HomeMy WebLinkAboutCompaction Test Headquarters;. Mailing.
M45 U.S,Highway 1I At P.A.Box,79.1377
Sebastian,R.SZ9i58. Sebasti�ry FL,32978
Orlandoc" AVA 'AND TESTING Phone.772�589-07�2
723 Progress.way CA.,#3 5693
Sanford,FL. 32771 l(SNienginearin8.net
Revised: January 21, 2020
January,21, 2020
Crystal Fools of Indian River, Inc.
4680 North US Mighway 1
Vero Beach, FL 32967
Re: 1336 Wildcat dove Drive
Pierco;i Florida
pert iit4: 1912-0212
KSM Project . 191273-insp.rev
Dear Sir:
Visits was made on January 17, 2020, to the above referenopd site during the excavating of
the pool as-recommended in the soil report dated April 1, 2019. As part of our inspection.we
verified.that the soft layer was remcavd and that the subsurface below the pool bottom was,
firm" to a depth of 3'. The% stone directly below the pool bottom was compacted and verified
to be per the specifications in our report.
.If you have any questions or require additional information, please.feel:free to contact the
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KELLER, SCHLEICHER & Mac-WILLIAM 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
April 1, 2019
Lester & Brenda Holland
9341 Spring Run, Apt, 3104
Bonita Springs, FL 34135
Re: 1836 Wildcat Cove Drive
Fort Pierce, Florida
KSM Project#: 191273-b
Dear Mr. and Mrs. Holland:
As requested, KSM Engineering & Testing has performed a subsurface investigation at
the above referenced site. 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 waterfront site was flat and cleared.
B. Project Description:
A new single family, one-story residence with a pool is planned for the site. Although
our office was not provided with detailed structural drawings, we anticipate maximum
loads will be less than 2,500 pounds per linear foot along the wall foundation.
We estimate that some site fill will be necessary to meet final grade.
Ronald G. Keller, P.E.:37293!SI Lic. No.:860 / Julie E. Keller, P.E.:68366
• TeCmf •
AVjL
KELLER, 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.NET ST. LUCIE(772)229-9093
C.A.:5693 FAX(772)589-6469
1836 Wildcat Cove Drive -2- April 1, 2019
Fort 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.
9
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 five (5) Standard penetration
test borings in the proposed construction area. The borings were terminated at depths
of 10 to 14 feet below existing grade. The locations of the borings are indicated on the
attached boring 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.
Ronald G. Keller, P.E.:37293/SI Lic. No.:860 / Julie E. Keller, P.E.:68366
• Tip 0, t •
JL% AVL
KELLER, 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.NET ST. LUCIE(772) 229-9093
C.A.:5693 FAX(772)589-6469
1836 Wildcat Cove Drive -3- April 1, 2019
Fort Pierce, Florida
E. General Soil Profile:
The boring logs indicate the subsurface soils to a depth of approximately 6 feet consist
mostly of firm to medium-dense fine-grained sand and slightly clayed fine-grained sand.
At a depth of approximately 6 feet a layer of loose/very loose sandy clayed silt was
encountered. Below the loose/very loose layer, the soils generally consist of medium-
dense to dense fine-grained sand and slightly silty fine-grained sand.
F. Engineering Evaluation and Conclusions:
Based on the information obtained from this site investigation we offer the following
evaluation:
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. Since the top 5 feet consists of compacted granular soils, it is
possible to provide a bearing pressure that will be acceptable from a bearing capacity
standpoint. However, a loose layer between 5 and 6 feet below the ground surface
could cause differential settlement. This layer is approximately 12" in depth.
G. Pressure Grouting:
In our opinion, a single family.residence can be supported on a conventional foundation
system provided that the loose/very loose soil layers are densified through sand cement
grouting under pressure. Therefore, to produce uniform subsurface conditions through
cement grouting under pressure, the injection points of the pressure grouting shall not
exceed 6 feet O.C. below load bearing footings and have at least 1 injection point per
any column pad less than 3' X 3' and 2 injection points per any column pad exceeding
3' X 3'.
The tip of the injection point should penetrate the soft and loose soils found at a depth
of 5 to 6 feet below existing grade. All injection points should create a lift of 1/8 of an
inch.
