HomeMy WebLinkAboutEngineer's OWTS Design Planr s
ti I�:P7`IC C'O\�ii�L1 I\C�
February 24, 2022
CBO INC.
129 CAINS LANE
CARBONDALE, CO 81623
970.309.5259
OARLA.OSTBERG@GM AI L.COM
Project No. C1697
Tom Lester
to m I . ieste rdev elopme nt. coni
Onsite Wastewater Treatment System (OWTS) Preliminary Planning
TBD Skipper Drive
Garfield County, Colorado
Tom,
CBO Inc. has visited the subject property to assess onsite wastewater treatment system (OWTS)
alternatives for the existing and proposed development on the property. There was significant snow
cover at the time of our visit.
The 4.945-acre property is located outside of Carbondale, in an area where OWTSs are necessary. The
legal description of the property is as follows:
Section: 29 Township: 7 Range: 87 Subdivision: STIRLING RANCH PUD Lot: 5
Parcel ID: 2391-293-05-005
EXISTING CONDITIONS
The property is currently undeveloped. A 5-bedroom single-family residence is proposed.
The proposed development will be served potable water by a community water system. The water line
will enter the property from the subdivision road to the north. No OWTS component will come within 25-
feet of any water line.
The proposed STA will be located to the southeast of the proposed residence. The area is vegetated
with native grasses, sage, and pinion trees and has an approximate 15% slope to the southeast.
SOILS
The subsurface was investigated by both All Service Septic and HP Geotech in 2006. All Service Septic
documents their findings in a report dated October 18, 2006, Project No. 1263 (enclosed). One Test Pit
was excavated and three percolation tests were run. The Test Pit consisted of silty clayey, silty sand to
1.5-feet, underlain by colluvial cobbles and small boulders in a silty sand matrix to a maximum depth
explored of 8.5-feet. No groundwater or bedrock was encountered. Percolation tests ranged from 8 to
27 minutes per inch(MPI) with an average of 18 MPI.
HP Geotech documents their findings in a report dated October 16, 2006, Job No 106 0877 (enclosed).
One Profile Pit was excavated in the proposed STA. The Profile Pit consisted of topsoil to 1.0-feet,
underlain by basalt cobbles and boulders in a silt and sand matrix, medium dense to dense, slightly moist
to moist, light brown to white calcareous. A gradation was taken from a sample of the soil taken 7 to 8-
feet below grade from Pit 1 (excavated north of the proposed foundation) and resulted in 53% gravel,
22% sand, and 25% silt and clay.
Page 2
These results are consistent with soils typical in this area. For preliminary planning purposes, we are
classifying the soils as Soil Type 2. A long-term acceptance rate (LTAR) of 0.6 gallons per square foot
will be used to design the OWTS. Prior to completion of the final OWTS design, a subsurface
evaluation meeting the requirements outlined in current OWTS regulation will be required.
PRELMINARY OWTS DESIGN
Design Calculations:
3 bedrooms x 75 GPD/person x 2 ppl/bedroom + 150 GPD (4th and 5th bedrooms) = 600 GPD
600 GPD / 0.6 gal/SF = 1000 SF
1000 SF x 1.0 (gravity trenches) x 0.7 (chambers) = 700 SF
700 SF / 12 SF/chamber = min. 59 "Quick 4' Infiltrator® chambers
The proposed OWTS will accommodate 5-bedrooms in the residence.
The proposed OWTS will consist of a 1500-gallon, two -compartment septic tank with an Orenco®
Biotube Effluent filter. Effluent will gravity flow to a distribution box and then to four gravelless chamber
trenches, each with 15 `Quick 4' Infiltrator® chambers for a total of 60 chambers and 720 SF of infiltrative
area.
Please call with questions.
