HomeMy WebLinkAboutStandard Penetration Boring TestUS South
Engineering & Testing Laboratory, Inc.
�. 1 00 NW 77 CT,1{ABarni lakes, FL?3016. suite ti20i
Phone: 305.558.2588 [Fax: 305.362.4669
December 23rd, 2020
CL Contractors
@ 9119 SW 162nd Street
Miami, FL 33157
Re: Deep Foundation Recommendation for Proposed Three-story House
Residential Property @ 4845 Water song Way, Fort Pierce, FL 34949
USSE Project Number: 20-0205
Dear Sir/Madam:
As per your request and authorization, representatives of U.S. South Engineering and Testing Laboratory, Inc.
have performed two (2) deep penetration boring tests at the above referenced project. The testing services were
performed on December 221d, 2020. This test was conducted to analyze the in -place soil conditions and to provide a
foundation recommendation for the proposed three-story residential structure.
INTRODUCTION
This report presents the result of soil investigations performed for the project named Vacant Lot, located at 4845
Water song Way, Fort Pierce, FL 34949. The sub -surface exploration was performed on December 221d, 2020, in
order to analyze the soil conditions and bearing value for the proposed three-story residential structure.
SCOPE OF SERVICES
The scope of services for this project was the following:
l . Performed two (2) deep penetration test results.
2. Report preparation including recommendations.
The sub -surface conditions at the site were explored with two (2) deep penetration boring tests. The result
of the classification and stratification are shown on the page (4) entitled Soil Deep Penetration Tests Results
in this report. It should be noted that soil conditions may vary between soil boring and the stratum interfaces
which are shown. The soil boring data reflects information from the specific test location only.
We recommend the following deep foundation which can be used for the above referenced site.
Analysis and Recommendations
Based on our observations, explorations, and evaluation supplemented by a review of subsoil profiles developed
from our engineering standard penetration boring tests dated December 22nd, 2020, we conclude that the subsoil
conditions at the site are not capable of providing support to the proposed structure on shallow spread footing.
Therefore, we recommend the use of deep foundation system of cast -in -place (auger cast) pile to be used to
provide the support of design axial compression loads. The table on the next page summarizes our deep foundation
system recommendation.
Client Number: 20-0205; CL Contractors
Vacant Lot @ 4845 Water song Way, Fort Pierce, FL 34949
US South
Engineering & Testing Laboratory, Inc.
3. 14400 NW 77 C% Miami Lakes, Fi. 33016. Suite #201
Phone: 305.559.2588 1 Fax:305.362.4669
PILE CAPACITY
Type of
Maximum
Pile,
Pile
Pile. Lateral
Remark
Pile
Allowable
tensile
I Lateral
Head
Axial Load
Capacity
Capacity
Deflection
ons
Tons
• . Tons
aches ,
14-Inch
The depth of each cast -in -place (auger
Diameter
35
8
3
0.25
cast) pile is estimates to be
Auger Cast
26-28 feet below the existing grade
Pile
elevation unless refusal is attained.
PILE LOAD TESTS: If more than 35 tons design axial loads are desired, we recommend that two (2) in -place
pile load tests be performed in compression and tension. The test load (in compression) shall be not less than
twice of the desire design load, and the test load in tension shall be at least one-half (%2) of the desire compression
load. This test shall be supervised by an experience geotechnical engineer and upon completion; he or she shall
issue a certification of acceptance prior to placement of any production pile. Attached is a copy of the Cast -in -
Place Pile specification for your review.
INTRUSION MORTAR CAST -IN -PLACE PILING SPECIFICATIONS
GENERAL
1. All references made to ASTM standards and ACI & Local codes shall be the latest revisions.
2. RELATED WORK
A. Cast - In - Place Concrete Pile
3. SOIL BORINGS
Soil information was extracted from soil data taken at the site on December 22" d, 2020, by
representatives of U.S. SOUTH Engineering and Testing Lab., Inc.
4. SUBMITTALS
Submit for review and/or approval.
A. Mortar Cube Tests.
B. Daily pile construction reports.
C. Equipment
5. REFERENCE STANDARDS
The reference standards listed below, but referred by basic designation only, formed a part of
these specifications to the extent indicated by the references thereto:
A. American Society for Testing and Materials (ASTM), publications:
A 615M Spec. for Deformed and plain, Billet- Steel bars for Concrete Reinforcement
C33 Spec. for Concrete Aggregate
C 109M Test for Compressive Strength of Hydraulic Cement Mortars
C 150 Spec. for Portland cement
B. Florida Building Code, latest edition.
Client Number: 20-0205; CL Contractors
Vacant Lot Qa 4845 Water song Way, Fort Pierce, FL 34949
US S
Engineering & Testing Laboratory, Inc.
144.001!!W 77CT, Miami lakes, F1.330116: Suite #201
Phone: 305.558.2588 1 Fax: 305.362.4669
6.. EXPERIENCE
Submit evidence of satisfactory experience of intrusion mortar cast - in place piling for at least
five years.
PRODUCTS
1. PORTLAND CEMENT
Portland cement shall conform to ASTM C-150 Type II.
