESCRIPTION (IN,/ CONT.,
j ! _- INCREMENT i w 3,o;l ! l�j lyj HR.) M)
fine SAND with slit and traces of clay lumps(Fill),brown, '
. 1
l [SP-SM]
Si t 1 I ;
,'by 'it;• I' '; i ' ' I
17-20-25 'I, 20•• :N; �, �i �t
fine SAND,gfay,[SP]
5-19-21 19"
5 1Y.
- 6-7-7 14 !
j
clayey fine SAND,grey,[SC]
i 4-8-6 14 ' u
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I 6-6-6 12
," I• 'j I �t I t '� 'I
BORING TERMINATED AT 10'
DYNAMIC CONE PENETROMETER(DCP)VALUES
i C R-DENOTES REFUSAL TO PENETRATION WITH DYNAMIC
CONE PENETROMETER.
I � I
I[ 'I
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al
I
(P 0330.1700062.0000
J
_UNIVERSAL ENGINEERING SCIENCES ROJECT NO.:.
BORING LOG 'IREPORTNO.:
-` - -
__ "APPENDIX: A
PROJECT: Oakland Estates Subdivision BORING DESIGNATION: B7 SHEET: I Of
Hummingbird Way SECTION: TOWNSHIP: SOUTH RANGE: EAST
Fort Pierce,Florida
CLI G.S.ELEVATION(ft): DATE STARTED: 514117
LOCI TION: SEE BORING LOCATION PLAN WATER TABLE(ft): 5.7 DATE FINISHED: 514117
RE RKS: DATE OF READING: •518/2017 DRILLED BY: TM,RP,MC
EST.W;S:W;T-(ft): TYPE OF SAMPLING:
2 iJ BLOWS 7 p '• i I�! K ORG.
PER6" J ff m DESCRIPTION 200 i Mc
o 1 1,it INCREMENT ? z I�:II 3 w ! 5 h) i'r h) HR.) CONT.,
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!' 21-R R`
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.I fine SAND
. .greY�[SP] it
10-24-26 24'I :ti V
�1e':Kyti II 1.6 3A
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clayey fine.SAND,grey,[SC]
3-5-6
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5-5-5 10 I
IQ-
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I' BORING TERMINATED AT 10'
i "DYNAMIC CONE PENETROMETER(DCP)VALUES
' e R-DENOTES REFUSAL TO PENETRATION WITI4 DYNAMIC I II
CONE PENETROMETER. I i'
KIY TO BORING JLOGS
I' SOIL CLASSIFICATION CHART* �.
Sand or Gravel[SP SW,GP,GWI _ i
s 11UNIVERSAL, I
Sand or Gravel with Silt
or Clay[SPSM,SPsc]1.2 ENGINEERING
{ i SCIENCES, INLu
C.
I.
Silty.or C(eyydVy-,-Sand - I.
w or Gravel[SM;SCGM,GC] _
I III o
lz 50i
1 I HIOH 40
H Sand orG v011 Slitot'Cte
LML rCLM O ] so[M CH O
;
,
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F LID
0. ( it w 20 I
70
6#6I i
fSIICor Clayy wltk;Sand or Gravttl; 10- - - -- - I'
91
I
[ML,GL ML;CL,MH,CH;OL OH] 'u0 : i a I'
..t.. ...iir...r.c: 0 10 20 30 40 so 80 70 80 90 100
I. B5 I ... ,. :..... ..:.. LIQUID LIMIT
Silt or�Clayy l
(' I IML,CLML,CL,MH,CH,OL,OH] PLASTICITY CHART
100 rr: .......:a:........._..................:.::.
