HomeMy WebLinkAboutOWTS Design129 Cains Lane
Carbondale, CO 81623
970.309.5259
carla.ostberg@gmail.com
September 11, 2021 Project No. C1645
Louise Marron and Tim Hasselmann
Lmarron421@hotmail.com
Subsurface Investigation and Onsite Wastewater Treatment System Design
2-Bedroom Residence + 1 Future Bedroom
Lot 7, Mountain Springs Ranch
Garfield County, Colorado
Louise and Tim,
CBO Inc. observed previously excavated Test Pits, reviewed subsurface investigation documents, and
completed an onsite wastewater treatment system (OWTS) design for the subject residence. The
35.895-acre property is located outside of Glenwood Springs, in an area where OWTSs and wells are
necessary.
Legal Description: Section: 19 Township: 6 Range: 89 LOT 7, AMENDED MOUNTAIN SPRINGS
RANCH
Parcel ID: 2185-191-00-140
SITE CONDITIONS The property is currently developed with an existing Cattleman’s Cabin with no plumbing. A new, 2-
bedroom single-family residence is proposed. Sizing of the OWTS will accommodate a total of 3
bedrooms.
The residence will be served by a private well on the property. The well is located treater than 50-feet
from the proposed septic tank and greater than 100-feet from the proposed soil treatment area (STA).
The water line will enter the proposed residence from the south and will not come within 25-feet of any
OWTS component.
The proposed soil treatment area (STA) location has an approximate nineteen percent slope to the
southwest. The proposed area is located in an open field area to the northwest of the proposed
residence, vegetated with native grasses.
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
The subsurface was investigated on August 25, 2021 by examining the existing open profile test pit
excavations (Test Pits). Kumar and Associates report dated June 31, 2021 (enclosed) documents their
findings, Project No 21-7-331.
“Subsurface Conditions: The subsurface conditions were evaluated by excavating 2
exploratory pits in the designated building site and 2 profile pits in the designated septic disposal
Page 2
site at the approximate locations shown on Figure 1. The logs of the pits are presented on Figure
2. The subsoils encountered, below about 2 to 3 feet of topsoil, mainly consist of sandy clay with
scattered gravel and cobbles to the typical explored depth of 8 feet. Pit 3 encountered sandy clay
with basalt cobbles and scattered boulders at about 7 feet to the pit depth of 9½ feet. Results of
swell-consolidation testing performed on relatively undisturbed samples from the exploratory
pits, presented on Figures 3 and 4, indicate low compressibility under existing moisture
conditions and light loading and a low to moderate expansion potential when wetted. No free
water was observed in the pits (except for slight seepage at 2 feet in Pit 1) and the soils were
moist to very moist.”
Results of a gradation performed on a sample taken from Test Pit #2 (PP2) were as follows:
11% gravel
14% sand
51% silt
24% clay
While these soils were classified as Silt Loam, testing from the additional Pits on the property resulted in
Clay (silty, sandy, scattered gravel and cobbles, stiff, very moist to slightly moist, brown, medium plasticity,
moderately blocky).
STA sizing is based on Soil Type 3A. A long term acceptance rate (LTAR) of 0.3 gallons per square
foot will be used to design the OWTS.
Photos of existing Test Pits
Page 3
Clearing from proposed residence to proposed STA
DESIGN SPECIFICATIONS
Design Calculations:
Average Design Flow = 75 GPD x 2 people/bedroom x 3 Bedrooms = 450 GPD
LTAR = 0.3 GPD/SF
450 GPD / 0.3 GPD/SF x 0.8 (pressure dosed trenches) x 0.7 (chambers) = 840 SF
A 2-bedroom residence is proposed with the potential addition of a 3rd bedroom in the future. The OWTS
design is based on 3-bedrooms. An average daily wastewater flow of 450 GPD will be used.