2. MINERAL FILLER
Mineral filler shall be finely powdered siliceous material which possesses the property of
combining the lime liberated during the process of hydration of Portland cement.
3. FLUIDIFIER
Shall be a compound possessing characteristics which will increase the flow ability of the
mixture, assist in the dispersal of cement grains, and neutralize the setting shrinkage of the high -
strength cement, "Mortars inter aid" as manufactured by the Grout Supply Company, Brockville,
Ohio, of "Intrusion Aid" as manufactured by concrete Chemical, Inc., of Cleveland, Ohio?
4. WATER
Potable water.
5. REINFORCING
ASTM A615, GRADE 60. Size and number of reinforcing steels shall be determined by
Structural Engineer.
6. FINE AGGREGATE
Sand will meet the requirements of ASTM C-33, and the following:
The sand will consist of hard, dense, durable un-coated rock particles and will be free
from injurious amounts of silt, loam, lumps, soft or flaky particles, shale, alkali, organic
matter, mica, and other deleterious substances. If washed, the washing methods will be
such as will not remove desirable fines, and the sand will subsequently be permitted to
drain until the residual -free moisture is reasonably uniform and stable. The sand shall be
well -graded from fine to course, with fineness modules between 1.40 and 3.40. The
fineness modules are defined as the total divided by 100 of the cumulative percentages
retained on U.S. standard sieve numbers 16; 30; 50; and 100.
EXECUTION
1. PILE LENGTHS:
A. Estimated pile's length: 26-28 feet.
The actual lengths will be determined in the field by the geotechnical engineer during
installation and based on initial test pile program results.
2. AUGER EQUIPMENT — GENERAL
A. The hole through which the high -strength mortar is pumped during the placement of the
pile will be located at the bottom of the auger head below the bar containing the cutting
teeth.
Client Number: 20-0205; CL Contractors
Vacant Lot ® 4845 Water song Way, Fort Pierce, FL 34949
US South
Engineering & Testing Laboratory, Inc.
14400 NW 77 CT, Miami Lakes, FL 33016. Suite #203.
Phone: 305.558.2588 1 Fax: 305.362.4669
B. The auger flighting will be continuous from the auger head to the top of the auger with no
gaps or other breaks.
C. Augers more than thirty (30) feet in length will contain a middle guide.
D. The piling heads should be prevented from twisting by a stabilizing arm.
3. CAPACITY AND SIZE
PILE CAPACITY
Type of
Maximum
Pile tensile
Pile.Lateral
Pile Lateral .
Remark
Pile -
Allowable
Capacity ;
y' Capacity
Head
Axial Load
(Tons)
: `= (Tiros)
Deflection
Tons
nche§
14-Inch
The depth of each cast -in -place
Diameter
35
8
3
0.25
(auger cast) pile is estimating to be
Auger Cast
26-28 feet below the existing grade
Pile
elevation unless refusal is attained.
4. PLACE PILING AS FOLLOWS
Rotate into the ground a continuous -flight hollow shaft auger to the depths specified or indicated
and as follows:
A. The piles will be installed to an embedment depth according to pile capacity (estimated)
below the existing surface unless refusal is attained.
B. Pump the hole fills with high -strength mortar as the auger is withdrawn. Mortar will be
pumped through the auger and ejected at the bottom of the auger head. Maintain pressure
in the line and keep the bottom of the auger submerged in mortar during filling operations
to prevent formation of voids in pile.
C. While the mortar is still fluid, place the steel reinforcement as indicated by the structure
engineer. Centralizers (spacing devices) should be attached to each bar at its mid -depth
and bottom. The type and diameter of the spacing devices should be submitted for
review.
5. MIXING AND PUMPING OF HIGH -STRENGTH CEMENT MORTAR
A. Use only approved pumping and continuous mixing equipment in the preparation and
handling of the mortar. All oil or other rust inhibitors will be removed from mixing
drums and pressure mortar pumps.
B. The mortar pump will be a positive displacement piston type pump capable of developing
pressures at the pump up to 350 psi.
C. The minimum volume of mortar placed in the hole will at least equal the volume of the
augured hole but not less than the grout factor obtained from the test pile. However, a
grout factor of 1.3 is desire. All materials shall be such as to produce a homogeneous
mortar of the desired consistency. If there is a lapse in the operation, the mortar shall be
re -circulated through the pump.
