HomeMy WebLinkAboutKSM Enguneering & TestingAsc51v50 21111- 0 630
JAN 13 2022
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11345 U.S. Highway 1 ' 1 Z
ENGINEERING
Mailing
P.O. Box 78-1377
Sebastian FL.32958
Orlando
IVA
AND TESTING
Sebastian FL.32978
Phone: 772-589-0712
723 Progress Way
C.A. # 5693
Sanford, FL. 32771
KSMengineering.net
December 2, 2021
Complete Construction and Design
755 8th Court
Suite #4
Vero Beach, FL. 32962
Re: 1912 Lynx Drive
Fort Pierce, Florida
KSM Project #: 219325-b
Dear Mr. Pryor:
As requested, KSM Engineering & Testing has performed a subsurface investigation at the
referenced site. Presentation of the data gathered during the investigation, together with our
geotechnical related opinions, are included in this report.
Site Description:
At the time of drilling, the river front site was flat with some light surface vegetation (grass).
Project Description:
It is our understanding that a one-story single-family residential structure is planned to be
constructed on the site. Loads from the structure will be transferred to the ground by
conventional shallow footings. Although we were not furnished with the structural design
loads or a foundation plan, for our geotechnical analysis we anticipate the maximum wall
loads for the structure will be less than 1,500 pounds per linear foot along the wall foundation.
The structural engineer of record should review our assumptions and notify us if the design
loads exceed the assumed loads.
We estimate 1 to 2 feet of site fill will be required to reach the desired grades.
The Scope of Our Study Consisted of the Following:
1. Performed Standard Penetration Test Borings in the proposed structure area to
estimate the subsoil relative density.
2. Measured the observed groundwater level at each boring.
3. Evaluated the existing soil conditions with respect to the proposed construction and
provided recommendations for site preparation and foundation design.
4. Prepared this report to document our findings. FIZan c®�
Page 1 of 5
1912 Lynx Drive
Fort Pierce, Florida
KSM Project #: 219325-b
Site Investigation:
IV V IL I ENGINEERING
X%0AU AND TESTING
The site investigation program consisted of performing four (4) Standard Penetration Test
borings (SPT) on the site. The borings were terminated at depths of 10 to 15 feet below
existing grade. The locations of the borings are shown on the attached location plan.
The SPT borings were completed in accordance with procedures described in ASTM D 1586.
A standard 1.5 inch I.D., 2 inch O.D. split -spoon sampler is driven into the soil by successive
blows of a 140 pound hammer freely falling 30 inches. The number of blows required to drive
the sampler 1 foot, after seating 6 in., is designated the penetration Resistance, or "N" value.
At regular intervals the sampler is extracted from the ground and opened to allow visual
examination and classification of the retained soil sample. Also, the groundwater table was
allowed to stabilize and the depth of the groundwater elevation recorded from existing grade.
The records of the soils encountered, the penetration resistances and groundwater level are
shown on the attached logs.
Engineering Evaluation and Conclusions:
Based on the information obtained from this site investigation we are pleased to offer the
following evaluation:
The boring logs indicate the subsurface soils consist mostly of fine-grained sand with shell
fragments. However, a layer of clayed silt with organics, here -in referred to as "unsuitable
material", was encountered from 5 to 7 feet below existing grade. SPT "N" values recorded
during the boring operation indicate the soil density is generally firm to medium dense
excluding the unsuitable material layer which was found to be very soft. Please refer to the
soil boring logs for specific information relative to the soil description at each test location.
It is our opinion that the unsuitable layer would cause settlement to the planned structure.
This settlement, in our opinion, would be too excessive and beyond the general accepted
safe limits for the structure.
In order to avoid any damaging structural distress due to settlements, an appropriate
foundation system would be an engineered concrete steel reinforced "waffle type" structural
slab designed for a net soil contact pressure not exceeding 1,500 psf designed for differential
settlement. The structural slab foundation shall have a footing below all load bearing walls,
reinforced with both top and bottom steel and poured monolithically with the concrete slab.
The slab should be reinforced with rebars and have interior deepened reinforced sections so
that the maximum slab span does not exceed 20 feet in any direction.
We also recommend the unsuitable material layer be densified through cement grouting
under pressure. We recommend a representative from our firm be present to observe,
document, and certify that the weak soil layer was properly stabilized. The following sections
provide our recommendations for site preparation, foundation design and pressure grouting.
Page 2 of 5
1912 Lynx Drive
Fort Pierce, Florida
KSM Project* 219325-b
Site Preparation:
Prior to beginning the pressure grout stage of the project, we recommend, for optimum
results, that the proposed structure area is filled to the desired grades.