Sincerely,
CBO Inc.
ow,- O's-4t'A's
Carla Ostberg, MPH, REHS
m � �
ao'o
3 �� v
m m -S
0 o O N
o C
CD
r
�o r
0
vv v
m N m
(U
`GC:r a N
Q N
O n o
Wtj
O N
C T
(D
m CD
O
T
r -a n p
�3c�
— Z Z
0
m
N T
aZ,,c�
_
�� Z
m<O�
Z C
p -U
p
0
Az=m
N Z C
N
N m
v_
z
E
0
z
m 2DZ�
02;oDZ 710=
m Omwmlm
c c
�oomvmm
�mCD;upD
OO Cz
Z. -nO0R
Z m Z, I O
mw En 0
0.-iv-np
Xmmc_ O
0 m055AO
A xO S O w
m-
lzZO�
�O M. C)M
Mw
XZ�OcO
D w0zmK
Hamm{z
O y T p S
z o FZ c m w
nNC.) I
�z
OZl OD
m z N m
w w
.1 `y
OZ
z
m O
0
O
z
N 3
d�0 1 1
tl �IJ n l
Q V N N `I
�iP pro C
coo r
°•tea
0
3 \.
21
r
rn
a _ XN
i d m
mX f
Z o-
no
m g
OPP
54 n p -a
Z n � m
c o cr i(33
3 ? v
CCC ..
0
p N
o
o o
V o a)
(
K A
r
SCR
ZZ!�
o�
�o
�Ta
0 0 1.
r
ZT :
r
cn
O
Hymn
zo
�1
m
y*
00
m
1aTi=n
Tn
_v
O3:
coWA
ZD
_TTx
1mC-
Co
co
M
m
m�
<
ZO
nu-4
Z
(l)Z
I
W
n
KZD
Z1
"
Wm
nm
rxn:U
Z
WWn
mx
yw
Z
W
mm
X
m
m
Z
O
Wpmm m
m(n
0m
m
z
1
ZT
pm
1A
X�
m
m
p�
X
O
�m
D
�O
m
-
n
x
_
�
Z 1
Z11
n
x
m
Z
n
x
b LLI
'J (1�y45ti454
10 : y wv-. u s
OCT-23-2N6 15:25 From:HP-GEOTECH
}{,•I,�,,ni1+ I's�sIiL 0cosechm_.11, Irn
5.}�:Z C .nnNl ii,ri.l 15�
I'i•wnw 070Q15 aiR,>
G Of *t .'k' 97LI )45
HEPWORTH-PAWLAK GEOTECHNICAL -M d: hpwi,iD�Nr''Fr.h r.sns
October 16, 2006
Jon Burnett
P.O. Box 6
Carbondale, Colorado 81623 Job No.106 0877
Design, Proposed Kesidence, Lot 5, Stirling
Subject: 6ubsoil study for f bundatian
Ranch P.U.D., Garfield County, Colorado
Dear Mr. Burnett:
As requested, Ilepworth-Pawlak (ieotechnical,lnc. performed a subsoil study far desigi►
of foundations at the subject site. The study was conducted in accordance with our
agreement for geotechnical en6dneering services to you dated October 5, 2006. The data
obtained and our recommendations based on the proposed construction and subsurface
conditions encountered are presented in this report.
proposed Constrnc&u-. The proposed residence will be a two story wood frame
structure above a crawlspace with an attached garage. The budding footprint is shown on
Figure 1. Garage floor will be slab -on -grade. Cut depths are expected to range between
about 2 to 4 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 site is located on the south side of Skipper Drive. Vegetation
consists of pinion and juniper trees with sage brush, grass and weeds. The ground surface
is relatively flat in the building area and moderately steep down to the west and east with
grades of about 20 to 25 percent. Basalt cobbles and houlders are visible on the ground
surface.
Parker 303-841-7119 • Colorado Sprrnp 719-633-5562 + Sllverrhorne 970-468.1959
.� . w ..wu �.J �u � r �rrr• r n �,uu r udr i � r u� .�.� . v • � r yr..ti.rru r .. . � �
-2-
Subsurface Conditions: The subsurface conditions at the site were evaluated by
excavating two exploratory pits in the building area and a profile pit in the septic disposal
area at the approximate locarions shown on figure 1. The logs of the pits are presented
on Figure 2. The subsoils encountered, below about one foot of topsoil, consist of basalt
cobbles and boulders in a silt and sand matrix. Results of a gradation analysis performed
on a sample of basalt gravel (minus 5 inch fi•action) obtained from the site are presented
on Figure 3. No fi-ee water was observed in the pits at the time of excavation and the soils
were slightly moist to moist.
Foundation Recommendations: Considering the subsoil conditions encountered in the
exploratory pits and the nature of the proposed construction, we recommend spread
footings placed on the undisturbed natural soil designed for an allowable soil bearing
pressure of 2,000 psf for support of the proposed residence. The matrix soils tend to
compress after wetting and there could be some post -construction foundation settlement.