Client Number: 20-0205; CL Contractors
Vacant Lot ® 4845 Water song Way, Fort Pierce, FL 34949
UNIFIED SOIL CLASSIFICATION SYSTEM
Soil Classification
Criteria forAssigning Group Symbols and Group Names Using Laboratory Tests"
Group
Symbol
Group Name
Gravels:
Clean Gravels:
Cu Z 4 and 15 Cc.-5 3 e
GW
Well -graded gravel F
Mare than 50% of
Less than 5% fines c
Cu < 4 and/or 1 > Cc> 3 E
GP
Poorly graded gravel
coarse fraction retained
Gravels with Fines:
Fines classify as ML or MH
GM
Silly gravel •c
Coarse Grained Soils: on No. 4 sieve
More than 50% retained
More than 12% fines c
Fines classify as CL or CH
GC
Clayey gravel
on No. 200 sieve Sands:
Clean Sands:
Cu z 5 and 15 Cc 5 3 E
SW
Weil -graded sand'
50°% or more of coarse
Less than 5% fines °
Cu < 5 and/or 1 > Cc > 3 E
SIR
Poorly graded sand
fraction passes No. 4
Sands with Fines:
Fines classify as ML or MH
SM
Silty sand e• '
sieve
More than 12% fines °
Fines classify as CL or CH
SC
Clayey sand
Inorganic:
PI > 7 and plots on or above "A line °
CL
Lean clay
Slits and Clays:
PI < 4 or plots below A" line
ML
Slit
Liquid limit less than 50
Fine -Grained Soils:
50°% or more passes the
No. 200 sieve
Sifts and Clays:
Liquid limit 50 or more
soils:
Liquid limit - oven dried
Organic:
uymu urns - nui uneu
Inorganic: PI plots on or above'A" line
PI plots below A" Ina
Organic: Liquid limit - oven dried
Liquid Ihrdt -not dried
organic matter, dark In color, and organic odor
Based on the material passing the Sin. (75-mm) sieve
a If field sample contained cobbles or boulders, or both, add "with cobbles
or boulders, or both" to group name.
c Gravels with 5 to 12°A fines require dual symbols: GW-GM well -graded
gravel with slit, GW-GC wen -graded gravel with clay, GP -GM poorly
graded gravel with silL GP -GC poorly graded gravel with clay.
° Sands with 5 to 12°% fines require dual symbols: SW-SM well -graded
sand with slit, SW -SC well -graded sand with day, SP-SM poorly graded
sand with slit, SP-SC poorly graded sand with clay
z
E CU = Dadofo Cc (D,)
D,o x D,
F If soil contains a 15% sand, add 'with sand" to group name.
° If fines classify as CL-ML, use dual symbol GC -GM, or SC-SM.
00
50
v
40
0
Z
v
30
20
a
to
7
4
0�
0
OL
Organic silt
CH Fat cla
MH Elastic
<0.75 OH
PT Peat
" If fines are organic, add "with organic fines" to group name.
If soil contains 215% gravel, add "with gravel' to group name.
J If Atlerberg limits plot in shaded area, soil Is's CL-ML, slily clay.
K If soil contains 15 to 29 % plus No. 200, add 'With sand" or "with gravel;
whichever is predominant.
L If soil contains a 30°% plus No. 200 predominantly sand, add "sandy° to
group name.
"If soil contains a 30°% plus No. 200, predominantly gravel, add
"gravelly' to group name.
" PI t 4 and plots on or above A" fine.
c PI <4 or plots below "A" One.
P PI plots on or above A" One.
° Pl plots below A" line.
10 10 20 30 40 50 50 70 80 90 100 110
LIQUID LIMIT (LL)
Exhibit C-3
US S
Engineering & Testing Laboratory, Inc.
14400 NW 77 CT, Miami La' es, FL 33016. Suite #202
Phone: 305.556.2588 1 Fax: 305,362.4669
D. A pressure gauge should be installed close to the pile rig in order to monitor grout
pressure during operations. The gauge should be positioned so that it can be easily
observed by the field engineer or geotechnical engineer.
E. A mechanical counter should be provided on the grout pump to count the number of
pump strokes during the installation of each pile.
F. The grout pump should be calibrated prior to initiation of pile installation by pumping
grout into a container of known volume. The pump should be calibrated as often as
deemed necessary by the field engineer or geotechnical engineer.
G. At least two sets of three (3) 2-inch square grout cubes should be made for each day of
pile installation, one in the morning and the other in the afternoon.
H. After achieving the desired termination criteria, a positive grout pressure should be
observed prior to initiating the withdrawal of the auger. A continuous fluid return (first
slurry, then grout) out of the top of the hole is the best indication that the maximum
possible pressure head is being achieved.
The auger should be withdrawn slowly and smoothly so that a positive grout pressure
head is maintained in the hole at all times during auger withdrawal. If the withdrawal of
the auger becomes erratic, grout pressure suddenly drops, or if the grout supply is
interrupted, the auger tip should be reinserted at least 5 feet below the level where the
grouting operation was disrupted prior to resuming withdrawal of the auger. The time rate
of withdrawal of the auger should be monitored by the field engineer or geotechnical
engineer.
J. A grout factor equal to or greater than that of the successful test pile should be achieved.
The grout factor is defined as the actual volume of grout pumped into the pile divided by
the theoretical volume of the drilled hole. Although piles should not be rejected solely on
the basis of grout factors less than that of the test piles, the contractor should coordinate
the rate of withdrawal of the auger so that the desired target grout factor is achieved. As
noted previously, significantly higher grout factors may result due to the porosity of the
limestone formations.
K. Clockwise rotation of the auger should be performed during the grouting process, at least
until grout is observed flowing out of the top of the drilled hole. Auger rotation helps
stabilize the sides of the hole, facilitates the removal of spoil material out of the hole, and
prevents bearing formation cuttings from settling out to the bottom of the hole during
grouting.
