HomeMy WebLinkAboutSubsoils Report for Foundation DesignHuddle ston-Berry
Engingrring rt 'l'e$riilg, L,-C
2789 fuverside Parkway
Grand Junction, Colorado 81501
Phone: 970-255-8005
Info @huddlestonberry. com
Iuly I8,2023
Project#02692-0001
The Ace of Trades General Contractots,LLC
3020 N 14th Street
Grand Junction, Colorado 81501
Attention: Mr. Will Simpson
Subject Geotechnical Investigation
244Limberyine Circle
Parachute, Colorado
Dear Mr. Simpson,
This letter presents the results of a geotechnical investigation conducted by Huddleston-Berry
Engineering & Testing, LLC (HBET) for 244 Limberpine Circle in Parachute, Colorado. The
site location is shown on Figure 1 - Site Location Map. The proposed construction is anticipated
to consist of a single-family residence. The scope of our investigation included evaluating the
subsurface conclitions at the site to aid in de'zeloping foundation recornmendations for the
proposed construction.
Site Conditions
At the time of the investigation, the site was open with a general slight slope down to the north.
Vegetation consisted of grasses and weeds. The site was bordered to the north by a residential
properby, to the west by open land, to the south by a vacant lot, and to the east by Limberpine
Circle.
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The 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. Typed test
pit logs are included in Appendix A.
As indieated on the logs, the subsnrface conditions at thc site weie consistcnt. The test pits
encountered 0.5 feet of topsoil above brown to tan, moist, medium stiff to stiff sandy lean clay
with gravel, cobble, and boulder soils to the bottoms of the excavations. Groundwater was not
encountered in the subsurface at the time of the investigation.
LabqratasJqstlae
Laboratory testing was conducted on samples of the native soils collected from the test pits. The
testing included grain-size analysis, Atterberg limits determination, natural moisture content
determination, and maximum dry density and optimum moisture content (Proctor) determination.
The laboratory testing results are included in Appendix B.
244 Limberpine Circle
il02692-0001
07/18t23
The laboratory testing results indicate that the native clay soils are slightly plastic. In general,
bascd on the Atterberg limits and our experience with similar soils in the vicinity of the subject
site, the native cla5, s611t rnay hayc a sliglit potcptial fcr collapsc.
Foundation Recommendations
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, 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 struotural
fill.
The native clay soils, exclusive of topsoil, are suitable fol reuse as structural fill; provided
particles in excess of 3-inches in diameter are removed. Imported structural fiIl should consist of
a granular, non-expansive, ugfugJrylnllgmaterial approved by HBET.
For spread footing foundations, the footing areas may be trenched. Howevero for monolithic slab
fourrdations, the sti'ucfural fill should extend acioss ilre eiltire 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 bottom of the foundation
excavation be scarified to a depth cf 6 to I inchcs, rncisturc condiiioned, and compactcd to a
minimum of 95o/o of the standard Proctor maximum dry density, within +2%o of the optimum
moisture content as determined in accordance with ASTM D698. 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 ma;ririium dry ilensity for coarse grained soils, witltin t2Yo of the optimutn rnoisture
content as determined in accordance with ASTM D698 and D1557, respectively.
Structural fill should be extended to within O.l-feet of the bottom of the foundation. No more
than 0.1-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 recofirmended, 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
fiIl corisisting of tlie native soils and a mochrlus of 200 pei nay be used for suitable iniported
structural fill. Foundations subject to frost should be at least 36 inches below the finished grade.
rrr^a--- ^^l--l^1^ ^--lf^r^^ - t^ tL^ -^:1^:- tI/^^+^- r.\^l^-^l^ 'T'L^-^f,^-^ ^+ ^ *:-:*,,*watgl sutuuts sullaltis al(i uullllllull LU ]llti suils ltl vvvstEril \/ult raluu. lrlglErurE,4L 4llllllllllulll,
Type I-II sulfate resistant cement is recommended for construction at this site.
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2212008 ALL PROJECTS\02692 - The Ace ofTrades General Contractors, LLC\02692-0001 - 244 Limberpine CircleuOo - Geo\02692-0001 LR071823.doc
244Limberpine Circle
#02692-0001
07/18/23
Any stemwalls or retaining walls should be designed to resist lateral earth pressures. For backfill
consisting of the native soils or imported granular, non-free draining, non-expansive matcrial, 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 for braced walls. Lateral earth pressures should be increased as necessary to
reflect &ny sut*h*t*e loading behind thc rn'alls.
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 filI placernent in accordance with the
Foundation Recommendations section of this report. It is recommended that exterior flatwork be
constructed above a minimum of l2-inches of structural fill.
Drelrrege"_&eep_reesg-r$ssg
Grgdittg_and_drewrge are criticsl to the lon . 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 stir-rctrue iircllrle priir:arily dcsert plants ..vith low rveter rcquiremcnts. 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 thc structxrc or beyonel thc backfill zone, u'hichever is greater. $6v,rsi'gs, if
subsurface downspout drains are utilized, they should be carefully constructed of solid-wall PVC
and should daylight a minimum of 15 feet from the structure. In addition, an impermeable
membrane is recommended below subsurface downspout drains. Dry wells should not be used.
_Ggngal ryqtes
The recommendations included above are based upon the results of the subsurface investigation
and on our local experience. These conclusions and recommendations are valid only for the
proposed construction.
As discussed prcviously, tlte subsurfacc conditic*s encou*tcrcd in thc test pits rvere consistent.
