HomeMy WebLinkAboutCompaction Test 2 Headquarters IV C! 'L At ENGINEERING P.O.Box 7 Mailing
11345 U.S.Highway 1 8-1377
Sebastian,FL.32958 Sebastian,FL.32978
Orlando 4V& AND TESTING Phone:772-589-0712 A#5693
'723 Progress Way
Sanford,FL. 32771 KSMengineeringnet
August 6, 2021
GC Coastal Homes LLC
David Gumpper
7655 Pelican Pointe Drive
Jensen Beach, FL 34957
Re: Lot 8, Pelican Point Drive
Parcel ID 3522-700-0012-000-8
Jensen Beach, Florida
KSM Project#: 215259-b
Dear Mr. Gumpper:
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 site was fairly flat with light surface vegetation and a few palm trees.
Project Description:
A three-story, single-family residence and pool are planned to be constructed on the site. Loads from
the structure will be transferred to the ground by conventional shallow footings. We estimate. the
maximum loads will be less than 4,000 pounds per linear foot along the wall foundation. The
structural engineer of record should notify our office if the design loading exceeds our assumptions.
The test locations were indicated by the client at the time of the site investigation
It is our understanding that 3 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 (SPT) borings in the proposed construction area to
estimate the subsoil relative density.
2. Measured the observed groundwater level at each boring.
3. Evaluated the discovered subsurface conditions with respect to the proposed construction and
provided recommendations for site preparation and foundation design.
4. Prepared this report to document our findings.
Page 1 of 6
Lot 8,Pelican Point Drive IV C!'1 I' ENGINEERING
Jensen Beach, Florida A%Q i%% AND TESTING
KSM Project M 215259-b
Site Investigation:
The site investigation program consisted of performing four (4) SPT borings, in the. proposed
construction area. The SPT borings were terminated at depths of 10 to 45 feet below grade. The
locations of the borings are indicated on the attached location plan.
The SPT borings were completed in general accordance with procedures described in ASTM D-1586.
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:
Subsurface Condition Summary - The boring logs and "N" values recorded during the SPT tests
indicate the subsurface soils consist of:
• Layers of medium dense fine-grained sand and slightly clayed fine-grained sand from 0 to 4
feet below grade,
• A three-foot-thick layer of very loose slightly silty/clayed fine-grained sand (problematic soil
layer)from 2 to 7 feet below grade,
• Layers of medium dense to very dense slightly silty fine-grained sand and fine-grained sand
with shell fragments 7 to 29 below grade
• Layers of very loose to loose clayed sandy silt and sandy silt from 29 to 39 feet below grade,
and
• A layer of medium dense slightly silty fine-grained sand from 39 to 45 (SPT terminus) feet
below grade.
Based on the existing soil conditions, the proposed structure can be supported on a shallow
foundation system provided that the site is properly prepared.
The following sections provide recommendations for the site preparation and foundation design.
Page 2 of 5
Lot 8,Pelican Point Drive UP '® Ar ENGINEERING
Jensen Beach, Florida A OWL AND TESTING
KSM Project#:215259-b
Site Preparation:
The proposed building area and areas to be paved, plus a minimum margin of seven feet beyond the
proposed construction shall be stripped and grubbed of surface debris, including vegetation, roots and
organic matter. Stumps, if encountered, shall be removed entirely.
Begin excavating the prepared area in order to remove the problematic soil layer from within the
prepared area. Based on the boring logs, we estimate this will require the excavation to a depth of
approximately 4 to 7 feet below existing grade. Please note that the exact horizontal and vertical limits
of the problematic soil layer were not determined as part of this investigation. We recommend
contacting our office during the excavation stage to verify the problematic soil layer has been
completely removed prior to backfilling.
Excavated fine sand may be stockpiled and re-used in non-structural areas provided that it is not
mixed with organic or other unsuitable material. All over-excavation of the problematic soil layer,
replacement, and compaction of suitable clean fine sand backfiill material should take place in the
"dry". This is especially important on this site due to the very loose soils encountered below the
encountered water table elevation.
After the problematic soil layer has been removed, the exposed surface should be graded level and
proof rolled. Sufficient passes should be made to produce a density exceeding 95°/a of the modified
dry density (ASTM D-1577) to a depth of 2 feet. After successfully proofrolling, backfill the undercut
area to desired grade with clean structural fill placed in loose lifts of 12 inch thickness.and compact to
produce a density of 95% of the modified dry density(ASTM D-1577). We do not recommend the use
of heavy vibratory machinery on this site due to the proximity of neighboring structures.
