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�s Subsoil Investigation Report0. •r5
prepared by:
ederal
& TESTING INC. w.fed-eng.com
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' Contact. Mack Mattos
Address: 10967 S. Ocean Drive
Jensen Beach,FL 34957
Project: Proposed Single Family Home
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j y LL Address: 20 Nettles Blvd.
Jensen Beach,FL 34957
. YDate: Thursda
,June 08 2017 I
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technical ' Materials Testing Inspections Environmental
• Phone 954-784-2941
ederal 800-848-1919
&TESTING INC. Fax 954-784,-7875
250 SW 13th Ave Pompano Beach,FL 33069
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Table of Contents
Client Information ------------------------------------------------------------------------ pg. 1
Project Information ---------------------------------------------------------------------- pg. 1
General Soil Descriptions -------------------------------------------------------------- pg. 1
Foundation Recommendations --------------------------------------------------------- pg. 2
SoilParameters -------------------------------------------------------------------------- pg. 3
Excavations ------------------------------------------------------------------------------- pg. 3
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Settlement -------------------------------------------------------------------------------- 4
--- pg.
Grading ------------------------------------------------------------------------------------ pg. 4
Appendices ----------------------------------------------------------------------------------- pg. 5
Soil Boring Log(s)
Project Location
Soil Boring Location(s)
Soil Classifications
Sampling Procedures
Limitations of Liability
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For Your Information
Our findings in this report are based on soil conditions encountered in the test bore locations only, proposed structure to
be built, (if available at this stage),Florida Building Code requirements and standard engineering practices.If your report
is preliminary(i.e. vacant land or building to be demolished) additional borings are required within the foot print of the
proposed structure once the location&layout of the proposed structure is known.
Please read this report in its entirety and follow all recommendations. Failure to do so may result in the permitting
agency (Building Department, etc.) withholding the Certificate of Occupancy. This will cause delays and additional
costs.The Permitting Agency will require a final certification or signing off of the project prior to issuing the Certificate
of Occupancy. All of our recommendations need to be followed to receive,a final certification from F.E.T., including
densities on each lift,demucking verification,piling inspection,etc.,whichever recommendation applies to your project.
Please schedule us at least 24 hours in advance for all tests and inspections. If you choose to use another En Igineering
Firm, you must verify they will provide you with the proper certification in writing, as outlined in our report. Our firm
will only provide a certification letter if it has verified all work as recommended in our report.
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B M,AMI.OAD T .
Construction Material American Concrete Miami Dade Florida Depadment
Engineering Council Institute County of Transpo iation
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Phone 954-784-2941
ederal 800-848-1919
LIA&TESTING INC. Fax 954-784-7875
250 SW 13th Ave Pompano Beach,FL 33069 fed-enp.Com
Thursday,June 08,2017 Job Order Number 17-SB-420
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Mel-Ry Construction,Inc.
10967 S.Ocean Drive
Jensen Beach,FL 34957
Attn.: Mack Mattos
RE: Subsoil Investigation
Proposed Single Family Home
20 Nettles Blvd.
Jensen Beach,FL 34957
Dear Sirs:
Pursuant to your request,Federal Engineering&Testing, Inc.has completed a subsoil investigation on 06/06/2017 at the
above referenced site. The purpose of our investigation was to verify subsoil conditions relative to foundation
preparation and design.
A total of two(2) DCP borings were performed according to ASTM D-6951 drilled down to a depth of fifteen!feet(15)
below the existing ground surface. (See attached field sketch for locations).The following is a general description of soil
stratas for the subject site:
Depth
Descripti'on;of"Soils; .
From: To
0" 6" Topsoil&Vegetation
61 6 Pale Brown Sand" .
6' 15' Gray Silty Sand with Shell Fragments
Groundwater table elevation was measured immediately at the completion of each boring and was found at an average
depth of six (6) feet below existing ground surface. Fluctuation in water level should be anticipated due toi seasonal
variations and run off as well as varying ground elevation, construction dewatering and pumping activities in'I the'area.
Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed.
Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the
project. The contractor shall,make sure that groundwater levels on adjacent properties are not affected by the contractors
dewatering activities. Specialty groundwater contractors shall be consulted for all work below the groundwater level.