For the purposes of this OWTS design, Benchmark Elevation Finished Floor at grade 8197’ has been
established as 100’. The sewer line will exit the residence at approximately 98’. CBO Inc. should be
notified of any discrepancies or problems with grade elevations of proposed components during
installation of the OWTS.
OWTS Component Minimum Elevation
Primary Tank Inlet Invert Approximate horizontal distance 27’ / min. 2% fall /
min. 6.75” fall
Automatic Distributing Valve Approximate horizontal distance 21’ / min. 1% rise /
min. 2.625” rise
Infiltrative Surface Approximate horizontal distance to furthest trench
42’ / min. 1% fall / min. 5.25” fall
*Elevations are based upon standard OWTS installation practices. Component elevations may change during
installation due to site conditions.
Page 4
The 4-inch diameter sewer line exiting the residence must have a double-sweep clean out and a
minimum 2% grade to the septic tank. If the area of this sewer line will be subject to traffic, we
recommend Schedule 40 or 80 rated pipe.
The system installation will include a 1500-gallon, two-compartment Valley Precast concrete septic tank
with an Orenco® Biotube Pump Vault and an Orenco® PF3005 pump in the second compartment of the
septic tank. The floats should be set to dose approximately 75 gallons each pump cycle, allowing
approximately 2 gallons of drain back after each pump cycle. A pump curve is enclosed. The control panel
for the pump must be located within line of sight of the septic tank. We recommend Valley Precast out of
Buena Vista be contracted for start-up of the pumping system.
Pump Table
Dose Range Max = 114.5 gal. (450 GPD x
25% + 2 gal drain back)
Min. 44 gal. (10.5 gal x 4) + 2 gal
drain back
Dose Setting 75 gallons/dose 2 gallons drain back (20’ / 1.5”
diameter pump line)
Float Separation 1500 gallon 2-compartmet Valley
Precast concrete septic tank
8” on/off float separation
Pump Criteria 12.9 gallons per minute (GPM) 14.9 feet total dynamic head
(TDH)
A 1.5-inch diameter Schedule 40 pump line must be installed from the pump to an Orenco® automatic
distributing valve (ADV), model 6605. This pump line must have a minimum 1% grade for proper drain back
into the tank after each pump cycle. The ADV must be placed at a high point in the system in an insulated
riser with access from grade. Screened rock must be placed below the ADV to support the ADV and to
assure the clear pipes existing the ADV remain visible for future inspection and maintenance.
Effluent will be pressure dosed through 1.5-inch diameter pipes to five trenches, each with 14 ‘Quick 4’
Standard Plus Infiltrator® chambers, for a total of 70 chambers and 840 square feet of infiltrative area.
There must be at least 4-feet of undisturbed soil between each trench. Effluent will be pressure dosed to
1.5-inch diameter laterals, which must be hung with zip ties from the underside of the chambers. Laterals
will have 5/32-inch diameter orifices facing up, with the exception of the first and last holes facing
down for drainage. Orenco® Orifice Shields may be placed under each downward-facing orifice. The
orifices must be placed 3-feet on center. Each lateral must end in a 90 degree ell facing up with a ball
valve for flushing. Valves may be placed in a valve box, accessible from grade, for access. Inspection
ports must be placed at the beginning and end of each trench. Ports may be cut to grade and covered
with a valve box 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 Item # 1500T-2CP-HH 2-compartment concrete
septic tank with high
head pump
Pump Orenco® PF300511 ½ HP
120 Volt
Biotube ProPak Pump Package Orenco® BPP30DD Vault, Filter, Control Panel (demand dose)
Page 5
Tank Risers and Lids Orenco® Double-walled PVC Risers and Lids (24” diameter)
ADV Orenco® V6605A 1.5” Inlet and Outlets
ADV Riser and Lid Orenco® Double-walled PVC Risers
and Lids (30” diameter) Orifice Shields Orenco® OS150 1.5 inch diameter (10 total) Flushing Assembly Orenco® 1.5” diameter (2) 45° or 90° long sweep only (5 total) Chambers Infiltrator® 70 ‘Quick 4’ Standard Plus chambers
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.
