HomeMy WebLinkAboutLetter; Subsurface InvestigationIL
KELLE , SCHLEICHER & Ike cWILLIAM EI GINE` I G AND TESTING, III..
MARTIN (772) 337-7i55 P.O. BOX 78-1377, SE ASTIA 3, FL 32978-1377 SERA TIAN (772) 589-0712
PALM BEACH (561) 645-7445 € r�.raet MELBOU N (321) 768-8 8
FAX (561) 845-3876 -Maik KS 0-KSI rIENGINEERING, NET ST LUCIE (772) 229-90 3
Calk.: 6693 FAX (772) 589-6460,
October 17, 2018
Princess Rock
2106 Ave G
Fort Pierce, FL 34950
Re: 51 Sovereign Way
Queens Cove
Fort Pierce, Florida
KSM Project #: 183623-b
Dear Ms. Rock:
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 and
palm trees.
B. Project Description:
A one-story, 2,500 square foot residence with a three -car garage and swimming pool is
planned to be constructed on the site. Loads from the structure will be transferred to
the ground by conventional shallow footings. We anticipate maximum wall loads for the
structure will be less than 2,000 pounds per linear foot along the wall foundation.
We estimate some additional site fill will be required to reach the desired grades.
Ronald €a. Kellen P.E.: 37293 i sl Llc. o.: 860 i Julie E. Kellen P.E.: 68366
'. ,
ELLER, S HLEI I ER & i acWILLIAM ENGINEERING .AND TESTING, INC.
VIAR III 7.72) 337 7755 P.0, BOX 78- 37:7, SEBASTIAN, FL 32978- 377 SEBASiIAN (772) 589-0712
PALM BEACH ('561) 845--744.5 www,'4<sryiengn�,wimg,net s' ELBO N (321) 768-8486
FAX (5 !) 845-8876 E-iMail: KSWKWENGINEERING.I ET T. LUCIE 177 ) 2 9-9903
C.A,: 5693 FAY, (772) 589-6469
51 Sovereign Way -2- October 17, 2018
Fort Pierce, Florida
C. The scope of our study consisted of the following:
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 four (4) Standard penetration
test borings in the proposed construction area. The borings were terminated at depths
of 10 to 14 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 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.
The records of the soils encountered, the penetration resistances and groundwater
level are shown on the attached logs.
€ nn id CGY. Kelfer. P.E.:37293 f I I_ga,, N(.),: 860 i Jufle E. Keller, RE.: 68366
1 Jn9;. zeal
6
3
ELLE , S HLEIC 4acWIt".I..IAI\j ENIGIINEERING AND 'TTESTING, INC.
MARTIN (7f°2)337-7755 I0O, BO 78- 3 '7, SEAS- TIA� ; FL 32978-1377 s nos �k� I7721589-071z
PALM BEACH (561) 845-7 45 www.k men ineorirtc,'€,net NIELi Oi.3RN (321) 7 6£..u488
FAX (561) 845-88 6 E- air.:. KS 1@K8FVlENGiNEERfN .NET ST LUCIE (77.2) 229-9093
C.A.- 5693 FAX (772) 5sq-6469
51 Sovereign Way -3- October 17, 2018
Fort 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 logs indicate the subsurface soils consist mostly of fine-grained sand and
fine-grained sand that is slightly silty. However, a very loose soil layer consisting of
clayed silty sand was found in the test borings at a depth of about 6 to 8 feet below
existing grade on the site in 3 of the 4 test borings. 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 differential settlement potential due to the very loose
clayed silty sand layer 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 to avoid 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 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.
F. Site Preparation:
The proposed building area, 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. Stumps should be removed entirely. 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.
Ronald G, K-,,4er., RE.. 372931 SI Li<:. No,: 86,0 ; Ju ie E. Wfor•, RE.; 63366
F4...3-EIR. 5(3HILE)CHFP & Mace I LIAIVI ENGINEERING AND TESTING, INC,
MARTIN (772) 337-7755 P.O. BOX 78-1 77, S ,BASTIAN, FL 32978-1377 SEBASTIAN tW21589-0712
PALM BEACH (55611845-7445 § 7UV�h`J,ks2T'eetigill W eii1'#.Y'eet {'?
51 Sovereign Way -4- October 17, 2018
Fort Pierce, Florida
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 Proctor value (ASTM D 1557).
After excavating for the footings, the disturbed footing subgrade should be recompacted
to 95 percent (minimum) of its modified dry Proctor value. 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.
G. Pool
At the proposed pool location, we recommend completely removing the soft layer found
at a depth of approximately 6 to 8 feet below existing grade and replace it with 3/"
stone. Compact the 3%" stone with a "jumping jack" 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 its modified 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.
