HomeMy WebLinkAboutOWTS Design Packet 09.06.202033 FOUR WHEEL DRIVE ROAD
CARBONDALE, CO 81 623
970.309.5259
CARLA.OSTBERG@GMAI L. COM
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September 6, 2020
Evan Schreiber
evan@lightboxdevelopment.com
Subsurface Investigation and Onsite Wastewater Treatment System Design
3-Bedroom Residence + 1-Bedroom ADU
Lot 10, Ranch at Coulter Creek
Garfield County, Colorado
Evan,
Project No. C1547
CBO Inc. performed a subsurface investigation and completed an onsite wastewater treatment system
(OWTS) design for the subject residence. The 4.46-acre property is located outside of Carbondale, in an
area where OWTSs are necessary.
Legal Description: Section: 6 Township: 7 Range: 87 Subdivision: RANCH AT COULTER CREEK PUD
Lot: 10 AS PER FIRST AMENDED FINAL PLAT RECEPTION NUMBER 889891
Parcel ID: 2391-063-01-010
SITE CONDITIONS
The property is currently undeveloped. A 3-bedroom residence and detached, 1-bedroom accessory
dwelling unit (ADU) are proposed.
The residences will be served by potable water by a community water system. The water line will enter
the property from the north and will not come within 25-feet of any OWTS component.
Landscaping, including a pond and planting of additional trees, are proposed. We have included the
landscaping plan on our drawings to assure these features do not conflict with placement of the OWTS
components. No OWTS component can come within 10-feet of the lined pond.
The proposed soil treatment area (STA) has an approximate 7% slope to the south. The area is covered
with native grasses. No trees will be planted over the STA.
There should be no traffic or staging of material over the future STA site to avoid compaction of soils
prior to construction of the STA.
SUBSURFACE
We were provided LKP Engineering, Inc. Soil and Foundation Investigation report dated July 18, 2018
(which may be a typo with actual date being 2019). LKP described two test pits. Soils encountered in
Test Pit #2 are described on page 12 (Figure 2) of the enclosed report. Our findings are consistent with
those documented in the LKP report.
Page 2
The subsurface was investigated on August 11, 2020 by digging two soil profile test pit excavations (Test
Pits). A visual and tactile soil analysis was completed by Carla Ostberg.1
Note that Test Pit #1 was shallow, encountering basalt boulders at 3-feet. Test Pit #1 was excavated in the
area of the proposed ADU.
The materials encountered in the Test Pit #2 consisted of dark brown topsoil to 2.5-feet, underlain by tan
calcareous clay matrix to a maximum depth explored of 8.0-feet. No bedrock or groundwater was
encountered.
The materials encountered in the Test Pit #3 were consistent with those encountered in Test Pit #2. Test Pit
#2 was excavated to a maximum depth explored of 8.0-feet. No bedrock or groundwater was encountered.
A sample of the soils was taken from Test Pit #1 at 3-feet below grade. The soil formed a ball and a
ribbon less than 1-inch in length before breaking. Soil structure shape was blocky and consistence was
friable to firm. Soil texture was both gritty and smooth. Soils in the calcareous clay matrix were dense.
STA sizing is based on Soil Type 2A, Loam. A long term acceptance rate (LTAR) of 0.5 gallons per
square foot will be used to design the OWTS.
Test Pit #2
' Carla Ostberg holds a Certificate of Attendance and Examination from the CPOW Visual and Tactile
Evaluation of Soils Training.
Page 3
View of approx. STA
Test Pit #3
DESIGN SPECIFICATIONS
Design Calculations:
Average Design Flow = 75 GPD x 2 people/bedroom x 4 Bedrooms = 600 GPD
LTAR = 0.5 GPD/SF
600 GPD / 0.5 GPD/SF x 1.0 (gravity trenches) x 0.7 (chambers) = 840 SF
The OWTS design is based on 3-bedrooms in the main house and 1-bedroom in the detached ADU. An
average daily wastewater flow of 600 GPD will be used.