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
Page 6
10-28-2021
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.
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. Reviewed By:
Carla Ostberg, MPH, REHS Romeo A. Baylosis, PE
Pump Selection for a Pressurized System - Single Family Residence Project
Lot 7 Mountain Springs Ranch
Parameters
Discharge Assembly Size
Transport Length Before Valve
Transport Pipe Class
Transport Line Size
Distributing Valve Model
Transport Length After Valve
Transport Pipe Class
Transport Pipe Size
Max Elevation Lift
Manifold Length
Manifold Pipe Class
Manifold Pipe Size
Number of Laterals per Cell
Lateral Length
Lateral Pipe Class
Lateral Pipe Size
Orifice Size
Orifice Spacing
Residual Head
Flow Meter
'Add-on' Friction Losses
1.25
20
40
1.50
6605
43
40
1.50
3
0
40
1.50
5
56
40
1.50
5/32
3
5
None
0
inches
feet
inches
feet
inches
feet
feet
inches
feet
inches
inches
feet
feet
inches
feet
Calculations
Minimum Flow Rate per Orifice
Number of Orifices per Zone
Total Flow Rate per Zone
Number of Laterals per Zone
% Flow Differential 1st/Last Orifice
Transport Velocity Before Valve
Transport Velocity After Valve
0.68
19
12.9
1
2.0
2.0
2.0
gpm
gpm
%
fps
fps
Frictional Head Losses
Loss through Discharge
Loss in Transport Before Valve
Loss through Valve
Loss in Transport after Valve
Loss in Manifold
Loss in Laterals
Loss through Flowmeter
'Add-on' Friction Losses
1.2
0.2
4.8
0.5
0.0
0.2
0.0
0.0
feet
feet
feet
feet
feet
feet
feet
feet
Pipe Volumes
Vol of Transport Line Before Valve
Vol of Transport Line After Valve
Vol of Manifold
Vol of Laterals per Zone
Total Vol Before Valve
Total Vol After Valve
2.1
4.5
0.0
5.9
2.1
10.5
gals
gals
gals
gals
gals
gals
12.9
14.9
gpm
feet
0 5 10 15 20 25 30 35 40
0
50
100
150
200
250
300
Net Discharge (gpm)
PumpData
PF3005 High Head Effluent Pump
30 GPM, 1/2HP
115/230V 1Ø 60Hz, 200V 3Ø 60Hz
PF3007 High Head Effluent Pump
30 GPM, 3/4HP
230V 1Ø 60Hz, 200/460V 3Ø 60Hz
PF3010 High Head Effluent Pump
30 GPM, 1HP
230V 1Ø 60Hz, 200/460V 3Ø 60Hz
PF3015 High Head Effluent Pump
30 GPM, 1-1/2HP
230V 1Ø 60Hz, 200/230/460V 3Ø 60Hz
Legend
System Curve:
Pump Curve:
Pump Optimal Range:
Operating Point:
Design Point:
5020 County Road 154
Glenwood Springs, CO 81601
phone: (970) 945-7988
fax: (970) 945-8454
email: kaglenwood@kumarusa.com
www.kumarusa.com Office Locations: Denver (HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs, and Summit County, Colorado
June 30, 2021
Louise Marron
P.O. Box 157
Carbondale, CO 81623
lamarron421@hotmail.com
Project No. 21-7-331
Subject: Subsoil Study for Foundation Design, Proposed Residence, Lot 7, Mountain
Springs Ranch, Mountain Springs Road, Garfield County, Colorado
Ms. Marron:
As requested, Kumar & Associates, Inc. performed a subsoil study for design of foundations at
the subject site. The study was conducted in accordance with our agreement for geotechnical
engineering services to you dated April 4, 2021. The data obtained and our recommendations
based on the proposed construction and subsurface conditions encountered are presented in this
report.
