Geological Report Wolf Technologies '04 (in vault) C
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6AV\
WOLF TECHNOLOGIES., INC.
REPORT OF A GEOTECHNICAL EXPLORATION
City Hafl Addition
City of Atlantic Beach, Florida
WOLF Project No. 1700-01-30
Prepared For-
PQH Architects, Inc.
4141 Southpoint Drive East
Jacksonville, Florida 32216
Prepared By -
Wolf Technologies, Inc.
3047-4 St. Johns Bluff Road South
Jacksonville, Florida 32246
Woff Technologies, Inc.
January 2, 2004
Mr. W. Robert Stasiewicz
PQH Architects, Inc.
4141 Southpoint Drive East
Jacksonville, Florida 32216
Subject: Report of Geotechnical Exploration
City Hall Addition
City of Atlantic Beach, Florida
WOLF Project No. 1700-0 1-3 0
Dear Mr. Stasiewicz:
Wolf Technologies, Inc. (WOLF) has performed a geotechnicai exploration for the proposed addition to
the existing Atlantic Beach City Hall facility. This report presents our understanding of the project,
outlines our exploratory procedures, and documents the field and laboratory test data obtained for the
proposed addition, along with our recommendations for foundation design and construction and site
preparation.
In summary, landfill debris was encountered within the upper approximately 6 feet of the subsurface profile
within the building addition footprint. This debris appeared to consist primarily of wood, glass and metal
within a silty fine sand soil matrix. Layers of organic silty sand and sandy silty peat were also encountered
in the upper approximately 6 feet of some of the borings. We understand that the landfill debris was
completely removed from the existing building footprint and replaced with compacted backfill, and shallow
foundations were used to support the existing structure. In our opinion, this process will also likely result in
the most predictable long-term building performance and is recommended for support of the new addition.
Detailed recommendations for foundation design and construction and site preparation are presented in
the Evaluation and Recommendations section 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 on future projects. If you have any questions concerning this report,
please contact us.
Sincerely,
WOLF TECHNOLOGIES,INC.
41�2
Thomas J. Nevin, P.E. 7iioltn4s ..iS�e KfritP.E.
Geotechnical Engineer Senior Geotechnical Engineer
Registered, Florida 50636 Registered, Florida 41199
Distribution: PQH Architects, Inc. (3)
File(1)
3047-4 St.Johns Bluff Road South Jacksonville, Florida 32246*Telephone (904) 997-1400 Fax(904)997-9150 www.wolftechinc.com
