HomeMy WebLinkAboutSubsoils Report for Foundation Designfui'w/g47E
Huddleston-Berry
Engineering & Testing, LLC
2789 Riverside Parkway
Grand Junction, Colorado 81501
Phone: 970-255-8005
Info@huddlestonberry. com
June20,2022
Project#02487-0001
Josh and Tiffany Moore
30 Cottonwood Court
Parachute, Colorado 8 I 635
Subject Geotechnical Investigation
329Eagle Ridge Drive
Battlement Mesa, Colorado
Dear Mr. and Mrs. Moore,
This letter presents the results of a geotechnical investigation conducted by Huddleston-Berry
Engineering & Testing, LLC (HBET) for 329 Eagle Ridge Drive in Battlement Mesa, Colorado.
The site location is shown on Figure I - Site Location Map. The proposed construction is
anticipated to consist of a single-family residence. The scope of our investigation included
evaluating the subsurface conditions at the site to aid in developing foundation recommendations
for the proposed construction.
Site Conditions
At the time of the investigation, the site was open with a general slight slope down towards the
west. Vegetation consisted of grasses and weeds. The site was bordered to the north and south by
vacant lots, to the west by open land, and to the east by Eagle Ridge Drive.
Subsurface Investigation
The subsurface investigation included one test pit at the site as shown on Figure 2 - Site Plan.
The test pit was excavated to a depth of 8.0 feet below the existing ground surface. A typed test
pit log is included in Appendix A.
The test pit encountered 1.0 foot of topsoil above tan, moist, dense clayey sand with gravel and
cobble soils to the bottom of the excavation. Groundwater was not encountered in the subsurface
at the time of the investigation.
Laboratory Testing
Laboratory testing was conducted on samples of the native soils collected from the test pit. The
testing included grain-size analysis, Atterberg limits determination, and natural moisture content
determination. The laboratory testing results are included in Appendix B.
The laboratory testing results indicate that the native sand soils are slightly plastic. In general,
based on the Atterberg limits and our experience with similar soils in the vicinity of the subject
site, the native sand soils may have a slight potential for collapse.
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329 E agle Ridge Drive
#02487-0001
06/20122
Huddleston-Bcrry
Engift.ring& T.3iing, LLC
I'oundation Rccom mendations
Based upon the results of the subsurface investigation and nature of the proposed construction,
shallow forrndations are generally recommended. Spread footings and monolithic (turndown)
structural slab foundations are both appropriate alternatives. However, in order to provide a
uniform bearing stratum and reduce the risk of excessive differential movements. it is
recommended that the foundations be constructed above a minimum of 24-inches of structural
fill.
The native sand soils, exclusive of topsoil, are suitable for reuse as structural fill; provided
particles in excess of 3-inches in diameter are removed. Imported structural fill should consist of
a granular, non-expansive, WqfugJrul4lggmaterial approved by HBET.
For spread footing foundations, the footing areas may be trenched. However, for monolithic slab
foundations, the structural fill should extend across the entire building pad area to a depth of 24-
inches below the turndown edges. Structural fill should extend laterally beyond the edges of the
foundations a distancc cqual to thc thickncss ofstructural fill for both foundation typcs.
Prior to placement of structural fill, it is recommended that the bottom of the foundation
excavation be proofrolled to identift any soft or weak materials. Soft or weak materials should
be removed and replaced with structural fill. Structural fill should be moisture conditioned,
placed in maximum 8-inch loose lifts, and compacted to a minimum of 95o/o of the standard
Proctor maximum dry density for fine grained soils and 90% of the modified Proctor maximum
dry density for coarse grained soils, within +2o/o of the optimum moisture content as determined
in accordancc with ASTM D698 and D1557, respectively.
Structural fill should be extonded to within 0.1 feet of the bottom of the foundotion. No more
than 0.l-feet of gravel should be placed below the footings or turndown edge as a leveling
course.
For structural fill consisting of the native soils or imported granular materials, and foundation
building pad preparation as recommended, a maximum allowable bearing capacity of 1,500 psf
may be used. In addition, a modulus of subgrade reaction of 150 pci may be used for structural
fill consisting of the native soils and a modulus of 200 pci may be used for suitable impofted
structural fill. Foundations subject to frost should he at least 24 inches helow the finished grade.
Water soluble sulfates are common to the soils in Western Colorado. Thcrcforc, at a minimum,
Type I-II sulfate resistant cement is recommended for construction at this site.
Any stemwalls or retaining walls should be designed to resist lateral eafth pressures. For backfill
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recommend that the walls be designed for an equivalent active fluid unit weight of 45 pcf in
areas where no surcharge loads are present. An at-rest equivalent fluid unit weight of 65 pcf is
recommended for braced walls. Laterul earth pressures should be increased as necessary to
reflect any surchargc loading bchind thc walls.