Proposed Construction: The proposed construction consists of a new residence located about
100 feet north of the existing cabin on the lot as shown on Figure 1. Ground floors could be
slab-on-grade or structural over crawlspace. Cut depths are assumed to range between about 3 to
5 feet. Foundation loadings for this type of construction are assumed to be relatively light and
typical of the proposed type of construction.
If building conditions or foundation loadings are significantly different from those described
above, we should be notified to re-evaluate the recommendations presented in this report.
Site Conditions: The subject site was mostly native hillside terrain at the time of our site visit.
The ground surface is moderately sloping down to the west at a grade of about 15% with about
5 feet of elevation difference across the proposed building footprint. Vegetation consists of
scrub oak stands with grass and weed meadows.
Subsurface Conditions: The subsurface conditions were evaluated by excavating 2 exploratory
pits in the designated building site and 2 profile pits in the designated septic disposal site at the
approximate locations shown on Figure 1. The logs of the pits are presented on Figure 2. The
subsoils encountered, below about 2 to 3 feet of topsoil, mainly consist of sandy clay with
scattered gravel and cobbles to the typical explored depth of 8 feet. Pit 3 encountered sandy clay
with basalt cobbles and scattered boulders at about 7 feet to the pit depth of 9½ feet. Results of
- 2 -
Kumar & Associates, Inc. ® Project No. 21-7-331
swell-consolidation testing performed on relatively undisturbed samples from the exploratory
pits, presented on Figures 3 and 4, indicate low compressibility under existing moisture
conditions and light loading and a low to moderate expansion potential when wetted. No free
water was observed in the pits (except for slight seepage at 2 feet in Pit 1) and the soils were
moist to very moist.
Foundation Bearing Conditions: Testing of the clay soils taken from the pits at the site
generally show low to moderate expansion potential. With the current information and test
results, we recommend the foundation areas be sub-excavated at least 2 feet below design
bearing level and backfilled with imported, relatively well graded granular material (such as
CDOT Class 6 road base). When the foundation excavation for the building has been cut to
design bearing level, a representative of the geotechnical engineer should evaluate the exposed
soils for the need to sub-excavate and place structural fill to help mitigate the expansion
potential. A low movement risk option would be to extend the foundation bearing down to a
depth of relatively stable moisture content such as with micro-piles possibly around 20 feet deep.
Foundation Recommendations: Considering the subsoil conditions encountered in the
exploratory pits and the nature of the proposed construction, we recommend spread footings
placed on at least 2 feet of imported granular structural fill designed for an allowable soil bearing
pressure of 2,000 psf for support of the proposed structure. The clay soils tend to expand after
wetting and there could be post-construction foundation movement of around 1 to 2 inches
depending on the soil conditions and depth of wetting. Footings should be a minimum width of
16 inches for continuous walls and 2 feet for columns. The topsoil, recommended depth of clay
sub-excavation and loose disturbed soils within the footing areas should be removed to expose
the undisturbed natural soils. Structural fill should be placed in thin lifts and compacted to at
least 98% of standard Proctor density at near optimum moisture content. Exterior footings should
be provided with adequate cover above their bearing elevations for frost protection. Placement
of footings at least 36 inches below the exterior grade is typically used in this area. Continuous
foundation walls should be heavily reinforced top and bottom to span local anomalies such as by
assuming an unsupported length of at least 12 feet. Foundation walls acting as retaining
structures should also be designed to resist a lateral earth pressure based on an equivalent fluid
unit weight of at least 60 pcf for the on-site soil as backfill excluding topsoil and rock larger than
6 inches.