PQH ArckftecA,Inc.-Report of Geotechnical Exploration
ON Hall AddWn—Cky ofA danfic Beach, Florida
TABLE OF CONTENTS
SECTION/SUBJECT PAGE NUMBER
1.0 INTRODUCTION
2.0 PROJECT INFORMATION ....................................................................................... 2
2.1 General 2
2.2 Project Description.................................................................................... 2
3.0 FIELD EXPLORATION AND LABORATORY TESTING..................................... 3
3.1 Field Exploration....................................................................................... 3
3.2 Laboratory Testing.................................................................................... 3
4.0 SrM AND SUBSURFACE CONDITIONS .............................................................. 4
4.1 Site Conditions.......................................................................................... 4
4.2 Subsurface Conditions............................................................................... 5
4.3 Groundwater Conditions........................................................................... 5
5.0 EVALUATION AND RECOMMENDATIONS........................................................ 6
5.1 Basis of Evaluation and Recommendations............................................. 6
5.2 Foundation System Evaluation and Recommendations........................... 6
5.2.1 General...................................................................................... 6
5.2.2 Shallow Foundation Bearing Capacity..................................... 7
5.2.3 Shallow Foundation Settlement Potential................................
8
5.2.4 Foundation Interaction.............................................................. 8
5.3 Slab On Grade Support............................................................................. 8
5.4 Site Preparation Recommendations..........................................................
9
5.4.1 Removal of Deleterious Material.............................................
9
5.4.2 Surface Water and Shallow Groundwater Control.................. 9
5.4.3 Temporary Foundation Excavation Stability........................... 10
5.4.4 Structural Backfilling............................................................ 10
5.5 Foundation Bearing Surface Preparation.................................................. 10
5.6 Guidelines for Construction Monitoring and Testing.............................. I I
5.7 Review of Construction Plans and Specifications.................................... I I
APPENDIX
SiteLocation Map ............................................................................................................ A-1
FieldExploration Plan . ............................................................................................................ A-2
Generalized Subsurface Profile.................................................................................................. A-3
SoilTest Boring Records............................................................................................................ A4
AugerBoring Records ............................................................................................................ A-7
W0LFPrqJectNd. 1700-01-30
PQH Architects,Ina-Report of Geotechnical E.Xploration
ChV HaU Addition—Qv ofAAM*Beach,Floridg
Summary of Laboratory Testing Results................................................................................... A-8
Field and Laboratory Procedures................................................................................................ A-9
Keyto Soil Classification........................................................................................................... A-11
low
WOLF Project Na 170"J-30
PQM Architects,Inc--Report of Geolechnical Exploration
Cay Hall A ddition-CW ofAdanlk Beach,Florida
SECTION 1.0—INTRODUCTION
The purpose of this geotechnical exploration was to obtain information about the subsurface
conditions in the area of a planned addition to the existing Atlantic Beach City Hall building in
order to provide geotechnical recommendations for foundation design and construction and site
preparation.
This report documents the results of our geotechnical exploration and includes the following
items:
1. A review of available project and structural information
2. A discussion of the conducted field and laboratory testing services
3. A discussion of site and subsurface conditions
4. Our geotechnical recommendations for foundation design and construction
5. Site preparation recommendations.
6. An Appendix presenting the results of the field and laboratory testing.
WOLF Project No. 1700-01-30 Page I
PQHArchitects,Inc--Report of Geotechnical Exploradon
City Hall Addidon—City of Allandc Beach, Florida
SECTION 2.0-PROJECT INFORMATION
2.1 General
Project information was provided by you during the period from December 4 through 12, 2003.
We were provided with a copy of a building footprint plan,prepared by PQH, dated December 5,
2003. As shown on the Site Location Map and Field Exploration Plan in the Appendix, the
proposed single-story addition will be located on the south side of the exi ing wes ern' g"of
st t 'win
the city hall building.
2.2 Proiect Description
The project will include design and construction of a single-story structural addition with plan
dimensions of about 40 by 50 feet. Detailed structural information has not yet been provided;
however, we assume that maximum column/pier and bearing wall loads will not exceed 100 kips
and 3 k1f, respectively. We also assume that less than two feet of earthwork cut or fill will be
required to bring the building site to the desired grade.
WOLFNoJectNo. 1700-01-30 Page 2
PQM Architects,Ina-Report of Geolechnical Exploration
City Hall Addition—ChV ofA dantic Beach, f7orida
SECTION 3.0-FIELD EXPLORATION AND LABORATORY TESTING
3.1 Field Exploration
In order to explore the subsurface conditions in the area of the planned addition, three soil test
borings were drilled to a depth of 15 feet each below the existing ground surface and three auger
borings were drilled to a depth of 6 feet each below the existing ground surface. In the upper 6
feet of the soil test borings, manual augering and static cone penetrometer testing was conducted
because of the possible presence of buried utilities in the area. The boring locations are shown
on the Field Exploration Plan in the Appendix. The boring locations were established by our
field personnel using measurements from the existing City Hall building. The ground surface
elevations at the boring locations were neither provided nor established.
The Generalized Subsurface Profile and Soil Test Boring Records in the Appendix graphically
show the penetration resistances and present the soil descriptions for each soil test boring. The
Auger Boring Records in the Appendix present the stratification and soil descriptions encountered
in the auger borings. The stratification lines on the boring records represent the approximate
boundaries between soil types. The actual transition between soil types may be gradual.
A brief description of the exploratory drilling and sampling techniques used is presented in the
Field and Laboratory Procedures section of the Appendix.
3.2 Laboratory Testint!
In order to help classify the soils and quantify and correlate engineering properties, laboratory
index property and classification tests were performed on soil samples obtained from the borings.
The laboratory testing included three moisture content tests three fines content (material passing
the no. 200 mesh sieve)tests, and three organic content(loss on ignition)tests.
The results of these tests are presented on the Summary of Laboratory Test Results sheet in the
Appendix. A brief description of the laboratory test procedures used is presented in the Field and
Laboratory Procedures section in the Appendix.
WOLF Project No. 1700-01-30 Page 3
PQHArcbMects,Inc.-Report of Geotechnical Exploration
Cky MallAddition—C&ofAdangic Beach,Florida
SECTION 4.0-SITE AND SUBSURFACE CONDITIONS
4.1 Site Conditions
The site conditions were observed by a geotechnical engineer from our office on December 12,
2003. The area of the proposed addition consisted of a maintained grass lawn with various
landscaping and palm and cypress tree vegetation. Some standing water was observed in the
area and we understand that this area serves as a shallow stormwater retention swale for the
existing City Hall facility. An adjacent deeper drainage ditch/lagoon containing standing water
was also observed to the east of the planned building addition area. The building addition site
sloped downward from west to east with an estimated approximately two feet of elevation
differential. The following photograph shows the general building addition area.