L. The installation of adjacent piles (located within 3 feet of each other) on the same
working day is not recommended. Adjacent piles (located within3 feet of one another)
are not to be installed until the grounded pile has set for a minimum of eight (8) hours.
M. Some subsidence of fresh grout may occur in the top of the piles. This subsidence is
believed to be due to the weight of the grouted column "pushing" the grout laterally into
pores in the limestone layer. It is anticipated that this subsidence will occur within a
period of about two hours following grouting. If subsidence occurs while the pile grout is
in a fluid state (generally with two hours of forming the pile), the pile to be "topped" with
Client Number: 20-0205; CL Contractors
Vacant Lot C3a 4845 Water song Way, Fort Pierce, FL 34949
US South
Engineering & Testing Laboratory, Inc.
14400 NW 77C6, Miami Lakes, FL330I6. Suite € 20I
Phone: 305.556.2568 I Fax: 305.362,4669
fresh grout to the proper cutoff elevation immediately. A short length of casing or sleeve
inserted into the top of the pile would serve as a good reference to judge whether grout
subsidence has occurred. A pile grout subsidence of up to six inches should be
considered acceptable for this project. As stated previously, the pile should be refilled as
the subsidence occurs. Conscientious monitoring of the pile grout levels will be required
by the contractor and installation monitoring personnel. Piles which subside more than 6
-inches in an overnight period or after a two-hour period should be evaluated on an
individual basis, to determine their acceptability.
6. HIGH -:STRENGTH MORTAR
Use a mixture of Portland cement, mineral filler, fluidifier, sand and water so
proportioned and mixed as to provide a mortar capable of maintaining the solids in
suspension without appreciable water gain, yet which may be pumped without difficulty
and which will laterally penetrate and fill any voids in the foundation material. The
materials shall be so proportioned as to provide a hardened mortar having an ultimate
compressive strength of 5000 psi at 28 days. The maximum water -cement ratio shall not
exceed .45.
7. LOCATION OF PILES
A. Locate piles as shown on drawings or as otherwise directed by the architect. Pile centers
to be located to an accuracy of plus or minus 3 inches, single piles 1".
B. Do not place adjacent piles placed closer than 3 feet center to center until the mortar in
the piles have set for a minimum of eight (8) hours.
C. In location where there are no concrete slabs or other means of distributing the load of the
piling placement equipment, the points where this concentrated load is applied to the soil
shall be at least ten feet away from the pile location. This is to prevent the weight of the
piling placement equipment from compressing or shearing the soil, which may, in turn
squeeze in the top of the pile.
8. PILE TOPS
A. Where the pole cutoff is near the surface or above the bottom of the excavation, place
sleeves of the proper diameter around the pile tops.
B. All pile caps shall be centered under their respective column center lines unless otherwise
noted on plans.
9. OBSTRUCTIONS
Should any obstructions (including but not limited to boulders and timbers) be encountered which
shall prevent placing the pile to the depth required or shall cause the pile to drift from the required
location, the pile shall be completed or abandoned as directed. Dense rock layers shall not be
deemed obstructions. If required by architect or engineer, an additional adjacent pile shall be
placed. Refusal shall be defined as a rate of penetration of the auger of less than one foot per
minute.
10. REINFORCING
Provide four #5 full lengths with #3 ties at 10 inches on center reinforcing and/or as indicated in
the drawings.
Client Number: 20-0205; CL Contractors
Vacant Lot ® 4845 Water song Way, Fort Pierce, FL 34949
US South
Engineering & Testing Laboratory, Inc.
9� 9 9 rYa
- 144W Nye 77CT, Miami Lakes, FL 330, 6. Suite ##201
Phone: 305.558.2588 1 Fax: 305.362.4669
11, GROUT TESTING
The owner will provide and pay for a testing laboratory to perform the following tests:
A.. Test the mortar mix by making two set of three 2-inch x 2-inch cubes for each rig
used each day mortar is placed (one in the morning and the other in the
afternoon). A set of cubes'shall consist of 3 cubes to be tested at one at seven
days and 2 cubes to be tested at 28 days. Test cubes shall be made and tested in
accordance with ASTM C 109, with the exception that the mortar should be
restrained from expansion by a top plate.
12. PILE INSTALLATION MONITORING
A. Prior to actual installation of the piles, the contractor should demonstrate that the
materials and equipment proposed for use is capable of installing the production piles.
The contractor should provide an accurate method of determining the depth and
alignment of the auger. Grout pressure gauges should be accessible to the field
geotechnical engineer at all times. Gauges which become blocked with grout should be
cleaned or replaced.
B. The duties of the pile observer shall include the following:
(1) Calibrating the grout pump (in units of cubic feet per stroke).
(2) Monitoring the addition of any water and/or admixtures to the grout at the site.
Performing flow cone tests, if required.
(3) Making grout cubes.
(4) Observing the drilling process and noting any relevant irregularities.
(5) Approving the pile auguring termination criteria and recording the pile tip
elevation prior to pumping.
(6) Observing and documenting the grouting procedure, noting the depth to the auger
tip during any delays in grouting, and the time of any delay during pumping.
(7) Recording the total number of pump strokes for the determination of the actual
grout volume pumped into each pile. Calculate theoretical pile volume and grout
factor.
