HomeMy WebLinkAboutSubsoil Report for Foundation DesignHuddleston-Berry
ff*gince*lg & Terring, $..I..,{)
2789 Riverside Parkway
Grand Junction, Colorado 8 150 I
Phone: 970-255-8005
Info@huddlestonberry. com
December 22,2021
Project#023 88-000 1
Shane Wade
PO Box 425
Silt, Colorado 81652
Subject Geotechnical Investigation
1650 County Road237
Silt, Colorado
Dear Mr. Wade,
This letter presents the results of a geotechnical investigation conducted by Huddleston-Berry
Engineering & Testing, LLC (HBET) at 1650 County Road 237 in Silt, Colorado. The site
location is shown on Figure l. The proposed construction is anticipated to consist of a new
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 and to evaluate the site soils for onsite wastewater treatment.
Site Conditions
At the time of the investigation, the site was open and gradually sloping down towards the east.
Vegetation consisted of weeds, grasses, and small to large bushes and trees. The site was
bordered to the north and east by residential/agricultural properties, to the south by 250 Road,
and to the west by Harvey Gap Road.
Subsurface Investisation
The subsurface investigation included ten test pits as shown on Figure 2. The test pits were
excavated to depths ranging from 3.0 to 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 at the site were variable. Most of the test pits
encountered 1.0 foot of topsoil above tan, moisto dense poorly graded gravel and cobble with
sand soils to the bottoms of the excavations. Groundwater was encountered in some of the test
pits at depths of 5.5 arid O.O feet at the time of the investigation.
Test Pits TP-I, TP-7, and TP-I0 encountered 1.0 foot of topsoil above brown, moist, medium
stiff sandy lean clay soils to the bottoms of the excavations. Groundwater was not encountered in
TP-1, TP-7, or TP-10 at the time of the investigation.
N
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(s
1650 cR 237
#02388-000 l
12/22/21 @*******
Test Pit TP-6, conducted in the northern portion of the southern investigated area, encountered
1.0 foot of topsoil above tan, moist, dense poorly graded gravel and cobble with sand soils to a
depth of 3.0 feet. The gravels were underlain by brown, most, medium stiff sandy lean clay soils
to the bottom of the excavation. Groundwater was encountered in TP-6 at a depth of 6.0 feet at
the time of the investigation.
Laboratorv Testins
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
determination, and maximum dry density and optimum moisture content (Proctor) determination.
The laboratory testing results are included in Appendix B.
The laboratory testing results indicate that the native soils range from non-plastic to slightly
plastic. In general, based upon the Atterberg limits and upon our experience with similar soils in
the vicinity of the subject site, the native clay soils are anticipated to be slightly collapsible. The
native gravel and cobble soils are anticipated to be fairly stable under loading.
Foundation Recommendations
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, 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
The native clay soils, exclusive of topsoil, are suitable for reuse as structural fill. The native
gravel and cobble soils are also 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, non-free drainins material 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 lowest portion of the foundation. Structural fill should extend laterally beyond
the edges of the foundation a distance equal to the thickness of structural till for both foundation
types.
Prior to placement of structural fill, it is recommended that the boffom of the foundation
excavation be scarified to a depth of 6 to 9 inches, moisture conditioned, and compacted to a
minimum of 95%o of the standard Proctor maximum dry density, within L 20 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
95%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 + 2Yo of the optimum moisture
content as determined in accordance with ASTM D698 and D1557, respectively.
Structural fill should be extended to within 0.I-feet of the bottom of the foundation. No more
than O"l-feet of gravel should be placed below the footings or turndown edge as a leveling
course.
2212008 ALl, PROJECTS\02388 - Shane Wade\02388-000 I 1650 County Road 237V00 - Geo\02388-000 I LRI2222\ .doc
1650 cR 237
#02388-000 r
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Hnddl*ston-Bsrl
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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 s00 Dsf
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 approved imported
structural fill. Foundations subject to frost should be at least 36-inches hflow 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 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 any surcharge loading behind the walls.
Water soluble sulfates are common to the soils in Western Colorado. Therefore, at a minimum,
Type I-II sulfate resistant cement is recommended for construction at this site.
