HomeMy WebLinkAboutQuest Engineering- 2-2-18QuEST"
Rubin Custom Homes, LLC
4253 SW Meadows Highway
Palm City, FL 34990
Attn: Mr. Steve Rubin
Dear Mr. Rubin:
Consulting
Engineering - Testing
RECEIVED
FEB 0 2 2018
ST, Luck cpwnty, Permitting
January 17, 2018
Re: Report of Geotechnical Study
Kaufman Garage Addition
1491 NW Wild Olive Court
Palm City, Florida
QuEST Report No. J-17225.002
As requested, Quest Engineering Services & Testing, Inc. (QuEST) has completed a
subsurface study at the subject site. The fieldwork involved the drilling of three auger borings
to a depth of 7 feet below existing grade. The approximate boring locations are indicated on the
attached Boring Location Plan. The attached boring logs, indicate the types of materials
encountered, the results of the field tests and the measured groundwater depths.
PROJECT CONSIDERATIONS
The subject project site is located at 1491 NW Wild Olive Court in Palm City, Florida. We
understand that plans are to construct a garage addition. We understand that the existing SF
residence on site is supported on shallow foundations. This geotechnical exploration was
required to determine the suitability of the foundation soils in the addition area to support the
planned construction. Owing to access difficulties for our drill rig, the field work consisted of
drilling three hand auger borings to a depth of 7 feet below grade, at the locations indicated on
the attached Boring Location Plan.
STRATIGRAPHY
The stratification of the profile components as shown on the boring logs represents the
subsurface conditions at the actual boring locations. Variations may occur within a short
distance from the borings. Lines of demarcation represent the approximate boundary between
the types of materials encountered, but the transition may be gradual, or not clearly defined.
The borings disclosed the soil profile at the subject site consists of sand to the terminal limits of
the exploration at 7 feet below grade. Hand held penetrometer tests done in the upper four feet
of the subsurface profile indicate the soils to be in a loose to medium dense state.
Groundwater
The ground water table was encountered in the borings at a depth of about 4.4 feet below
grade. In the absence of other data, we suggest assuming that a 12 to 18-inch rise in the water
table could occur during periods of prolonged rainfall and at the peak of the wet hydroperiod,
which typically occurs in the Fall.
Quest Engineering Services &Testing, Inc. Jupiter Ph (561)747 8886 Pompano
9836
Rubin Custom Homes, LLC - 2 -
QuEST Report No. J-17225.002
DESIGN RECOMMENDATIONS
Based on the results of our field tests, we believe that the site soils can safely support shallow
foundations designed for an allowable bearing pressure of 2,500 pounds per square foot (psf)
provided the earthwork recommendations given in this report are followed. To provide an
adequate factor of safety against a bearing capacity failure, the new footings should bottom a
minimum of 24 inches below the lowest adjacent grade. Continuous stem wall or monolithic
footings should have a width of at least 24 inches and isolated footings 36 inches. Footings
should also be reinforced adequately. Such footings are estimated to sustain maximum total
settlements of about 1-% inches and differential settlements of about 6/8 inch.
The slab may be ground supported. A vapor barrier (preferably 10-mil thick) should be placed
over the building pad fill, prior to placement of concrete for the floor slab. This will minimize the
entrance of subgrade moisture into the slab.
CONSTRUCTION RECOMMENDATIONS
Prior to beginning of construction activities, all topsoil, vegetation, roots, uncontrolled fill, and
other deleterious material should be removed from the addition footprint area plus a 5-foot wide
perimeter area. Buried structures/utilities (if any) should be removed in their entirety.
The stripped building addition area should be compacted to the degree specified above. The
addition area may then be filled to the required slab subgrade elevation. The fill/backfill soils
should comprise of clean granular soils having no particle size larger than 3 inches. The
fill/backfill should also not have more than 10% fines (material passing the U.S. No. 200 Sieve).
The fill should be placed in 12-inch thick (loose measure) lifts. Each lift of fill should be
compacted to 95% of the ASTM D-1557 maximum dry density.
Care should be taken to ensure that compaction operations do not cause any distress to nearby
structures (existing residence and swimming pool). Likewise, when addition area excavations,
including footing excavations, are - made adjacent to the existing building, care should be
exercised to ensure that the existing structure's foundations are not undermined. This may
require the use of sheet piling along the existing building's perimeter areas that are adjacent to
the new construction area.
When footing trenches are excavated, the excavation bottoms should be examined. If any
organic, soft or fine-grained soils are encountered in the footing bottoms, they should be
removed in their entirety and replaced with compacted fill. The footing subgrade as well as the
slab subgrade soils should be compacted to 95% of the ASTM D-1557 maximum dry density.
LIMITATIONS OF STUDY
The recommendations submitted for the proposed construction are based on the available
subsurface information gathered and the information provided. Any revision in the plans for the
proposed structure from those enumerated in this report should be brought to the attention of
the soils engineer so that the may determine if changes in the foundation recommendations are
required. If variations from the indicated design assumptions or deviations from the noted
subsurface conditions are encountered during construction, they should also be brought to the
attention of the soils engineer so that he may evaluate them in light of the foundation design
recommendations and make appropriate modifications, if deemed necessary.
QUEST
Rubin Custom Homes, LLC
QuEST Report No. J-17225.002
The soils engineer warrants that the findings, recommendations, specifications, or professional
advice contained herein, have been promulgated after being prepared in accordance with
generally accepted professional engineering practice in the field of foundation engineering, soil
mechanics and engineering geology. No other warranties are implied or expressed.