0*4 7
Proposed Building Addition Area Looking North
WOLF Project No.1700-01-30 Page 4
PQH Architects,Inc.-Report of Geolechnical Exploration
Hall AddWn—City ofAllandc Beach,Florida
4.2 Subsurface Conditions
The Soil Test Boring Records and Auger Boring Records in the Appendix provide a detailed
description of the subsurface conditions encountered at each boring location. When reviewing the
boring records and the subsurface profile, it should be understood that soil conditions could vary
between and away from boring locations.
A surficial layer of dark brown silty fine sand (Unified Soil Classification of SM) with roots was
initially encountered in the borings to a depth ranging from about 6 inches to 2 feet. Beneath this
surficial topsoil layer, dark brown silty fine sand (SM) with pieces of wood, metal, glass and
other debris was penetrated to a depth ranging from about 3 to 6 feet. This material is believed
to be associated with landfill debris placed within an existing natural drainage feature to raise the
site grade prior to development of the site area. In some of the borings; (B-3, A-I and A-2, an
intermediate organic soil layer consisting of either dark brown sandy silty peat (Pt) or organic
silty fine sand (SM) was encountered beneath the suspected landfill debris. Very loose to
medium dense brown to light brown fine sand to slightly silty fine sand (SP to SP-STM) was then
encountered to the deepest boring termination depth of 15 feet below the existing ground surface.
4.3 Groundwater Conditions
The groundwater level was measured in the borings at the completion of drilling. 'fhe
groundwater level was encountered at a depth ranging from about 3Y2 to 5 feet below the existing
ground surface. Fluctuation in the observed 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.
WOLF P�vject No. 1700-01-30 Page 5
PQH Architects,Inc. -Report of Geolechnical Exploration
ChV Hall A ddhion—ChV of Atlantic Beach, Florida
SECTION 5.0—EVALUATION AND RECOMMENDATIONS
5.1 Basis of Evaluation and Recommendations
The following evaluation and recommendations are based upon the previously presented project
information and structural conditions along with the data obtained during this exploration. The
field and laboratory data have been compared with previous performances of similar structures
bearing on soils similar to those encountered at this site. If the structural information is incorrect or
if the location of the proposed structure changes, we should be contacted so that our
recommendations can be reviewed. 'Me discovery of any site and/or subsurface condition during
construction that deviates from the data obtained in th s exploration should also be r d to us
i eporte
for our evaluation. The assessment of site environmental conditions or the presence of pollutants
in the soil, rock or groundwater of the site is beyond the proposed scope of this exploration.
5.2 Foundation System Evaluation and Recommendations
5.2.1. General
We understand that the near surface landfill debris encountered in this exploration was a so
previously encountered within the footprint area of the existing City Hall building. TMs material
was removed from the building footprint area and replaced with compacted structural fill to allow
shallow foundation support of the structure. We consider this an acceptable alternative for support
of the planned structural addition.
We have also briefly considered deep foundation support of the addition to avoid the
requirement/cost of dewatering the site area, excavating and removing the deleterious landfill
debris (and hauling this material to an appropriate sanitary landfill), possible temporary shoring of
the existing structure and adjacent parking area, and placement of compacted structural backfill to
the desired finished grade. We note that any alternative that includes leaving organic material
r" (manmade waste or natural organic material) in place beneath the structure could result in
generation of methane gas as organic decomposition occurs, and some means of intercepting,
collecting and venting this gas to prevent it from accumulating within the overlying structure
WOLF Project No. 1700-01-30 Page 6
PQH Archifeca,Inc.-Report of Geotechnical Exploration
City Hall Addition-City ofAllandc Beach,Horida
would need to be included in the design. Also, some partial excavation of the debris might be
necessary at individual deep foundation locations to facilitate foundation installation, thus
increasing the overail cost of the installation.