Floor Slabs: The natural on-site soils, exclusive of topsoil, can be used to support lightly loaded
slab-on-grade construction with a risk of heave and building distress. Sub-excavation of the clay
- 3 -
Kumar & Associates, Inc. ® Project No. 21-7-331
soils at least 2 feet and replacement with structural fill should be provided to help mitigate the
heave potential or a structural floor above crawlspace should be used. To reduce the effects of
some differential movement, floor slabs should be separated from all bearing walls and columns
with expansion joints which allow unrestrained vertical movement. Floor slab control joints
should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing
and slab reinforcement should be established by the designer based on experience and the
intended slab use. A minimum 4-inch layer of free-draining gravel should be placed beneath
basement level slabs to facilitate drainage. This material should consist of minus 2-inch
aggregate with less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve.
All fill materials for support of floor slabs should be compacted to at least 95% of maximum
standard Proctor density at a moisture content near optimum. Required fill should consist of
imported granular soils devoid of vegetation, topsoil and oversized rock.
We recommend vapor retarders conform to at least the minimum requirements of ASTM E1745
Class C material. Certain floor types are more sensitive to water vapor transmission than others.
For floor slabs bearing on angular gravel or where flooring system sensitive to water vapor
transmission are utilized, we recommend a vapor barrier be utilized conforming to the minimum
requirements of ASTM E1745 Class A material. The vapor retarder should be installed in
accordance with the manufacturers’ recommendations and ASTM E1643.
Underdrain System: Although free water was generally not encountered in the exploratory pits,
it has been our experience in mountainous areas and where there are clay soils that local perched
groundwater can develop during times of heavy precipitation or seasonal runoff (such as the
slight seepage at bottom of the topsoil at Pit 1). Frozen ground during spring runoff can create a
perched condition. We recommend below-grade construction, such as retaining walls,
crawlspace and basement areas, be protected from wetting and hydrostatic pressure buildup by
an underdrain system.
The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above
the invert level with free-draining granular material. The drain should be placed at each level of
excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum 1% to
a suitable gravity outlet. Free-draining granular material used in the underdrain system should
contain less than 2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a
maximum size of 2 inches. The drain gravel backfill should be at least 1½ feet deep.
Surface Drainage: The following drainage precautions should be observed during construction
and maintained at all times after the residence has been completed:
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Kumar & Associates, Inc. ® Project No. 21-7-331
1) Inundation of the foundation excavations and underslab areas should be avoided
during construction. Drying could increase the expansion potential of the clay
soils.
2) Exterior backfill should be adjusted to near optimum moisture and compacted to
at least 95% of the maximum standard Proctor density in pavement and slab areas
and to at least 90% of the maximum standard Proctor density in landscape areas.
Free-draining wall backfill should be covered with filter fabric and capped with
about 2 feet of the on-site, finer graded soils to reduce surface water infiltration.
3) The ground surface surrounding the exterior of the building should be sloped to
drain away from the foundation in all directions. We recommend a minimum
slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3
inches in the first 10 feet in pavement and walkway areas. A swale may be
needed uphill to direct surface runoff around the structures.
4) Roof downspouts and drains should discharge well beyond the limits of all
backfill.
5) Landscaping which requires regular heavy irrigation, such as sod, should be
located at least 5 feet from the building.
Septic System: Profile Pits 1 and 2 located within the proposed septic disposal area encountered
moderately blocky clay with scattered gravel to the pit depths of 8 feet. The USDA gradation
testing results of the sample taken from Profile Pit 2, presented on Figure 6, indicate a soil type
of 2A (Silt Loam). A civil engineer should design the infiltration septic disposal system.
Limitations: This study has been conducted in accordance with generally accepted geotechnical
engineering principles and practices in this area at this time. We make no warranty either
express or implied. The conclusions and recommendations submitted in this report are based
upon the data obtained from the exploratory pits excavated at the locations indicated on Figure 1
and to the depths shown on Figure 2, the proposed type of construction, and our experience in
the area. Our services do not include determining the presence, prevention or possibility of mold
or other biological contaminants (MOBC) developing in the future. If the client is concerned
about MOBC, then a professional in this special field of practice should be consulted. Our
findings include interpolation and extrapolation of the subsurface conditions identified at the
exploratory pits and variations in the subsurface conditions may not become evident until
excavation is performed. If conditions encountered during construction appear different from
those described in this report, we should be notified at once so re-evaluation of the
recommendations may be made.
