HomeMy WebLinkAboutGeotechnical Investigation 07.28.2023Huddleston-Berry
Engineering & Testing, LLC
2789 Riverside Parkway
Grand Junction, Colorado 81501
Phone: 970-255-8005
Info@huddlestonberry. com
July 28,2023,
Project#00505-002'l
Keystone Custom Builders, Inc.
PO Box 1807
Grand Junction, Colorado 81502
Attention: Mr. Jared Eddy
Subject:Geotechnical Investigation
68 V/ilson Lane
Rifle, Colorado
Dear Mr. Eddy,
This letter presents the results of a geotechnical investigation conducted by Huddleston-Berry
Engineering & Testing,LLC (HBET) at 68 Wilson Lane in Rifle, Colorado. The site location is
shown on Figure l. The proposed construction is anticipated to consist of a new shop building.
The scope of our investigation included evaluating the subsurface conditions at the site to aid in
developing foundation recoÍtmendations for the proposed construction and to evaluate the site
soils for onsite wastewater treatment.
Site Conditions
At the time of the investigation, most of the site was open. However, a small garage structure
was present in the southeastern portion of the site. The site sloped moderately down to the north.
Vegetation consisted primarily of grasses and weeds with a few trees. The site was bordered to
the north by E. 7th Street, to the west and south by open land, and to the east by an existing
residence.
Subsurface Investigation
The subsurface investigation included five test pits as shown on Figure 2. 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 at the site were variable. However, TP-1
through TP-4, conducted in the north central portion of the site, encountered 1.0 foot of topsoil
above reddish tan, moist, soft to medium stiff lean clay with sand soils to depths of between 3.0
and 7.0 feet. The clay soils were underlain by tan, moist, medium dense to dense sandy gravel
and cobbles to the bottoms of the excavations. Groundwater was not encountered in TP-l
through TP-4 atthe time of the investigation.
68 Wilson Ln.
#00505-0027
Q7/28123
Ã
@ Hudrlleston-Berry
En8in.ehg& T.rÌr8, LLc
Test Pit TP-5, conducted in the south central portion of the site, encountered 4.0 feet of sandy
clay fill materials above reddish tan, moist, medium stiff lean clay with sand soils to the bottom
of the excavation. However, one edge of the pit encountered an existing concrete foundation
between 4.0 and 7.0 feet. Groundwater was not encountered in TP-5 at the time of the
investigation.
Laboratory Testing
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, swelUconsolidation testing, and maximum dry densþ and optimum
moisture content (Proctor) determination. The laboratory testing results are included in
Appendix B.
The laboratory testing results indicate that the native clay soils are moderately plastic. In
addition, the clay soils were shown to tend to consolidate under loading at their existing density.
However, based upon the Atterberg limits of the material, the native clay soils are anticipated to
be slightly expansive when compacted and introduced to excess moisture.
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 of structural fill.
Due to the plasticity of the material, the native clay soils are not suitable for reuse as structural
fi|l. Imported structural fill should consist of a granular, non-expansive, non-free dtøiníng
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 filI should extend laterally beyond
the edges of the foundation 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 of 6 to 9 inches, moisture conditioned, and compacted to a
minimum of 95Yo of the standard Proctor maximum dry density, within + 2Yo 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
95Yo of the standard Proctor maximum dry density for fine grained soils and 90o/o 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 fiIl should be extended to within 0.l-feet of the bottom of the foundation. No more
than Q.l-feet of gravel should be placed below the footings or turndown edge as a leveling
course.
22:\2008 ALL PROJECTS\00505 - Keystone Custom\00505-0027 68 Wilson Lane900 - Geo\00505-0027 LFi072823.doc
ó8 Wilson Ln.
#00505-0027
07/28t23
Huddleston-Berry
r¡8¡n.cùg& Tcdng, LLC
For structural fill consisting of the native soils or imported granular materials and foundation
building pad preparation as recoÍrmended, 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. Foundations subject to frost should be at least 24-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 50 pcf in
areas where no surcharge loads are present. An at-rest equivalent fluid unit weight of 70 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 Exterior 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 24-inches of structural filI
with subgrade preparation, structural fill materials, and fill placement be in accordance with the
Foundation Recommendotions section of this report. It is recommended that exterior flatwork be
constructed above a minimum of 12-inches of structural fill.
Drainage Recommendations
Grøding and drøinøge øre critical for the lons-term performance 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 recofltmended 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 recoÍtmends 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 15 feet from the structures. In addition, an impermeable
membrane is recommended below subsurface downspout drain lines. Dry wells should not be
used.
