HomeMy WebLinkAboutOWTS Design Packet 06.30.2020('( > ". -41 t I'I\(:
June 30, 2020
Aaron Natoniewski
aaronnski@hotmail.com
NH33 FOUR WHEEL DRIVE ROAD
CARBONDALE, CO 81 623
970.309.5259
CARLA.OSTBERG@GMAI L. COM
Subsurface Investigation and Onsite Wastewater Treatment System Design
3 -Bedroom Residence + 1 -Bedroom Additional Dwelling Unit (ADU)
4972 CR 113
Garfield County, Colorado
Aaron,
Project No. C1490
CBO Inc. performed a subsurface investigation and completed an onsite wastewater treatment system
(OWTS) design for the subject residence. The 5.679 -acre property is located outside of Glenwood
Springs, in an area where OWTSs and wells are necessary.
Legal Description: Section: 12 Township: 7 Range: 88 Subdivision:
COTTONWOOD HOLLOW SUB. Lot: 5
Parcel ID: 2393-123-02-005
SITE CONDITIONS
A 3 -bedroom, single-family residence presently exists and is utilizing an existing OWTS. We were
unable to locate any record of the OWTS in Garfield County Community Development files; however, it
appears to consist of a concrete septic tank and soil treatment area (STA) located to the west of the
existing residence. The existing OWTS components will be abandoned.
A 1 -bedroom detached Accessory Dwelling Unit (ADU) is proposed.
The residences will be served by a private well on the property, located to the southeast of the existing
residence. The well is greater than 50 -feet from the proposed septic tank and greater than 100 -feet from
the proposed STA. No OWTS component will come within 25 -feet of the water line.
Cattle Creek is located to the south of the residence. No OWTS component will come within 50 -feet of
the creek.
The proposed soil treatment area (STA) location is on a bench to the west of the proposed STA. The
area is vegetated with native grasses and some scrub oak trees. A portion of the area is relatively flat,
sloping to the south toward Cattle Creek.
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.
Page 2
SUBSURFACE
The subsurface was investigated on December 12, 2019 by digging two soil profile test pit excavations (Test
Pits). A visual and tactile soil analysis was completed by Carla Ostberg at the time of excavation.'
The materials encountered in the Test Pit #1 consisted of light brown to tan sandy loam with moderate
structure grade to a maximum depth explored of 8.0 -feet. No bedrock or groundwater was encountered.
Materials encountered in Test Pit #2 were similar to those encountered in Test Pit #1. Test Pit #2 was
excavated to a maximum depth explored of 6.5 -feet. No bedrock or groundwater was encountered.
Test Pits were left open and on our site visit June 29, 2020, there were no changes to the condition of the
Test Pits from our initial visit.
A tactile analysis of the soils was taken from Test Pit #1 at 3 -feet below grade. Soil structure grade was
moderate. 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 more gritty than smooth.
STA sizing is based on Soil Type 2, Sandy Loam with moderate structure grade. A long term
acceptance rate (LTAR) of 0.6 gallons per square foot will be used to design the OWTS.
Test Pit #1
' Carla Ostberg holds a Certificate of Attendance and Examination from the CPOW Visual and Tactile
Evaluation of Soils Training.
View of Test Pit #1
Test Pit #2 sidewall
Sieved sample
DESIGN SPECIFICATIONS
Page 3
The existing septic tank will be pumped and removed. The existing STA will be abandoned in place.
Design Calculations:
Average Design Flow = 75 GPD x 2 people/bedroom x 3 Bedrooms + 1 Bedroom ADU (150 GPD) = 600
GPD
LTAR = 0.6 GPD/SF
600 GPD / 0.6 GPD/SF x 1.0 (pressure dosed beds) x 0.7 (chambers) = 700 SF
The new OWTS design is based on 3 -bedrooms in the existing residence and 1 -bedroom in the proposed
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', the existing
sewer line exiting the existing residence. 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
Approximate horizonal distance 15' / min. 2% fall /
4" min. fall to tank
Automatic Distributing Valve / Distribution Box
Approximate horizontal distance 101' / min. 1% rise
for drain back / 13" min. rise to ADV
Infiltrative Surface (upper -most bed)
Approximate horizontal distance 15' / min. 1% fall
to upper -most bed / 2" min. fall to upper -most
bed
The sewer line exiting the existing residence must have a double -sweep clean out and a minimum 2%
grade to the septic tank. The sewer line exiting the ADU must also include a double -sweep clean out and
a minimum 2% grade to the septic tank. The sewer line from the ADU should tie into the sewer line from
the existing residence with a wye fitting between the residence and the septic tank. An additional clean
out may be installed before the wye.