We recommend a representative from our firm be present to observe, document and
certify that the weak soil layer was properly stabilized.
Ronald G. Keller, P.E.:37293/SI Lic. No.:860 / Julie E. Keller, P.E.:68366
KELLER, SCHLEICHER & NiacWILLIAM 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
1836 Wildcat Cove Drive -4- April 1, 2019
Fort Pierce, Florida
H. Site Preparation:
The proposed building area, plus a minimum margin of five feet beyond the proposed
building limits shall be stripped and grubbed of surface debris, including vegetation,
roots and organic matter and proofrolled. Sufficient passes should be made during
compaction operations to produce a density no less than 95 percent of its modified dry
Proctor value 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. The fill material shall consist of clean granular sand
containing less than 10% material passing the U.S. Standard No. 200 mesh sieve.
Place structural fill in loose layers of 12 inches in thickness and compact each lift to at
least 95 percent of its modified dry Proctor value.
After excavating for the footings, the disturbed footing subgrade should be compacted
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 and on-site inspection be performed at appropriate
times during the earth work operations in order to verify that the site preparations has
been properly constructed.
I. Foundation:
Provided that our recommendations for site preparation are followed, the proposed
structure may be supported on conventional concrete steel reinforced footings designed
for an allowable soil bearing pressure of 2,000 pounds per square foot, or less.
In order to avoid any major cracks in the concrete slab due to settlement, we
recommend that the floor slab also be reinforced with welded wire mesh. The welded
wire mesh shall be supported on concrete bricks at a maximum spacing of 3 feet on
center.
With the foundation properly designed and the site properly prepared, we anticipate
total settlements less than % of an inch and differential settlement of less than '/a of an
inch. The majority of the settlement should occur during construction.
Ronald G. Keller, P.E.:37293/SI Lic. No.:860 / Julie E. Keller, P.E.: 68366
AVL
KELLER, 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.NET ST. LUCIE(772)229-9093
C.A.:5693 FAX(772)589-6469
1836 Wildcat Cove Drive -5- April 1, 2019
Fort Pierce, Florida
J. Floor Slabs:
A conventional slab-on-grade can be used in the "at grade" portion of the residence.
We recommend the disturbed subgrade below the floor slab be re-compacted to 95
percent of the modified Proctor maximum dry density (ASTM D 1557) prior to
placement of the concrete. An estimated modulus of subgrade reaction of 150 pounds
per cubic inch (pci) can be used for design of the slab-on-grade. We recommend that
control joints be incorporated in the slab at frequent intervals to control shrinkage
cracks.
A moisture barrier is recommended beneath the floor slab to prevent moisture migration
from the underlying soil resulting in dampness of the slab.
K. Swimming Pool (If Planned):
Based on the existing soil conditions, the proposed pool can be designed and
constructed using an allowable soil bearing pressure of 2,000 pounds per square foot
provided that the soft layer found at a depth between 5 and 6 feet below grade is
removed.
We recommend to over excavate the pool and backfill with 3/" stone so that the
subsurface becomes firm to a minimum of 3 feet below the pool bottom. The rock
should be compacted using a "jumping jack". The excavated pool bottom shall be
inspected by a representative of KSM Engineering to verify that the pool bottom is firm
and stable prior to placing the rebars for the pool shell.
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).
Temporary "dewatering" will be required during construction of the pool shell.
Ronald G. Keller, P.E.:37293/SI Lic. No.:860 / Julie E. Keller, P.E.:68366
i
A% AVL
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
MARTIN(772)337-7755 ISO. 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
1836 Wildcat Cove Drive -6- April 1, 2019
Fort Pierce, Florida
L. Closure:
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, 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,fur°fl g?"16wige to you or should you have any questions, please feel free to
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E-mail to: brendaholland13 agmail.com; nancy@greggteam.net
Ronald G. Keller, P.E.:37293/SI Lic. No.:860 / Julie E. Keller, P.E.:68366
Adikkk
KSM Engineering ing BORING NUMBER B-1
KS]� � P.O.Box 78-13 PAGE 1 OF 1
1►�1 Sebastian,FL 3 2978
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Lester and Brenda Holland PROJECT NAME 1836 Wildcat Cove Drive
PROJECT NUMBER 191273-b PROJECT LOCATION Fort Pierce, Florida
DATE STARTED 3/29/19 COMPLETED 3/29/19 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample AT TIME OF DRILLING 5.17 ft
LOGGED BY MS/SF CHECKED BY JEK AT END OF DRILLING --
NOTES See Attached Location Plan AFTER DRILLING ---
W o z ♦SPT N VALUE
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0 20 40 60 80
Brown Sand,Slightly Clayed with Traces of Roots
.......................................
