HomeMy WebLinkAboutSoils Report for Foundation DesignHuddleston-Berry
Engineering & Tes(ing, LLC
Apnl2l,2025
Project#02997-0001
Stephen and Jennifer Wells
540 Panoramic Drive
Silt, Colorado 81652
Subject: Geotechnical Investigation
540 Panoramic Drive ADU
Silt, Colorado
Dear Mr. and Mrs. Wells,
This letter presents the results of a geotechnical investigation conducted by Huddleston-Berry
Engineering & Testing, LLC (HBET) at 540 Panoramic Drive in Silt, Colorado. The site
location is shown on Figure 1. The proposed construction is anticipated to consist of a new
Accessory Dwelling Unit (ADII). 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 western and eastern portions of the site were occupied by an
existing residence and a pond, respectively. The remainder of the site was open and generally
sloping down from the west and east to the south of the pond. Vegetation consisted primarily of
weeds, grasses, and sparse trees. The site was bordered to the north, west, and east by rural
residential/agricultural properties, and to the south by Panoramic Drive.
Su bsurface Ipvestisation
The subsurface investigation included six test pits as shown on Figure 2 - Site Plan. The test pits
were excavated to depths of between 6.0 and 8.0 feet below the existing ground surface. Typed
test pit logs are included in Appendix A.
As indicated on the logs, the subsurface conditions encountered at the site were slightly variable.
Test Pits TP-I, TP-z, and TP-3, conducted to the west of the pond, encountered 1.0 foot of
topsoil above brown, moist to wet, medium stiff to soft lean clay with sand soils that extended to
the bottoms of the excavations. Groundwater was encountered in TP-l, TP-z, and TP-3 at depths
of between 4.0 and 7.0 feet below the existing ground surface.
Test Pits TP-4, TP-5, and TP-6, conducted to the east ofthe pond, encountered 1.0 foot of topsoil
above brown to reddish-brown, moist to wet, medium stiff to soft sandy lean clay soils that
extended to a depth of 4.5 feet in TP-4 and to the bottoms of the excavations in TP-5 and TP-6.
The lean clay soils in TP-4 were underlain by brown to gray, moist, medium dense clayey sand
soils that extended to the bottom of the excavation. Groundwater was not encountered in TP-4;
however, groundwater was encountered in TP-5 and TP-6 at respective depths of 5.0 and 6.0 feet
at the time of the investigation.
2789 Riverside Parkway
Cnand Junction, Colorado 81501
Phone: 970-255-8005
Info@huddlestonberry.com
540 Panoramic Drive ADU ,A.#02ss7-000t (iftB;J)H*l**il;lHo4/21D5 v "
Laboratorv Testine
Laboratory testing was conducted on samples of the native soils encountered in the test pits. The
testing included grain size analysis, Atterberg limits determination, natural moisture content and
density determination, swell/consolidation testing, and maximum dry density and optimum
moisture content (Proctor) determination. The laboratory testing results are included in
Appendix B.
The laboratory testing results indicated that the native clay soils are moderately plastic. In
addition, the native clay soils were indicated to be slightly expansive, with up to approximately
0.4o/o expansion measured in the laboratory.
The native sand soils were indicated to be slightly plastic. In general, based upon the Atterberg
limits and our experience with similar soils in the vicinity of the subject site, the native sand soils
are anticipated to be slightly collapsible.
Foundation Recomme4dations
Based upon the results of the subsurface investigation and nature of the proposed construction,
shallow foundations are recommended. Spread footings and monolithic (turndown) structural
slabs are both appropriate foundation alternatives. However, as discussed previously, the native
soils range from slightly expansive to slightly collapsible. Therefore, in order to provide a stable
bearing stratum and limit the potential for excessive differential movements, it is recommended
that the foundations be constructed above a minimum of 24-inches of structural fill.
Due to their plasticity, the native clay soils are not suitable for reuse as structural fill. Flowever,
the native sand soils are suitable for reuse as structural fill. Imported structural fill should consist
of a granular, non-expansive, non-free draini?s material with greater than 10% passing the #200
sieve and Liquid Limit of less than 30. However, all proposed imported structural fill materials
should be 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, arcato a depth of 24-
inches below the turndown edges. Structural fill should extend laterally beyond the edges of the
foundation a distance equal to the thickness of structural fill.