For the purposes of this OWTS design, Benchmark Elevation has been established as 100' as the sewer
line existing the ADU. It should be noted that the sewer line exiting the main house is at a lower
elevation and will tie into the ADU sewer line. CBO Inc. should be notified of any discrepancies or
problems with grade elevations of proposed components during installation of the OWTS.
Page 4
OWTS Component
Minimum Elevation
Primary Tank Inlet Invert
Approx. horizontal distance 155' / min. 2% fall to
septic tank / min. 38.75" fall from ADU to septic
tank
Distribution Box
Approx. horizontal distance 127' / min. 1% fall to
distribution box / min. 15.9" fall from septic tank
to distribution box
Infiltrative Surface
Approx. horizontal distance 10' to highest trench /
min. 1% fall to highest trench / min. 1.25" from
distribution box to highest trench
The sewer line exiting the residences must have a double -sweep clean out and a minimum 2% grade to
the septic tank. The sewer line from the main residence will tie into the sewer line serving the ADU with a
"wye" fitting. An additional clean out should be installed at the point the sewer lines tie together.
The system installation must include a 1250-gallon, two -compartment concrete septic tank with an
effluent filter on the outlet tee. Risers must bring the manhole lids to grade for access. If more than one
riser is added to the septic tank, an extension handle must be installed on the effluent filter.
Effluent will gravity flow to a distribution box, and then to five gravelless chamber trenches. The
distribution box must be accessible from grade and must have flow equalizers, or similar product,
installed on each outlet pipe in the distribution box to assure equal flow to each bed.
Each trench will consist of 14 `Quick 4' Standard Plus Infiltrator® chambers for a total of 840 square feet
of infiltrative area. There must be at least 4-feet of undisturbed soil between each trench. Chambers
must be installed below the topsoil horizon. Inspection ports must be installed at the beginning and end
of each trench. Ports may be cut to grade and placed in sprinkler boxes for access.
COMPONENT SPECIFICATIONS
The component manufacturers are typical of applications used by contractors and engineers in this area.
CBO Inc. must approve alternative components prior to installation of the OWTS. Requests must
be submitted, in writing, to our office for approval prior to installation. Component technical data
sheets are available upon request.
COMPONENT
MANUFACTURER
MODEL NO.
COMMENTS
Septic Tank
Valley Precast
1250T-2CP
1250-gallon, 2-
compartment concrete
septic tank
Biotube Effluent Filter
Orenco®
Full Size Effluent Filter and
housing
Tank Risers and Lids
Orenco®
Double -walled PVC Risers and
Lids (24" diameter)
Distribution Box
Valley Precast
D-Box 8C
Concrete distribution box
Flow Equalizers
3049 Equalizer
4 Flow Equalizers
Chambers
Infiltrator®
Standard Plus
52 `Quick 4' Chambers
The component manufacturers are typical of applications used by contractors and engineers in this area.
Alternatives may be considered or recommended by contacting our office. Construction must be
according to Garfield County On -Site Wastewater Treatment System Regulations, the OWTS Permit
provided by Garfield County Building Department, and this design.
Page 5
INSTALLATION CONTRACTOR
CBO Inc. expects that the installer be experienced and qualified to perform the scope of work outlined in this
design. The installer must review this design thoroughly and coordinate with our office in advance of
installation. Any additional conditions in this design or county permit must be completed and documented
prior to final approval of the OWTS installation. Communication between the installer and this office is
expected throughout the installation.
INSTALLATION OBSERVATIONS
CBO Inc. must view the OWTS during construction. The OWTS observation should be performed before
backfill, after placement of OWTS components. Septic tanks, distribution devices, pumps, dosing
siphons, and other plumbing, as applicable, must also be observed. CBO Inc. should be notified 48 hours
in advance to observe the installation.
In an effort to improve the accuracy of the record drawing, we request that the installer provide a
sketch of the installation, including path of the sewer lines, water line installation (if applicable),
septic tank location, STA location, and measurements from building corners or another fixed
objects on the property. This sketch is most easily provided on Sheet W2.0 of the OWTS Design
Packet. Photographs of the installation and final cover are also requested to supplement our installation
documentation.