However, the precise nature and extent of subsurface variability may not become evident until
construction. As a result, it is recommended that HBET provide construction materials testing
and engineering oversight during the entire construction process. In addition, the homeowner and
any subcontractors working on the project should be provided a copy of this report and informed
cf tlie issiit:s asscciaicd.with tlie pioseiice of iiiaisfi-ue si:iisiiive subgi'ar1e in;rterials at this site.
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244 Limberpitic Circle
#02692-0001
07/18123
It is important to note that the recommendations herein are intended to reduce the risk of
sttuctural m.ovement und"/or damage, to vawing degrees, associated with volume change of the
g1@:q__ i{S:.-!!tztlst,_l:L9-#_Z Se;Za_at_pi:gditl_,*;$e:ie!at clasases in s#!}s#rfaffi ?ilsisture
canditions and/or the nrecise neagnitade or extent of volume chanse. Where sienificant
increuses in subsurface moisture occar due to ooor grad.ing. imDroper stormwater
ma,nqgentent,_
or the resalt of actions of the propertv owner, several inches of movement are possible. fn
adsliti*ft, qxsfer#€:e:s=tq.e?rjii;!-h; r{it* tk':. rq*E{:}ri:q;t:!€!!*i:F,iri tlz€s rr**:i relcases tr'Ec:{:!!tst*#:
Berw Ensineerins & Testins. LLC of $Fev liabilttv rgitls resard to the struetare oerfornaanee.
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 report.
I{espectfi.rlly Submitted :
Huddleston-Berry Engineering and Testing, LLC
Michael A. Berry, P.E.
Vice President of Engineering
@ l{uddlr,ston-Bcrrl
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4Z:V008 ALL PROJECTS\02692 - The Acc ofTrades General Contractors, LLC\026924001 - 244 Limbsrpine Circle\2O0 - Geo\02692-0001 LR071823.doc
FIGURES
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APPENDIX A
Typed Test Pit Logs
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Huddleston-Berry Engineering & Testing, LLC
2789 Riverside Parkway
Grand Junction, CO 81501
s70-255-8005
CLIENT The Ace of Trades Genefal Contractors, LLC PROJECT MME
TEST PIT NUMBER TP.z
PAGE 1 OF 1
244 Limberoine Circle
PROJECT LOCATIONPROJECT NUMBER
GROUND WATER LEVELS:
ATTIME OF EXCAVATION
AT END OF EXCAVATION
AFTER EXCAVATION ---
TEST PIT SIZECOMPLETED 6126123
CHECKEDBY MAB
6t26t23
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EXCAVATION METHOD Trackh/Backhoe
EXCAVATION CONTRACTOR Wiseland
DATE STARTED GROUND ELEVATION
NOTES
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MATERIAL DESCRIPTION
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Sandy Clay with Organics (TOPSOIL)
Sandy Lean CLAY with Gravels, Cobbles, and Boulders (cl),
brown to tan, moist, medium stiff to stiff
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APPENDIX B
Laboratory Testing Results
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Engineering & Testing, LLC GRAIN SIZE DISTRIBUTION
Riverside
Junction, CO 81501
970-255-8005
CLIENT TheAce ofTrades General Contractors, LLC PRo.JECT }{AME 244 Limberpine Circle
PROJECT NUMBER 02692-0001 PROJECT LOCATION Parachute. CO
U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER
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GRAIN SIZE IN MILLIMETERS
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SILT OR CLAY
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GRAVEL SANDCOBBLES
coarse fine coarse medium fine
Specimen ldentification Classification LL PL PI Cc Cu
a TP-1, GB-l 6t26 SANDY LEAN CLAY(CL)28 8
Specimen ldentification D100 D60 D30 D10 %Gravel %Sand %silt o/oClay
o TP-1, GB-l 6t26 9.5 0.2 30.7 69.1
Huddleston-Berry Engineering & Testing, LLC ATTERBERG LIMITS' RESULTS
Riverside Parkway
Junction, CO 81501
970-255-8005
CLIENT The Ace of Trades General Contractors, LLC PROJECT NAME 244 Limberoine Circle
PRo.'ECT NUMBER 02692-0001 PROJECT LOCATION Parachute, CO
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Specimen ldentification LL PL PI #200 Classification
o TP.1, GB.1 6126 28 20 8 69 SANDY LEAN CLAY(CL)
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Huddleston-Berry Engineering & Testing, LLC
2789 Riverside Parkway
GnndJunction, CO 81501
970-255-8005
CLIENT TheASC of]@de6 Genoral Contractors, L!C_
PROJECT NUMBER 02692-0001
MOISTU RE.DEN SITY RE LATIONSH I P
PROJECT NAME _244 Lrpbelplne_Qi1clg _
PROJECT LOCATION Parachute, CO
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Sample Date:
Sample No.:
Source of Material:
Description of Material
6126t2023
23-0394
145 TP-1 GB.1
SANDY LEAN CLAY(CL)
Test Method (manual):ASTM D698A
140
135 TEST RESULTS
Maximum Dry Density 105.0 PCF
Optimum Water Content 17'5 o/o
130
125
GRADATION RESULTS (% PASSING)
#200 #4 3t4"
69 100 100
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ATTERBERG LIMITS
1 20
LL PL
20
PI
28 8
115
Curves of 100% Saturation
for Specific Gravity Equalto
110
2.80
2.70
2.60
10s
100
95
90
5 15
WATER CONTENT. %
0 10 20 25 30