(8) Recording the grout pressure during pumping and the rate of withdrawal of the
auger.
(9) Monitoring the setting process of the fresh grout based on the actual samples
taken at the time of arrival on -site. Grout which reaches its initial set should not
be used.
(10) Observing freshly grouted piles to determine whether any settling or grout
subsidence occurs.
(11) Monitoring the installation of reinforcing steel in the piles.
Client Number: 20-0205; CL Contractors
Vacant Lot ® 4845 Water song Way, Fort Pierce, FL 34949
-i US South
Engineering & Testing Laboratory, Inc.
14400NW77CT, Miami Lakes, FL33016. Suitet201
Phone: 305.558.2586 1 Fax: 305.362.4669
13. PELE LOAD TESTS (If more than 35 tons designs axial loads are desire)
A. Two (2) compression load tests are required. The test pile is to be loaded to twice the
design load in accordance with Florida Building Code. A test load in tension is also
required. The test load shall be at least one-half (%z) of the desire compression load.
Monitor and measure one reaction pile for tension capabilities utilizing the same
increments and times as the compression tests.
B. Provide adequate support for the load testing apparatus and cooperate with the testing
laboratory.
C. The test pile will be placed in location of a permanent pile in the floor slab area. In the
event of test failure, a supplementary pile shall be placed and tested for each failure, at
the Contractor's expense.
D. Four widely spaced "indicator or probe" piles shall be installed at the site prior to the load
testing. The installation of these piles shall be witnessed by the geotechnical engineer.
These piles shall be installed in production pile locations and may be used as permanent
job piles if the pile load tests are successful. The indicator piles should be installed with
the same equipment and using similar methods and procedures planned for the production
piles. Following installation of the indicator piles, two of the four piles should be selected
for load testing by the geotechnical engineer based on installation behavior and the
subsurface profile. Based on the results of the load test and the installation of the
indicator piles, the geotechnical engineer shall generate additional pile installation criteria
(minimum grout factor, revised termination criteria, etc.) for the production piles, if
necessary. Additional recommendations relative to the pile load test program can be
provided at the appropriate time.
E. The installation of the indicator, test, reaction and production auger cast piles shall be
observed by the geotechnical engineer. If unusual drilling characteristics, large grout
quantities, or other observed installation irregularities occur during production pile
installation that are markedly if different from those recorded when installing the
indicator, tests and replacement piles may be required.
F. The testing laboratory shall be provided by the Owner.
Client Number: 20-0205; CL Contractors
Vacant Lot ® 4845 Water song Way, Fort Pierce, FL 34949
US South
�- Engineering & Testing Laboratory, Inc.
144001* W 77 C% Miami Likes, FL, 33016. Suite ##201
Phone: 305.658.2588 1 Fax: 305.362.4669
LIMITATIONS
The findings and recommendations provided in this report are based on our soil boring data and
information collected from the test boring locations. Uniformity of soil strata in the immediate vicinity
may be assumed, however, it is not guaranteed, and this office assumes no responsibility of areas other
than those where the subsoil investigation was made and reported herein. Experienced geotechnical
personnel should observe and document the construction procedures used and the conditions encountered.
Unanticipated conditions and inadequate procedures should be reported to the design team along with
timely recommendation to solve the problem. We recommend that the owner retain U.S. South
Engineering and Testing Lab., Inc. to provide these services based upon our familiarity with the
project, the subsurface conditions, and the intent of recommendations and design.
The information presented in this report is intended for the exclusive use of CL Contractors. U.S. South
Engineering and Testing Laboratory, Inc. will not be responsible for conclusions, opinions, or
recommendations made by others based on data presented herein. If deviations from the noted conditions
are encountered during remedial application, they should be brought to U.S. South Engineering and
Testing Laboratory, Inc.'s attention.
CONCLUSIONS
The findings and recommendations indicated in this report are based on our soil boring data and information
conducted at the test location indicated. Uniformity of soil strata in the immediate vicinity may be assumed,
however, it is not guaranteed, and this office assumes no responsibility of areas other than those where the subsoil
investigation was made and reported herein.
Experienced geotechnical personnel should observe and document the construction procedures used and the
conditions encountered. Unanticipated conditions and inadequate procedures should be reported to the design
team along with timely recommendation to solve the problem. We recommend that the owner retain U.S. South
Engineering and Testing Lab., Inc. to provide these services based upon our familiarity with the project, the
subsurface conditions, and the intent of recommendations and design.
U.S. South Engineering and Testing Laboratory, Inc. appreciate the opportunity of assisting you in this project. If
you have any questions or comments, please do not hesitate to contact the undersigned.
and Testing Lab., Inc.
Eduar —U TZ6 riguez, Jr., P.E. #56197
Project Manager
Re: Deep Foundation Recommendation for Proposed Three-story Residential Structure
Vacant Lot ® 4845 Water song Way, Fort Pierce, FL 34949
USSE Project Number: 20-0205
Cc: File copy
Client Number: 20-0205; CL Contractors
Vacant Lot Q 4845 Water song Way, Fort Pierce, FL 34949
US South
Engineering & Testing Laboratory, Inc.