REVEGETATION REQUIREMENTS
An adequate layer of good quality topsoil capable of supporting revegetation shall be placed over the entire
disturbed area of the OWTS installation. A mixture of native grass seed that has good soil stabilizing
characteristics (but without taproots), provides a maximum transpiration rate, and competes well with
successional species. No trees or shrubs, or any vegetation requiring regular irrigation shall be placed over
the STA. Until vegetation is reestablished, erosion and sediment control measures shall be implemented
and maintained on site. The owner of the OWTS shall be responsible for maintaining proper vegetation
cover.
OPERATION INFORMATION AND MAINTENANCE
The property owner shall be responsible for the operation and maintenance of each OWTS servicing the
property. The property owner is responsible for maintaining service contracts for manufactured units,
alternating STAs, and any other components needing maintenance.
Geo-fabrics or plastics should not be used over the STA. No heavy equipment, machinery, or materials
should be placed on the backfilled STA. Machines with tracks (not wheels) should be used during
construction of the STA for better weight distribution. Livestock should not graze on the STA. Plumbing
fixtures should be checked to ensure that no additional water is being discharged to OWTS. For example, a
running toilet or leaky faucet can discharge hundreds of gallons of water a day and harm a STA.
If an effluent filter or screen has been installed in the OWTS, we recommend this filter or screen be cleaned
annually, or as needed. If the OWTS consists of a pressurized pump system, we recommend the laterals be
flushed annually, or as needed.
The homeowner should pump the septic tank every two years, or as needed gauged by measurement of
solids in the tank. Garbage disposal use should be minimized, and non -biodegradable materials should not
be placed into the OWTS. Grease should not be placed in household drains. Loading from a water softener
should not be discharged into the OWTS. No hazardous wastes should be directed into the OWTS.
Mechanical room drains should not discharge into the OWTS. The OWTS is engineered for domestic waste
only.
Page 6
ADDITIONAL CONSTRUCTION NOTES
If design includes a pump, weep holes must be installed to allow pump lines to drain to minimize risk of
freezing. The pump shall have an audible and visual alarm notification in the event of excessively high
water conditions and shall be connected to a control breaker separate from the high water alarm breaker
and from any other control system circuits. The pump system shall have a switch so the pump can be
manually operated.
Excavation equipment must not drive in excavation of the STA due to the potential to compact soil.
Extensions should be placed on all septic tank components to allow access to them from existing grade.
Backfill over the STA must be uniform and granular with no material greater than minus 3-inch.
LIMITS:
The design is based on information submitted. If soil conditions encountered are different from conditions
described in report, CBO Inc. should be notified. All OWTS construction must be according to the county
regulations. Requirements not specified in this report must follow applicable county regulations. The
contractor should have documented and demonstrated knowledge of the requirements and regulations of
the county in which they are working. Licensing of Systems Contractors may be required by county
regulation.
Please call with questions.
Sincerely,
CBO Inc.
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Carla Ostberg, MPH, REHS
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Engineering, Inc.
CIVILIGEOTECHNICAL
SOIL AND FOUNDATION INVESTIGATION
FOR A
PROPOSED SCHREIBER RESIDENCE
LOT 10, THE RANCH AT COULTER CREEK PUD
AT MEADOW CIRCLE AND CATTLE CREEK RIDGE ROAD
GARFIELD COUNTY, COLORADO
PROJECT NO. 19-3347
JULY 24, 2018
w .
2952•••
•
'NAB
PREPARED FOR:
WHIT WHITAKER
WRW LOGWORKS, LLC
1009 CATTLE CREEK RIDGE ROAD
CARBONDALE, CO 81623
P.O. Box 724, Eagle, CO 81631 Tel. (970) 390-0307 www.LKPEngineering.com
TABLE OF CONTENTS
EXECUTIVE SUMMARY 2
SCOPE OF STUDY 2
SITE DESCRIPTION 2
PROPOSED CONSTRUCTION 3
FIELD INVESTIGATION 3
SUBSURFACE SOIL AND GROUNDWATER CONDITION 3
FOUNDATION RECOMMENDATIONS 4
SLAB CONSTRUCTION 5
RETAINING WALLS 5
UNDERDRAIN SYSTEM 6
SITE GRADING AND DRAINAGE 6
LAWN IRRIGATION 7
LIMITATION 7
FIGURES
LOCATION SKETCH DRAWING NO. 1
SUBSURFACE EXPLORATION LOGS FIGURE NO's 1-2
SWELL -CONSOLIDATION FIGURE NO. 3
PERIMETER DRAIN DETAIL FIGURE NO. 4
P.O. Box 724, Eagle, CO 81631 Tel (970) 390-0307 www.lkpengineering.com
EXECUTIVE SUMMARY
The proposed residence should be supported with
conventional type spread footings, designed for an allowable soil
bearing pressure of 3000 psf. They should construct the footings
on the undisturbed sandy clay with some gravel. See Foundation
Recommendations.