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
minimum of 95o/o of the standard Proctor maximum dry density, within +2Vo of the optimum
moisture content as determined in accordance with ASTM D698. However, as discussed
previously, soft soils and shallow groundwater were encountered in the subsurface and this may
make compaction of the subgrade difficult. It may be necessary to utilize geotextile and/or
geogrid in conjunction with up to 3O-inches of additional granular fill to stabilize the subgrade.
HBET should be contacted to provide specific recommendations for subgrade stabilization
depending upon the actual conditions encountered during construction.
2V:9008 ALL PROJECTS\02997 - Stephen md Jmifer Wells\0297-0001 540 Pmoramic Drive900 - Geo\02997-0001 LR04l625.doc
540 Panoramic Drive ADU
#02997-0001
04/2rD5
Structural fill should be moisture conditioned, placed in maximum 8-inch loose lifts, and
compacted to a minimum of 95% of the standard Proctor maximum dry density for fine grained
soils or modified Proctor maximum dry density for coarse grained soils, within *2Yo of the
optimum moisture content as determined in accordance with ASTM D698 or D1557C,
respectively. Structural fill should be extended to within 0.l-feet of the bottom of the
foundation. No more than 0.I-feet of gravel should be placed below the footings or turndown
edge as a leveling course.
For structural fill consisting of approved 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 200 pci may be used for approved imported structural fill
materials. Foundations subject to frost should be at least 36-inches below the finished grade.
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 material, we
recommend that the walls be designed for an active equivalent fluid unit weight of 55 pcf in
areas where no surcharge loads are present. An at-rest equivalent fluid unit weight of 75 pcf is
recommended for braced walls. Lateral earth pressures should be increased as necessary to
reflect any surcharge loading behind the walls.
Water soluble sulfates are common to the soils in Western Colorado. Therefore, at a minimum,
cement adequate for Sulfate Exposure Class Sl is recommended for construction at this site.
Non-SJructural Floor Slab and Exterior Flatwork Recomme4dations
In order to reduce the potential for excessive differential movements, it is recommended that
non-structural floating floor slabs be constructed above a minimum of 24-inches of structural fill
with subgrade preparation, structural fill materials, and fill placement be 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.
I)rainase Recommendations
Gradins qnd drainaee are critlcal for the lons-term pefformnnce of the structure and 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 irrigation, including drip lines, within ten feet of foundations be minimized.
HBET recommends that 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 drain lines. Dry wells should not be used.
Huddleston-Berry
E gin..rin!& Tciling, LLC
JV:V008 ALL PROJECTS\02997 - Stephen and Jmnifer Wells\02997-0001 540 Pmormic DriveVO0 - Oeo\02997-0001 LR04l625.doc
540 Panoramic Drive ADU
#02997-000r
04t21/25 @*r***,*;Iru
As discussed previously, shallow groundwater was encountered at the time of the investigation.
Therefore, a perimeter foundation drain is recommended. In general, the perimeter foundation
drain should consist of prefabricated drain materials or a perforated pipe and gravel system with
the flowline of the drain at the bottom of the foundation (at the highest point). The prefabricated
drain materials or gravel should extend along basement walls to within 36-inches of the finished
grade. The perimeter drain should slope at a minimum of l.0o/o to daylight or to a sump with
pump.
Gener?l 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, the subsurface conditions encountered at the site were slightly variable.
However, the precise nature and extent of any subsurface variability may not become evident
until construction. As a result, it is recommended that I{BET 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 imnonan ry notu thal the recommendations herein are intgnded to reduce the risk of
structural Wvement and/or damaeq to varuinp desriees. associated with volume chanse of the
native soils. However. HBET cannot oredlct lone;term chanses in Fubsurface nnigtare
conditions and/or the orecise maBryitude or ertefi ofvolume,cha4se in the native soils. Were
sienificant increases in subsurface moisture occur due to ooor prading, irnDrooer stormtryater
manapement. utilitv line failure. excess irrisation, gr other cause, eilher dufinp gonstruction
or the result of actions of the p,ropertv owner. several irghes of movemcnl are oossible, I&
addition. anv failure to comolv wi(h the recommendations in lhis reoort releases Huddleston-
Berm Enpineerins & Testine. LLC of anv liabllitv with reeard to the structure performance.
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.
Respectfully Submiued:
Huddleston-Berry Engineering and Testing, LLC
Wayne D. Anderson, P.E.