Structural fill material placed below a depth of 3 feet below existing grade shall consist of clean
granular sand containing less than 5% material passing the U.S. Standard No. 200 mesh sieve.
Structural fill material placed above a depth of 3 feet below existing grade 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 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 contacting KSM to perform soil density tests at appropriate times during the site work
phase of this project.
Temporary dewatering will be necessary in order to achieve excavation and compaction
specifications. The actual method of dewatering should be determined by the contractor. We suggest
drawing down the water table below the bottom of excavations to avoid compaction related problems.
Excavation:
Excavations should be sloped as necessary to prevent slope failure and to allow backfilling. As a
minimum, temporary excavations below 4-foot depth should be sloped in accordance with OSHA
regulations. Where lateral confinement will not permit slopes to be laid back, the excavation should
be shored in accordance with OSHA requirements. During excavation, excavated material should not
be stockpiled at the top of the slope within a horizontal distance equal to the excavation depth.
Provisions for maintaining workman safety within excavations is the sole responsibility of the
contractor.
Page 3 of 5
S '
Lot 8 Pelican Point Drive IV C!"® ®' ENGINEERING
Jensen Beach,Florida A%01 1% AND TESTING
KSM Project*215259=b
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.
With the foundation properly designed and the site properly prepared, we anticipate total settlements
less than 3/ of an inch and differential settlement of less than % of an inch. The majority of the
settlement should occur during.construction. This is based on the assumed loading as shown on the
front page of this report, a stemwall foundation for the structure, and a minimum continuous stemwall
footer width of 32 inches with a minimum embedment of 24 inches. If the loading or footer is to vary
from these parameters, please contact our office for additional settlement calculations.
Floor Slabs:
A conventional slab-on-grade can be used in the "at grade" portion of the building. We recommend
the disturbed subgrade below the floor slab be re-compacted to 95 percent of the modified Proctor
maximum dry density(AS.TM D 1557) prior to placement of the concrete. 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.
Pool:
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.
When excavating the pool, it is especially important that the problematic soil layer is entirely removed
from within the entire pool footprint. This is especially important on this site since the depth of the
problematic soil layer varied between borings, therefore we recommend contacting our office so
schedule an inspection to ensure the problematic soil layer have been removed form the pools
footprint. Once the problematic soil layer has been removed the exposed surface should be graded
level and backfilled with W 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.
Please note that due to the proximity of proposed structure in relation to the proposed swimming pool
area, it is important for the contractor to ensure that all necessary precautions are taken to ensure that
the foundations support the proposed structure, if constructed prior to excavating the pool area, are
not undermined during the construction stages of the new pool. It is recommended that the contractor
design and execute the excavation to be in compliance with OSHA standards. If required, lateral
excavation support and/or underpinning the foundations of the adjacent structures should be
performed to protect the adjacent structures from damage.
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
Lot 8,Pelican Point Drive IV 0'® I ENGINEERING'
Jensen Beach,Florida ,IL&P I V& AND TESTING
KSM Project*215259-b
Closure:
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 foundations are installed in compliance within the parameters
indicated. The Structural Engineer of Record is responsible for confirming that the estimated
capacities provided are adequate for the anticipated loading. If additional capacity is required; KSM is
to be notified so that our recommendations can be amended as required.
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 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
P.E. *9159.8
JEK/jt/CCC
E-mail to: gumpper1@gmail.com
Page 5 of 5
I1
KSM Engineering 8 Testing BORING NUMBER B-1
KS]� P.O.Box 78-1377 OF 2
PAGE 1
lyj Sebastian,FL 32978
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Dave Gumpper PROJECT NAME 7679 Pelican Pointe Drive,Lot 8
PROJECT NUMBER 215259-b PROJECT LOCATION Pelican Pointe West,Jensen Beach,Florida
DATE STARTED 7/15/21 COMPLETED 7/15/21 GROUND ELEVATION HOLE SIZE inches
I�
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample -VAT TIME OF DRILLING 3.75 ft
LOGGED BY MS/SF/NV CHECKED BY CCC AT END OF DRILLING --
NOTES See Attached Location Plan AFTER DRILLING —
a o z A SPT N VALUE A
U o > _ U w w 20 40 60 80
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EL o MATERIAL DESCRIPTION g >0 0 Q w v Z Q I-- —I
w m o O m O> Lu - 20 40 60 80
(9 <Z W U Z a of ElFINES CONTENT(%)❑
0 20 40 60 80
Brown Sand,Slightly Clayed with Traces of Roots
IVA
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Brown Sand (16) :.......:.......:.......:.......
5-7-6.