For these reasons, we believe that complete removal and replacement of the landfill debris and any
deleterious natural organic soil deposits followed by construction of shallow foundation elements
for support of the structure would result in the most predictable long term building addition
perfon-nance. Since the building addition area is relatively small, we do not anticipate diat the
overall site improvement cost in conjunction with shallow foundation support of the structure
would be significantly more than a deep foundation support alternative, particularly if partial
excavation of debris and construction of a methane gas collection/venting system is required
beneath the structure. We also note that soil strata necessary for development of significant deep
foundation capacity were not encountered in the upper 15 feet of the soil profile and deeper borings
would be required to acceptably evaluate economical low noise and low vibration deep foundation
alternatives, such as augered cast-in-place piles or helical compression anchors.
The following paragraphs address our evaluation of bearing capacity and settlement for the
proposed building addition, assuming complete removal of the landfill debris and natural
deleterious organic soil deposits is perfonned.
5.2.2 Shaflow Foundation Bearina Capacitv
Individual column and continuous footings as required for structural support may bear within
compacted acceptable existing soils or compacted structural fill soils. Assuming any underlying
deleterious organic soils are removed from beneath the foundation locations, the shallow
foundation system for the proposed structures may be designed using an allowable bearing
pressure of up to 2500 pounds per square foot (psf). Individual column and/or continuous footings
may bear on compacted acceptable existing soils or compacted structural fill soils. The footings
should ideally bear at least 18 inches below the finished exterior grade in order to provide
confinement for the bearing level soils. Minimum footing widths of 18 and 24 inches are
recommended for continuous and individual footings, respectively, even though the allowable
bearing pressure may not be fully developed in all cases. A density equivalent to at least 95
percent of the Modified Proctor maximum dry density (ASTM D-1557) should be achieved in the
footing bearing level soils.
WOLFProject No. 1700-01-30 Page 7
PQH Architects,Inc--Report of Geolechnical Exploration
City Hall Addition—City of Atlantic Beach, Florida
5.2.3 ShaHow Foundation Settlement Potential
We have compared the field and laboratory 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 2500 psf and assuming the recommended site preparation is
performed, we have estimated that the total settlement of the structure will be on the order of V2
inch or less. Differential settlements (between adjacent columns or along the length of a
continuous wall footing) should be approximately one-half of the total settlement. This settlement
will primarily be the result of elastic compression of the upper sandy soils and should occur ahn st
o
immediately upon application of the structural dead load. The site preparation procedures outlined
below should be followed in order to achieve the foundation design recommendations.
5.2.4 Foundation Interaction
Care should be used while excavating adjacent to the footings of the existing City Hall building.
The footing bearing level elevation for the building addition should be designed at or within six
inches of the existing adjacent footings in order to avoid significant foundation stress interaction
between the existing and proposed footings. If the proposed footings are designed at a higher or
lower bearing elevation than the existing footings, we should be contacted to evaluate the stress
increase on the existing footings. If the excavation operations occur within ten feet of the existing
foundations, the excavations should be sloped at 1:1 (H:V) away from the existing adjacent
footing bearing level in order to avoid distress to the existing building. Alternatively, the existing
footings can be braced and shored.
5.3 Slab—On-Grade Suppo
The ground floor slab for the proposed building may be constructed directly on a free-draining
compacted fme sand subgrade. A gravel frost barrier protection layer is not considered necessary.
The natural sandy or recommended backfill soils should be compacted to a density of at least 95
percent of the Modified Proctor maximum dry density to a depth of at least 12 inches. A vapor
barTier may be installed on top of the subgrade to help reduce dampness on the surface of the floor
slab. A vapor barrier is generally understood to consist of overlapping sheets of plastic in which
no attempt is made to seal the overlap. Where possible, we recommend that slabs be jointed
around columns and walls to permit slabs and foundations to settle differentially.
WOLF Project No. 1700-01-30 Page 8
PQH Architects,Ina -Report of Geotechnical Exploration
ChV Hall A ddidon—City of Atlantic Beach,Florida
5.4 Site Preparation Recommendations
5.4.1 Removal of DeleteHous Material
All deleterious landfill debris and natural buried organic soil deposits should be excavated and
removed from the building addition footprint area. Based on the boring results, an excavation
depth of six feet or less should be required to remove most of the deleterious manmade and natural
material. The limits of the excavation should extend laterally beyond the building footprint one
foot for every two vertical feet of excavation required. The resulting excavation should be
backfilled with compacted structural fill as discussed later in this report.
