HomeMy WebLinkAboutSubsoils Report for Foundation DesignHrrddleston*Ber:ry
2789 Riverside Parkway
Crand .lunction, Colorado 8 I 50 I
Phone: 970-255-8005
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October 8,2024
Project#0291 l-0001
Julio Moreno
4406 County l{oad 331
Silt, Colorado 81652
Subject:Geotechnical Investigation
44 Roan Creek Place
Parachute, Colorado
Dear Mr. Moreno,
This letter presents the results of a geotechnical investigation conducted by Huddleston-Berry
Engineering & Testing,LLC (FIBE'I-) for 44 Roan Creek Place in Parachute, Colorado. 'fhe site
location is shown on Figure I - Site Location Map. 'fhe proposed constructior-r is anticipated to
consist of a single-family residerrce. 'fhe scope of our investigation included evaluating the
subsurf-ace conditions at the site to aid in developing foundation recommendations for the
proposed constructiot't.
Site Conditions
At the time of the investigation, the site was open and generally sloped gently to the west.
Vegetation consisted of grasses and weeds. 'fhe site was bordered to the north by an existing
residence and vacant lot" to the south by l{oan Creek Place, to the west by an existing residence,
ar,d to the east by a vacant lot.
Subsurface Investigation
'Ihe subsurface investigation included two test pits at the site as shown on Figure 2 -- Site Plan.
The test pits were excavated to a depth of 8.0 feet below the existing ground surface. 'fyped test
pit logs are included in Appendix A.
As indicated ori the logs, the subsurl'ace conditions were consistent. T'he test pits encountered
0.5 feet of topsoil above tan, moist, stilT silt soils to the bottoms of the excavations.
Groundwater was not encountered in the subsurface at the time of the investigation.
Laboratory Testing
l,aboratory testing was conducted on samples of the native soils collected from the test pits. The
testing included grain-size analysis, Atterberg lirnits determination, natural moisture content and
density determination, swell/corrsolidation testing. and maximum dry density and optimum
moisture content (Proctor) detcrminatior"r. J'he laboratory testir"rg results are included in
Appendix B.
'I'he laboratory testing results indicate that the native silt soils are slightly plastic. ln addition, the
native soils were shown to be slightly collapsible, with up to approximately l.loh collapse
measured in the laboratory.
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Foundation Recommendations
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Based upon the results of the subsurface investigation and nature of the proposed construction,
shallow foundations are generally recommended. Spread footings and monolithic (turndown)
structural slab foundations are both appropriate alternatives. However, as discussed previously,
the native soils are slightly collapsible. Therefore, in order to provide a uniform bearing stratum
and reduce the risk of excessive differential movements, it is recommer-rded that the foundations
be constructed above a minimum of 24-incl-res of structural fill.
The native silt soils, exclusive of topsoil, are suitable for reuse as structural fill. Imported
structural fill should consist of a granular, non-expansive, non-free drsining material with
greater than 10% passing the #200 sieve ar-rd Liquid Limit of less than 30. However, all
proposed irnported structural fill materials should be approved by HBET.
For spread footir-rg fbundations, the fboting areas may be trenched. I{owever, 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 distance equal to the thickness of structural fill for both foundation types.
Prior to placement of structural fill, it is recommended that the bottoms of the foundation
excavations be scarified to a depth of 6 to 8-inches, moisture conditioned, and re-compacted to a
mininrum of 95o/o of the standard Proctor maximum dry density, within .E2o/o of the optimum
moisture content as determined in accordance with ASI'M D698. Structural fill should be
moisture conditioned, placed in maxirnurn 8-inch loose lifts, and compacted to a minimum of
95o/o of the standard Proctor maximum dry density lilr fine grained soils or modified Proctor
nraximum dry density for coarse grained soils, within*2o/o of the optirnum moisture content as
determined in accordance with ASTM D698 or Dl557C, respectively.
Structural fill should be extended to within 0.1-feet of the bottorr of the foundation. No more
than 0.1-feet of gravel should be placed below the footirrgs or turndown edge as a leveling
coLlrse.
F-or structural fill consisting of the native soils or imported granular materials, and foundation
building pad preparation as recommended, a ntaximum 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 rnay be used for suitable imported
structural fill. lroundations sr"rbject to frost shor-rld be at least 36 inches below the finished grade.
Water soluble sulfates are conmon to the soils in Westem Colorado. T'herefore, at a minimum,
cement adequate for Sulfate F:xposure Class S I is recommended for construction at this site.