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Thursday,June 08,2017
201Vettles Blvd.
Jensen Beach,FL 34957
Page 2
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The boring log(s) attached present a detailed description of the soils encountered at each location. The soil stratification
shown on the boring log(s) is based on the examination of the recovered soil.samples and interpretation of the driller's
field log(s). It indicates only the approximate boundaries between soil types. The actual transitions between adjacent
soil types may be gradual.
From a geotechnical engineering perspective, the site is suitable for the construction of the proposed structure,provided
that the surface sand layers are compacted in place and proof rolled. Localized areas of loose materials, if present, will
become evident during site clearing,grubbing and proof rolling,and must be removed prior to filling operations.
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Based on our understanding of the proposed structure and the information obtained from our field boring log(s); we
recommend the following procedures for foundation design:
1) Strip the entire footings and building construction areas plus five(5) feet past the outer perimeter of topsoil and
ground vegetation (when encountered) down to clean granular material. Any underground structures, utility
lines, root systems and drainage trenches, etc. must be removed in their entirety from beneath the proposed
construction areas. The city arborists should be contacted prior to any land clearing to verify compliance with
any local codes.
2) Saturate and compact all construction areas with a heavy self propelled vibratory roller to a minimum of 95%of
the ASTM D-1557 modified proctor method. Make a minimum of ten (10) passes with the roller in each
direction.
3) Care should be taken when using vibration in case of existing structures in the vicinity of the construction area.
If vibration cannot be used for compaction, static compaction may be applied. However, in this case, the
compacted layer should not exceed 6 inches in thickness.
4) Backfill construction areas to proper elevation if needed using a clean granular material placed in lifts not to
exceed twelve(12)inches in thickness and compacted as per item 2.
5) Representative samples of the on-site and proposed fill material should be collected and tested to determine the
classification and compaction characteristics.
6) All construction fill material above the water table shall be clean granular soil, free of organics or other
deleterious material, and shall contain no more than twelve (12) percent fines passing a U.S. Standard No. 200
sieve(0.075mm) and have a Unified Soil Classification(USCS) designation of GP, GW, GP-GM, GW-GM, SP
or SW. No particle size greater than three(3)inches shall be used in the top 12 inches of the building pad.
7 Fill Material below the water table shall be washed free draining gravel such as FDOT No. 57 stone or
equivalent to about 12 inches above the water table unless dewatering is used. When dewatering is used, fill
material shall be clean granular soil, free of organics or other deleterious material, and shall contain no more
than twelve(12)percent fines passing a U.S. Standard No.200 sieve(0.075mm).
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Thursday,June 08,2017
20 Mettles Blvd. L4
Jensen Beach,FL 34957
Page 3 I
8) Verify all densification procedures by taking an adequate number of field density tests in each layer of
compacted material. Density tests shall be performed on the slab areas, footing areas, interior bearing wall
footings and column pad footings. This must be scheduled immediately after Tamp and Spray and/or
Compaction,but before Reinforcing Steel Placement.If reinforcing steel is already in-place, it must be removed
from all areas to be tested prior to performing densities.
9) After the installation of any plumbing and electrical piping; we recommend that the disturbed area be
recompacted and additional densities tests be performed to verify proper compaction of the disturbed areas.
10) All of the above Geotechnical work shall be performed under the supervision of Federal Engineering &
Testing's geotechnical engineer or his representative to verify compliance with our specifications` and the
Florida Building Code. Please call us at 954-784-2941 for scheduling.
11) In the event of existing structures, existing footings or proposed drainage lines,provisions shall be made by the
structural engineer and site contractor to protect all footings from undermining and exposure. The geo technical
engineer shall be notified of these conditions to evaluate the applicability of his recommendations.
The above foundation recommendations being achieved and verified; it is our opinion that the proposed structure be
designed for a shallow foundation system with a permissible soil bearing pressure not to exceed 2500 P.S.F. Building
pad certification requires satisfactory completion and verification of all the above foundation recommendations.