Prior to placing fill on this site, the proposed structure area and areas to be paved plus a
minimum margin of 5 feet beyond the limits of construction shall be stripped and grubbed of
surface debris including vegetation, roots and organic matter. The prepared area should then
be graded level and proofrolled. Any soft, yielding areas shall be excavated and replaced
with compacted structural fill. Sufficient passes should be made to produce a density in
accordance with the provided compaction recommendation to a depth of 2 feet. Once the
area has been successfully proofrolled, the site may be filled to desired grades in accordance
with the provided fill material and compaction recommendations.
We do not recommend using heavy vibratory equipment on this site due to the proximity to
the neighboring structures.
Once the site is at finished grade the pressure grouting stage may begin. Please refer to the
Pressure Grouting section for more recommendations pertaining to pressure grouting.
After excavating for the footings, the disturbed footing subgrade should be recompacted in
accordance with the provided compaction recommendation. This can be best achieved by
making several passes with a relatively light -weight walk -behind vibratory sled or roller. We
recommend field density tests be performed at appropriate times during the earth work
operations in order to verify that the site has been properly constructed.
Fill Material and Compaction:
Structural fill shall consist of clean granular sand containing less than 10% material passing
the U.S. Standard No. 200 mesh sieve. Fill should be placed in loose layers with a maximum
thickness of 12 inches.
Compaction of each lift shall be least 95 percent of its modified Proctor value (ASTM D
1557). We recommend field density tests be performed at appropriate times during the
earthwork operations in order to verify the site has been properly constructed.
In -place density of the compacted soil can be verified using a nuclear density gauge or any
other ASTM approved method to determine percent compaction. It is our recommendation
that compaction tests in the excavated footings should be conducted prior to placement of
any steel or concrete and conducted at every column footing and once for every 100 linear
feet of footing trench.
Subgrade and each lift of fill should be tested for compaction at a frequency no less than one
test per 2,500 sf of building area, per lift with a minimum of 4 tests in each area prepared.
The placement and frequency of testing can be modified as the discretion of the site
contractor and the onsite soils technician based on the requirements of the project as stated
by the Engineer of Record.
Page 3 of 6
1912 Lynx Drive
Fort Pierce, Florida
KSM Project #: 219325-b
Pressure Grouting:
Prior to beginning the pressure grout stage, the site preparation stage must be concluded
which includes the placement and compaction of fill to subgrade.
The injection points of the pressure grouting shall not exceed 5 feet on center below load
bearing walls (interior and exterior locations) and at least 1 per column pad which is less than
3 x 3 feet. The contractor shall offset the bearing wall injection points to ensure proper
densification under the foundations. KSM recommends providing an injection point plan for
our review prior to the installation of pressure grouting. The tip of the injection point should
penetrate the soft soils so that the injection points create a lift of at least 1/8 of an inch of
ground heave.
We recommend the design grout mix per batch should be proportioned as to prevent
excessive travel which would prevent compactive effort or an admixture used to facilitate the
gelling time of the grout to allow for the seal of the grout hole to set. The licensed contractor
should be experienced in soil pressure grouting, and the mix utilized in the field can be
modified under their direct supervision. The mix may also need to be modified based on the
thickness layer. The decision of the mixture is the responsibility of the licensed grout
contractor.
Upon completion of the recommended pressure
workmanlike manner following industry standards,
be verified with additional soil borings to ensur
achieved prior to any additional foundation wor
borings is determined by the size of the project
during the drilling process.
'•.
grouting by a licensed contractor in a
KSM requires the densification of the soils
e that the specified soil densification is
k starting. The total number of required
along with judgement of the Lead Driller
Based on the discovered soil conditions, the proposed pool can be designed and constructed
using an allowable soil bearing pressure of 2;000 pounds per square foot.
When excavating the pool, if any organic soil or soft material is encountered, these
materials/soils should be removed and replaced with 3/" stones so the subgrade becomes
firm below the pool bottom. Please note that after placing stone in the bottom of the
excavation, granular soil should never be placed on top of the stone.
Backfill material behind the pool shell shall consist of clean granular sand with less than 10
percent "fines" passing the U.S. No. 200 sieve. Place backfill material in loose lifts of 12
inches in thickness and compact each lift to no less than 95 percent of its modified dry
Proctor value (ASTM D 1557).
Page 4 of 5
1912 Lynx Drive
Fort Pierce, Florida
KSM Project M 219325-b
Closure:
'v C'1 I' ENGINEERING
A%QJM AND TESTING
Based upon our subsurface investigation at the above -mentioned project location, the
reliance of the recommendations presented within this signed and sealed report is predicated
on KSM representative's involvement to verify that not only have the soils been prepared
following the indicated recommendations, but the site preparation, pressure grouting and
foundations are installed in compliance within the parameters indicated.