5.4.2 Surface Water and Shaflow Groundwater Control
The need for groundwater control should be anticipated during excavation operations performed to
remove the deleterious material. The groundwater level can generally be lowered up to about 3
feet by pumping from barrel sumps located in perimeter ditches or pits if off-site gravity drainage
cannot be established. All sump inlets should be located outside the bearing areas to avoid
loosening and disturbance of the sandy bearing soils. The groundwater level should be lowered to
at least 12 inches below the bottom of any excavations made during construction and 24 inches
below the surface of any vibratory Compaction operations. In order to accept-ably dewater the
excavation and allow backfill placement and compaction, a fully sanded vacuum wellpoint system
or vacuum horizontal "sock"underdrain system will probably be required.
The need for surface water runoff control should be anticipated during the site preparation and
foundation construction process. Lack of proper controls could result in ponding of surface water
in foundation bearing areas and on compacted soil surfaces. The ponded water, combined with
machine or foot traffic during construction operations or other activities, could disturb otherwise
acceptable soils or previously compacted existing soils, causing instability, pumping, and
unacceptable conditions. The ponded water will also impede or prevent sod compaction
operations and reduce construction trafficability.
WOLFProjeciNo. 1700-01-30 page 9
PQHArchkeds,Inc.-Report of Geolechnical Exploration
City Hall Addhion—Clry of Adande Beach,Florkda
5.4.3 Tempomry Foundation Excavation Stabili
Generally, for excavations less than 5 feet deep, the sides of the excavation can temporarily stand
with practically vertical cut slopes as a result of the apparent cohesion from the soil moisture. For
excavations greater than 5 feet deep, however, temporary side slopes in the sandy soils of 1 V2:1
(H:V) or flatter should be maintained or the excavation properly braced or shored. The flatness of
the slope will depend upon the type of groundwater control employed. Where the groundwater is
permitted to seep through the sides of the excavation (to be collected and removed by sumps),
temporary side slopes of 2:1 (H:V) or flatter should be maintained for excavations deeper than
about 5 feet In areas where groundwater will be more effectively controlled through the use of
vacuum wellpoint dewatering systems, temporary excavation side slopes should be cut no steeper
than ll,,2:1 (H:V).
5.4.4 Structural Backfiffin
Structural backfill may be placed in lifts not exceeding 6 inches in loose thickness when using
lightweight vibratory compaction equipment or the overlapping tracks of a bulldozer. Larger
vibratory compaction equipment should not be allowed to operate near the existing building. Each
lift should be thoroughly compacted with the vibratory equipment until densities equivalent to at
least 95 percent of the Modified Proctor maximum dry density are uniformly obtained. Structural
fill should consist of an inorganic, non-plastic, granular soil containing less than 10 percent
material passing the No. 200 mesh sieve (relatively clean sand with a Unified Soil Classification of
SP or SP-SM).
5.5 Foundation Rearing Surface Preparation
The upper 12 inches of the sandy bearing level soils in the foundation excavation bottoms should
be compacted/re-compacted to densities equivalent to 95 percent of the Modified Proctor
maximum dry density. Due to limited access in the individual excavations, compaction or
recompaction of the bearing level soils (if loosened by the excavation process) can probably be
best achieved by making several passes with a relatively lightweight, walk-behind vibratory sled or
roller.
PRO
WOL F P�qkct No. 1700-01-30 Page 10
PQHArchilecls,Inc.-Report of Geolechnical Exploration
City HallAddidon—City ofAdantic Beach, Florida
5.6 Guidelines for Construction Monitorine and Testine
Prior to initiating compaction operations, we recommend that representative samples of the
structural fill material to be used and 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 structural fill and existing soils and to determine if the
fill material is acceptable.
A representative number of in-place field density tests should be performed in the compacted
existing soils and in each lift of structural fill or backfill to confirm that the required degree of
compaction has been obtained. In-place density tests should also be performed at representative
locations in the bearing level soils in the footing excavation bottoms. We recommend that at least
one density test be performed for every 2500 square feet of compacted existing soils, subgrade,and
in each 0 of compacted fill. In addition, we recommend that at least one density test be
performed for every 100 square feet of shallow foundation footing bearing area.
5.7 Review of Construction Plans and Specifications
It is recommended that our office be provided the opportunity to make a general review of the
foundation and earthwork plans and specifications prepared from the recommendations presented
in this report. We would then suggest any modifications so that our recommendations are properly
interpreted and implemented. Our report has been written in a guideline recommendation format
and is not appropriate for use as a specification without in part being reworded into a specification-
type format. It is recommended that this report not be made a part of the contract documents;
however, it should be made available to prospective contractors for information purposes.