Slabs placed upon compacted fill may be designed using a modulus of subgrade reaction value of 200 pci. The following
soil parameters shall be used for retaining wall designs:
- Soil unit weight moist--------------------------------------------------------------------------- 110 pcf
- Soil unit weight buoyant-------=---------------------------------------------------------------- 60 pcf
• Angle of internal friction-----------_____ __________________________________________. 300
• Active Earth pressure coefficient(Ka)--------------------------------------------w-----_. 0.33
- Passive Earth pressure coefficient K ----------------------------------------------------- 3.0
- Angle of wall friction for steel piles--------------------------------------------------------. 300
-Angle of wall friction for concrete/brick walls------------------------------------------. 200
-Angle of wall`friction for uncoated steel---------------------------------------------------- 15"
Excavations shall not extend within one (1) foot of the angle of repose next to existing footings or structures unless
underpinned. Trenching shall be in compliance with the Florida Building Code, OSHA and Trench Safety Act
requirements. Shorings shall be designed and inspected by a Florida licensed professional engineer.
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Provisions shall be made by the architect, engineer of record and contractor to address differential settlements when
tying in new to existing structures. Mixing of different foundation types shall not be used unless provided with
expansion joints to address differential settlement.
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Thursday,June 08,2017
20 Nettles Blvd.
Jensen Beach,FL 34957
Page 4
Detailed settlement analysis was beyond the scope of this report. Comparing the field test data obtained in this
exploration with our experience with structures similar to those proposed for this project, the estimated magnitude of
these settlements is 0.5 to 1 inch. Due to the granular nature of the subsurface materials, the foundation settlements
should occur as the loads are applied and should be virtually negligible by the end of the building shell completion.
All outside ground surfaces must be sloped away from the structure to avoid water accumulation and ponding. All rain
waters shall be discharged away from all building foundations. Verify all water,sewer,plumbing,sprinkler and drainage
lines are properly functioning with no leaks in the vicinity of the foundation.
Regardless of the thoroughness of a geotechnical exploration, there is always the possibility that conditions may be
different from those of the test locations; therefore,Federal Engineering &Testing, Inc. does not guarantee any subsoil
condition between the bore test holes. A site plan showing the location of the proposed structure was not provided at the
time the soil borings were performed. Once plans and specifications have been finalized and drawn,Federal Engineering
& Testing, Inc. shall be provided a copy of the finalized plans and specifications for review. For a more accurate
portrayal of subsurface conditions, the site contractor should perform test pits. If different conditions are encountered,
Federal Engineering & Testing Inc., shall be notified to review the findings and make any recommendations as needed.
In accepting this report the client understands that all data from the soil borings is intended for foundation analysis only
and is not to be used for excavating, backfilling or pricing estimates. The site contractor must familiarize themselves
with the job site conditions.
Environmental analysis of the soil materials is not part of the scope of services. If environmental analysis of the soils is
required, we can provide a proposal for performing an environmental analysis of the soil materials. For Environmental
due diligence,a Phase I and/or Phase II Environmental Site Assessment is recommended.
As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of
clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved
pending our written approval.
Federal Engineering & Testing, Inc. appreciates the opportunity to be of service to you at this phase of your project.
Please,f al,-free to contact us if we may be of further service to you.
Sincere_1y,
Keith-telBianc,P,E.
Federal Engineering&.1e-sting,Inc.
Florida Reg:No-.-5094
Certificate of Authorization#5471
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Phone 954-784:-2941
LAederal 800-848-1919
8 TESTING INC. Fax 954-784-7875
250 SW 13th Ave Pompano Beach,FL 33069 fed-en .Corn
Test Boring Report
Client: Mel-Ry Construction,Inc. Date of Test: June 6,2017
Project: Proposed Single Family Home Hole No.: B-1
Address: 20 Nettles Blvd. Location: See Attached Drawing
Jensen Beach,FL 34957
Depth(FT) Soil Descriptions Hammer Blows "N"
V
1 0"-6" Topsoil&Vegetation 2 2
5
2 3 3
3 6" -6' Pale Brown Sand 3 3 7
4 4 4
5 4 4 8
6 4 4
7 4 4 8
8 4 4
9 4 4 9
10 6'- 15' Gray Silty Sand with Shell Fragments 5 5
11 5 5 10
12 5 5
13 5 5 10
14 5 5
15 7 6
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
Water Level: 616" Below Land Surface Keith LdManc,.P:E.
Federal Engineering;,. Testing,Inc.