This report has been prepared in accordance with generally accepted soil and foundation
engineering practices based on the results of the test borings and the assumed loading
conditions. No warranties, either expressed or implied, are intended or made. This report
does not reflect any variations which may occur between the borings. If variations appear
evident during the course of construction, it would be necessary to re-evaluate the
recommendations of this project.
Environmental conditions, wetland delineation, water quality, karst activity and municipal
requirements are not a part of this report.
We are pleased to be of assistance to you on this phase of your project. When we may be of
further service to you or should you have any questions, please feel free to contact the office.
Respectfully,
Cody C. Clawson, P.E.
Geotechnical Engineer
Florida Lie. No. 91598
CCC/cv
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Page 5 of 5
KSM Engineering & Testing
BORING NUMBER B-1
P.O. Box 78-1377
KSM Sebastian, FL 32978
PAGE 1 OF 1
Tel: (772)-589-0712
Fax: (772)-589-6469
CLIENT Complete Construction & Design
PROJECT NAME 1912 Lynx Drive
PROJECT NUMBER 219325-b
PROJECT LOCATION Fort Pierce, Florida
DATE STARTED 11/30/21 COMPLETED 11/30/21
GROUND ELEVATION
HOLE SIZE inches
DRILLING CONTRACTOR
GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample
V AT TIME OF DRILLING 1.58 ft
LOGGED BY JP/SF/TG CHECKED BY CCC
AT END OF DRILLING --
NOTES See Attached Location Plan
AFTER DRILLING --
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......................................
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6-9-9
(18)
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SS
6-4-5
(9)
......................................
.......................................
Light Gray Sand with Traces of Shell Fragments
SS
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(12)
......................................
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SS
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(9)
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Light Gray Sand with Pieces of Cemented Shell (Rock)
SS
12-22-24
(46)
Bottom of borehole at 15.0 feet.
KSM Engineering &Testing
BORING NUMBER B-2
Box 78-1377
KSMP.O.
Sebastian, FL 32978
PAGE 1 OF 1
Tel: (772)-589-0712
Fax:(772)-589-6469
CLIENT Complete Construction & Design
PROJECT NAME 1912 Lynx Drive
PROJECT NUMBER 219325-b
PROJECT LOCATION
Fort Pierce, Florida
DATE STARTED 11/30/21 COMPLETED 11/30/21
GROUND ELEVATION
HOLE SIZE inches
DRILLING CONTRACTOR
GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample
AT TIME OF DRILLING 1.75 ft
LOGGED BY JP/SF/TG CHECKED BY CCC
AT END OF DRILLING —
NOTES See Attached Location Plan
AFTER DRILLING
--
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KSM Engineering &TestingP.O. Bx 8-1377 BORING NUMBER B-3
KSM S basstl n7 FL 32978 PAGE 1 OF 1
Tel: (772)-589-0712
Fax: (772)-589-6469
CLIENT Complete Construction & Design PROJECT NAME 1912 Lynx Drive
PROJECT NUMBER 219325-b PROJECT LOCATION Fort Pierce, Florida
DATE STARTED 11/30/21 COMPLETED 11/30/21 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample �-Z AT TIME OF DRILLING 2.33 ft
LOGGED BY JP/SF/TG CHECKED BY CCC AT END OF DRILLING —
NOTES See Attached Location Plan AFTER DRILLING --
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(7)
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Light Gray Clayed Sand with Traces of Shell
:---------
KSM Engineering & Testing
BORING NUMBER B-4
KSMP.O. Box 78-1377
PAGE 1 OF 1
Sebastian, FL 32978
Tel: (772)-589-0712
Fax:(772)-589-6469
CLIENT Complete Construction & Design
PROJECT NAME 1912 Lynx Drive
PROJECT NUMBER 219325-b
PROJECT LOCATION
Fort Pierce, Florida
DATE STARTED 11/30/21 COMPLETED 11/30/21
GROUND ELEVATION
HOLE
SIZE inches
DRILLING CONTRACTOR
GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample
Q AT TIME OF DRILLING 2.25 ft
LOGGED BY JP/SF/TG CHECKED BY CCC
AT END OF DRILLING --
NOTES See Attached Location Plan
AFTER DRILLING
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1-1-3
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+LOCATION OF SOIL TESTING
PROJECT: 1912 Lynx Drive, Fort Pierce, Florida
DRAWN BY: C.V.
SHEET 10F 1 V At ENGINEERING DESIGNED BY: C.C.C.
PERMIT #:
PROJECT #: 219325-b AND TESTI N G DATE: 20211202
SCALE: NOT TO SCALE