SCOPE OF STUDY
This report presents the results of a subsurface Soil and Foundation Investigation for a
proposed residence to be constructed on Lot 10, The Ranch at Coulter Creek PUD, at Meadow
Circle and Cattle Creek Ridge Road, Garfield County, Carbondale, Colorado. The purpose of the
subsurface soil and foundation investigation was to determine the engineering characteristics of
the foundation soil and to provide recommendations for the foundation design, grading, and
drainage. Geologic hazard studies are outside of our scope of services.
SITE DESCRIPTION
Lot 10, The Ranch at Coulter Creek PUD is 4.460 acres (according to the survey by
Rodney P. Kiser, PLS, emailed by Whit) and it is located at the southwest corner of Cattle Creek
Ridge Road and Meadow Circle, Carbondale, Garfield County, Colorado. Vegetation within the
proposed building site consisted of tall grass. The topography within the selected building area
(where the two test pits had been dug) was moderate with average slopes from about 10 to 20
percent. Drainage is to the south and southeast. Meadow Circle runs along the east half of the
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northern property line and Cattle Creek Ridge Road runs along the eastern property line. Lot 10
was vacant.
PROPOSED CONSTRUCTION
We have assumed that the proposed residence will be two story, wood frame construction
with a possible basement, on a concrete foundation, with an attached garage. We anticipate loads
to be light, typical of residential construction.
If the finalized plans differ significantly from the above understanding, they should
notify us to reevaluate the recommendations of this report.
FIELD INVESTIGATION
The field investigation, conducted on July 18, 2019, consisted of logging and sampling
two test pits. Approximate locations of the test pits are shown on Drawing No. 1. We show the
soil profile of the test pits on the Subsurface Exploration Logs, Figure No's 1 and 2. Soil samples
for laboratory soil analysis and observation were taken at selected intervals. We understand that
your excavator dug the test pits with a mini excavator on rubber tracks prior to our site visit.
SUBSURFACE SOIL AND GROUNDWATER CONDITION
The soil profiles encountered in the two test pits were not uniform. Test Pit No. 1 had
about a foot of topsoil over reddish -brown, calcareous, clayey matrix with large, basalt cobbles
and boulders to the maximum depth explored of 3 feet, where a practical mini ex refusal was
encountered. Test Pit No. 2 had about 1.5 feet of topsoil over blocky clay to about 2.5 over light
brown, calcareous, gypsiferous, sandy, gravelly clay to about 5 feet over light brown, calcareous,
sandy clay with some gravel to the maximum depth explored of 8 feet. Ground water or bedrock
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were not encountered in the test pits. We sampled the soil in the test pits at random intervals.
The samples were tested for natural moisture content, swell -consolidation potential, and natural
dry density. The test results are shown on Figure 3. The soil samples had high moisture content
of 22.6 and 20.7 percent. The high moisture content might mask possible swelling potential of
the clay soils. Swelling soils were encountered on the surrounding lots.
FOUNDATION RECOMMENDATIONS
The proposed residence should be supported with conventional type spread footings,
designed for an allowable soil bearing pressure of 3000 psf. They should construct the footings
on the undisturbed sandy clay with some gravel, below the topsoil and blocky clay.