Project Engineer
4V:U008 ALL PROJECTS\02997 - Stephen and Jmifer Wells\029974001 540 Panoramic DriveU00 - Geo\02997-0001 LR04l625.dm
F'IGURES
0qPublic.net'" Garfield County, Co
Date cr eatedt 4 / t6 I 2O25
Last Data Uploadedz4lt6/2025 2:O7:!6 AM
FIGT]RE 1
Site Location Map
ocvetooeaWS SCHNEIDER
G-OtPAAIAL
G)qPublic.net'" Garfi eld County, CO
D ate cr ealed: 4 / !6 / 2O25
Last Data Uploaded: 4/L612O25 2:O7 :!6 AM
owa.n"auvf,SCHNEIDER
CEOSPATIAL
FIGURE 2
Site PIan
APPENDIX A
Typed Test Pit Logs
Huddleston-Berry Engineering & Tasting LLC
2789 Riverside Parlnuay
Grand Junction, CO 81501
970-255-8005
PROJECT LOCATIONPRo.'ECT NUMBER
PRO'ECTMI,IE 540 Panoramic DriveCUENTSlenhen and .lennifer Wells
TEST PIT NUMBER TP.{
PAGE 1 OF 1
GROUND ELEVANON TEST PIT SIZE
GROUND WATER LEVELS:
VnrnnrE oF ExcAvATroN z.o ft
DATE STARTED 3118125
CHECKEDBY MAB
COilIPLETED 3t18t25
EXCAVATION CONTRACTOR Wiceland
lrr ero or ExcAVATtoN 70fi
EXCAVANON METHOD Tra*hlBad(hoe
AFTEREXCAVANON _
LOGGEDBY TC
NOTES
ATTERBERG
LIMITSs
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MATERIAL DESCRIPTION
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soft
GB-l: Lab Classilied
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Bottom of test pit at 8.0 feet.
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Huddleston-Berry Engineering & Testing IIC
2789 Riverside Parkway
Crrand Junctior! CO 81501
97&255-8005
PR(I'ECT LOCANONPRAJECT NUITIBER
PRO.IECT NAME 54O Panoramic DriveCUENTSlenhen and .lennifer Wells
TEST PIT NUMBER TP-2
PAGE 1 OF 1
TEST PIT SIZEDATE STARTED 3118125
CHECKEDBY MAB
COIIPLETED 3t18t25
EXCAVANON CONTRACTOR Wisaland
t AT END OF EXCAVATION 4.5 ftBY TC
EXCAVAilON METHOD Trackh/Backhoe
GROUND ELEVANOil
AFTEREXCAVATION _
GROUND WATER LEVELS:
Varnur oF ExcAvAnoN 4.s ft
LOGGED
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Huddleston-Berry Engineering & Testing LLC
2789 Rivenide Paftway
Grand Junction, CO 81501
97U255-8005
TEST PIT NUMBER TP4
PAGE 1 OF ,I
CUENT Steohen and Wells PRO.IECTNATIE 5y'.O Panoramin llrivn
PRo.JECT NUMBER PRO'ECT LOCANON
DATE STARTED 3118125 coiTPLETED 3t18t25 GROUNDELEVANON TEST PITSIZE
EXCAVAflON COI'ITRACTOR Wiseland GROUND WATER LEVELS:
EXCAVATION METHOD Trackh/Backhoe AT NilE OF EXCAVANON Drv
LOGGEDBY TC CHECKEDFY MAB AT EiID OF EXCAVATION Drv
1{OTES AFTEREXCAVATION
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MATERIAL DESCRIPTION
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Sandy Lean CLAY (CL), brown to reddish-brown, moist, medium
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GB-1: Lab Classified
MC
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1
I 33 17 16 64
Clayey SAND (SC), brown to gray, moist, medium dense
GB-2: Lab Classified
g GB
2 6 25 17 I 37
Bottom of test pit at 8.0 feet.
