HomeMy WebLinkAboutKSM Engineering & TestingKELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
MARTIN (772) 337-7755 .:P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712
PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488
FAX (561) 845-8876 E-Mail; KSM@KSMENGINEERING.N�T' St. LUCIE (772) 229-9093
C.A.: 5693 FAX (772) 589-6469
April 3, 2017
RECEI`.` .0 OCT 03 2017
Ameron Homes, Inc.
P.O. Box 780874
Sebastian, FL .32978-0874
Re: 114. Queen Bess Court
Ft. Pierce, Florida
KSM Project M 170997-b
Dear Sir:
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.
A. Site Description:
At the time of drilling,, the canal front site was fairly flat with light surface vegetation
(grass).
B. Project Description:
A single family residence is -planned to be constructed on the site. Loads from the one-
story structure will be transferred to the ground by conventional -shallow footings. We
anticipate maximum wall loads for .the structure will be less than 2,500 pounds per
linear foot along the wall foundation. .
We estimate several feet.of site fill will be required to reach the desired grades
Ronald G. Keller, RE.: 37293 / SI Lic. No.: 860 / Julie E. Keller, I?E.: 68366
KELLER, SCHLEICHER & MacMLLIAM ENGINEERING AND TESTING, INC.
MARTIN (772) 337-7755 . ' P.O. BOX..78-1377, SEBASTIAN, FL 32978-1377. SEBASTIAN (772) 589-0712
PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488
FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST LUCIE (772) 229-9093
C.A.: 5693 FAX (772) 589-6469
114 Queen Bess Court -2- April 3, 2017
Ft. Pierce, Florida
C. The scope of our study consisted of:the following:.
1. Performed Standard Penetration Test Borings in the proposed construction area
to estimate the. subsoil relative density.
2. Measured the 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.
D. Site Investigation:
The site investigation program consisted of performing three (3) Standard penetration
test borings in the proposed construction area. The borings were terminated at depths
of 10 to 40 feet below grade.. The locations of the borings are indicated on the attached
boring logs.
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 failing 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.
The records of the soils encountered, the penetration resistances and groundwater
level are shown on the attached -logs.
Ronald G. Keller,: P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366
Te4olkAr
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KELLER, SCHLEICHER & MacWILLIAIVI ENGINEERING AND TESTING, INC.
MARTIN (772) 337-7755 PO. BOX 78_1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712
PALM BEACH (561) 845-7445 wwwksmengineering.net MELBOURNE (321) 768-8488
FAx (561) 845-8876 C.A.: 5693 E-Mail: KSM@KSMENGINEERING.NET. ST. LUCIE (772) 229-9093
FAX (772) 589-6469
114 Queen Bess Court -3- April 3, 2017
Ft. Pierce, Florida
E. Engineering Evaluation and Conclusions:
Based on the information obtained from this site investigation'we are pleased to offer
the following evaluation:
The boring bogs indicate the subsurface conditions are fairly uniform across the site.
The soils consist mostly of fine-grained sand and fine-grained sand that is slightly silty.
Shell fragments and pieces of rock were also found in some of the soil layers.
However, a soil layer consisting of sandy clay/silt with traces of organic material was
found in the test borings at a depth of about 4 to 7 feet below existing grade. Also, we
found an additional clay :silty layer at 25 .to 28 feet below grade. '. N" values recorded
during the boring operation. indicate the existing soil density is generally Loose to
medium -dense excluding the very loose. sandy clay/silt layers. Please refer to the soil
boring logs for specific information relative to the soil description.
In order for a shallow foundation to perform_ satisfactorily, it must be able to support the
structural loads with an acceptable factor. of safety against excessive settlements; both
total and differential. Due to the .settlement potential of the very loose sandy clay/silt
layers found on the site, we do not recommend supporting the proposed residence on
conventional shallow footings:.The anticipated settlement, in our opinion, would be too
excessive and beyond the general accepted safe limits for the structure.
In .order toavoid any damaging structural distress due to ,settlements; a more
appropriate foundation' system .would be an engineered concrete steel reinforced
structural slab designed for a net soil contact pressure not exceeding 1500 psf. The
structural slab foundation shall have a footing below all loadbearing walls, reinforced
with both top and bottom steel and poured monolithically with the concrete slab. The
floor slab shall also be reinforced to avoid major cracks in the concrete slab due to
settlement.
We also recommend, to limit settlement, the very loose soils nearest to the surface (4'
to 7') should be densified through cement grouting under pressure. The injection points
of the pressure grouting shall not exceed 6 feet O.C..below load.bearing walls and have
at least 1 injection point per column pad..
We recommend a representative from our firm be present to observer, document, and
certify:that the weak soil layer was properly stabilized.
Ronald G. Keller, P.E.: 372931 SI Lie. No.: 860 / Julie E. Keller, P.E.: 68366
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
MARTIN (772) 337-7755 P®. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712
PALM BEACH (561) 845-7445 www.ksmengineer.ing.net MELBOURNE (321) 768-8488
FAX (561) 845-8876 E-:Mail: KSMQKSMENGINEERING.NET ST. LUCIE (772) 229-9093
C.A.: 5693 FAX (772) 589-6469
114 Queen Bess Court -4- 'April 3, 2017
Ft. Pierce, Florida
F. Site Preparation:
The proposed building area and areas to be paved, plus a minimum margin of five feet
beyond the proposed, construction shall be stripped and grubbed of surface debris,
including vegetation, roots and organic matter. The building area should be graded
level and proofrolled. Any soft yielding areas shall be excavated and replaced with
clean compacted fill: Sufficient passes should be made during the compaction
operations to produce a density no less than 95 percent of its modified dry Proctor
value (ASTM D 1557) to a.depth of.two feet.