GROUP NAME AND,SYMBOL '
COARSE GRAINED SOILS FINE GRAINED SOILS HIGHLY ORGANIC SOILS
GAN" INORIC SILTS I
• • , I WELL-GRADED • WELL-GRADED ORGANIC SILTSICLAYS
,' I SLIGHT PLASTICITY .I
.� ' I SANDS[SWJ ! GRAVELS[GW] LOW PLASTICITY[OL]••
Ij II
[MLI
II I^f} 4i+t �� INORGANIC SILTY CLAY • :ORGANICSILTSICLAYS
ff { POORLY GRADED p t�° POORLY-GRADED LOW PLASTICITY MEDIUM TO HIGH
SANDS ESP] 'GRAVELS GP
c� S;• O L) L 1 �I [CL-MLI �' PLASTICITY[OH],. II'
yPOORLY-GRADED POORLY•GRADED r ! INORGANIC CLAYS PEAT,HUMUS,SWAMP SOILS
SANDS WITH SILT ° ! GRAVELS WITH SILT { LOW TO MEDIUM WITH HIGH ORGANIC l
II II i Cry i.j ISP-SM] p P [GP-GM] ®'i PLASTICITY[CL] CONTENTS[PTJ..
grd f POORLY-GRADED POORLY-GRADED 1 !
I G+ SANDS WITH CLAY ° GRAVELS WITH CLAY I INORGANIC SILTS HIGH
ISP-SC] p 9 IGP-GC] =�G PLASTICITY[MHl I'
I•
! RELATIVE DENSITY
i I f SILTY SANDS ° o SILTY GRAVELS f
-D INORGANIC CLAYS HIGH (SANDAN13GRAVEL)[SM] [GM] II j � PLASTICITY[CH] I VERY LOOSE-0 to 4 BlovualR.
i LOOSE-s to 10 Blowsift. '
i� II MEDIUM DENSE-11 to 30 Blowsift. lI i
t CLAYEY SANDS :"CLAYEY GRAVELS DENSE'•31 to 50 Blowe/ft
I [SC] [GC] VERY DENSE,more than 50 Blowslft. i f
I
IN ACCORDANCE WITH ASTM D 2487-UNIFIED SOIL
SILTYCLAYEYSANDS CONSISTENCY
SCSM 'CLASSIFICATION SYSTEM.
• [ 7 (SILT AND CLAY) 1
I'~ ,I •'LOCALLY MAY BE KNOWN AS MUCK.
t I•I,I i � � VERY SOFT-a to 2 Blowsift. I
SOFT-3 to 4 Blowsift. 1
FIRM-s to 8 Blowsift.
' NOTES: STIFF•9 to 18 Blowslft.
8•-DENOTES DYNAMIC CONE PENETROMETER(DCP)VALUE VERY-STIFF-17 to 30 Slowelft.
I R-DENOTES REFUSAL TO PENETRATION HARD-more than 30 Blows/ft j
1 �I P-DENOTES PENETRATION WITH.ONLY WEIGHT OF DRIVE HAMMER
NIE-DENOTES GROUNDWATER TABLE NOT ENCOUNTERED jl
j NOTE: DUAL�SYM OO..-ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS APPENDIXA.1
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IMPOP1801 InfoPmali o Rj'.��
eo ec n�c:a - -n �neor n o o !:
Subsurface . .. principal . construction .. . . . disputes.
hile you cannot eliminate all such risks, you can manage them. The following information is provided to help.
!j he Geoprofessional Business Association(GBA) Typical changes that could erode the-reliability of this report include
as prepared this"advisory to help you-assumedly those that affect: i
client representative—.interpret and-apply this the site's size or shape;
eoteehnical-engineering report as effectively the function of the proposed structure,as when it's
s possible:In that way,clients can benefit from
changed from a parking garage to an office building,or
lowered exposure'to the subsurface problems
from a light-industrial plant to a refrigerated warehouse;
the elevation,configuration,location,orientation,or
cat,for decades,"have been a principal cause of weight of the proposed structure;
onstruction delays,cost overruns;-elalms,and the composition of the design team;or
l isputes. If you have questions or want more project ownership. "
i formation,about any of the issues discussed below,.
ontact your GBA-member.geoteehnieal engineer. As a general rule,always inform your geotechnical engineer of project �.
etive involvement In the Geoprofessional Business changes-even minor ones-and request an assessment of their
ssoeiation exposes geotechnical engineers to a impact.The geotechnical engineer who prepared this report cannot accept i
responsibility or liability for problems that arise because the geotechnical
I ide array.of risk-confrontation techniques that can .