Any stemwalls or retaining walls should be designed to resist lateral earlh pressures. For backfill
consisting of the native soils or imported granular, non-free draining, non-expansive material, we
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 lbr braced walls. L,ateral earth pressures should be increased as necessary to
reflect any surcharge loading behind the walls.
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Non-Structural Floor Slab and Exterior F'latwork Recommendations
ln order to limit the potential fbr excessive differential movements of slabs-on-grade it is
recommended that non-structural floating floor slabs be constructed above a minimum of l8-
inches of structural fill with subgrade preparation ar-rd fill placement in accordance with the
Iioundation Recommendations section of this report. It is recclmmended that exterior flatwork be
constructed above a minimunl of l2-inches of structural fill.
Drainage Recommendations
Gradi nnd drain are criticrtl to the Grading
arourrd the structure sl'rould be designed to carry precipitation and runofT away from the
structure. It is recotnmended that the finished ground surface drop at least twelve inches within
the first ten feet away fiom the structure. It is also recommended that landscaping within five
feet of the structure include primarily deserl plants with low water requirements. In addition, it
is recommended that automatic irrigation, including drip lir"res, within ten feet of foundations be
minimized.
IlllEl' recommends that surl-ace downspourt extensions be used which discharge a minimurn of
15 f-eet h'om 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 o1' 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 inclr"rded above are based upon the results of the subsurface investigation
and on our local experierrce. 'l'hese conclusions and recomrnendatiorrs are valid only lor the
proposed construction.
As discussed previously, the subsurface conditions encountered in the test pits were consistent.
However, 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 tl.re entire construction process. In addition, the builder and any
subcontractors working on the pro.iect 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 imnortnnl lo nole tltot the recommen dntions lterein ore intended to redace the ri.sk of
structural movement and/or damose. to varvin degrees. associated witlt volume chanse of tlte
native soils. However. F'IIIF:T' cannot lons-term cltanses in subsurface moisture
conditions and/or tlte precise magnitude or extent of volume cltange. llhere sienificant
increoses in suhsurface moisture occur to Door crarlins. imnroner stormwater
ntonospmpnl-u tiliht line fuilure. excess irri{!fltion. or other cuuse-r durins construction
or tlte result of actious of the nronertv . several incltes of movement are nossihle.In
uddilion. nnv to comnlv with tlte recommendations in tltis releases Huddleston-
Rprrv Ensinpprins &pf lino. IICnfnnt ili.tv witlt regrnrd to the str uclurp nerfnrmnnap
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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 repofi.
Respectful ly Submitted :
Huddleston-Berry Engineering and T'esting, L,LC
Michael A. Berry, P.E.
Vice President of Engineering
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2789 I{iverside l)alku'a,r,
Crarrd .lunction. CO 81501
970-2s5-8005
GRAIN SIZE DISTRIBUTION
CLIENT Julio Moreno PROJECT NAME 44 Roan Creek Place
PROJECT NUMBER 02911-OOO1 PROJECT LOCATION Parachute, CO
U.S. SIEVE OPENING IN INCHES6 4 3 21.5 1314 112
I U.S. SIEVE NUMBERS HYDROMETER
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fine fine
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coarse medium
Specimen ldentification Classification LL PL PI Cc Cu
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Huddleston-Berry Engineerirrg &'lesting. LLC
2789 I{ivelside Parkrvay
Grand Junction. CO 81501
970-2.s5-8005
ATTERBERG LIMITS' RESULTS
CLIENT Julio Moreno PROJECT NAME 44 Roan Creek Place
PROJECT NUMBER 0291 1-OOO1 PROJECT LOCATION Parachute, CO
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CONSOLIDATION TEST
CLIENT Julio Moreno PROJECT NAME 44 Roan Creek Place
PROJECT NUMBER PROJECT LOCATION
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970-255-8005
PROJECT LOCATION Parachute, CO
MOISTURE.DENSITY RELATIONSHI P
PROJECT NUMBER 02911-OOO1
PROJECT NAME 44 p.oAn Creek PlaceCLIENT Julio Moreno
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Sample Date:
Sample No.:
Source of Material.
Description of Material
st10t2024
24-0609
145 TP-1
SILT(ML)
Test Method (manual)ASTM D698A
140
135 TEST RESULTS
Maximum Dry Density '!lg:5 PcF
Optimum Water Content .-j19 Yo
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GRADATTON RESULTS (% PASSING)
#200 #4 314"
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2.70
2.60
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100
95
5 15
WATER CONTENT, %
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