Non-Structural Floor Slab and Bxterior Flatwork Recommendations
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 18-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)rainaqe Recommendations
Gradins and drainage are critical for the lons-term nerformance 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 structures. It is also recommended that landscaping within five
feet of the structures 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 surface downspout extensions be used which discharge a minimum of
15 feet from the structures or beyond the backfill zones, 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 l5 feet from the structures. In addition, an impermeable
membrane is recommended below subsurface downspout drain lines. Dry wells should not be
used.
As discussed previously, shallow groundwater was encountered at the time of the investigation.
Therefore, a perimeter foundation drain is recommended if a footing and stemwall foundation
with crawlspace is utilized. In general, the perimeter foundation drain should consist of
prefabricated drain materials or perforated pipe and gravel with the flowline of the drain at the
bottom of the foundation (at the highest point). The perimeter drain should slope at a minimum
of 1o/o to daylight or to a sump with pump.
32\2008 ALL PROJEC'I5\02388 - Shane Wade\02388-0001 1650 County Road 237V00 - Geo\02388-0001 LRI2222\.doc
I650CR237 ,A,
#02388-ooo r (*rsi$ flffirx?:;n:flt2/22t21 \_dtr '
Onsite Wastewater Treatment Svstem Feasibilitv
In order to evaluate the site soils for onsite wastewater treatment, percolation testing was
conducted at the site. The percolation rate in the native soils ranged from 3 to 8 minutes-per-
inch. The percolation testing data are included in Appendix C.
In accordance with Garfield County regulations, a percolation rate of between 5 to 60 minutes-
per-inch is required for soils to be deemed suitable for onsite wastewater treatment. Although
some of the percolation rates were fairly fast, the native soils contain an appreciable quantity of
fines and will provide excellent filtration of effluent. Therefore, based upon the results of the
percolation testing, HBET believes that the native soils are suitable for onsite wastewater
treatment.
In addition to the percolation rate of the subsurface materials, the seasonal high groundwater
elevation is an important factor in determining the suitability of the site for Onsite Wastewater
Treatment Systems. For OWTS suitability, the seasonal high groundwater elevation should be at
least four feet below the bottom of the proposed absorption bed. As discussed previously,
groundwater was encountered at the time of the investigation. In general, based upon the time of
year and the results of the subsurface investigatior,s, HBET believes that the seasonal high
groundwater level is between 5.5 and 8.0 depending upon where the Soil Treatment Area (STA)
is proposed to be placed.
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, the subsurface conditions encountered in the test pits were variable.
However, the precise nature and extent of any subsurface variability may not become evident
until construction. As discussed previously, 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
repoft and informed of the issues associated with the presence of moisture sensitive subgrade
materials at this site.
It is important to note that the recommendstions herein are intended to reduce the risk of
structural movement and/or dsmagq to vqrvine deerees, associated with volume chunge of the
natiye soils. However, HBET csnnot predict long-term changes in subsurface moisture
conditions and/or the precise magnitude or extent of volume change in the native soils. Where
significant increases in subsurface moisture occur due to noor grading, improper stormwater
management, utilitv line fuilure, excess irrigation, or other cause, either during construction
or the result of actions of the proDertv owner. several inches of movement are possible. In
addilion, anv failure to comolv with the recommendations in this reoort releases Huddleston-
Berrv Ensineering & Testine, LLC of anv liabilitv with resard to the structure nerformance.
42\2008 ALL PROJECTS\02388 - Shane Wade\02388-000 I 1650 County Road 237V00 - Geo\02388-000 | LRl2222l.doc
1650 cR 237
#02388-0001
12/22/21
I{uddl.*to!'B€nt
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 Submitted :
Huddleston-Berry Engineering and Testing, LLC
Michael A. Berry, P.E.