The soil samples from test pit 2 at 4 and 8 feet, had high moisture content of 22.6 and
20.7 percent respectively. The high moisture content might mask possible swelling potential of
the clay soils. Swelling soils were encountered on the surrounding lots. The completed
foundation excavation should be observed and tested by the undersigned engineer to verify that
the soil conditions encountered during construction are as anticipated in this report. If swelling
soils are encountered during the open hole observation, the foundation will have to be
redesigned to account for the soil conditions prevailing in the foundation excavation.
We recommend a minimum width of 16 inches for the continuous footings and 2 feet for
the isolated footing pads. Continuous foundation walls should be reinforced top and bottom to
span an unsupported length of at least 10 feet.
The proposed foundation should be set at a minimum depth of four feet below the
finished grade or at the minimum depth required by the local building code. The foundation
excavation should be free from excavation spoils, frost, organics and standing water. We
recommend proof -rolling of the foundation excavation. Soft spots detected during the proof -
rolling, should be removed by overexcavation. Any overexcavation within the proposed
foundation should be backfilled, in 8 inches loose level lifts and compacted to 100% of the
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maximum dry density and within 2 percent of the optimum moisture content as determined in a
laboratory from a Standard Proctor test (ASTM D-698). A structural fill, placed under footings
should be tested by a qualified professional.
SLAB CONSTRUCTION
The natural on -site soils, exclusive of topsoil and organics, are suitable to support lightly
loaded slab -on -grade construction. The subgrade for the slab -on -grade construction should be
proof compacted to detect and remove soft spots. They should backfill overexcavated soft spots
and other underslab fill with the on -site soil, free from topsoil and organics, or other suitable
material, compacted to a minimum of 95 percent of the maximum standard Proctor density
(ASTM D-698). Suitable material should be free from topsoil, organics and rock fragments
greater than 3 inches.
The concrete slab should be constructed over a 4-inch layer of clean gravel consisting of
-3/4 inch gravel with at least 50% retained on the No. 4 sieve and less than 3 percent passing the
No. 200 sieve.
They should reinforce the concrete slab -on -grade and score control joints according to
the American Concrete Institute requirements and per the recommendations of the designer to
reduce damage due to shrinkage. The concrete slab should be separated from the foundation
walls and columns with expansion joints to allow for independent movement without causing
damage.
RETAINING WALLS
Foundation walls retaining earth and retaining structures that are laterally supported
should be designed to resist an equivalent fluid density of 60 pcf for an "at -rest" condition.
Laterally unrestrained structures, retaining the on -site earth, should be designed to resist an
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equivalent fluid density of 40 pcf for the "active" case.
The above design recommendations assume drained backfill conditions and a horizontal
backfill surface. Surcharge loading due to adjacent structures, weight of temporary stored
construction materials and equipment, inclined backfill and hydrostatic pressure due to
undrained backfill should be incorporated in the design. They should try to prevent the buildup
of hydrostatic pressure behind the retaining wall.
Passive earth pressure of 360 psf can be used for the lateral pressure against the sides of
the footings. Resistance to sliding at the bottom of the footings can be calculated based on a
coefficient of friction of 0.5. Undisturbed soil or a structural fill compacted to 100 percent of the
maximum dry density and within 2 percent of the optimum moisture content will be used to
resist lateral loads at the sides of the footings.
UNDERDRAIN SYSTEM
To reduce the risk of surface water infiltrating the foundation subsoil, we recommend
installation of a foundation perimeter drain (see Figure No. 4). The foundation perimeter drain
should consist of a 4-inch diameter, perforated pipe, sloped to a suitable gravity outlet, at a 1/4
inch per foot for flexible or at a 1/8 of an inch for rigid pipe. The bottom of the trench adjacent
to the footing should be lined with a polyethylene moisture barrier glued to the foundation wall.
The drain pipe should be covered with a minimum of 6 inches of -3/4-inch free -draining
granular material. Geotextile (Mirafi 140N or equivalent) should be used to cover the free -
draining gravel to prevent siltation and clogging of the drain. The backfill above the drain should
be granular material to within 2 feet of the ground surface to prevent a buildup of hydrostatic
pressure.