- . 144M NW 77 CF, Miami Lakes, FL 33016. Suite #201
Phone: 305.658.2569 1 Fax: 305.362.4669
SOIL STANDARD PENETRATION TEST RESULTS
The penetration testing and soil sampling are accomplished simultaneously using procedures in general
accordance with ASTM D-1586, the Standard Penetration Test (SPT). A 2-inch O.D. by 1.4-inch I.D.
split -spoon samplers is driven with a 140 pounds' hammer falling 30 inches. The number of hammer
blows required to drive the sampler is recorded on the borehole logs, which are shown as Soil Standard
Penetration Test Results. Where possible, the sampler is driven 24 inches, with the hammer blows being
recorded for each of four 6-inch intervals. The "Penetration Resistance" or "N" value is the sum of the
blows recorded for the second and third six-inch intervals. This value is widely accepted by geotechnical
engineer as an indication of the relative density and strength of the soil being sampled.
Client Number: 20-0205; CL Contractors
Vacant Lot ® 4845 Water song Way, Fort Pierce, FL 34949
a
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U.S. SOUTH
ENGINEERING & TESTING LAB., INC.
14400 NW 77th Court, Suite #201, Miami -Lakes, FL 33016
TEL : (305) 558-2588 FAX : (305) 362-4669
TEST BORING REPORT
Client:
CL Contractors
Order No.
20-0205
Project:
Vacant Lot - Proposed Three-story House
Report No.
Br#1
Site Address
4845 Watersong Way, Fort Pierce, FL 34949
Hole No.
Br#1
Test Location
see site plan
Start date
12-22-20
Driller:
A.A. & J.M.
Finish date
12-22-20
DEPTH
DESCRIPTION
SAMPLE
HAMMER
BLOW ON
"N"
REMARK Test Depth
NO.
SAMPLE
ft
From 0'-0" to 0'-6" Dark brown medium sand with
01
some organic fiber
6
5
S -1
13
0-2
From 0'-6" to 3'-0" Dark tan brown medium sand
with trace of marl
02
8
11
03
10
14
S - 2
24
2-4
04
From T-0" to 6'-0" Light gray rough beach sand
10
10
with trace of seashell and sand stone with trace
05
of marl
11
12
S-3
22
4-6
06
10
11
07
From 6'-0" to 14'-0" Dark gray medium sand with
11
1 8
6-8
trace of clay like material
S - 4
13
08
5
5
Water Table @ 6'-3"
09
3
3
S-5
6
8-10
10
3,
2
11
3
3
S-6
9
10-12
12
6
6
13
6
8
S-7
18
12-14
14
10
10
• 15
From 14'-0" to 16-0" Tan medium sand with
11
38
sandstone
S - 8
80
14 -16
16
42
55
17
From 16'-0" to 19'-0" Augered down very hard
layer of rock / stone
S-g
Augered
-
16 -18
18
Down Very
Hard Layer
19
S-10
10
18 - 20
20
From 19'-0" to 30'-0" Tan medium sand with
-T-
10
12
some rock
***As further 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.***
U.S. SOUTH
ENGINEERING & TESTING LAB., INC.
14400 NW 77th Court, Suite #201, Miami -Lakes, FL 33016
TEL : (305) 558-2588 FAX: (305) 3624669
TEST BORING REPORT
Client:
CL Contractors
Order No.
20-0205
Project:
Vacant Lot - Proposed Three-story House
Report No.
Br#1
Site Address
@ 4845 Watersong Way, Fort Pierce, FL 34949
Hole No.
Br#1
Test Location
see site plan
Start date
12-22-20
Driller:
A.A. & J.M.
Finish date
12-22-20
DEPTH
DESCRIPTION
SAMPLE
NO.
HAMMER
BLOW ON
SAMPLE
"N"
REMARK Test Depth
eft)
21
continued... From 19'-0" to 30'-0" Tan medium
sand with some rock
S -11
11
9
18
20 - 22
22
9
10
23
15
15
S-12
29
22-24
24
14
18
25
18
18
S -13
46
24 - 26
26
28
26
27
25
26
S-14
54
26-28
28
28
28
29
29
31
S-15
61
28-30
30
30
30
31
From 30'-0" to 33'-6" Light tan medium sand with
36
35
sandstone
S -16
70
30 - 32
32
35
39
33
40
63
S -17
123
32 - 34
34
60
Boring Terminated @ 33'-6"
35
S-18
34-36
36
37
S-19
16-18
38
39
S-20
18-20
40
***As further 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.***
U.S. SOUTH
ENGINEERING & TESTING LAB., INC.
14400 NW 77th Court, Suite #201, Miami -Lakes, FL 33016
TEL : (305) 558-2588 FAX: (305) 3624669
TEST BORING REPORT
Client:
CL Contractors
Order No.
20-0205
Pro'ect:
Vacant Lot - Proposed Three-story House
Report No.
Br#2
Site Address
@4845 Watersong Way, Fort Pierce, FL 34949
Hole No.
Br#2
Test Location
see site plan
Start date
12-22-20
Driller:
- A.A. & J.M.
Finish date
12-22-20
DEPTH
DESCRIPTION
SAMPLE
NO.