Huddleston-Berry Engine€ring & Testing LLC
2789 Riverside Parkway
Grand Junction, CO 81501
97G255-8005
TEST PIT NUMBER TP-s
PAGE 1 OF 1
PROTECT MilE 540 Panoramic Drive
PRO.'ECTLOCANONPROJECT NUMBER
CUENT Stebhen and Jennifer Wells
TEST PIT SIZEDATE STARTED 3118125
CHECKEDBY MAB
COI'PLETED 3nU25
EXCAVANON COiITRACTOR Wiseland
lnr eno or ExcAvATroN 5.0 ftBY TC
EXCAVAilON METHOD Trackh/Backhoe
GROUND ELEVANON
AFTEREXCAVANON _
GROUND WATER I-EVELSI:
Varnue oF ExcAVAnoN s.o ft
LOGGED
NOTES
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MATERIAL DESCRIPTION
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test pit at 6.0Boftom
Huddleston-Berry Engineering & Testing LLC
2789 Riverside Parkway
Grand Junction" CO 81501
97U255-8005
TEST PIT NUMBER TP.6
PAGE 1 OF 1
PRO.IECT LOCATIONPROJECT NUMBER
PR(NECTNAIE &lO Panoramic DriveCUENTStenhen and Jennifer Wells
GROUND ELEVANON TEST PITSIE
GROUND UIATER I.EVEI.S:
COIIPLETED 3N425DATE STARTED 3t18t25
EXCAVANON CONTRACTOR Wiseland
C}IECKED BY MAB
Ver nur oF ExcAVATToN 6-0 ft
llr eroor ExcAvAnoN 6.0 ff
EXCAVATION i'ETHOD Trackh/Bac*hoe
AFTEREXCAVANON _
LOGGEDBY TC
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APPENIDIX B
Laboratory Testing Results
Huddleston-Berry Engineering & Testing LLC
2789 Riverside Parkway
Crrand Junction, CO 81501
97U255-8005
GRAIN SIZE DISTRIBUTION
PRO.IECTLOCATONPROJECT NUMBER
PRO'ECTNAJI|E 540 Panoramic DrivecuEilTSienhen and .lennifer Wells
U,S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS HYDROMETER
3 6
100
95
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85
80
75
70
65
60
55
50
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15
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100 1
GRA]N SIZE IN MILLIMETERS
0.0.0'l
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COBBLES GRAVEL SAND
SILT OR CLAYcoarsefnecoarsemediumfine
ldentification Classification LL PL PI Cc Cu
O TP-|, cB-l g/18 LEAN Cl-AYwith 33 17 16
a TP4, cB-1 3/18 SANDYLEAN 3i'17 16
A TP.f, GB-2 3r{8 CI-AYEY 25 17 8
ldentification D100 D60 D30 D10 %Gravel %Sand %silt
o TP-i, GB-l 3t18 9.5 0.2 23.7 76.0
tr TP4, GB-l Sttg 4.75 0.0 36.1 63.9
A GB-2 3t18 4.75 o.1&0.0 62.9 37.1
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No
Huddleston-Berry Engineering & Testing, IIC
2789 Rivenide Paftway
Grand Junctiott CO 81501
97&255-8005
ATTERBERG LIMITS' RESULTS
cuEilT Stanhen and .lennifer Wells PROJECT NAilE 540 Panoramic Drive
PRO'ECTNUMBER 029974001 PR(UECT LOCANON
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Specimen ldentification LL PL PI #200 Classification
o TP.I, GB.{3r{8 3:|17 16 76 LEAN CLAYwith SAND(CL)
a TP4, GB-{3/18 3l!17 {6 64 SANDY LEAN CLAY{CL)
A TP4, GB-2 3fi8 25 17 I 37 cl.AYFf SAND(SC)
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Huddleston-Berry Engineering & Testing LLC
2789 Riverside Parkway
Grand Jrmction, CO 81501
97A-255-8005
MOISTU RE.DENSITY REIATIONSHIP
PROJECTLOCAnOil Silt. CO
PROJEGT N TiE 54O Pannramic Drive
PROJECT NUMBER 02s974001
CUENT Stenhen and Wells
Jl
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Sample Date:
Sample No.:
Source of Material:
Description of Material:
u1u?o25
25-0185
145 TP4.GB-{
SANDYLEAN CLAY(CLI
Test Method (manual):ASTM D698A
140
135 TEST RESULTS
Maximum Dry DensitY 1J2'5 PCF
Optimum Water Content 15'O o/o
130
GRADATON RESULTS (% PASSING)
#200 #4 314:
u {00 100125
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ATTERBERG LIMITS
20
LL PL PI
33 17 {6
115 Curves of 100% Saturation
for Specific Gravity Equalto:
110
2.80
2.74
2.60
105
100
95
90
5 15
WATER CONTENT, %
0 10 25 30
Huddleston-Berry Engineering & Tasting, I,LC GONSOLIDATION TEST
Riverside Parkway
Grand Junction, CO 81501
970A55-8005
CUENT Steohen and Wells PROJECT NAJUE 540 Drive
PRo.'ECT NUiIBER 02997{001 PRA'ECT LOCANON SiIt, CO
0.9
1.0
1.1
1.2
1.3
si
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1.4
1.5
1.6
1.7
1.8
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STRESS, psf
Specimen ldentifi cation l"MC%
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Classification
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