° • Brown Sand with Traces of Shell Fragments 8-8-10
:..,
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Gray Sand (10)
SS 4-10-12
:::.•. (22) :.......:.......:.......
...............................:.....
10 Gray Sand,Slightly Silty SS 17-17-23
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(40)
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(35) .... ....
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(18)
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KSM Engineering ng BORING NUMBER B-2
KSMP.O.Box 78-1377
Sebastian,FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Lester and Brenda Holland PROJECT NAME 1836 Wildcat Cove Drive
PROJECT NUMBER 191273-b PROJECT LOCATION Fort Pierce, Florida
DATE STARTED 3/29/19 COMPLETED 3/29/19 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample -VAT TIME OF DRILLING 5.00 ft
LOGGED BY MS/SF CHECKED BY JEK AT END OF DRILLING ---
NOTES See Attached Location Plan AFTER DRILLING --
W o ♦SPT N VALUE
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a:'•.:;: Brown Sand,Slightly Clayed with Traces of Roots
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a 6-6-8
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Gray Sand,Slightly Silty (5) :•••.•••:••••...:•..•..•:.••••.
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KSM Engineering=ting BORING NUMBER B-3
KSMP.O.Box 78-1377
Sebastian,FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Lester and Brenda Holland PROJECT NAME 1836 Wildcat Cove Drive
PROJECT NUMBER 191273-b PROJECT LOCATION Fort Pierce Florida
DATE STARTED 3129119 COMPLETED 3/29119 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample V AT TIME OF DRILLING 4.83 ft
LOGGED BY MS/SF CHECKED BY JEK AT END OF DRILLING --
NOTES See Attached Location Plan AFTER DRILLING --
a o z A SPT N VALUE
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a." O MATERIAL DESCRIPTION a O�Q W� Z �
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(15)
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SS 8-6-9
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KSM Sebastian, FL 32978
PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Lester and Brenda Holland PROJECT NAME 1836 Wildcat Cove Drive
PROJECT NUMBER 191273-b PROJECT LOCATION Fort Pierce,Florida
DATE STARTED 3/29/19 COMPLETED 3/29/19 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample Q AT TIME OF DRILLING 4.92 ft
LOGGED BY MS/SF CHECKED BY JEK AT END OF DRILLING --
NOTES See Attached Location Plan AFTER DRILLING —
W o z ♦SPT N VALUE
U W r U w W 20 40 60 80
a a.O MATERIAL DESCRIPTION W Co >C5 W N z a
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Brown Sand,Slightly Clayed with Traces of Roots
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(15)
.......................................
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6-8-7
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Gray Sand (5)
SS
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10 (31)
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KSM Engineering Wing BORING NUMBER B-5
KSM P.O.Box 78-1377
Sebastian,FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Lester and Brenda Holland PROJECT NAME 1836 Wildcat Cove Drive
PROJECT NUMBER 191273-b PROJECT LOCATION Fort Pierce,Florida
DATE STARTED 3/29/19 COMPLETED 3/29/19 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample Q AT TIME OF DRILLING 5.00 ft
LOGGED BY MS/SF CHECKED BY JEK AT END OF DRILLING -
NOTES See Attached Location Plan AFTER DRILLING -
SPT N VALUE A
W 20 40 60 80
MC LL
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a.a.^ O MATERIAL DESCRIPTION g j C�J O Z)¢ w z ?L, Q�
p —' o OU W m O Z v" }" 20 40 60 80
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0 20 40 60 80
Brown Sand,Slightly Clayed with Traces of Roots
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..... .:.......:...............:.......
SS 5-7-9
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PROJECT: • d.
SHEET I OF DRAWN
DESIGNEDPERMIT#:
PROJECT#: 191273.b V) DATE: 20190402