After'the exposed surface has been proofrolled, the building and pavement areas may
be filled to the desired grades. Additional fill material shall, consist of clean granular
sand containing.less than'10% material passing the U.S.. Standard No. 200 mesh sieve.
Structural fill should be placed in uniform loose layers of 12 inches in thickness and
compacted to at least 95 percent of its modified'dry Proctor value (ASTM D 1557).
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.
G. Swimming Pool (If Planned):
At the proposed pool location, we recommend completely removing the soft sandy
clay/silt layer found at a depth ,of approximately 4 to 7. feet below existing grade and
replace it with %". stone. below the pool bottom. Compact the 3%" stone with 'a
compactor so the subgrade becomes, firm and stable. Call: for an inspection to verify
that the site has been properly prepared prior to placing the steel reinforcing.
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 fill material in loose lifts of 12
inches, in thickness and. compact each lift to no less than 95 percent of itsmodified dry
Proctor value (ASTM D1557).
We recommend field density tests be performed at appropriate times during the backfill
work'to verify that our specifications are being followed.
Provided that the pool subgrade is properly prepared, the pool can be designed and
constructed using an allowable soil bearing pressure of 2,000 pounds per -square foot,
or less.
Ronald G. Keller,. P.E.: 37293:/ SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366
OIL x
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KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
MARTIN (772) 337-7755 1 P.O. BOX 78_1377, SEBASTIAN, FL 32973-1377 SEBASTIAN (772) 589-0712
PALM BEACH (561) 845-7445 wvvw.ksmengine6ring.net MELBOURNE (321) 768-8488
FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET. ST. LUCIE (772) 229-9093
C.A.: 5693 FAX (772) 589-6469
114 Queen Bess Court -5- April 3, 2017
Ft. Pierce,. Florida .
H. Closure:
This report has been prepared in accordance with generally accepted soil and
foundation engineering. practices based: on the results of. the borings and. the assumed
loading conditions. 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.
��ee�osea�esuoB�4.�
�I � "14 be of assistance to you on this phase of your project. When we may
o you or should you have any questions, please feel free to call.
Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366
. Keller Schleicher &MacWilliamEngineering&Testing
®R�N�o NUMBER B_,�
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S 332958
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PAGE 1 OF 1
Telephone: 772-589-0712 .
Fax: 772-589-6469
CLIENT Ameron Homes
PROJECT NAME 114 Queen Bess Court
PROJECT NUMBER 170997-b
PROJECT LOCATION
Ft. Pierce, Florida
DATE STARTED 3/30/17 COMPLETED 3/30/17
GROUND ELEVATIOP!
HOLE SIZE inches
DRILLING CONTRACTOR
GROUNDWATER LEVELS:
DRILLING METHOD Split Spoon Sample
Z AT TIME OF DRILLING 3.75 ft
LOGGED BY MS/CH CHECKED BY JEK
AT END OF DRILLING --
NOTES See Attached Location Plan
AFTER DRILLING
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' KSM Engineering &Testing �®���� ������ �_�
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u'� Sebastian, FL 32978. PAGE 1 OF 2
Tel: (772)-589-0712
Fax:(772)-589-6469
CLIENT Ameron Homes PROJECT NAME 114 Queen Bess Court
PROJECT NUMBER 170997-b PROJECT LOCATION Ft. Pierce, Florida
DATE STARTED 3/30/17 COMPLETED 3/30/17 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD _Split Spoon Sample AT TIME OF DRILLING, 4.00 ft
LOGGED BY MS/CH CHECKED BY JEK AT END OF DRILLING --
NOTES See Attached Location Plan AFTER DRILLING --
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MATERIAL DESCRIPTION
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35
(Continued Next Page)
Keller Schleicher & MacWilliam Engineering & Testing
®R��G NQ�����
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P. O. Box78-1377
-2
1C2.�1t�'1L
Sebastian, FL. 32958
PAGE 2 OF 2
Telephone: 772-589-0712 .
Fax: , 772-589-6469
CLIENT Aineron Homes
PROJECT NAME
114 Queen Bess Court'
PROJECT PLUMBER 170997-b
PROJECT LOCATION
Ft. Pierce, Florida'
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Keller Schleicher&MacWilliam'Engineering&Testing
BORING NUMBER B_3
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KS1 332958
V'� Sebastian, FL.
PAGE 1 OF 1
Telephone: 772-589-0712
Fax:-772-589-6469
CLIENT Ameron Homes
PROJECT NAME 114 Queen Bess Court
PROJECT NUMBER 170997-b
PROJECT LOCATION
Ft. Pierce, Florida
DATE STARTED 3/30/17 COMPLETED 3/30/17
GROUND ELEVATION
HOLE
SIZE inches
DRILLING CONTRACTOR
GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample
AT TIME OF DRILLING_
3.92 ft
LOGGED BY MS/CH CHECKED BY JEK
AT END OF DRILLING - -
NOTES See Attached Location Plan
AFTER DRILLING
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0 SPT N VALUE A
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LOCATION OF TESTS
PROJECT: 914 Queen Ids Curt, Ft. Pierce, Florida
SHEETI OF J.L.
NNW�i► ENGINEERING®����:
PERMITM worm& DESIGNED BY, JX
PROJECT : 970907•b AVL AND TESTING SNATE::. OS1201i
SALE: ®ICE