The system installation will include a 1500 -gallon, two-compartment 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 95 gallons each pump cycle, allowing approximately
11 gallons of drain back after each pump cycle. A pump curve is enclosed. The pump must be capable of a
minimum design flow rate of 29.8 GPM and a minimum total dynamic head of 35.1 feet with 5 feet
residual head at last orifice. 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 = 161 gal. (600 GPD x 25%
+ 11 gal drain back)
Min. 79 gal. (17 gal x 4) + 11 gal
drain back
Dose Setting
95 gallons/dose
11 gallons drain back (101' / 1.5"
diameter pump line)
Float Separation
1500 gallon 2-compartmet Valley
Precast concrete septic tank
9.5" on/off float separation
Pump Criteria
29.8 gallons per minute (GPM)
35.1 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 6402. 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 a high point in the system and be placed 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 exiting the ADV remain visible for future inspection and maintenance.
The STA will consist of two chamber beds, each with four rows of 6 ADS ARCTM 36 Low Profile
chambers for a total of 48 chambers and 720 square feet of infiltrative area. Effluent will be pressure
dosed from the ADV through 1.5 -inch diameter level pump lines to level manifolds and 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.
We recommend Orenco® Orifice Shields be placed on the downward facing orifices. 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. Inspection ports must
be placed at each corner of the chamber bed. Ports may be cut to grade and covered with a valve box
for access.
The beds must be level, but each bed may be set at different elevation. There must be at least 6 -feet of
undisturbed soil between the beds. The area over the STA should be graded in a way that
promotes drainage around the STA.
Page 5
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 '/2 HP
120 Volt
Biotube ProPak Pump
Package
Orenco®
BPP30DD
Vault, Filter, Control Panel
(demand dose)
Tank Risers and Lids
Orenco®
Double -walled PVC Risers and
Lids (24" diameter)
ADV
Orenco®
V6402A
1.5" Inlet and Outlets
ADV Riser and Lid
Orenco®
Double -walled PVC Risers
and Lids (30" diameter)
Orifice Shields
Orenco®
0S150
1.5 inch diameter (16 total)
Flushing Assembly
Orenco®
1.5" diameter
(2) 45° or 90° long sweep only
(8 total)
Chambers
ADS ARCTM 36
48 ADS ARCTM 36 Low Profile
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.
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.
Page 6
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.
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.
ems, (eL o��s,
Reviewed By:
Page 7
Carla Ostberg, MPH, REHS Romeo A. Baylosis, PE
Pump Selection for a Pressurized System - Single Family Residence Project
Natoniewski
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
Calculations
1.25 inches
101 feet
40
1.50 inches
6402
30 feet
40
1.50 inches
10 feet
9 feet
40
1.50 inches
8
30 feet
40
1.50 inches
5/32 inches
3 feet
5 feet
None inches
0 feet
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
Frictional Head Losses
0.68 gpm
44
29.8 gpm
4
0.4
4.7 fps
4.7 fps
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
Pipe Volumes
6.2 feet
5.2 feet