SITE GRADING AND DRAINAGE
The following recommendations are general. Exterior backfill should be compacted at or
near the optimum moisture content to at least 95% of the maximum standard Proctor density
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under pavement, sidewalk and patio areas and to at least 90% of the maximum standard Proctor
density under landscaped areas. They should use mechanical methods of compaction. Do not
puddle the foundation excavation.
The site surrounding the building structure should slope away from the building in all
directions. A minimum of 12 inches in the first 10 feet is recommended in unpaved areas, and
three inches in the first 10 feet in paved areas. The top of the granular foundation backfill should
be covered with a minimum of 1 foot of relatively impervious fill to reduce the potential of
surface water infiltrating the foundation subsoils.
Surface water naturally draining toward the proposed building site should be diverted
around and away from it by means of drainage swales or other approved methods. The roof
drains and downspouts should extend and discharge beyond the limits of the backfill.
LAWN IRRIGATION
It is not recommended to introduce excess water to the foundation soils by installing
sprinkler systems next to the building. The installation of the sprinkler heads should insure that
the spray from the heads will not fall within 10 feet of foundation walls, porches or patio slabs.
Lawn irrigation must be controlled.
LIMITATION
This report has been prepared according to locally accepted Professional Geotechnical
Engineering standards for similar methods of testing and soil conditions at this time. The type of
soil testing was selected by the owner and general contractor as the preferred method for the soil
and foundation investigation over a soil and foundation investigation with a drill rig. There is no
other warranty either expressed or implied.
The findings and recommendations of this report are based on field exploration,
laboratory testing of samples obtained at the specific locations shown on the Location Sketch,
Drawing No.1 and on assumptions stated in the report. Soil conditions at other locations may
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vary, which may not become evident until the foundation excavation is completed. If soil or
water conditions seem different from those described in this report we should be contacted
immediately to reevaluate the recommendations of this report. We are not responsible for
technical interpretation by others of the data presented in this report.
This report has been prepared for the exclusive use of Whit Whitaker, for the specific
application to the proposed Schreiber Residence on Lot 10, The Ranch at Coulter Creek PUD, at
Meadow Circle and Cattle Creek Ridge Road, Carbondale, Garfield County, Colorado.
Sincerely,
LKP ENGINEERING, INC.
Luiza Petrovska, PE
pREGi
•
29526 ; o
-a •• : 4
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7:A WP X4-LKP\ 2019\19-3347CLAY-SAND-BASALT-PITS.DOCX
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NOTE: THE LOCATION OF THE TEST PITS IS
APPROXIMATE. IT IS NOT BASED ON A SURVEY.
CIVIL/GEOTECHNICAL
Engineering, Inc.
P.O. Box 724, Eagle, CO 81631
Tel (970) 390-0307 www.LKPEngineering.com
LOCATION SKETCH
LOT 10, THE RANCH
AT COULTER CREEK PUD
CATTLE CREEK RIDGE ROAD
GARFIELD COUNTY, COLORADO
PROJECT NO.:
19-3347
SCALE:
-1"=60'
DRAWING NO.:
1
DATE OBSERVED: JULY 18, 2019 Test Pit # 1
ELEVATION:
DEPTH
FEET
S
Y
M
B
O
L
S
A
M
P
L
E
DESCRIPTION OF MATERIAL
AND SAMPLE LOCATION
LABORATORY
TEST RESULTS
REMARKS
5
Topsoil
i
/ 1,
Reddish —brown, calcareous, clayey
matrix with large, basalt cobbles
and boulders
0
0
Refusal on basalt rocks ® 3 feet
No Ground Water
Encountered
10
15
20
LEGEND:
❑ - 2—inch O.D. California Liner Sample
• — Bulk Sample
DD — Natural Dry Density (pcf)
MC — Natural Moisture Content (X)
—200 — Percent Passing No. 200 Sieve
LL — Liquid Limit
PI — Plasticity Index
GW — Ground water
LKP ENGINEERING, INC.
