HomeMy WebLinkAboutDensity & Water Content Of Soil521 NW Enterprise Drive • Port St. Lucie, Florida 34986
r NO - 0477
(772) 924-3575 • (772) 924-3580 (fax)
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IN -PLACE DENSITY A N
AGGREGATE BY NUCLEAI
Project: Doyle Masonry, Inc. - Various Pr(
Address: Various
Client: Doyle Masonry, Inc.
Permit No: N/A Field
Area Tested: Nettles Island, Lot 49 - Found;
Soil Description: Gray and brown fine sand'
Proctor / LBR ID: P-003 Max Density (P(
D WATER CONTENT OF SOIL AND SOIL*
. METHODS (SHALLOW DEPTH) - ASTM 6938
ects Project ID: 12-1489.00
Report ID: D-0022 .
Date: 3/17/2014
Tech: Daniel Decaro Test Mode: Direct Transmission
Lion Pad
108.2 Opt Moisture (%): 11.7% Test Standard: D 1557
Compaction Required (%): 98.0%
Probe
Depth
(in)
Elev
Wet
Density
(PCF)
Dry
Density
(PCF)
Moist.
(%
Compaction
Location
%
Results
Northeast Area
12
0-1
117.1
108.1
8.3%
99.9%
Pass
Center Area
12
0-1
117.2
107.9
8.6%
99.7%
Pass
Southwest Area
12
0-1
117.3
108.5
8.1 %
100.3%
Pass
Testing Gauge Information: Manufacturer: Troxler Model
Density Standard (DS): 2173
Remarks: Depths are below slab arade.
lend for elevation:
= Proofroll
= Springline
= Subgrade
= Basecourse
P = Top of Pipe
1, 2, 3 = 1st, 2nd, 3rd Lift
FL = Final Lift
BG = Below Grade
BOF = Bottom of Footing
FG = Finished Grade
3430 S/N: 34784
Moisture Standard (MS): 609
ee
ct t�cina 610r�cT 5 �c o
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4930
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l En�ineer e
GFA
FBPE
Test report shall not be reproduced, except in full, without the written approval of GFA International State c
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Rr" A rlo *v
JWN Construction
1701 SE Carvalho Street
Port St. Lucie, Florida 34982
December 4, 2013
RE: Soil Exploration - Proposed Two -Story Residence
65 Nettles Boulevard, St. Lucie County, FL
GFA Project # 13-2500.00
GFA International performed soil testing wp two Standard Penetration Test (SPT) borings at the above
referenced project. Based on the test results, the soil on which the referenced structure is to rest is capable
of sustaining a safe bearing capacity of 2,560 psf. The subsurface exploration activities were performed in
accordance with Section 1818.2 of the Florida Building Code (latest addition) and applicable ASTM and
AASHTO standards. For detailed information on subsurface conditions encountered, please refer to the
logs attached to this letter.
We recommend that the bottom of the fo Itings be founded at a depth of at least 12 inches below finish
grade. The depth shall be measured from the lowest adjacent grade. We also recommend a minimum
footing width of 18 inches for spread footings and 16 inches for monolithic footings, but not less than 8
inches more than the width of the imposed 'wall.
This report does not state or imply that the foundation soils at the bearing level will remain in the original
condition in which they were found during the subsurface exploration activities. Exposure to the
environment may weaken the foundation soils at the bearing level if the foundation excavations remain
open for a long period of time, or if thei foundation soils are exposed to rainfall. Consequently, it is
recommended that the excavations for the wall and column footings be performed to final grade and
footings constructed as soon as possible to minimize potential damage of the bearing soils. GFA
estimates that 0 to 1 foot of fill will be required to bring the foundation pad to design grade. It is also
recommended that the 3 feet below existing grade, the bottom of all new -footing excavations and slabs,
I material, a co o a minimum density of 95% of the odified Proctor (ASTM D-1557),
prior to the placement of the concrete for the footings. If compaction cannot be attained due to persistent
wetness or the water table near the bottom of the footing excavation, GFA recommends undercutting
below bottom of footing and replacement with No. 57 stone for subgrade that cannot be compacted. The
rock fill should be compacted and tamped into the excavation and inspected and verified by a
representative from GFA, and tested with hand cone penetrometers, probe rods, or density tests.
Foundations and any below grade remains of any structures that are within the footprint of the new
construction should be removed so as to not affect structures. Analysis of the foundation performance
under hurricane conditions or other storm events, including the effects of loss of soil support due to scour
or other forces, is not within the scope of this report, and the recommendations are valid only for normal
conditions.
Sincerely,
GFA International, Inc.
FBPE CA #4930
Donald W. Moler, P.E.
Senior Geotechnical Engineer
Florida Registration No. 60675
Craig A. Hampy, E.I.
Staff Engineer
Attachments: Test Location Plan, Standard Penetration Test (SPT) Borings (2), Notes Related to Test Borings
Copies: Client (2)
521 NW Enterprise Drive • Port St. Lucie, Florida 34986 • (772) 924-3575 • (772) 924.3580 (fax) www.teamgfa.com
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