Vice President of Engineering
,ffi\W fn*$dsri ldlg. Itt
5212008 ALL PROJECTS\02388 - Shme Wade\02388-0001 1650 Comty Road 237V00 - Geo\02388-0001 LRl2222l.doc
FIGURES
Location
FIGURE T
Location
APPENDIX A
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. APPENDIX B
Laboratory Testing Results
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Huddleston-Berry Engineering & Testing, LLC
2789 Riverside Parkway
Grand.Tunction, CO 81501
970-2ss-8005
GRAIN SIZE DISTRIBUTION
CLIENT Shane Wade PROJECT NAME 1650 Countv Road 237
PROJECT NUMBER O23BB-OOO1 PROJECT LOCATION SiIt. CO
U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS HYDROMETER
6 43 2 1 20 30 40 50 60 100140200
FIrn
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100
95
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75
70
65
60
55
50
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40
35
30
25
2A
15
10
5
0
100 1
GRAIN SIZE IN MILLIMETERS
0.1 0.01 0.001
EI\I
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COBBLES
GRAVEL SAND SILT OR CLAY
coarse fine coarse medium fine
Specimen ldentification Classification LL PL PI Cc Cu
o TP-2, GB-1 11t10 POORLY GMDED GRAVEL with SAND(GP)NP NP NP 5.22 51.18
E TP-7, GB-1 11t10 SANDY LEAN CIAY(CL)28 15 13
Specimen ldentification D100 D60 D30 D10 %Gravel %Sand %sitt %Clay
o TP-2, GB-1 11110 37.5 11.779 3.763 0.23 66.0 29.6 4.4
tr TP-7, GB-1 11110 4.75 0.0 38.5 61.5
Huddleston-Berry Engineering & Testing, LLC
2789 Riverside Parkway
Grand Junction, CO 81501
970-255-8005
ATTERBERG LIMITS' RESULTS
CLIENT Shane Wade PROJECT NAME '165O Corrntu Road 237
PROJECT NUMBER 02388-0001 PROJECT LOCATTON Sirt, QO
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Specimen ldentification LL PL PI #200 Classification
a TP-2, GB-1 11t10 NP NP NP 4 POORLY GRADED GRAVELwith SAND(GP)
a TP-7, GB-1 11t10 28 15 13 62 SANDY LEAN CLAY(CL)
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2789 Riverside Parkway
Grand.Iunction, CO 81501
970-2ss-8005
MOISTURE.DENSITY RELATIONSHI P
PROJECT NUMBER 02388-OOO1
PROJECT }{AME 1650 Countv Road 237
PROJECT LOCATION SiIt, CO
CLIENT Shane Wade
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Sample Date:
Sample No.:
Source of Material:
Description of Material:
11t10t2021
21-0870
145 TP-7 GB-1
SANDY LEAN CLAY(CL)
Test Method:ASTM D698A
140
135 TEST RESULTS
Maximum Dry Density {{1.5 PCF
Optimum Water Content 15.0 %
130
125
GRADATTON RESULTS (% PASSTNG)
#200 #4 3t4"
62 100 100
o
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120
LL PL PI
28 15 13
115 Curves of 10A% Saturation
for Specific Gravity Equal to:
110
2.80
2.70
2.60
105
100
95
5 15
WATER CONTENT, %
90
0 10 20 25 30
APPENDIX C
Percolation Testing Results
PERCOLATION TESTING
STP322?Iud*llest+**Serr-v
#l3jl;*rf,,ri$a & ?a{ris8, 1,1. {:
Project Name:1650 County Road 237 Location: Silt, CO
TEST PIT DIMENSIONS
SOIL PROFILE
Depth
(ft)Description Remarks
0-1 Sandv Clav with Organics OOPSOIL)
1-3 Sandv Lean CLAY (cl), brown, moist, medium stiff
Testing Conducted By:
Supervising Engineer:
Test Number'. 1
Top of Hole Depth: g tftl
Diameter of Hole:
Depth of Hole:
4
S. Dinterman
M. Berrv
Test Number'. _
Top of Hole Depth;
-
(ft)
Diameter of Hole: _ (in)
Depth of Hole: _ (in)
Test Number:
Top of Hole Depth:
Diameter of Hole:
Depth of Hole:19
Time
(min.)
Water
Deplh
{in,)
Change
(in.)
0 1.125
5 7.375 6.25
10 13.5 6.125
15 14 0.5
20 14.625 o.625
25 15.125 0.5
30 Drv
35 1.25
40 4.375 3.125
45 7.5 3.125
50 9.12s 1.625
55 10.75 1.625
60 12.375 1.625
JRate (min/in)
(in)
(in)
_ (ft)
-
(in)
(in)
02388-0001
TP-1
11t10t2021
Project No.