..• - SS
(13) ... ...:.......:.............. .......
5 Gray Sand,Slightly Clayed with Some Silt
.......................................
SS 1-1-2
(3) i.......:.......:.......:.......
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(19)N
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a 35
(Continued Next Page)
KSM Engineering&Testing BORING NUMBER B-1
jj�]�lyl P.O.Box 78-1377
11 Sebastian,FL32978 PAGE 2 OF 2
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Dave Gumpper PROJECT NAME 7679 Pelican Pointe Drive,Lot 8
PROJECT NUMBER 215259-b PROJECT LOCATION Pelican Pointe West,Jensen Beach,Florida
w o z A SPT N VALUE A
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KSM Engineering&Testing BORING NUMBER B-2
KSMP.O Box 78-1377 PAGE 1 OF 1
Sebastian,FL 32978
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Dave Gumpper PROJECT NAME 7679 Pelican Pointe Drive,Lot 8
PROJECT NUMBER 215259-b PROJECT LOCATION Pelican Pointe West,Jensen Beach,Florida
DATE STARTED 7/15121 COMPLETED 7/15121 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample VAT TIME OF DRILLING 4.00 ft
LOGGED BY MS/SF/NV CHECKED BY CCC AT END OF DRILLING —
NOTES See Attached Location Plan AFTER DRILLING —
W A SPT N VALUE A
U o: } U)W w 26 40 60 80
= W i—:D !
W^ a o MATERIAL DESCRIPTION -j 2 >c�7 p a w z Q PL IL
Wow ¢� a5 0- m0 20 40 60 80
2 W U z 0 W ❑FINES CONTENT(%)❑
0 20 40 60 80
Brown Sand,Slightly Clayed with Traces of Roots
Brown Sand,Slightly Clayed 3-6-7
Brown Sand
SS 4-7-7
• (14)
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5 Gray Sand,Slightly Clayed with Some Silt
.. ....................................
SS 3-1-2
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KSM Engineering&Testing BORING NUMBER B-3
KSMP.O.Box 78-1377 PAGE 1 OF 1
Sebastian,FL 32978
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Dave Gumpper PROJECT NAME 7679 Pelican Pointe Drive,Lot 8
PROJECT NUMBER 215259-b PROJECT LOCATION Pelican Pointe West,Jensen Beach,Florida
DATE STARTED 7/15121 COMPLETED 7/15121 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample Q AT TIME OF DRILLING 3.67 ft
LOGGED BY MS/SF/NV CHECKED BY CCC AT END OF DRILLING =—
NOTES See Attached Location Plan AFTER DRILLING --
ASPTN VALUE A
U o of r_ a)w w 20 40 60 t30
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o O MATERIAL DESCRIPTION w 2 >O Q uw w z
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(g <2 w U? a Q El CONTENT(%)❑
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SS 2-3-3 _ ...
(6)
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.......................................
V SS 3-2-1
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KSM Engineering&Testing BORING NUMBER B-4
KS]� P.O.Box 78-1377 PAGE 1 OF 1
lyl Sebastian,FL32978
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Dave Gumpper PROJECT NAME 7679 Pelican Pointe Drive,Lot 8
PROJECT NUMBER 215259-b PROJECT LOCATION Pelican Pointe West,Jensen Beach,Florida
DATE STARTED 7115/21 COMPLETED 7/15121 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample -VATTIME OF DRILLING 3.50 ft
LOGGED BY MS/SF/NV CHECKED BY CCC AT END OF DRILLING —
NOTES See Attached Location Plan AFTER DRILLING —
w o A SPT N VALUE A
U o- }_ U)W w 20 40 60 80
�-� =0 �m wo �z� He ~� PL MC LL
o O MATERIAL DESCRIPTION -1 2 >C7 Q w z
o (L=) 0- m0> Y" 20 40 60 80
C7 <z W v? 0 o 0 FINES CONTENT(%)❑
0 20 40 60 80
NO
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Brown Sand,Slightly Clayed SS 1-1-2
(3) :.......:........_......:.......
Gray Sand,Slightly Clayed with Some Roots and Silt
� SS 2-1-0 ... ... ... ... ...
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10 (43)
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- - LOCATION OF SOIL BORINGS
PROJECT: 7679 Pelican Pointe Drive,Lot 8,Pelican Pointe West,Jensen Beach,Florida
SHEET 10F 1IV 40 IL N ENGINEER N DRAWN BY: C.V.
PERMIT#: DESIGNED BY: C.C.C.
PROJECT#: 215259-b LJq AV& AND TESTING DATE: 20210720
SCALE: NONE