WOLF Project No. 1700-01-30 Page 11
APPENDIX
A-1
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00
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t Ch '7""7
X
REFERENCE: Jacksonville Beach Florida Quadrangle
*% WOLF TECHNOLOGIES, INC.
USGS Topographic Map Jacksonville,Florida
Dated 1964, Revised 1992
SITE LOCATION MAP
GRAPHIC SCALE City Hall Addition
City of Atlantic Beach
Atlantic Beach, Florida
01 500' 1000' WOLF Project No.: Date:
1700-01-30 12/12/2003
A-2
A-3
A-1
CAI
B-2
B-3
Proposed Addition
B-1 (Shaded)
CIA Oil
GRAPHIC SCALE
01 5' 10,
REFERENCE: Partial Floor Plan Drawing
WOLF TECUMOLOGIE4 IN&
Prepared By:PQH Architects, Inc. Jacksonville,Florida
Date Unknown
FIELD EXPLORATION PLAN
LEGEND City Hall Addition
B-1 City of Atlantic Beach
A-1 Soil Test Boring Location Atlantic Beach, Florida
Auger Boring Location WOLF Project No.: Date:
1700-01-30 12/12/2003
A-3
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A-4
SOIL TEST BORING RECORD
1PROJECT NAME:City Hall Addition-City of Atlantic Beach,Florida
0.. -01-30 BORING NO..�1]
PROJECT N 1700
SURFACE ELEVATION:N/R BORING DEPTH
GROUNDWATER DEPTH—:3.5 Feet DATE DRILLED:17-Dec-031
STABILIZED GROUNDWATER DEPTH:N/R
PAGE 1 OF I
Depth — Penetration Resistance Laboratory Test Data
(Feet) 0 20 40 60 80 100 Sample Data %F %W LL PI
0.0 ----
Dark brown silty fine SAND with Esome roots(SM]
0.6 gE
y f
I S
SPI
1.2 FDEark gray-broEwnfine ESAND[SPI
VERY LOOSE dark brown silty fine SAND with some
pieces of wood glass and metal(SMI
I--- -------- ---------- -- -- ------------------- -------I------- ------ ---------
6.0
VERY LOOSE dark brown slightly silty fine SAND with a
few roots[SP-SM] 2,2,1 (3)
7.5
1,4,1(10)
VERY LOOSE to LOOSE brown fine SAND[SP]
------- --- --- --- --- ------------------ ------ ------- ------
12.0
VERY LOOSE light brown fine SAND[SPI
2,2,1 (3) 1
15.0
LEGEND SPT Sample(Blow C NOTE S -7
%F: Fines Content Drill Rig: CME 45C-Manual SPT Hammer
%W: Water Content
LL: Liquid Limit
PI: Plasticity Index
NIR Not Recorded
Licensed To:Wolf Technologies,Jacksonville,Florida
SOIL TEST BORING RECORD A-5
4
PROJECT NAME:City Hall Addition-City of Atlantic Beach,Florida
0-1
PROJECT NO.:1700-01-30
S SU i BORING NO.:B-2,1
URFACE ELEVATION:N/R BORING DEPTH:15.0 Feet
GROUNDWATER DEPTH:3.3 Feet DATE DRILLED:17-Dec-031
STABILIZED GROUNDWATER DEPTH:N/R
PAGE I OF I
Depth Penetration Resistance Laboratory Test Data
(Feet) 0 20 40 Sample Data %F %W LL PI
0.0
FDark gray-brown silty fine SAND with some roots[SM]
t
1.8
2.1 Brown to Ii ht brown fine SAND(SPI
Dark brown silty fine SAND with some pieces of wood
' n ht brown fi ne AND
row to
y fi wlt
Dark br 7nne ANSD h�
glass m ow I slIt t S rl [S
glass metal and other debris(SM]
4.4
-- --- - ---------------------- ------ -------I------- ---------
LOOSE dark brown fine SAND[SP]
6�O
5,5,5(10)
LOOSE to MEDIUM DENSE dark brown slightly silty fine 6,6,7(13)
SAND r'SP-SMj
-- ------ -------
------ --- --- --- ------------------ ------ ------- ------ ---------
12.5�
LOOSE light brown fine SAND[SPI
3,3,3(6)
15.0
LEGEND SPT sample(Blow Count) NOTES
%F: Fines Content Drill Rig: CME 45C-Manual SPT Hammer
%W: Water Content
LL: Liquid Limit
PI: Plasticity Index
N/R Not Recorded
Licensed To:Wolf Technologies,Jacksonville,Florida
A-6
SOIL TEST BORING RECORD
PROJECT NAME:City Hall Addition-City of Atlantic Beach,Florida
PROJECT NO.:1700-01-30 BORING NO.:B-3
