HomeMy WebLinkAboutGeotechnical Investigation and OWTS Design 08.25.2020Huddleston -Berry
Engineering & Testing, LLC
Mountain Ridge Construction Services, LLC
109 Creekside Drive
Rifle, Colorado 81650
Attention: Mr. Jerry Caves
Subject: Geotechnical Investigation and OWTS Design
2693 County Road 301
Parachute, Colorado
Dear Mr. Caves,
2789 Riverside Parkway
Grand Junction, Colorado 81501
Phone: 970-255-8005
Info@huddlestonberry.com
August 25, 2020
Project#01273-0018
This letter presents the results of a geotechnical investigation conducted by Huddleston -Berry
Engineering & Testing, LLC (HBET) at 2693 County Road 301 near Parachute, Colorado. The
site location is shown on Figure 1. 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 permit design of the Onsite Wastewater Treatment System (OWTS).
Site Conditions
At the time of the investigation, the site was open. The general site grade was down to the north.
Site topography is shown on Figure 2. Battlement Creek ran through the southwestern portion of
the site. Vegetation consisted primarily of grasses, weeds, and brush. The site was bordered to
the north by open land, to the south by County Road 301, and to the west and east by existing
rural residential properties.
Subsurface Investigation
The subsurface investigation included three test pits as shown on Figure 2. The test pits were
excavated to depths of between 4.0 and 10.0 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 slightly variable. However,
the test pits generally encountered 1.5 feet of topsoil at the ground surface. In TP -1 and TP -2,
the topsoil was underlain by brown, moist, stiff lean clay (clay loam) with trace gravel to depths
of between 3.0 and 4.0 feet. Below the clay in TP -1 and TP -2, and below the topsoil in TP -3,
white, moist, dense sandy silt (silt loam) with cobbles and boulders extended to the bottoms of
the excavations. Groundwater was not encountered in the subsurface at the time of the
investigation.
2693 County Road 301
#01273-0018
08/25/20
Huddleston -Berry
Engineering & Testing, LLC
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
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 clay soils are slightly plastic. In general,
based upon our experience with similar soil in the vicinity of the subject site, the native clay soils
are anticipated to be slightly collapsible.
The fines in the cobble and boulder soils were indicated to be moderately plastic. Based upon
the Atterberg limits of the material, the fine grained portion of these soils may be slightly
expansive.
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, as discussed previously, the
shallow native soils are anticipated to be slightly collapsible and the deeper soils may be slightly
expansive. 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
structural fill extending to the dense cobble and boulder soils. However, it is recommended that
the foundations be constructed above a minimum of 24 -inches of structural fill.
The native clay soils, exclusive of topsoil, are suitable for reuse as structural fill. The native
cobble and boulder soils are not suitable for reuse as structural fill. Imported structural fill
should consist of a granular, non -expansive, non -free draining 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 turndown edges. Structural fill 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 proofrolled to
HBET's satisfaction. 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 and modified Proctor maximum dry density for coarse grained soils, within
± 2% of the optimum moisture content as determined in accordance with ASTM D698 and
D1557, respectively.
Structural fill should be extended to within 0.1 -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.
C:\HBET\Project Files \2020\01273-0018 2693 CR 301 \200 - Geo \01273-0018 LR082420 doc 2
2693 County Road 301 ■ ■ Huddleston -Berry
#01273 0018 � � Ennincc,ina&Tesring,LLC
08/25/20
For structural fill consisting of the native clay soils or imported granular materials and
foundation building pad preparation as recommended, a maximum allowable bearing capacity of
2,000 psf may be used. In addition, a modulus of subgrade reaction of 150 pci may be used for
structural fill consisting of the native clay soils and a modulus of 200 pci may be used for
structural fill consisting of approved imported 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 clay 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 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 12 -inches of structural fill.
Drainage Recommendations
Grading and drainage are critical for the long-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 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.
As discussed previously, groundwater was not encountered at the time of the investigation.
However, a perimeter foundation drain is recommended to limit the potential for surface
moisture to impact the structure. In general, the perimeter foundation drain should consist of
prefabricated drain materials or perforated pipe and gravel systems 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 1% to daylight or to a sump with pump. An impermeable membrane is also
recommended at the base of the drain to limit the potential for moisture to infiltrate into the
subsurface below the foundations.
C:\HBET\Project Files\2020\01273-0018 2693 CR 301\200 - Geo\01273-0018 LR082420 doc 3
2693 County Road 301
#01273-0018
08/25/20
Huddleston -Berry
Engineering& Tc,.rin6• LLC
Onsite Wastewater Treatment System
In order to evaluate the site soils for onsite wastewater treatment, percolation testing was
conducted in Test Pits TP -1 and TP -2 in accordance with Garfield County regulations. The
percolation rate in the native soils ranged from 20 to 60 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 and visual/tactile evaluation, 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 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.