Test Pit No.
Date:
Length
(fi)
widrh
(ft)
gepth
(fi)
Water Level Depth (fi)
Depth {ft)Nol Encounlered
3 X
Time
{min.)
Water
Depth
{in.)
Change
(in.)
Time
(min.)
Water
Depth
{in.}
Change
(in.)
Average Percolation Rate (min/in)
Rate (min/in)Rate (min/in)
?lu{tdle$ti}H-B$rr-v
PERCOLATION TESTING
STP322
?;lxltilltttlt1F "i.'l'+$;s€" 1,3. {;
Project Name:1650 County Road 237 Location: Silt, CO
Testing Conducted By
Supervising Engineer.
S. Dinterman
M Berrv
TEST PIT DIMENSIONS
SOIL PROFILE
Test Number'. I
Top of Hole Depth: g tftl
Diameter of Hole: a (in)
Depth of Hole: 18 (in)
Time
{min.)
Water
Depth
(in.)
Change
(in.)
0 0.75
5 2.25 1.5
10 3.75 1.5
15 4.75 1
20 5.75 1
25 6.625 0.875
30 7,5 0.875
35 8.25 o.75
40 9 0.75
45 9.625 0.625
50 10j25 0.5
55 10.75 o.625
60 11.5 0.75
7Rate (min/in):
Test Number: _
Top of Hole Depth:
-
(ft)
Diameter of Hole: _ (in)
Depth of Hole: _ (in)
Test Number: _
Top of Hole Depth: (ft)
Diameter of Hole: _(in)
Depth of Hole: _ (in)
02388-0001
TP-9
11t10t2021
Project No.
Test Pit No.
Date:
Length
(ft)
width
(ft)
Depth
f1)
Water Level
Depth fft)Not Encounlered
3 X
Depth
{ft)
Description Remarks
0-1 Sandv Clav with Oroanics flOPSOIL)
1-3
Poorly Graded GRAVELS and COBBLES with SAND (gp), tan, moist,
loose
Time
{min.)
Water
Depth
(in.)
Change
{in.}
Time
{min.}
Waier
Depth
(in.)
Change
(in.i
Average Percolation Rate (min/in)
Rate (min/in)Rate (min/in)
?{$r{dlest{}i?-Bsrr*'
PERCOLATION TESTING
STP322
1;*i;dryrine "t'.{++{i'1*. l.i. c
Project Name 1650 Countv Road 237 Location: Silt, CO
TEST PIT DIMENSIONS
SOIL PROFILE
Deplh
(ft)Description Remarks
0-1 Sandv Clav with Organics OOPSOIL)
1-3 Sandv Lean CLAY (cl), brown, moist, medium stiff
Testing Conducted By:
Supervising Engineer:
Test Number. 1
Top of Hole Depth: g tftl
Diameter of Hole: a (in)
Depth of Hole: 18 (in)
Time
(min.)
Water
Depth
(in.)
Change
{in.}
0 0.25
5 2 1.75
10 3.75 1.75
15 4.625 0.875
20 5.5 0.875
25 6.375 0.875
30 7.125 0.75
35 7.75 0.625
40 8.5 0.75
45 9.25 0.75
50 10 0.75
55 10.625 0.625
60 11,25 0.625
8Rate (min/in)
S. Dinterman
M. Berry
Test Number: _
Top of Hole Depth:
-
tttl
Diameter of Hole: _ (in)
Depth of Hole: _ (in)
Test Number: _
Top of Hole Depth:
Diameter of Hole:
Depth of Hole:
(ft)
(in)
(in)
02388-0001
TP.l O
11t10t2021
Project No.
Test Pit No.
Date:
Length
(ft)
width
(fl)
Depth
(ft)
Water Level
Depth {ft)Not Encountered
3 X
Time
(min.)
Water
Depth
fin.)
Change
(in.)
Time
{min.)
Water
Depth
(in.)
Change
(in.)
Average Percolation Rate (min/in):
Rate (min/in)Rate (min/in)