SURFACE ELEVATION:N/R BORING DEPTH:15.0 Feet
GROUNDWATER DEPTH:4.8 Feet DATE DRILLED:17-Dec-03
STABILIZED GROUNDWATER DEPTH:N/R PAGE I OF I
Depth —Penetration Resistance Laboratory Test Data
(Feet) 0 20 40 60 80 100 Sample Data %F %W LL Pi
0.0
Dark gray-brown silty fine SAND with some roots[SM]
Dark gray-brown silty fine SAND with some pieces of
wood glass metal and other debris(SMI
2.5
Dark brown silty fine SAND[SM]
3.6
Dark brown organic silty fine SAND[SM]
4.1
--- --- --- -- -------------
------- -------------- ------ -------
LOOSE dark gray-brown fine SAND[SPI
1 2,3,3(6)
8.5
2,2,5(7)
--- ------------------ ------- ------ ----------
LOOSE light gray-brown fine SAND[SP]
--- ---- --- --
12.5
LOOSE light brown fine SAND[SPI
2,3,3(6)
L
15.0
LEGEND NOTES
%F: Fines Content Drill Rig: CME 45C-Manual SPT Hammer
%W: Water Content
LL:
Liquid Limit
PI: Plasticity Index
N/R Not Recorded
Licensed To:Wolf Technologies,Jacksonville,Florida
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Wolf Technologies, Inc.
AUGER BORING RECORDS
City Hall Addition
City of Atlantic Beach
Atlantic Beach, Florida
WOLF Project No. 1700-01-30
Boring No.
and Depth
Date Range Description
Drilled (Feet)
0.0 -0.5 Dark brown silty fine SAND (SM) with some roots
0.5 - 1.0 Dark gray-brown slightly silty fine SAND (SP-SM) with a few roots
1.0 -2.0 Gray fine SAND (SP) with a few roots
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12/17/2003 2.0 -2.8 Dark gray silty fine SAND (SM) with a few roots
2.8 - 5.4 Dark brown sandy very silty PEAT (Pt)
5.4 -6.0 Dark brown fine SAND (SP)
ABTl GWL 2: 4.5 Feet at TOD'
0.0 - 1.1 Dark brown silty fine SAND (SM) with some roots
1.1 —2.3 Dark brown sandy silty PEAT (Pt)
A-2 2.3 - 3.0 Dark brown slightly silty fine SAND (SP-SM)
12/17/2003 3.0 -4.9 Brown fine SAND (SP)
4 —6.0 Dark brown fine SAND (SP)
.9 —
ABT1 GWL 2: 3.9 Feet at TOD3
0.0 -0.9 Dark gray-brown silty fine SAND (SM) with some roots
0.9 - 1.2 Gray-brown fine SAND (SP) with a few rock and shell fragments
1.2 - 1.9 Brown fine SAND (SP)
A-3 1.9 - 3.0 Dark brown slightly silty fine SAND (SP-SM)
12/17/2003 3.0 - 5.0 Dark brown slightly silty fine SAND (SP-SM) with some pieces of
glass, paper, tile and other debris
5.0 -5.7 Dark brown organic silty fine SAND (SM) with some pieces of wood
5.7 -6.0 Brown fine SAND (SP)
ABT1 GWL 2: 4.1 Feet at TOD 3
Notes: 1.ABT=Auger Boring Terminated
2.GWL=Groundwater Level
3.TOD=Tirne ofDrilling
3047-4 St.Johns Bluff Road South-Jacksonville, Florida 32246-Telephone(904)997-1400-Fax(904)997-9150
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Field and Laboratory Procedures
City Hall Additions
City of Atlantic Beach
Atlantic Beach, Florida
WOLF Job No. 1700-01-30
Soil Test Boring
The soil test borings were performed in general accordance with ASTM D-1586,
"Penetration Test and Split-Barrel Sampling of Soils." The borings were advanced using
a continuous flight auger. At regular intervals, the drilling tools were removed and soil
samples were obtained with a standard 1.4-inch I.D., 2.0-inch O.D., split-tube sampler.
The sampler was first seated six inches and then driven an additional 12 inches with
blows of a 140-pound hammer failing 30 inches, The number of hammer blows required
to drive the sampler the final foot is designated the "Penetration Resistance." The
penetration resistance, when properly interpreted, is an index to the soil strength and
density.