After the plans and specifications are more complete, it is recommended that the soils and
foundation engineer be provided the opportunity to review the final design and specifications, in
order that the earthwork and foundation recommendations may be properly interpreted and
implemented. At that time, it may be necessary to submit supplementary recommendations.
Monitoring and testing should also be performed to verify that suitable materials are used for
foundation and building construction.
QuEST appreciates the opportunity to be of service. If we may answer any additional questions
or be of further service, please call.
Sincerely,
Quest Engineering ices & Testing, Inc.
R a J idan, P.E.
Project Engineer
Florida Registration No. 60223
Attachments: Boring Location Plan
Boring Logs
QuEST
Rubin Custom Homes, LLC
QuEST Report No. J-17225.002
APPENDIX
Boring Location Plan
SPT Boring Logs
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Title: BORING LOCATION PLAN
QuEST + Auger Boring
Kaufman Garage Addition
Project: 1491 NW Wild Olive Court
Quest Engineering Services & Testing, Inc. Palm City, Florida
2737 NW 19th Street ca e
Pompano Beach, FL — 33069 Client: Rubin Custom Homes, LLC. NTS
roiec o. rawn 6neet No. Kevision No. Revision Date
.Ph (954) 582 9800 Fax (954) 582 9836 J-17225 RJ 1 of 1
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ID
QuES T Consulting Engineering Testing
Moisture -Density Relationship Test
Client Rubin Custom Homes, LLC Date 1/24/2018
4253 SW Meadows Highway
Palm City, FL 34990
Project Kaufman Garage Addition Report No. J-17228.003
1491 NW Wild Olive Court
Palm City, Florida
Sample Description
Sample Location
Moisture Content
Dry Density
(°/u)
(pcf)
12.2
105.2
15.8
106.5
17.4
105.9
Proctor Test Modified
Method D 1557
Technician JG
Remarks
Tan SAND
Center of Project Site - In Situ
Max. Dry Density (pcf)
Opt. Moisture (%)
Moisture -Density Relationship
106.6
106.4
106.2
a 106.0
H 105.8
e
m
O
Z,105.6
0
105.4
105.2
105.0
0.0 5.0 10.0 15.0 20.0
Moisture Content (%)
106.5
15.8
Sincerely,
Quest Engineering Services & Testing, Inc.
Reza Javidan, P.E.
Quest Engineering Services & Testing, Inc. Jupiter Ph(561)747 8886 Pompano B h Ph(954)582 9800 Fax(954)582 9836
QUEST
Consulting
/ 1
Engineering
SOIL COMPACTION TEST REPORT
Testing
Client: Rubin Custom Homes, LLC Date: 01/22/18
4253 SW Meadows Highway
Palm City, FL 34990
Attention: Mr. Steve Rubin
Project: Kaufman Garage Addition Report No: J-17225.004
1491 NW Wild Olive Court
Palm City, Florida
General Location Garage Additon
Material Tested Slab Subgrade
Compaction Requirement 95%
Test
No.
Location
Depth
of Test
Inches
Maximum
DryDensity
cf
Moisture
Content
%
Field
DryDensity
cf
Compaction
Results
1
NE Area
12
106.5
34.0
85.1
80%
FAIL
2
Center
12
106.5
20.0
87.7
82%
FAIL
3
SW Area
12
106.5
5.4
101.8
96%
PASS
4
SE Area
12
106.5
5.6
105.4
99%
PASS
Remarks:
JG
Sincerely,
Quest Engineering Sen
Re J d
& Testing, Inc.
Quest Engineering Services & Testing, Inc. 2737 NW 19 St., Pompano Beach, FL 33069
) 582 9836
0
QUEST
Consulting
`J
Engineering
SOIL COMPACTION TEST REPORT
Testing
Client: Rubin Custom Homes, LLC Date: 01/25/18
4253 SW Meadows Highway
Palm City, FL 34990
Attention: Mr. Steve Rubin
Project: Kaufman Garage Addition Report No: J-17225.005
1491 NW Wild Olive Court
Palm City, Florida
General Location Garage Additon
Material Tested Slab Subgrade - RETESTS (From 1/22/18)
Compaction Requirement 95%
Test
No.
Location
Depth
of Test
Inches
Maximum
Dry Density
cf
Moisture
Content
%
Field
Dry Density
cf
Compaction
Results
1
NE Area
12
106.5
19.1
100.9
95%
PASS
2
Center
12
106.5
15.1
101.4
95%
PASS
Remarks:
Sincerely,
Quest Engineering Services & Testing, Inc.
JG /R4 iFdaL� Onp Y
�.E.
Quest Engineering Services & Testing, Inc. 2737 NW 19 St., Pompano Beach, FL 33069 Ph (954) 182 aV-(9TZ)"58Z98
O1/29/18 11:18AM GMT-05:00 '8664807498' —> 7724621578 Pg 1/
Please see the attached copy's of the Soil Compactions and the Geo Study for the Kaufman Residence. I will be
dropping off the originals but I wanted you to have this so it didn't hold us up on the inspections.
Thank you,
Tiffany Ooley
Rubin Custom Homes
recoattionl .rnbiricustomhoniest"a� gmail.com
Office# 772-283-0553