A=Auger Florida Reg:-No,56394
Certificate of Authorization#5471
Phone 954-784-2941
LR
800-848-1919
ederal& YIEarINo atvc. Fax 954-784-7875
,250 SW 13th Ave Pompano Beach,FL 33069 fell-enq E m
Partial List of Services
Geotechnical Engineering Services
Soil/Aggregate Tests Field Inspection Services Asphalt Services
!i Soil Borings Fill & Quality Control Inspections Backscatter Density Tests
'Density Compaction Tests Demucking Inspections Extractions & Gradations
Grain Size Analysis Building Inspections Marshall Limits
Moisture Contents Pile Driving Inspections Bulk Specific Gravity
Soil Classifications Pile Load Tests Cores for Thickness Determination
Limerock Bearing Ratios Steel Inspection Asphalt Pavement Monitoring
Florida Bearing Values Threshold Inspection Asphalt Assessment
Specific Gravity Bolt Inspection
Carbonate Analysis Weld Inspection Concrete Tests
Hydraulic Conductivity Vibration Monitoring Concrete Strength Testing
Organic Contents Slump Tests
L.A.Abrasion Windsor Probe Testing
Geotechnical Engineering
Foundation Engineering Schmidt Hammer Testing
FDOT Inspections Foundation Design &Recommendation Core Testing
QC Management Subsoil Investigation Air Content
Earthwork Inspections Concrete Unit Weight
Pile Load Calculations
QC Concrete Inspections Piling Installation Monitoring Flexual Strength Testing
QC Asphalt Inspections
Environmental Enaineering Services
Phase I Site Assessments Phase it Site Assessments Lead Base Paint Surveys
Site Inspections Phase I Follow up on Contaminated Sites Report and Analysis
Research of Property Records Installation of Monitoring Wells Air Monitoring
Soil Borings
Soil and Ground Water Analysis
Roof Testing & Inspection Services
TAS 105 Field Fastener Withdrawal Test
TAS 106 Tile Uplift Test
TAS 124 Bell Chamber/Bonded Pull Test =_
TAS 126 Moisture Survey
Windload Calculation s
Drainage Calculations
Lightweight Concrete placement Inspection
Roof Assessment/Evaluation
Cap Sheet Inspection <ti;
Fastener Spacing Inspection
Tile/Shingle/Standing Seam Inspection i
Base Sheet Installation Inspection
Insurance Mitigation
Retrofit Mitigation/Certification '
Roof Drainage Calculations
W41
s _� MIAMI•ZDADE
Construction Material American Concrete Miami Dade Florida Department
I County o
Engineering Council Institute f Transportation
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Limitations of Liability
Warranty Analysis and Recommendations cont.
We.warrant that the services performed by Federal Engineering and Testing, In accepting this report the client understands that all data from the soil boring
Inc. (F.E.T.) are conducted in a manner consistent with the level of skill and is intended for foundation analysis only and is not to be used for excavating,
care ordinarily exercised by members of the profession currently practicing backfilling or pricing estimates.In accepting this report the client understands
,8nder similar conditions. No other warranties, expressed or implied, are that all data from the soil boring is intended for foundation analysis only and
made. While the services of F.E.T. are an integral and valuable part of the is not to be used for excavating, backfilling or pricing estimates. The site
design and construction process, we do not warrant, guarantee,or insure the contractor must familiarize themselves with the job site conditions. Soil
;quality or completeness of services or satisfactory performance provided by boring(s) on unmarked vacant property or existing structure(s) to be
other members of the construction process and/or the construction plans and demolished is considered preliminary with further boring(s) to be performed
specifications which we have not prepared, nor the ultimate performance of after proposed building pad is staked out.Report recommendations are based
building site materials. As mutual protection to clients, the public and primarily on data from test borings made at the locations shown on the test
ourselves,all reports are submitted as the confidential property of clients,and boring reports. Soil variations may exist between borings and may not
authorization for publication of statements, conclusions or extracts from or become evident until construction. If variations are then noted,F.E.T. must
regarding our reports is reserved pending our written approval. Reports are be contacted so that field conditions can be examined and recommendations
not intended for 3rd party use. revised if necessary. The Geotechnical report states our understanding as to,
the location, dimensions, and structural features proposed of the site. Any
Subsurface Exploration significant changes in the nature,design,or location of the site improvements
Subsurface exploration is normally accomplished by test borings. The soil must be communicated to F.E.T. so that the Geotechnical analysis,
boring log includes sampling information, description of the materials conclusions,and recommendations can be appropriately adjusted.