Note: If the proposed pool is within 10 feet of the proposed residence, we recommend
to remove the soft layer from below the swimming pool, backfill with rock and construct
the pool shell prior to constructing the residence foundation slab. Temporary
"dewatering" will be required during the site preparation work and construction of the
pool shell.
Ronald G. K�Akl r. P. .: 37 291 1 Sd Lis,. No. 860 il JuHe E, eHole RE.: 68366
KELLER, SCHLEICHEP & t acWIL I M ENGINEERING AND TESTING. INC.
MARTIN (77) 337-.77 5 O. SOX 78-1 77, SEB S 'I N, FL 32978-1377 SEBASTIAN (772) 58 _rg71
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NIELBO N (821) 768-848
FAX (561) 845-8876 �-Pv's.�at ���'f:� S�s1 �1�l�� d�€�,3� :i" SST LU iE (772) 229-909
c.A.: >693 � �X (772) 589..84 9
51 Sovereign Way -5- October 17, 2018
Fort 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. 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, 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.
RespecXfpjly,,,
6
`JGlie E. Kell' r, P.E�,
AkRot, <�
Email f6,Yof�incess@x-tekcorp.com
Juhe . K€A(,n P. ,: 68366
KSM Engineering & Testing
BORING NUMBER B-1
]�'
PAGE 1 OF 1
aKSn, FL 32978
1VL S bassti
Tel: (772)-589-0712
Fax:(772)-589-6469
CLIENT Princess Rock
PROJECT NAME 51 Sovereign Way, Queens Cove
PROJECT NUMBER 183623-b
PROJECT LOCATION _
Fort Pierce. Florida
DATE STARTED 10/16/18 COMPLETED 10/16/18
GROUND ELEVATION
HOLE SIZE inches
DRILLING CONTRACTOR
GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample
7 AT TIME OF DRILLING 4.50 ft `_—
LOGGED BY MS/SF/CH CHECKED BY JEK
AT END OF DRILLING --
_.
NOTES See Attached Location Plan
AFTER DRILLING
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KSM Engineering & Testing BORING NUMBER B-2
�J PAGE 1 OF 2
So.
lx S basBfian, FL 32978
Tel: (772)-589-0712
Fax: (772)-589-6469
CLIENT Princess Rock __•_ _..__ PROJECT NAME 51 Sovereign. Way, Queens Cove__._.
PROJECT NUMBER _ 183623-b .._.__. PROJECT LOCATION Fort Pierce,_ Florida
DATE STARTED 10/16/18 COMPLETED 10/16/18 GROUND ELEVATION ._ HOLE SIZE inches _
DRILLING CONTRACTOR —_ _... GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample AT TIME OF DRILLING 4.42 ft
LOGGED BY MS/SF/CH ...... _.- CHECKED BY JEK AT END OF DRILLING ---
NOTES See Attached Location Plan _ AFTER DRILLING -
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(Continued Next Page)
KSM Engineering & Testing
BORING NUMBER B-2 -
Tf� ]� �f
P.O. Box 78-1377
PAGE 2 OF 2
,[1
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Sebastian, FL 32978
Tel: (772)-589-0712
Fax:(772)-589-6469
CLIENT Princess Rock
PROJECT NAME
_51._Sovereign Way, Queens Cave _-._.
PROJECT NUMBER
183623-b
_...... PROJECT LOCATION _
Fort Pierce Florida
..- ........ _._
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KSM Engineering & Testing
BORING NUMBER B-3
v cyj� ,� P.O. Box 78-1377
PAGE 1 OF 1
`►�j Sebastian, FL 32978
Tel: (772)-589-0712
Fax:(772)-589-6469
CLIENT Princess Rock
PROJECT NAME 51 Sovereign Way, Queens Cove _
PROJECT NUMBER 183623-b
PROJECT LOCATION Fort Pierce. Florida_..
DATE STARTED 10/16/18 COMPLETED 10/16/18
GROUND ELEVATION
•__ HOLE SIZE inches
DRILLING CONTRACTOR �-
GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample
V AT TIME OF DRILLING _4.67 ft _.
LOGGED BY MS/SF/CH �— CHECKED BY JEK _.._
AT END OF DRILLING
---
NOTES See Attached_ Location Plan
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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 Princess. Rock ___. ............ _
PROJECT NAME 51 _Sovereign Way. Queens Cove_..._
PROJECT NUMBER 183623-b _. -_
PROJECT LOCATION Fort Pierce Florida
DATE STARTED 10/16/18 COMPLETED 10/16/18
GROUND ELEVATION .__ HOLE SIZE inches
DRILLING CONTRACTOR _ __......... _.—
GROUND WATER LEVELS:
DRILLING METHOD. Split Spoon Sample
V AT TIME OF DRILLING 4.33 ft _
LOGGED BY _MS/SF/CH _...._.__ CHECKED BY _ JEK
_. AT END OF DRILLING ---
NOTES See Attached Location Plan......._.....__,
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