Kumar & Associates
LOT 7
Kumar & Associates
Kumar & Associates
Kumar & Associates
Kumar & Associates
1 MIN.
4 MIN.19MIN.15 MIN.60MIN.#325 #140 3/4"3/8"1 1/2"3"5"6"8"
DIAMETER OF PARTICLES IN MILLIMETERS
U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
SIEVE ANALYSIS
TIME READINGS
HYDROMETER ANALYSIS
#4#10#18#35#60
7 HR
45 MIN.
24 HR.
0
10
20
30
40
50
100
90
80
70
60
50
60
70
80
90
100
0
10
20
30
40
20315276.237.519.09.54.752.001.00.500.025.106.045.019.009.005.002.001
SILT COBBLESLARGE
GRAVEL
MEDIUMCOARSEMEDIUMV. FINE
SANDCLAY FINE V. COARSE SMALL
USDA SOIL TYPE:
GRAVEL %SILT %CLAY %
FROM:PP-2 @ 4'-5'
11 14 24SAND %51
Silt Loam
Kumar & Associates
TABLE 1
SUMMARY OF LABORATORY TEST RESULTS
Project No. 21-7-331
SAMPLE LOCATION NATURAL MOISTURE CONTENT
NATURAL DRY DENSITY
GRADATION USDA SOIL TEXTURE SOIL TYPE PIT DEPTH GRAVEL SAND SILT&CLAY GRAVEL SAND SILT CLAY
(ft) (%) (pcf) (%) (%) (%) (%) (%) (%) (%)
1 5½ 18.3 105 Sandy Clay
8-9 20 7 73 Clay with Gravel
2 4 32.8 80 Clay
7 37.6 67 Clay
Profile
Pit
2 4-5 11 14 51 24 Silt Loam
DEED=N80°56'57"EN81°11'17"E 208.14'NORTH 1/4 CORNERSECTION 19FOUND 3-1/4" 1994 BLMALUMINUM CAPFOUND NO. 5 REBAR &1-1/4" YELLOW PLASTICCAP LS-ILLEGIBLEFOUND NO. 5 REBAR &1-1/4" YELLOW PLASTICCAP SGM LS15710POINT OF BEGINNINGFOUND NO. 5 REBAR & 1-1/4"RED PLASTIC CAP LS27613SET NO. 5 REBAR & 1-1/4"ORANGE PLASTIC CAP TNCPLS38215SITE BENCH MARKFOUND NO. 5 REBAR & 1-1/4" REDPLASTIC CAP LS27613ELEVATION: 8260.0FOUND NO. 5 REBAR &1-1/4" YELLOW PLASTICCAP SGM LS15710DEED=S26°50'51"ES27°12'00"E 132.13'DEED=S26°50'51"W 1358.62'S26°51'21"E 1358.30'S74°26'54"W 1442.67'DEED=S74°28'18"W 1440.45'DEED=1427.10'N00°59'29"W 1427.20'BASIS OF BEARINGS
20' WIDE ACCESSEASEMENTBOOK 887 PAGE 808100'
SETBACKRECEPTIONNO.