SUBSURFACE EXPLORATION LOG
PROJECT NO.:
19-3347
FIGURE Na:
1
DATE OBSERVED: JULY 18, 2019 Test Pit # 2
ELEVATION:
DEPTH
FEET
S
Y
M
B
O
L
S
A
M
P
L
E
DESCRIPTION OF MATERIAL
AND SAMPLE LOCATION
LABORATORY
TEST RESULTS
REMARKS
5
t%)
Topsoil
r/'
Brown, blocky clay
i
❑
Whitish to light brown,
calcareous, gypsiferous, sandy,
gravelly clay
DD= 84.2 pcf
MC= 22.6 %
10
i r /
//
/i
❑
Light brown, calcareous,
sandy, clay with some gravel
DD= 91.0 pcf
MC= 20.7 X
Bottom of Test Pit ® 8 feet
No Ground Water
Encountered
15
20
LEGEND:
o - 2—inch 0.D. California Liner Sample
• — Bulk Sample
DD — Natural Dry Density (pcf)
MC — Natural Moisture Content (9)
—200 — Percent Passing No. 200 Sieve
LL — Liquid Limit
PI — Plasticity Index
GW — Ground water
LKP ENGINEERING, INC.
SUBSURFACE EXPLORATION LOG
PROJECT NO.:
19.3347
FIGURE NO.: 2
0
0
W
Compression
.o
0
0
W
0
Compression
3
2
1
0
— 1
—2
— 3
— 4
3
2
1
0
— 1
— 2
— 3
— 4
OMPRESSION
CONSTANT
PRESSURE
WHEN
WETTED UNDER
OF 1000
PSF
0.1 1 0 10 100
APPLIED PRESSURE — ksf
Sample of.• Tan —grayish, silty, sandy Clay From: Test Pit 2 at 4 feet
Natural Dry Unit Weight = 84.5 pcf
Natural Moisture Con ten t = 22.6 percent
NO
UNDER
OF
MOVEMENT
1000
CONSTANT
PSF
WHEN
WETTED
PRESSURE
_ _
0.1 1 0 10 100
APPLIED PRESSURE — ksf
Sample of.• Light brown, sandy, calcareous clqay From: Test Pit 2 at 8 feet
Natural Dry Unit Weight = 91.9 pcf
Natural Moisture Content = 20.7 percent
LKP Engineering, Inc.
PROJECT NO.:
19-3347
Swell — Consolidation Test Results
FIGURE NO.:
3
n
p D .
°
D D
°
DD
SLOPE AWAY FROM BUILDING
OVER BACKFILL WITH A MINIMUM
OF ONE FOOT OF RELATIVELY
IMPERVIOUS SOIL
° FOOTING
p .
D D
o -
30 MIL MINIMUM THICKNESS
PLASTIC LINER, GLUED TO TH
FOUNDATION WALL
°
GRANULAR FILL
o�
0 ^O o�
V O
/
ILTER FABRIC (MIRAFI
140N OR EQUIVALENT)
\• O/\ INUS 3/4-INCH DIAMETER, COARSE,
\ /\ / CLEAN CRUSH ROCK
-INCH DIAMETER PERFORATED PIPE SLOPED TO
A DAYLIGHT LOCATION AWAY FROM THE
FOUNDATION AT 1/4-INCH PER FOOT FOR
FLEXIBLE AND 1/8-INCH MINIMUM FOR RIGID PIPE
CIVIL/GEOTECHNICAL
Engineering, Inc.
P.O. Box 724, Eagle, CO 81631
Tel (970) 390-0307 www.LKPEngineering.com
PERIMETER DRAIN
LOT 10, THE RANCH
AT COULTER CREEK PUD
CATTLE CREEK RIDGE ROAD
GARFIELD COUNTY, COLORADO
PROJECT NO.:
19-3347
SCALE:
N.T.S.
FIGURE NO.:
4
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NOTICE: ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY LEGAL
ACTION BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE YEARS
AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT MAY ANY ACTION
BASED UPON ANY DEFECT IN THIS SURVEY BE COMMENCED MORE THAN TEN
YEARS FROM THE DATE OF CERTIFICATION SHOWN HEREON.
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EXISTING CONDITIONS SURVEY
LOT 10- THE RANCH AT COULTER CREEK P.U.D.