recovered,approximate depths of boundaries between soil and rock strata and
groundwater data. The log represents conditions specifically at the location
and time the boring was made. The boundaries between different soil strata Construction Observations
are indicated at specific depths;however,these depths are in fact approximate Construction observation and testing is an important element of Geotechnical
and dependent upon the frequency of sampling. The transitions between soil services. The Geotechnical Engineer's Field Representative(Field Rep.)is the
stratum are often gradual. Water level readings are made at the time the "owner's representative" observing the work of the contractor, performing
boring was performed and can change with time,precipitation, canal levels, tests,and reporting data from such tests and observations. The Geotechnical
local well drawdown,and other factors. Regardless of the thoroughness of a Engineer's Field Representative does not direct the contractor's construction
Ge,technical exploration there is always a possibility that conditions may be means,methods,operations, or personnel. The Field Rep. does not interfere
different from those of the test locations;therefore F.E.T.does not guarantee with the relationship between the owner and the contractor,'and except as an
any subsoil condition surrounding the bore test holes. For a more accurate observer,does not become a substitute owner on site. The Field Rep. is only
portrayal of subsurface conditions, the site contractor should perform tests collecting data for our Engineer to review.The Field Rep. is responsible for
pits. If different conditions are encountered,F.E.T.shall be notified to review his/her safety only,but has no responsibility for the safety of other personnel
the findings and make any recommendations as needed. and/or the general public at the site. If the Field Rep.does not feel that the
site is offering a safe environment for him/her,the Field Repi will!,stop his/her
observation/testing until he/she deems the site is safe. The Field Rep. is an
important member of a team whose responsibility is to observe the test and
Laboratory and Field Tests work being done and report to the client whether that work is being carried
Tests are performed in accordance with specific ASTM Standards unless out in general conformance with the plans and specifications.
otherwise indicated. All criteria included in a given ASTM Standard are not
always required and performed. Each test report indicates the measurements
and determinations actually made.
Limitations of Report j
Ownership of Tests/Reports Federal Engineering&Testing,Inc.shall have no liability,it contract,tort or
All test results and/or reports prepared by F.E.T.pursuant to this agreement otherwise, for any inaccuracy, defect, or omission in interpreting this report
and/or Addendum(s) thereto, shall remain the property of F.E.T. until all and shall not in any event have any liability for lost profits or any other
monies due and owing to F.E.T. under this Agreement and/or Addendum(s) indirect,special,incidental,consequential,exemplary or punitive'damages.In
thereto,are paid in full. the event of future conflict between owners and contractors the following
applies: F.E.T.(s) legal and/or company representation and preparation for
Analysis and Recommendations representation fees will be billed on an hourly rate, i.e. deposition, expert
The Geotechnical report is prepared primarily to aid in the design of site work witness, etc. F.E.T. has no obligation to amend its conclusions or
and structural foundations. Although the information in the report is expected recommendations after the date of this report. Any alterations or changes in
to be sufficient for these purposes,it is not intended to determine the cost of the location of the project should be brought to our attention at the earliest
construction or to stand alone as construction specifications.
convenience for review and applicability of this report.
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Drilling & Sampling Procedures
The soil borings were installed in accordance with Standard Penetration Tests procedures as set forth in ASTM D-1586.
Representative samples were collected utilizing spilt-barrel techniques in accordance with the procedures set forth in
"Penetration Tests and Spilt-Barrel Sampling of Soil in ASTM D-1586. The following field tests, measurements and
laboratory analysis were performed/collected during the installation of each soil boring.
Penetration Tests
During the sampling procedures, Standard Penetration Tests were performed at five (5) foot intervals to obtain the
standard penetration value (N) of the subsurface soil. The standard penetration value (N) is identified as the number of
blows of a 140-pound hammer falling thirty(30) inches,required to advance the spilt-barrel sampler one(1)foot into the
subsurface soil. The sampler was lower into the bottom of the previously cleaned drill hole and advanced by blows from
the hammer. The number of blows was recorded for each of the three (3) successive increments of six (6) inches
penetration. The"N"value is obtained by adding the second and third incremental numbers.