HAMMER
BLOW ON
SAMPLE
"N"
REMARK Test Depth
(ft)
From 0'-0" to 0'-6" Dark brown medium sand with
01
trace of rock
4
4
S -1
10.
0-2
From 0'-6" to 4'-0" Brown medium sand
02
6
10
03
9
9
S-2
19
2-4
04
10
11
05
From 4'-0" to 7'-0" Light gray rough beach sand
with trace of seashell, sandstone and marl
S - 3
10
10
22
4-6
06
12
10
07
10
17
6-8
S -4
21
08
From 7'-0" to 14'-0" Dark gray medium sand with
g y
trace of clay like material
4
3
Water Table @ 6'-2"
09
4
3
S-5
6
8-10
10
3
4
11
4
4
S-6
9
10-12
12
5
6
13
5
7
S-7
16
12-14
14
9
10
15
From 14'-0" to 16'-0" Tan medium sand with
sandstone
S - 8
18
23
91
14 -16
16
68
60
17
From 16-0" to 19'-0" Augered Down Very Hard
Layer of rock / stone
3-9
Augered
-
16-18
18
Down Very
Hard Layer
19
S-10
11
18 - 20
20
From 19'-0" to 30'-0" Tan medium sand with
some rock
11
10
'As further 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.**"
U.S. SOUTH
ENGINEERING & TESTING LAB., INC.
14400 NW 77th Court, Suite #201, Miami -Lakes, FL 33016
TEL : (305) 558-2588 FAX: (305) 3624669
TEST BORING REPORT
Client:
CL Contractors
Order No.
20-0205
Project:
Vacant Lot - Proposed Three-story House
Report No.
Br#2
Site Address
@ 4845 Watersong Way, Fort Pierce, FL 34949
Hole No.
Br#2
Test Location
see site plan
Start date
12-22-20
Driller:
A.A. & J.M.
Finish date
12-22-20
DEPTH
DESCRIPTION
SAMPLE
NO.
HAMMER
BLOW ON
SAMPLE
"Not
REMARK Test Depth
(ft)
21
continued... From 19'-0" to 30'-0" Tan medium
9
9
sand with some rock
S -11
18
20 - 22
22
9
8
23
10
14
S -12
30
22 - 24
24
16
15
25
19
20
S-13
40
24-26
26
20
21
27
21
21
S-14
41
26-28
28
20
18
29
23
25
S-15
50
28-30
30
25
30
31
From 30'-0" to 36'-0" Light tan medium sand with
29
31
some sandstone
S -16
63
30-32
32
32
30
33
36
36
S-17
74
32-34
34
38
40
35
48
63
S-18
122
34-36
36
59
60
37
Boring Terminated @ 36'-0"
S-19
16-18
38
39
S-20
18-20
40
***As further 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.**"
GENERAL NOTES
DRILLING &SAMPLING SYMBOLS:
SS:
Split Spoon —1 y/e" I.D., 2" O.D., unless otherwise noted
HS:
Hollow Stem Auger
ST:
Thin -Walled Tube - 2" O.D., unless otherwise noted
PA:
Power Auger
RS
Ring Sampler - 2.42" I.D., 3" O. D., unless otherwise noted
HA:
Hand Auger
DB:
Diamond Bit Coring - 4", N, B
RB:
Rock Bit
BS:
Bulk Sample or Auger Sample
WB:
Wash Boring or Mud Rotary
The number of blows required to advance a standard 2-inch O.D. spilt -spoon sampler (SS) the last 12 inches of the total 18-Inch
penetration with a 140•pound hammer failing 30 indres is considered the "Standard Penetration° or "1 -value'.
WATER LEVEL MEASUREMENT SYMBOLS:
WL:
Water Level
WS:
While Sampling NIE: Not Encountered
WCI:
Wet Cave in
WD:
While Drilling ESH Estimated Seasonal High Groundwater
DCI:
Dry Cave in
BCR:
Before Casing Removal ESL Estimated Seasonal Low Groundwater
AB:
After Boring
ACR:
After Casing Removal
Water levels indicated on the boring logs are the levels measured in the borings at the times Indicated. Groundwater levels at other
times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater.
In tow permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations.
DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System. Coarse Grained Soils
have more than 500A of their dry weight retained on a 4200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand.
Fine Grained Soils have less than 60% of their dry weight retained on a #200 sieve, they are principally described as days If they are
plastic, and slits if they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents may
be added according to the relative proportions based on grain size. In addition to gradation, coarse -grained soils are defined on the
basis,of their In -place relative density and fine-grained soils on the basis of their consistency.
CONAMATENCYOF
FINE-GRAINED
SOILS
RELATIVE DENSITY OF
COARSE -GRAINED SOILS
Unconfined Standard Penetration
Standard Penetretton
Compress hre or
N-value (SS)
Consistency
or N-value (SS)
Retajtire Densitu
Strenath, Qu. ad
Blowe/Ft.