engineer was not informed about developments the engineer otherwise
�e,of genuine benefit for everyone'involved with a nstruction project. would have considered. °
This Report May Not Be Reliable i
,eotechnical-Engineering Services Are Performed for Do not rely on this report if your geotechnical engineer prepared it: '
peeifie.Purposes,.Persons,and Projects for a different client;
eotechnical engineers structure their services to meet the specific for a different project;
n ieds of their clients.A geotechnical-engineering study conducted for a different site(that may or may not include all or a I
f r a given civil engineer will not likely meet the needs of a civil- portion of the original site);or
arks constructor or even a different civil engineer.Because each before important events occurred at the site or adjacent
g'otechnical-engineering study is unique,each geotechnical- to it;e.g.,man-made events like construction or I i
e gmeering report is unique,prepared solely for the client.Those who environmental remediation,or natural events like floods,
r ly on a geotechnical-engineering report prepared for a different client droughts,earthquakes,or groundwater fluctuations.
c �be seriously misled.No one except authorized client representatives
s ould rely on this geotechnical-engineering report without first Note,too;that it could'be unwise to rely on a geotechnical-engineering
c nferring with the geotechnical engineer who prepared it.And no one report whose reliability may have been affected by the passage of time,
tj aof even you-should a l this re ort or an purpose or ro ect exec t {
� Y PPY P f YP P P 1 P because of factors like changed subsurface conditions;new or modified I.
one originally contemplated. codes,standards,or regulations;or new techniques or tools.If your
�I�I geotechnical engineer has not indicated an`apply-by"date on the report,
'ead this Report in Full ask what it Aould be,and,in general,if you are the least bit uncertain
• C'istly problems have occurred because those relying on a geotechnical- about the continued reliability of this report,contact your geotechnical v
e gineering report did not read it in'its entireYDonotrel onant engineer before applying it.A minor amount of additional testing or
eTecutive summary.Do not read selected elements.only.Read this report analysis if any required at all could
` s- -cou prevent major problems.
I,
'Most of.the"Findings"Related in This Report Are
Y u Need to lnform'Your Geotechnical Engineer Professional.Opinions
a Out Change Before construction begins,geotechnical engineers explore a site's
Y Lr geotechnical engineer considered unique,project-specific factors subsurface through various sampling and testing procedures. "
w ien designing the study behind this report and developing the Geotechnical engineers can observe actual subsurface conditions only.at
co'i firmation-dependent recommendations the report conveys.A few those specific locations where sampling and testing were performed.The `.
ical factors include: data derived from that sampling and testing were reviewed by your
` the clients goals,objectives!budget,schedule,and geotechnical engineer,who then applied professional judgment to
risk-management preferences; - form opinions about subsurface conditions throughout the site.Actual
the general nature of the structure involved,its size, sitewide-subsurface conditions may differ-maybe significantly=from
configuration,and performance criteria; , those indicated in this report.Confront that risk by retaining your. ,I
` the structures location and orientation on the site;and geotechnical engineer to serve on the design team from project start to {,
• li other planned or existing site improvements,such as project finish,so the individual can provide informed guidance quickly,
retdifiiiigiwalls,access roads,parking lots,and whenev' needed.
undC58round utilities.
This Report's Recommendations Are perform their own studies if they want to,and be sure to allow enough
onflrmationDependent time to permit them to do so.Only then might you be in a position !i
e recommendations included in this report-including any options to give constructors the information available to you,while requiring
or alternatives-are confirmation-dependent.In other words,they are them to at least share some of the financial responsibilities stemming
not final,because the geotechnical engineer who developed them relied from unanticipated conditions.Conducting prebid'and preconstruction
heavily on judgment and opinion to do so.Your geotechnical engineer conferences can also be valuable in this respect.
r ;] can finalize the recommendations only after observing actual subsurface
i conditions revealed during construction.If through observation your Read Responsibility Provisions Closely
° 4 geotechnical engineer confirms that the conditions assumed to exist Some client representatives,design professionals,and constructors do
ctually do exist,the recommendations can be relied upon,assuming not realize that geotechnical engineering is far less exact than other
no other changes have occurred.The geotechnical engineer who prepared engineering disciplines.That lack of understanding has nurtured
this report cannot assume responsibility or liability for confirmation- unrealistic expectations that have resulted in disappointments,delays,
dependent recommendations if you fail to retain that engineer to perform cost overruns,claims,and disputes.To confront that risk,geotechnical
construction observation. engineers commonly include explanatory provisions in their reports.