Onsite'Wastewater Treatment Svstem Feasibilitv
In order to evaluate the site soils for onsite wastewater treatment, percolation testing was
conducted at the site in accordance with Garfield County regulations. The percolation rate in the
native soils ranged from 10 to 18 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. Therefore,
based upon the results of the percolation testing, HBET believes that the native soils are suitable
for onsite wastewater treatment.
aJZ:V008 ALL PROJECTS\00505 - Keystone Custom\00505-0027 68 Wilson Laneu00 - Geo\00505-0027 LR072823.doc
68 Wilson Ln.
#00505-0027
07128123
Huddleston-Berry
Enåiñccr¡n!& Ls¡nB, LLc
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 OV/TS 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 not encountered at the time of the investigation. In general, based upon the
results of the subsurface investigations, HBET believes that the seasonal high groundwater level
is deeper than 8.0 feet below the existing grade at this site.
General Notes
The recommendations included above are based upon the results of the subsurface investigation
and on our local experience. These conclusions and recornmendations 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 a result, it is recoÍrmended 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 with a copy of
this report and informed of the issues associated with the presence of moisture sensitive subgrade
materials at this site.
It is importønt to note that the recommendøtions hereín are intended to reduce the rìsk of
structurøl movement and/or dømsge. to vørvìng degrees, øssocíøted with volume chø.nge of the
nøtíve soils. Howeven HBET cannot predict long-term chønges in subsurføce moisture
conditions and/or the precise masnitude or extent of volume chønse ín the native soiß. ll/here
signífrcsnt increases in subsurføce moísture occur due to poor grading, improper stormwøter
mønagement. utilitv line føilure, excess írrígøtion, or other csuse, either during constructìon
or the result of actions of the prooertv owner, several inches of movement øre possíble. I!
øddìtion, ønv faìlure to complv wíth the recommendations ín this reoort releases Huddleston-
Berrv Ensíneerins & Testins, LLC of anv liabílítv v,ith regørd 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 Submitted:
Huddleston-Berry Engineering and Testing, LLC
Michael A. Berry, P.E.
Vice President of Engineering
4
3 10
28/2
212008 AI"L PROJECTS\0O505 - Keystone Custom\00505-0027 68 Wilson Lme\200 - Geo\00505-0027 LPi072823.doc
FIGT]RES
Location
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APPENDIX A
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Laboratory Testing Results
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2789 Riverside Parkway
C¡rand Junction, CO 81501
970-255-8005
GRAIN SIZE D¡STRIBUTION
CLIENT Kevstone Custom Builders PROJECT NAME 68 Wilson Lane
PROJECT NUMBER 00505-0027 PROJECT LOCATION Rifle, CO
U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS HYDROMETER
6 43 't 314 112 3 6 14 20 30 40 50 60 100140200
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100 1 1
GRAIN SIZË IN MILLIMETERS
0.1 0.01 0.001
COBBLES
GRAVEL SAND SILT OR CLAY
coarse fine coarse medium fine
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Specimen ldentification Classification LL PL PI Cc Cu
o TP-4, GB-l 6t2g LEAN CLAYwith SAND(CL)32 17 l5
Specimen ldentification D100 D60 D30 D10 %Gravel %Sand %S¡It %Clay
a TP4, GB-l 6t2g 9.5 o.2 19.8 80.r
Huddleston-Berry Engineering & Testing LLC
2789 Riverside Parkway
Grand Junction, CO 81501
970-255-8005
ATTERBERG LIMITS' RESULTS
CLIENT Kevstone Custom Builders PROJECT NAME 68 Wilson Lane
PROJECT NUMBER 00505-0027 PROJECT LOCATION Rifle. CO
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Specimen ldentification LL PL PI #200 Classification
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2789 Riverside Parkway
Grand Junctior¡ CO 81501
970-255-8005
CONSOLIDATION TEST
CLIENT Kevstone Builders PROJECT NAME 68 Wilson Lane
PROJECT NUMBER OO5O5.OO27 PROJECT LOCATION Rifle, CO
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2789 Riverside Parkway
Grand Junction, CO 81501
970-255-8005
MOISTU RE.DENSITY RELATIONSHI P
CLIENT Kevstone Custom Builders PROJECT NAME 68 W¡lson Lane
PROJECT NUMBER 00505-0027 PROJECT LOCATION Rifle, CO
Sample Date:
Sample No.:
Source of Material:
Description of Material:
6t23t2023
1
145 TP4
LEAN CLAYwith SANDfCLI
Test Method (manual)ASTM D6984
140
135 TEST RESULTS
Maximum Dry DensitY 110'0 PCF
Optimum Water Content 13'5 o/o
130
GRADAT|ON RESULTS (% PASSING)
#200 #4 314"
80 100 100125
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115 Curves of 100% Saturation
for Specific Gravity Equalto
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2.70
2.60
105
100
95
90
5 15
WATER CONTENT, %
0 10 20 25 30
APPEhIDIX C
Percolation Testing Results
PERCOLATION TESTING
Project Name:68 Wilson Lane Location: Rifle
Testing Conducted By: T. Collins Supervising Engineer:M. Berry
; Width Depth 8.0 ftPit Dimensions:
Water Level Depth:
SOIL PROFILE
Test Number:
Top of Hole Depth: 2ft
Diameter of Hole: A-in.