RIODgm
< 500
0-1
Very Soft
0-3
Very Loose
500 —1.000
2-4
Soft
4-9
Loose
1,001-2,000
4-8
Medium Stiff
10-29
Medium Dense
2,001— 4.000
8 —15
Stiff
30 — 49
Dense
4.001-8,000
15-30
Very Stiff
> 50
Very Dense
8,000+
> 30
Hard
RELATIVE PROPORTIONS
OF SAND
AND GRAVEL
GRAIN SIZE
TERMINOLOGY
Descriptive Term(e) of
oHreC
Percent of
Vlalor Component
Constituents
Dry Welaht
of Sample
pa d Slza
Trace
< 15
Boulders
Over 12 In. (300mm)
With
15 — 29
Cobbles
12 in. to 3 in. (300mm to 75 mm)
Modifier
> 30
Gravel
3 in. to 04 sieve (75mm to 4.75 mm)
Sand #4 to #200 sieve (4.75mm to 0.075mm)
Silt or Clay
Passing 0200 Sieve (a(75mm)
RELATIVE PROPORTIONS
OF FINES
PLASTICITY
DESCRIPTION
Descriptive Term(s) of
other
Percent of
Term
Plasticity
Constituents
Dry Welaht
ftL ex
Trace
< 5
Non-plestic
0
With
6-12
Low
1-10
Modifiers
> 12
Medium
11— 30
High
> 30
Exhibit C-1
GENERAL NOTES
Description of Rock Properties
WEATHERING
Fresh
Rodk fresh, crystals bright, few joints may show slight staining. Rock rings under hammer if crystalline.
Very slight
Rods generally fresh t joints stained, some joints may show thin clay coatings, crystals in broken face show
bright Rods dnp,under hammer if crystalline.
Slight
Rock generally fresh, joints stained, and discoloration extends Into rodc up to 1 in. Joints may contain day. In
grantold rocks some occasional feldspar crystals are dull and discolored. Crystalline rocks ring under hammer.
Moderate
Significant portions of rock show discoloration and weathering effects. In granitoid rocks, most feldspars are dull
and discolored; some show clayey. Rock has dull sound under hammer and shows significant loss of strength as
compared with fresh rock.
Moderately severe
All rock except quartz discolored or stained. In granitoid rocks, all feldspars dull and discolored and majority
show kaolinization. Rods shows severe loss of strength and can be excavated with geologist's pick
Severe
All rock except quartz discolored or stained. Rock 'fabdedear and evident, but reduced In strength to strong
soll. In grartitold rocks, all feldspars kaolinized to some extent Some fragments of strong rock usually left.
Very severe
All rock except quartz discolored or stained. Rock °fabrics discernible, but mass effectively reduced to'sdl' with
only -fragments of strong rock remaining.
Complete
Rock reduced to'sk>il°. Rocc'fabric' not discemlble or discernible only in small, scattered locations. Quartz may
be present as dikes or stringers.
HARDNESS (for engineering description of rock- not to be confused with Moh's scale for minerals)
Very hard
Cannot be scratched with knife or sharp pick. Breaking of hand specimens requires several hard blows of
geologist's pick,
Hard
Can be scratched with knife or pick only with difficulty. Hard blow of hammer required to detach hand specimen.
Moderately hard
Can be scratched with knife or pick Gouges or grooves to % in. deep can be excavated by hard blow of point of
a geologist's pick. Hand specimens can be detached by moderate blow.
Medium
Can be grooved or gouged 1/1e In. deep by fine pressure on knife or pick point Can be excavated in small chips
to pieces about 1-In. maximum size by hard blows of the point of a geologist's pick.
Soft
Can be gouged or grooved readily with knife or pick point Can be excavated In chips to pieces several inches in
size by moderate blows of a pick point Small thin pieces can be broken by finger pressure.
Very Soft
Can be carved with knife. Can be excavated readily with point of pick. Pieces 14n. or more in thickness can be
broken with finger pressure. Can be scratched madly by fingernail.
Joint, Bedding and Foliation Spacing In Rook'
Spacing
Joints
BeddinglFoliation
Less than 2 In.
Very close
Very thin
21n. -I ft
Close
Thin
1 R. - 3 fL
Moderately close
Medium
3 ft. -10 ft.
Wide
Thick
More than 10 fL
Very wide
Very thick
Rock Quality Designator (RQD)b
Joint Openness Descriptors
RQD, as a percentage
Diagnostic description
Openness
Descriptor
Feeding 60
Ekcellent
No Vlsible Separation
Tight
00- 75
Good
Less Oran 1/321n.
Slightly Open
76- 50
Fair
1132 to 1/8 In.
Moderately Open
50 - 26
Poor
118 to 318 In.
Open
Las than 25
Very poor
3/8 in, to 0.1 it.
Moderately Wide
Greater than 0.1 ft.
Wide
a. Spacing rerers to the aistance normal to the planes, or the clescrinea feature, wlvcn are parattei to each other or nearly so.
b. RQD (given as a percentage) = length of core in pieces 4 In. and longerfiength of run.
References: American Society of Civil Engineers. Manuals and Reports on Engineering Practice - No. 56, Subsurface Investlaatlon for Design and
Construction of Foundations d Bulldinas. New York: American Society of Civil Engineers,1078.
U.S. Department of the Interior, Bureau of Reclamation, Engineering Geology Field Manuel.
Exhibit C-2