7981838' WIDE EASEMENTFOR UTILITIES, WALKING &HORSE RIDING TRAILSRESTRICTIVE COVENANTSRECEPTION NO. 798183(ENTIRE PROPERTY PERIMETER)60' WIDE ROAD EASEMENTRESTRICTIVE COVENANTSRECEPTION NO. 798183100' SETBACKRECEPTIONNO. 79818350' SETBACKRECEPTION NO. 798183(TYPICAL)50' SETBACKRECEPTION NO. 798183(TYPICAL)50' SETBACKRECEPTION NO. 798183(TYPICAL)50' SETBACKRECEPTION NO. 798183(TYPICAL)50' SETBACKRECEPTION NO. 798183(TYPICAL)100' SETBACKRECEPTIONNO. 79818324' WIDE ACCESSEASEMENTBOOK 533 PAGE 982DEED=N77°55'32"E 545.04'N77°50'32"E 546.21'DEED=N00°18'58"E 142.06'N00°17'14"E 142.17'LOT 735.964± ACRESMOUNTAINSPRINGSROAD15'± GRAVEL ROADWAYFOREST GLENROAD15'± GRAVEL ROADWAYWFENCED AREAOLD CATTLEMAN'S CABINAPPROXIMATELOCATION1" PVC PIPEOLDTWO-TRACKTRAILPROPOSEDHOUSELOCATION823082258220821582108205820081958190818581808175
8170
PONDGRAVELDRIVEWAY12" CULVERTCULVERTSWWELLTELEPHONE PEDESTALELECTRICAL TRANSFORMERELECTRICAL METERLEGENDESURVEYOR'S CERTIFICATIONIMPROVEMENT SURVEY PLAT& PARTIAL TOPOGRAPHY TRUE NORTH COLORADO LLC.A LAND SURVEYING AND MAPPING COMPANYP.O. BOX 614 - 386 MAIN STREET UNIT 3NEW CASTLE, COLORADO 81647(970) 984-0474www.truenorthcolorado.comPROJECT NO: 2021-247DATE: June 22, 2021DRAWNRPKSURVEYEDDJBSHEET1 OF 1TRUENORTHA LAND SURVEYING AND MAPPING COMPANY80'40'160'SCALE: 1" = 80'NPROPERTY DESCRIPTION:0NOTICE: ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANYLEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREEYEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT MAY ANYACTION BASED UPON ANY DEFECT IN THIS SURVEY BE COMMENCED MORETHAN TEN YEARS FROM THE DATE OF CERTIFICATION SHOWN HEREON.A PARCEL OF LAND SITUATED IN SECTION 19TOWNSHIP 6 SOUTH, RANGE 89 WEST OF THE 6TH PMCOUNTY OF GARFIELD, STATE OF COLORADOA.K.A. LOT 7 MOUNTAIN SPRINGS RANCH-AMENDEDNOTES:5.THIS SURVEY WAS PREPARED WITHOUT THE BENEFIT OF A TITLE COMMITMENT, THEREFORE, ANY EXCEPTIONS TOTITLE THAT MAY AFFECT THE SUBJECT PROPERTY HAVE NOT BEEN REVIEWED BY TRUE NORTH COLORADO, LLC.6.ELEVATIONS SHOWN HEREON ARE BASED ON NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88) WHICHDATA WAS OBTAINED FROM THE NATIONAL GEODETIC SURVEY ONLINE POSITIONING USER SERVICE (OPUS)YIELDING AN ONSITE BENCHMARK ELEVATION OF 8260.00.7.CONTOUR INTERVAL EQUALS 1 FOOT.
Garfield County, CO
Developed by
Account
Number
R070105
Par cel
Number
218519100140
Acr es 36
Land SqFt 0
T ax Ar ea 007
2019 Mill
Levy
62.7430
Physical
Addr ess
0
GLENWOOD SPRINGS 81601
Ow ner
Addr ess
MARRON, LO UISE & HASSEL MANN,
TIMO THY
PO BOX 157
C ARBONDAL E C O 81623
2019 T otal Actua l
Value
$201,170 Last 2 Sa les
Date Pr ice
4/23/2021 $195,000
5/12/2005 $300,000
Date created: 9/11/2021
Last Data Uploa ded: 9/11/2021 2:05:29 AM
1,520 ft
Overvi ew
Legend
Parcels
Roa ds
Parcel/Account
Number s
Highw ays
Limited Access
Highwa y
Major Road
Loca l Roa d
Minor Road
Other Road
Ra mp
Ferry
Pedestria n Way
Owner Na me
Lakes & River s
County Boundar y
Line