Representative portions of the soil samples, obtained from the sampler, were placed in
glass jars and transported to our laboratory. The samples were then classified by a
geotechnical engineer.
Auger Borings
The auger borings were advanced manually using a bucket type hand auger. The soils
encountered were identified, in the field, from cuttings brought to the surface by the
augering process. Representative soil samples were placed in glass jars and transported
to our laboratory where they were classified by a geotechnical engineer.
Static Cone Penetrometer Soundings
The static cone penetrometer soundings were performed using a Brainard-Kilman
portable static cone penetrometer (Model No. S-214). This penetrometer consists of an
outer sleeve and an inner rod which is connected to a hydraulic load cell located at the
top of the assembly. The inner rod acts independently from the outer sleeve to eliminate
the effects of soil friction and is fitted with a 60-degree (included angle) conical tip having
2
an area of 1.5 cm . The system has the capability of measuring tip resistances of up to
70 kg/CM2.
The penetrometer was advanced in six-inch increments into the soil. The tip resistance
for each 6-inch interval was recorded. After pushing the device each 6-inch interval, the
penetrometer was slightly retracted in order to return the gauge to a zero reading and
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then advanced an additional six inches for the next reading. When the device could no
longer be advanced, due to soil friction acting on the outer rod, a borehole was advanced
using a bucket-type hand auger to the next test depth and subsequent cone soundings
were performed at 6-inch depth intervals.
Moisture Content
The moisture content is the percentage of water in a soil sample determined by dividing
the weight of water in a given mass of soil by the weight of the solid particles. The
moisture content can exceed 100 percent if there is more water than solid particles by
weight in a soil sample. This test was conducted in general accordance with ASTIVI D
2216.
Fines Content
In this test, the sample is dried and then washed over a No. 200 mesh sieve. The
percentage of soil by weight passing through the No. 200 sieve is the percentage of fines
or portion of the sample in the silt and clay size range. This test was conducted in
general accordance with ASTIVI D 1140.
Organic Content (Organic Loss on Ignition)
The amount of organic material in a sample is determined in this test. The sample is first
dried and weighed, then ignited and reweighed. The amount of organic material is
expressed as a percentage. This test was conducted in general accordance with ASTIVI D
2974.
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WOLF TECHNOLOGIES, INC.
KEY TO SOIL CLASSIFICATION
CORRELATION OF STANDARD PENETRATION RESISTANCE(N)VALUES WITH RELATIVE DENSITY AND CONSISTENCY
SANDS AND GRAVELS SILTS AND CLAYS
NO.OF SLOWS, N RELATIVE DENSITY NO.OF BLOWS,N CONSISTENCY
0-4 VERY LOOSE 0-2 VERY SOFT
5-10 LOOSE 3-4 SOFT
11 -30 MEDIUM DENSE 5-8 FIRM
31 -50 DENSE 9-15 STIFF
OVER 50 VERY DENSE 16-30 VERY STIFF
31 -50 HARD
OVER 50 VERY HARD
PARTICAL SIZE IDENTIFICATION -(UNIFIED SOIL CLASSIFICATION SYSTEM)
BOULDERS COBBLES GRAVEL SAND SILT CLAY
I I COARSE FINE COARSE I MEDIUM FINE j I I
12" 3" 3/4" 4.76mm 2.Omm 0.42mm 0.074mm 0.002mm
MODIFIERS
P-0 These Modifiers Provide Our Estimate of the Amount of Fines (Silt-or Clay-Size Particals) in the Soil Samr)le
APPROXIMATE FINES CONTENT MODIFIERS UNIFIED SOIL CLASSIFICATION SYMBOL
5%to12% SLIGHTLY SILTY OR SLIGHTLY CLAYEY SP-SM or SP-SC
12%to 30% SILTY OR CLAYEY
30%to 50% SMorSC
VERY SILTY OR VERY CLAYEY SM or SC
These Modifiers Provide Our-Estimate of Shell, Rock Fragments, or Roots in the Soil Sample
APPROXIMATE CONTENT BY WEIGHT MODIFIERS
1%to 5% Trace
5%to 12% Few
12%to 30% Some
30%to 50% Many
These Modifiers Provide Our Estimate of Oraanic Content in The Soil Sarngles
ORGANIC CONTENT MODIFIERS
1%to 3% Trace
3%to 5% Slightly Organic
5%to 30% Organic
>30% Peat
WOLF rECHNOLOGIES, jNc.
Jacksonville,Florida