Seepage Bed Design
The design of the absorption system generally follows the requirements of the Garfield County
On -Site Wastewater Treatment System Regulations, adopted June 2018. The proposed
construction at the site is anticipated to include a three bedroom home.
Based upon the soil percolation rate, a conservative Long Term Acceptance Rate (LTAR) of 0.35
will be utilized for the absorption field design. Infiltrator Systems Quick4 Standard Chambers
are proposed in lieu of a conventional gravel absorption bed. The daily flow of the sewage
disposal system is calculated below and a plan and profile of the absorption bed are shown on
Figure 3.
Average Daily Flow = (3 bedrooms)(2 persons/bedroom)(75 GPD/person)
= 450 GPD
Soil Treatment Area = (450 GPD / 0.35) = 1,286 Square Feet
Adjusted Soil Treatment Area = (1,286 SF)(1.2)(0.7) = 1,080 Square Feet
# of Quick4 Chambers = (1,080 / 12) = 90; Use 92 Chambers
System Installation
The installation of the septic tank, plumbing lines, Infiltrators, etc. should be completed in
accordance with the Garfield County On -Site Wastewater Treatment System Regulations and
Infiltrator Systems, Inc. specifications. In addition, the following construction procedures are
recommended:
C'\HRFT\Project Files \2020\01273-0018 2693 CR 301 \200 - Geo \01273-0018 LR082420 doc 4
2693 County Road 301
#01273-0018
08/25/20
Huddleston -Berry
EIlginccring& Toting, LLC
• The septic tank and distribution box should be placed level over native soils that have
been scarified to a depth of 8 to 12 inches, moisture conditioned, and recompacted to
a minimum of 95% of the standard Proctor maximum dry density, within ±2% of
optimum moisture content. However, up to 3 -inches of washed rock or pipe bedding
passing the 1 -inch sieve may be used as a leveling course under the septic tank and/or
distribution box.
• The bottoms of trenches and backfill around the septic tank and distribution box
which will support sewer or effluent lines should be compacted to at least 90 percent
of the standard Proctor maximum dry density, within ±2% of optimum moisture
content. Pipe bedding should have a maximum particle size of 1 -inch.
• Vehicular or heavy equipment traffic and placement of structures should not encroach
within 10 feet of the septic tank or distribution box.
Inspection Schedule
Huddleston -Berry Engineering & Testing LLC should be retained to monitor the construction of
the OWTS. The following schedule of observation and/or testing should be followed:
• Observe the absorption bed excavation prior to placement of Infiltrator chambers.
• Observe placement of the septic tank, distribution box, and all connecting sewer and
effluent lines prior to backfill. Verify proper fall between inverts.
• Observe and verify installation of the absorption bed prior to placement of cover and
backfill.
In conformance with Garfield County regulations, HBET will be required to provide Garfield
County with documentation certifying that the OWTS was placed in conformance to the plan and
profile and Garfield County regulations.
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 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 HBET provide construction
materials testing and engineering oversight during the entire construction process.
11 is important to note that the recommendations herein are intended to reduce the risk of
structural movement and/or damage, to varying degrees, associated with volume change of the
native soils. However, HBET cannot 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 poor grading, unproper stormwater
management, utility line failure, excess irrigation, or other cause, either during construction
or the result of actions of the property owner, several inches of movement are possible. In
addition, any failure to comply with the recommendations in this report releases Huddleston -
Berry Engineering & Testing, LLC of any liability with regard to the structure performance.
C:\HBET\Project Files \2020\01273-0018 2693 CR 301 \200 - Geo \01273-0018 LR082420 doc 5
2693 County Road 301
#01273-0018
08/25/20
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.
Huddleston -Berry
Enniveering & Testing, LLC
Respectfully Submitted:
Huddleston -Berry Engineering and Testing, LLC
Michael A. Berry, P.E.
Vice President of Engineering
C:\IHBET\Project Files\2020\01273-0018 2693 CR 301\200 - Geo\01273-0018 LR082420.doc 6
FIGURES
Ci 2020 Google
FIGURE 1
Site Location Map
5000 ft
APPENDIX A
Typed Test Pit Logs
GEOTECH BH COLUMNS 01273-0018 2693 COUNTY ROAD 301 GPJ GINT US LAB GDT 8/14/20
-4
cn
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s
o DEPTH H
o (ft)
DATE STARTED 7/23/20 COMPLETED 7/23/20 GROUND ELEVATION TEST PIT SIZE
EXCAVATION CONTRACTOR Client GROUND WATER LEVELS:
EXCAVATION METHOD Trackh/Backhoe AT TIME OF EXCAVATION dry
LOGGED BY CM CHECKED BY MAB AT END OF EXCAVATION dry
NOTES 39 27.501' -107 59.480' AFTER EXCAVATION ---
�v I-luddleston-Berry Engineering & Testing, LLC TEST PIT NUMBER TP -1
7
:2789 Riverside Parkway PAGE 1 OF 1
m q Grand Junction. CO 81501
970.255-8005
CLIENT Mountain Ridge Construction Services, LLC PROJECT NAME 2693 County Road 301
PROJECT NUMBER 01273-0018 PROJECT LOCATION Parachute, CO
' ! w Sandy SILT with Cobbles and Boulders (ML), white, moist,
dense
.• i
•` *** Lab Classified GB2
• IV,
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GRAPHIC
Bottom of test pit at 8.0 feet.