2Z:U008 ALL PROJECTS\02487 - Josh Moore\02487-0001 329 Eagle Ridge Drive\200 - cs\02487-0001 LR062022.doc
329 Eagle fudge Drive
#02487-0001
06120122
Non-Structural Floor Slab and Exterior Flatwork Recommendations
In order to limit the potential for excessive differential movements of slabs-on-grade it is
recommended that non-structural floating floor slabs be constructed above a minimum of 18-
inches of structural fill with subgrade preparation and fill placement in accordance with the
Foundation Recommendations section of this report. It is recommended that exterior flatwork be
constructed above a minimum of 12-inches of structural fill.
Drainage Recommendations
Grading and drainage are criticsl to the long-term oerformance of the structure. Grading
around the structure should be designed to carry precipitation and runoff away from the
structure. It is recommended that the finished ground surface drop at least twelve inches within
the first ten feet away from the structure. It is also recommended that landscaping within five
feet of the structure include primarily desert plants with low water requirements. In addition, it
is recommended that automatic irrigation, including drip lines, within ten feet of foundations be
minimized.
HBET recommends that surface downspout extensions be used which discharge a minimum of
15 feet from the structure or beyond the backfill zone, whichever is greater. However, if
subsurface downspout drains are utilized, they should be carefully constructed of solid-wall PVC
and should daylight a minimum of 15 feet from the structure. In addition, an impermeable
membrane is recommended below subsurface downspout drains. Dry wells should not be used.
General Notes
The recommendations included above are based upon the results of the subsurface investigation
and on our local experience. These conclusions and recommendations are valid only for the
proposed construction.
As discussed previously, only one test pit was conducted at the site. Therefore, the precise
nature and extent of subsurface variability may not become evident until construction. As a
result, it is recommended that HBET provide construction materials testing and engineering
oversight during the entire construction process. In addition, the builder and any subcontractors
working on the project should be provided a copy of this report and informed of the issues
associated with the presence of moisture sensitive subgrade materials at this site.
It is imnortant to note thol lhe re,commendations herein are intended ln rcducc thc risk of
structural movement and/or damage. to varving degrees, associated with volume change of the
nolite soils- However. HBET cannot Ions-lerm ahanses in suhsurface moisture
Huddlcston-Bcrry
Enein&ling & T.ilin8, l-t,C
conditions and"/or lhe nrecise masnitude or extent of volume chanpe in the native soils.lV'here
significant incresses in subsurfsce moisture occur due to noor grsding, improDer stormwater
manaeement utilitv line failure. excess itigation, or other csuse, either durins construction
or the result of actions of the propertv owner, several inches of movement are possible. I!
addition, snv failure to comnlv with the recommendations in this report releases Huddleston-
Berrv Eneineerins & Testing, LLC of anv liabilitv with ressrd to the structure performance.
aJZ:9008 ALL PROJECTS\02487 - Josh Moore\02487-0001 329 Eagle Ridge Driveuoo - Geo\02487-0001 LR062022.doc
329 Eagle Ridge Drive
#02487-0001
06/20t22 @ Huddleston-Bcrry
EnBlRrin3& r..dn8, LLC
We are pleased to be of service to your project. Please contact us if you have any questions or
comments regarding the contents of this repoft.
Respectfu lly Submitted:
Huddlcston-Bcrry .bnginccring and'l'esting, LLC
Michael A. Berry, P.E.
Vice President of Engineering
4Z:U008 ALL PROJECTS\o248? - Josh Moore\02487-0001 329 Eagle Ridge Driveuoo - co\02487-0001 LR062022.doc
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APPENDIX A
Typed Test Pit Log
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Laboratory Testing Results
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Huddleston-Berry Engineering & Testing, LLC
2789 Riverside Parkway
Grand Junction, CO 81501
970-255-8005
GRAIN SIZE DISTRIBUTION
CLIENT Josh and Moore PROJECT NAME 329 tr^rl,\q. Ridoe Drive
PROJECT NUMBER 02487-OOO1 PROJECT LOCATION Battlement Mesa, CO
U.S. SIEVE OPENING IN INCHES I U,S. SIEVE NUMBERS HYDROMETER
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COBBLES GRAVEL SAND SILT OR CLAY
coarse fine coarse medium line
Specimen ldentification Classification LL PL PI Cc Cu
a TP-1, GB-l 5/19 CLAYEY SAND with GRAVEL(SC)28 t9 I
Specimen ldentification D100 D60 D30 D10 %Gravel %Sand %silt %Clav
O TP-1, GB-l 5/19 37.5 3.829 0.188 37.7 40.9 21.4
Huddleston-Berry Engineering & Testing, LLC
2789 Riverside Parkway
Grand Junction, CO 81501
970-255-8005
ATTERBERG LIMITS' RESULTS
CLIENT ,LoSh and Tiffany Moore PROJECT NAME 329 Eaqle Ridqe Drive
PROJECT NUMBER 02487-OOO1 PROJECT LOCATION Battlement Mesa, CO
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o TP.I, GB.I 5/19 28 19 I 21 GLAYEY SAND with GRAVEL(SC)
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