6.9 feet
1.5 feet
0.1 feet
0.1 feet
0.0 feet
0.0 feet
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
Minimum Pump Requirements
10.7 gals
3.2 gals
0.9 gals
12.7 gals
10.7 gals
16.8 gals
Design Flow Rate
Total Dynamic Head
491h
*it
6 f 9 T r
29.8 gpm
35.1 feet
300
250
200
O
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To
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100
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PumpData
5
10 15 20 25
Net Discharge (gpm)
PF3005 High Head Effluent Pump
30 GPM, 1/2HP
115/230V 10 60Hz, 200V 30 60Hz
PF3007 High Head Effluent Pump
30 GPM, 3/4HP
230V 10 60Hz, 200/460V 30 60Hz
PF3010 High Head Effluent Pump
30 GPM, 1 HP
230V 10 60Hz, 200/460V 30 60Hz
PF3015 High Head Effluent Pump
30 GPM, 1-1/2HP
230V 10 60Hz, 200/230/460V 30 60Hz
Legend
30
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Account R111557
Number
Parcel 239312302005
Number
Acres 6
Land SgFt 0
Tax Area 011
2019 Mill 76.2090
Levy
Physical
Address
Owner
Address
Date created: 7/9/2020
Last Data Uploaded: 7/9/2020 2:10:11 AM
Developed by�i Schneider
GE OSPATIAL
4972 113 COUNTY RD
CARBONDALE
TENBROOK,JOANNA& NATONIEWSKI,
AARON
4972 COUNTY ROAD 113
CARBONDALE CO 81623
2019 Total Actual
Value
81623
Overview
Legend
. Parcels
Roads
Parcel/Account
Numbers
Highways
= Limited Access
— Highway
Major Road
Local Road
Minor Road
Other Road
Ramp
Ferry
Pedestrian Way
Owner Name
Lakes & Rivers
— County Boundary
Line
$600,270 Last 2 Sales
Date
6/12/2014
6/12/2014
Price
$0
$0
LOT 6
ALC
LS# 11204
SI!k SUJ?VRY
LOT 5
COTTON'' OOD HOLLOW SUBDIVISION
GARFIELD COUNTY, COLORADO
25.0'
COUNTY SETBACK
ALC
LS# 11204
�� ROPE 113
COUN
EDGE OF P AVEME
ALC
LS# 11204
PROPANE
TANK
LOT 4
LOT 11
2
9
ALC
LS# 11204
LOT 7
❑ 25 50 100
1" = 50'
NOTES
1) LEGAL DESCRIPTION:
LOT 5, COTTONWOOD HOLLOW SUBDIVISION, ACCORDING TO THE PLAT RECORDED OCTOBER 1,
1984 AS RECEPTION NO. 356154, COUNTY OF GARFIELD, STATE OF COLORADO.
2) BASIS OF BEARING:
A BEARING OF N7616'37"E BETWEEN A FOUND REBAR AND ALC LS# 11204 AT THE N.W
PROPERTY CORNER AND A FOUND REBAR AND ALC LS# 11204 AT THE N.E. PROPERTY
CORNER.
3) THIS SURVEY DOES NOT CONSTITUTE A TITLE SEARCH BY THIS SURVEYOR. TITLE
INFORMATION RELIED UPON FOR THE PREPARATION OF THIS SURVEY FURNISHED BY
ASSURED TITLE AGENCY, LLC, FILE NO. 00031421-001-MS1, DATED 03/19/2012.
4) UNIT OF MEASUREMENT FOR THIS SURVEY IS THE U.S. SURVEY FOOT.
5) POSTED ADDRESS IS 4972 COUNTY ROAD 113.
LEGEND
® INDICATES FOUND MONUMENT AS DESCRIBED.
c
EM
0
ALC 11/4" ALUMINUM CAP ON #5 REBAR
POWER POLE
SEPTIC MANHOLE
ELECTRIC METER
WELLHEAD
-OUL-
OVERHEAD UTILITY LINE
FENCE LINE
❑ UTILITY RISERS
SURVEYOR'S CERTIFICATE
I, MICHAEL P. LAFFERTY, HEREBY CERTIFY THAT THIS MAP ACCURATELY DEPICTS SITE
SURVEY PERFORMED UNDER MY SUPERVISION ON 03/2020 OF THE ABOVE DESCRIBED
PARCEL OF LAND. THE LOCATION AND DIMENSIONS OF ALL IMPROVEMENTS, EASEMENTS,
RIGHTS-OF-WAY IN EVIDENCE OR KNOWN TO ME AND ENCROACHMENTS BY OR ON THESE
PREMISES ARE ACCURATELY SHOWN.
MICHAEL P. LAFFERTY PLS. # 37972
1 ASPEN
SU IVEY
1 WWW.ASPENSURVEY.NET
210 S. Galena St, #22 Aspen, CO 81611
970.925.3816 contact@aspensurvey.net
DATE SURVEYED: 03/2012
REVISED: 03/2020
FILE NO: 200323
CLIENT`. NATONIEWSKI
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 the certification shown hereon.