Water Level Measurements
Water Level depths were obtained during the test boring operations. In relatively pervious soils, such as sandy soils, the
indicated depths are usually reliable groundwater levels. Seasonal variations, tidal conditions,temperature, land-use and
recent rainfall conditions may influence the depths to groundwater levels.
Soil Properties/Classification
All samples collected were classified in accordance with the Unified Soil Classification System criteria to determined
soil material properties and compared with published literature of the USDA Soil Conservation Survey.
Ground Surface Elevations
Ground surface elevations have not been provided for the proposed boring locations. Therefore, all references to depth
of the various strata and materials encountered were from existing grade at the time of the drilling operations.
Soil Classifications
Correlation of Penetration Resistance with Relative Density and Consistency
:Sands
Dynamic Cone Penetrometer Standard Penetration
Penetrometer Resistance Hammer Blows Relative Density
0- 10 0-4 Very Loose
11 -25 ' S - 10 Loose
26-45 11 -20 Firm
45 -75 21 -30 Very Firm
76-120 31 -50 Dense
i > 120 >50 Very Dense
Silts.;& Cla
Dynamic Cone Penetrometer Standard Penetration
Penetrometer Resistance Hammer Blows Relative Density
0-6 0-2 Very Soft
7- 15 3 -5 Soft
16-30 6- 10 Firm
31 -45 11 - 15 Stiff
46-90 16 -30 Very Stiff
91 - 150 i 31 -50 Hard
Rock Hardness,Description:
Soft Rock core crumbles when handled
Medium Can break core with your hands
Moderately Hard Thin edges of rock core can be broken with fingers
Hard Thin edges of rock core cannot be broken with fingers
Very Hard Rock core rings when struck with a hammer
'Sand.Quant4 Modifiers Particle Size
Very Slight Trace 0 -2% Boulder > 12 in
Slight Trace 2-5 % Cobble 3 - 12 in j
Trace 5 - 10 % Gravel 4.76 nun-3 in
Little Trace 10- 15 % Sand 0.074 mm-4.76 mm j
Some 15 -30% Silt 0.005 mm-0.074 mm
With >30% Clay <0.005 mm
Silt .Clay Quantity 1VModifers
Slightly Silty/Clayey 0-5 %
Silty/Clayey 5 -30 %
Very Silty/Clayey 30-50 %
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Soil Boring Location Map
Federai Engineering & 'besting Inc.250 SW 13th AVE Pompano Beach, FL 33069(954) 784-2941
Client: Mel-Ry Construction,Inc. Project: Proposed Single Family Home
Test: Subsoil Investigation Project Address: 20 Nettles Blvd.
(site map is not to scale) Jensen Beach,FL 34957
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Federal I;u ;ll' ' l l & Testing IRC.250 SW13th AVE PompanoBeach,FL 33069 •
4-2941
Phone 954-784-2941
ederal 806-848-1919
&TESTING INC. Fax 954 784-7875
250 SW 13th Ave Pom ano Beach,FL 33069 fed,en .com
Test Boring Report
Client: Mel-Ry Construction,Inc. Date of Test: June 6,2017
Project: Proposed Single Family Home Hole No.: B-2
Address: 20 Nettles Blvd. Location: See Attached Drawing
Jensen Beach,FL 34957
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Depth(FT) Soil Descriptions Hammer Blows "N"
1 0"-6" Topsoil&Vegetation 2 2 4
2 6"-3' Coarse Brown Sand 2 2
3 2 2 5
4 3'-6' Pale Brown Sand 3 3
5 3 3 7
6 4 4
7 4 4 8
g 4 4
9 4 4 9
10 6'- 15' Gray Silty Sand with Shell Fragments 5 5
11 5 5 10
12 5 5
13 5 7 14
14 7 8
15 8 8
16
17
18 .
19
20
21
22
23
24
25 i
26
27 _
28
29
30
Water Level: 616" Below Land Surface Keith:I-eF,lanc,P:I;. - `
Federal Erain,rering&Tirsi g Inc.
A=Auger Florida Reg.No. 93j4.
Certificate of Authorization#5471