Lean CLAY with trace Gravel (CL), brown. moist, stiff
"*" Lab Classified GB1
Lean CLAY with Gravel and Organics (TOPSOIL)
MATERIAL DESCRIPTION
CA
C4-4
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, W
SAMPLE TYPE
NUMBER
RECOVERY %
(RQD)
BLOW
COUNTS
(N VALUE)
POCKET PEN.
(tsf)
DRY UNIT WT.
(Pcf)
61
a
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MOISTURE
CONTENT (%)
CO
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LIMIT
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PLASTICITY
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FINES CONTENT
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GEOTECH BH COLUMNS 01273-0018 2693 COUNTY ROAD 301 GPJ GINT US LAB. GDT 8/14120
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Lean CLAY with Gravel and Organics (TOPSOIL)
GRAPHIC
•
LOG
NOIld1aOS3a 1Via31Wi
SAMPLE TYPE
NUMBER
RECOVERY %
(RQD)
BLOW
COUNTS
(N VALUE)
POCKET PEN.
(tsf)
DRY UNIT WT.
(pcf)
MOISTURE
CONTENT (%)
LIQUID
LIMIT
PLASTIC
LIMIT
PLASTICITY
INDEX
FINES CONTENT
(%)
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Hi, 2789 Riverside Parkway PAGE 1 OF 1
g Grand Junction, CO 81501
970-255-8005
CLIENT Mountain Ridge Construction Services, LLC PROJECT NAME 2693 County Road 301
PROJECT NUMBER 01273-0018 PROJECT LOCATION Parachute, CO
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APPENDIX B
Laboratory Testing Results
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CLIENT Mountain Ridge Construction Services, LLC PROJECT NAME 2693 County Road 301
PROJECT NUMBER 01273-0018 PROJECT LOCATION Parachute, CO
U.S- SIEVE OPENING
6 4 3
IN NCHES
1.5 1 3/4 1/210
I U.S. SIEVE NUMBERS I HYDROMETER
3 4 6 810 14 16 20 30 40 50 60 100 140 200
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GRAIN SIZE
0 1
IN MILLIMETERS
0.01 0.001
GRAVEL
SAND —
SILT OR CLAY
COBBLES
coarse
fine
coarse
medium r fine
Specimen Identification
Classification
LL
PL
PI
Cc
Cu
•
TP -1, GB1 7/2020
LEAN CLAY(CL)
29
20
9
x
TP -1, GB2 7/2020
SANDY SILT(ML)
38
25
13
Specimen Identification
D100
D60
D30
D10
%Gravel
%Sand
%Silt
%Clay
•
TP -1, GB1 7/2020
9.5
0.8
10.5
88.7
X
TP -1, GB2 7/2020
50
0.105
13.0
31.3
55.7
ATTERBERG LIMITS 01273-0018 2693 COUNTY ROAD 301 GPJ GINT US LAB GDT 8/14/20
CLIENT
,s'
Mountain
Huddleston -Berry Engineering & Testing, LLC ATTERBERG LIMITS' RESULTS
2789 Riverside Parkway
Grand Junction, CO 81501
970-255-8005
Ridge Construction Services. LLC PROJECT NAME 2693 County Road 301
PROJECT NUMBER 01273-0018 PROJECT LOCATION Parachute. CO
CLI
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20
D
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10
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CL -ML
7
ML
MH
0
-
-
0 20 40 60 80 100
LIQUID LIMIT
Specimen Identification
LL
PL
PI
#200
Classification
•
TP -1, GB1 7/2020
29
20
9
89
LEAN CLAY(CL)
m
TP -1, GB2 7/2020
38
25
13
56
SANDY SILT(ML)
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PROJECT
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Riverside Parkway
Grand Junction, CO 81501
970-255-8005
Mountain Ridge Construction Services. LLC
PROJECT
_ PROJECT
Material:
of
Material
Dry
Water
MOISTURE
NAME
LOCATION
TEST
Density
-DENSITY
2693 County
Parachute,
RELATIONSHIP
Road 301
NUMBER 01273-0018
CO
U
0.