Depth of Hole:20-in
Time
(min.)
Water
Depth
(in.)
Change
(in )
0 2.25
10 4.75 2.5
20 7 2.25
30 I 2
40 10-75 1.75
50 12 1.25
60 13.25 1.25
70 14.25 1
80 15.25 1
90 16 0.75
100 17 1
110 17.75 0.75
120 18.75 1
11Rate (min/in)
Not Encountered X
Remarks
Test Number:2
Top of Hole Depth: 4 ft
Diameter of Hole: 4-in.
Depth of Hole 22-in
Test Number:
Top of Hole Depth:
Diameter of Hole:
Depth of Hole:
No. 00505-0027roject
est Pit No.TP-
6t23t2023
0-1 ft Lean CLAY with Sand and (TOPSOTL)
r-5 ft Lean CLAY with Sand (cl), reddish tan, moist, soft to medium stiff
5-B fi
Sandy GRAVEL and
dense
BBLES (gw), tan, moist, medium dense to
Time
(min.)
Water
Depth
(in.)
Change
(in.)
0 2
10 6.375 4.375
20 9.375 3
30 11.625 2.25
40 13 1.375
50 14.25 1.25
60 15.25 1
70 16.375 1.1 25
80 17.375 1
90 18.375 1
100 19.375 1
110 20.2.5 0.875
120 21.25 1
10
Time
(min.)
Water
Depth
(in )
Change
(in.)
Average Percolation Rate (min/in)
Rate (min/in):Rate (min/in)
Project Name:68 Wilson Lane
Testing Conducted By T. Collins
Pit Dimensions: Len
Water Level Depth:
SOIL PROFILE
De Descri
PERCOLATION TESTING
Test Number:1
Location: Rifle
Supervising Engineer:M. Berry
; Width ; Depth 6.0 ft
Not Encountered X
Remarks
Test Number:Test Number:
Top of Hole Depth:
Diameter of Hole: 4-in.
Depth of Hole:19-in
Time
(min.)
Water
Depth
(in.)
Change
(in.)
0 2
10 4.5 2.5
20 7 2.5
30 I 2
40 10.75 1.75
50 12 1.25
60 13.125 1.125
70 14.125 1
80 15 0.875
90 15.75 0.75
100 16.5 0.75
110 17.25 0.75
120 18 0.75
13Rate (min/in):
Top of Hole Depth:
Diameter of Hole:
Depth of Hole
Top of Hole Depth:
Diameter of Hole:
Depth of Hole:
Date: 612312023
7
TP-2est Pit No.
0-1 ft Lean CLAY with Sand and Organics (TOPSOIL)
1-4 ft Lean CLAY with Sand (cl), reddish tan, moist,soft to medium stiff
4-6 ft
Sandy GRAVEL and COBBLES (gw), tan, moist, medium dense to
dense
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)
PERCOLATION TESTING
Project Name 68 Wilson Lane Location: Rifle
Testing Conducted By: T. Collins Supervising Engineer:M. Berry
Pit Dimensions
Water Level Depth
SOIL PROFILE
Test Number:1
Top of Hole Depth: 2ft
Diameter of Hole: 4-in.
Depth of Hole:18-in
Time
(min.)
Water
Depth
(in.)
Change
(in.)
0 0.75
10 2.625 1.875
20 3.75 1.125
30 5 1.25
40 6.125 1j25
50 7.5 1.375
60 8.25 0.75
70 I 0.75
BO 9.625 0.625
90 10.25 0.625
100 11 0.75
110 11 ,625 0.625
120 12.25 0,625
15Rate (min/in):
; Width
Not Encountered X
Test Number:2
Top of Hole Depth: 3 ft
Diameter of Hole: 4-in,
Depth of Hole 18-in
Depth 6.0 ft
Remarks
Test Number:
Top of Hole Depth:
Diameter of Hole:
Depth of Hole:
TP-3
No
est Pit No
6t23t2023
Lean CLAY with Sand and Organics (TOPSOIL)0-1 ft
r-3 ft Lean CLAY with Sand (cl), reddish tan, moist, soft þ !rneq!L'!! r!!ff
3-6 ft
Sandy GRAVEL and COBBLES (gw), tan, moist, medium dense to
dense
Time
(min.)
Water
Depth
(in.)
Change
(in.)
0 0.5
10 2.125 1.625
20 3 0.875
30 3,75 0.75
40 4.5 0.75
50 5.25 0.75
60 6 o.75
70 6.625 0.625
80 7.125 0.5
90 7.75 0,625
100 8.25 0.5
110 8.75 0.5
120 9.375 0.62s
l8
Time
(min.)
Water
Depth
(in.)
Change
(in.)
I
Average Percolation Rate (min/in)
Rate (min/in):Rate (min/in):