Sometimes labeled"limitations,"many of these provisions indicate
This Report Could Be Misinterpreted where geotechnical engineers'responsibilities begin and end,to help
Other design professionals'misinterpretation of geotechnical- others recognize their own responsibilities and risks.Read these
engineering reports has resulted in costly problems.Confront that risk provisions closely.Ask questions.Your geotechnical engineer should
by having your geotechnical engineer serve as a full-time member of the respond fully and frankly.
design team,to:
confer with other design-team members, Geoenvironmental Concerns Are Not Covered
help develop specifications, The personnel,equipment,and techniques used to perform an
review pertinent elements of other design professionals' environmental study—e.g.,a"phase-one'or"phase-two'environmental
plans and specifications,and site assessment—differ significantly from those used to perform
be on hand quickly whenever geotechnical-engineering a geotechnical-engineering study.For that reason,a geotechnical-
guidance is needed. engineering report does riot usually relate any environmental findings,
conclusions,or recommendations;e.g.,about the likelihood of
�ou should also confront the risk of constructors misinterpreting this encountering underground storage tanks or regulated contaminants.
report.Do so by retaining your geotechnical engineer to participate in Unanticipated subsurface environmental problems have led to project
rebid and preconstruction conferences and to perform construction failures.If you have not yet obtained your own environmental
observation. information,ask your geotechnical consultant for risk-management
guidance.As a genera]rule,do not rely on an environmental report
Give Constructors a Complete Report and Guidance prepared for a different client site,or project,or that is more than six
Some owners and design professionals mistakenly believe they can shift months old,
unanticipated-subsurface-conditions liability to constructors by limiting
the information they provide for bid preparation.To help prevent Obtain Professional'Assistance to Deal with Moisture
the costly,contentious problems this practice has caused,include the Infiltration and Mold
complete geotechnical-engineering report,along with any attachments While your geotechnical engineer may have addressed groundwater,
't appendices,with your contract documents,but be certain to note water infiltration,or similar issues in this report,none of the engineer's
onspicuously that you've included the material for informational services were designed,conducted,or intended to prevent uncontrolled
urposes only.To avoid misunderstanding,you may also want to note migration of moisture-including water vapor-from the soil through
dhat"informational purposes"means constructors have no right to rely building slabs and walls and into the building interior,where it can
n the interpretations,opinions,conclusions,or recommendations in cause mold growth and material-performance deficicncies.Accordingly,
the report,but they may rely on the factual data relative to the specific proper implementation of thegeotechnical engineer's recommendations
mes,locations,and depths/elevations referenced. Be certain that will not of itself be sufficient to prevent moisture infiltration.Confront
constructors know they may learn about specific project requirements, the risk of moisture infiltration by including building-envelope or mold
Including options selected from the report,only from the design specialists on the design team.Geotechnical engineers are.not building-
rawings and specifications.Remind constructors that they may envelope or mold specialists.
GEOPROFESSIONAL
BUSINESS
ASSOCIATION
Telephone:301/565-2733
ill
e-mail:info@geoprofessional.org wwwgeoprofessional.org
Copyright 2016 by Geoprofessional Business Association(GBA).Duplication,reproduction,or copying of this document,in whole or in part,by any means whatsoever,is strictly
'�ohibited,except with GBAs specific written permission.Excerpting,quoting,or otherwise extracting wording from this document is permitted only with the express written permission t
of GBA,and only for purposes of scholarly research or book review.Only members of GBA may use this document or its wording as a complement to or as an element of a report ofany
kind.Any other firm,intllvidual,or other entity that so uses this document without being a GBA member could be committing negligent j
i 5
I