F)
} 0
0
150
145
140
135
130
125
120
115
110\\\
105
100
95
900
\
\
Sample
Sample
Source
Description
Test
Method:
Maximum
Optimum
\
Date:
No.:
of
Content
GRADATION
#200
7/23/2020
\
GB1
TP -1
LEAN CLAY(CL)
\
\
\
ASTM D698A
RESULTS
ATTERBERG
RESULTS
Curves
for
108.0
PCF
%
(%
LIMITS
100%
Gravity
2.80
2.70
2.60
PASSING)
PI
3/4"
1
`
\
\
\
\
15.5
#4
99
\
\
\
89
100
\
\
LL
PL
\
\
�\
\\
29
20
Specific
of
9
Saturation
Equal to:
\�
\
\N.\,,
\
N
S
\
N\\
5 10 15 20 25 30
WATER CONTENT, %
APPENDIX C
Percolation Testing Results
PERCOLATION TESTING
Project Name: 2693 CR 301
Testing Conducted By:
Pit Dimensions: Length
Water Level Depth:
SOIL PROFILE
C. Miller
Location: Parachute, CO
Death Description
Project No. 01273-0011
8
Test Pit No. TP -1
Date: 7/23/2020
Supervising Engineer: M. Berry
; Width
Not Encountered X
• Depth 8.0 ft
Remarks
0-1.5 ft
Clay Loam with Gravel and Organics (TOPSOIL)
Change
(in.)
1.5-4 ft
Clay Loam with trace Gravel (CL), brown, moist, stiff
4-8 ft
Silt Loam with Cobbles and Boulders (ML), white, moist, dense
0.125
10
2.875
0.25
15
3
0.125
Test Number: 1
Top of Hole Depth: 4 ft
Diameter of Hole: 10 -in.
Depth of Hole: 15 -in.
Time
(min.)
Water
Depth
(in.)
Change
(in.)
0
2.5
5
2.625
0.125
10
2.875
0.25
15
3
0.125
20
3.125
,
0.125
25
3.25
0.125
30
3.5
0.25
35
3.75
0.25
40
4
0.25
45
4.125
0.125
50
4.25
0.125
55
4.375
0.125
60
4.5
0.125
Rate (min/in): j 30 1
Average Percolation Rate (min/in):
Test Number: 2
Top of Hole Depth: 5.5 ft
Diameter of Hole: 12 -in.
Depth of Hole: 16 -in.
Time
(min.)
Water
Depth
(in.)
Change
(in.)
0
0.75
5
0.875
0.125
10
1
0.125
15
1.125
0.125
20
1.125
0
25
1.25
0.125
30
1.375
0.125
35
1.375
0
r
40
1.5
0.125
45
1.5
0
50
1.625
0.125
55
1.625
0
60
1.75
0.125
Rate (min/in):! 60
L
Test Number:
Top of Hole Depth:
Diameter of Hole:
Depth of Hole:
Time
(min.)
Water
Depth
(in.)
Change
(in.)
Rate (min/in):
PERCOLATION TESTING
Project Name: 2693 CR 301 Location: Parachute, CO
Testing Conducted By:
Pit Dimensions: Length
Water Level Depth:
SOIL PROFILE
C. Miller
Depth Description
Project No. 01273-0018
Test Pit No. TP -2
Date: 7/23/2020
Supervising Engineer: M. Berry
; Width
Not Encountered X
; Depth 4.0 ft
Remarks
0-1.5 ft
Clay Loam with Gravel and Organics (TOPSOIL)
Change
(in.)
1.5-3 ft
Clay Loam with trace Gravel (CL), brown, moist, stiff
3-4 ft
Silt Loam with Cobbles and Boulders (ml), white, moist, dense
0.25
10
1
0.25
15
1.25
0.25
Test Number: 1
Top of Hole Depth: 4 ft
Diameter of Hole: 11 -in.
Depth of Hole: 14 -in.
Time
(min.)
Water
Depth
(in.)
Change
(in.)
0
0.5
5
0.75
0.25
10
1
0.25
15
1.25
0.25
20
1.5
0.25
25
1.75
0.25
30
2
0.25
35
2.25
0.25
40
2.5
0.25
45
2.75
0.25
50
3
0.25
55
3.25
0.25
60
3.5
0.25
Rate (min/in):20
Average Percolation Rate (min/in)
Test Number:
Top of Hole Depth:
Diameter of Hole:
Depth of Hole
Time
(min.)
Water
Depth
(in.)
Change
(in.)
Rate (min/in):
Test Number:
Top of Hole Depth
Diameter of Hole:
Depth of Hole:
Time
(min.)
Water
Depth
(in.)
Change
(in.)
Rate (min/in):