7
7
7
SECTION 1, TOWNSHIP 7 SOUTH, RANGE 88 WEST OF THE 6TH PM
SECTION 6, TOWNSHIP 7 SOUTH, RANGE 87 WEST OF THE 6TH PM
COUNTY OF GARFIELD, STATE OF COLORADO
7
7
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/ / ELASTIC CAP LS28643 —
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/ / / / / // / / / // /-----�i-�_ \ \
-- \ \
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FOUND RE13Al2 Er 1-1/4"
ORANGE PLASTIC CAP
LS28643
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Sours- 1/16 CORNER
SECTIONS 1 Er 6
FOUND 3 -1/4" BUN
ALUMINUM CAP 1985
SITE BENCHMARK
ELEVATION: 7431.66
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FOUND RE3AR Er 1-1/4"
ORANGE PLASTIC CAP
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FOUND RE3AR Er 1-1/4"
ORANGE PLASTIC CAP
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LEGEND
ELECriRICAL TRANSFORMER
TELEPHONE PEDESTAL
0 40'
20' 80'
SCALE: 1 " = 40'
PROPERTY DESCRIPTION:
LOT 10
THE RANCHES AT COULTER CREEK P.U.D.
ACCORDING TO THE 1ST AMENDMENT OF FINAL PLAT THEREOF RECORDED MARCH 7, 2017 AS RECEPTION NO.
889891.
COUNTY OF GARFIELD, STATE OF COLORADO
SURVEY NOTES:
1. BASIS OF BEARINGS FOR THIS SURVEY IS A BEARING OF S78°22'29"W ALONG THE SOUTHERLY PROPERTY LINE
BETWEEN A FOUND REBARS & 1-1/4" ORANGE PLASTIC CAPS LS28643 AS SHOWN HEREON.
2. DATE OF FIELD SURVEY: MAY 7, 2019.
3. LINEAR UNITS USED TO PERFORM THIS SURVEY WERE U.S. SURVEY FEET.
4. THIS SURVEY IS BASED ON THE RANCHES AT COULTER CREEK P.U.D. 1ST AMENDMENT OF FINAL PLAT RECORDED
RECORDED MARCH 7, 2017 AS RECEPTION NO. 889891 AND CORNERS FOUND IN PLACE AS SHOWN HEREON.
5. CONTOUR INTERVAL EQUALS 1 FOOT.
6. ELEVATIONS SHOWN HEREON ARE BASED ON GPS OBSERVATIONS UTILIZING THE CONTINUOUS OPERATING
REFERENCE STATIONS (CORS) THROUGH THE MESA COUNTY RTVRN NETWORK BROAD CASTING NORTH
AMERICAN VERTICAL DATUM (NAVD88) YIELDING AN ON -SITE BENCHMARK ELEVATION OF 7431.66.
SURVEYOR'S STATEMENT
I, RODNEY P. KISER, DO HEREBY STATE THAT THIS EXISTING CONDITIONS SURVEY WAS PREPARED BY TRUE NORTH
COLORADO, LLC. FOR EVAN SCHREIBER THAT SAID SURVEY WAS PREPARED BY ME OR UNDER MY SUPERVISION
AND RESPONSIBLE CHARGE AND THAT IT IS TRUE AND CORRECT TO THE BEST OF MY BELIEF AND KNOWLEDGE.
RODNEY P. KISER
LICENSED PROFESSIONAL LAND SURVEYOR
COLORADO REGISTRATION NO. 38215
TRUE NORTH
COLORADO
A LAND SURVEYING AND MAPPING COMPANY
EVAN SCHREIBER
EXISTING CONDITIONS SURVEY
LOT 10 - THE RANCHES AT COULTER CREEK P.U.D.
COUNTY OF GARFIELD - STATE OF COLORADO
TRUE NORTH COLORADO LLC.
A LAND SURVEYING AND MAPPING COMPANY
PO BOX 614 - 529 S. WILD HORSE DRIVE
NEW CASTLE, COLORADO 81647
(970) 984-0474
www.truenorthcolorado.com
PROJECT NO: 2019-164
DATE: MAY 19, 2019
DRAWN
RPK
SURVEYED
LDV
SHEET
1OF1