Footings should be a minimum width of 16 inches for continuous walls and 2 feet for
columns. Utility trenches and deep cut areas may require rock excavating techniques
such as chipping or blasting. Loose and disturbed soils encountered at the foundation
bearing level within the excavation should be removed and the footing bearing level
extended down to the undisturbed natural soils_ Voids created from boulder removal at
footing grade should be filled with a structural material such as road base compacted to
95 percent standard Proctor density at a moisture content near optimum. 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 reinforced top and bottom to
span local anomalies such as by assuming an unsupported length of at least 10 feet.
Foundation was acting as retaining structures should be designed to resist a lateral earth
pressure based on an equivalent fluid unit weight of at least 50 pef for the on -site soil as
backfill.
lob No. i06 0877 C,+3�c�beGh
ul. 1 -C.3-L'OUb lt5; o f F r om: Hr-l7Gu 1 Lk_m ti t 177 JL9`IJ i 1 0: 7 r u7: OiJJ r J
-3-
Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support lightly
loaded slab -on -grade construction. To reduce the effects of some differential movement,
floor slabs should be scparatcd 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 can
consist of the on -site soils devoid of vegetation, topsoil and oversized rock.
Underdrain System: Although free water was not encountered during our exploration, it
has been our experience in mountainous areas that local perched groundwater can develop
during times of heavy precipitation or seasonal runoff. Frozen ground during spring
runoff can create a perched condition. We recommend below -grade construction, such as
retaining walls and crawlspacc arcas, be protectcd 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 I 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'/o passing the No. 4 sieve and have a maximum size of 2 inches. The
drain gravel backfilI should be at least 1 %: feet deep -
Job N& 1 O6OM
Ul. I -ei-ewub i': ed f r om: W-UhU I tl.H �J (bye4tk:H59 I o : 9 709360375 P. 5'9
-4-
Surface Drainage: The following drainage precautions should be observed during
construction and maintained at all times after the residence has been completed:
1) Inundation of the foundation excavations and underslab areas should be
avoided during construction.
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% ol'the maximum standard
Proctor density in landscape areas. Free -draining wall backfill should be
capped with about 2 feet of the on-si.e, 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.
4) Roof downspouts and drains should discharge well beyond the limits of all
backfill.
5) Landscaping which requires regular heavy irrigation should be located at
least 5 feet from the building. Consideration should be given to the use of
xeriscape to limit potential wetting of the matrix soils below the
foundation caused by irrigation.
Unitations: 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 I 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 fuVare. If the client is concerned about MOBC, then a professional in
this special field of practice should be consulted. Our findings include interpolation and
Job No.106 OV7
OCT-23-2006 15:30 From:HP-GEOTECH 970945EH54 Io:yrby3bb.sr�
-5-
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 di fferent from those described in this
report, we should be notified at once so re-evaluation of the recommendations may be
made.
This report has been prepared for the exclusive use by our client for design purposes. We
are not responsible for technical interpretations by others of our information. As the
project evolves, we should provide continued consultation and field services during
construction to review and monitor the implementation of our recommendations, and to
verify that the recommendations have been appropriately interpreted. Sigrtificant design
changes may require additional analysis or modifications to the recommendations
presented herein. We recommend on -site observation of excavations and foundation
bearing strata and testing of structural fill by a representative of the geotechnical
engineer.
If you have any questions or if we may be of Further assistance, please let us know.
Respectfully Submitted,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
uis E. Eller
Reviewed by:
L.4� S.
Daniel E. Hardin, P.F.
LEE/ vad
attachments
Figure l — LocajMKmff"Zpioratory
Figure 2 — Logs of Exploratory Pits
Figure 3 — Gradation Test Results
Pits
cc: Patrick Stuckey Architects — Attn: Patrick Stuckey
Job No.106 0877 —
G
7165 7170
7160 /
loe
PIT 1
7160
f /
r
f PROPOSED RESIDENCE
f
7165
i
f f /
/ 7180 /
/ r I PR 2
f ` �
f
/ 7180
� r
7170 /
7175
APPROXIMATE SCALE
1" =4U'
7175
7175
/ PERC
/ HOLE
PROFILE
/ PIT
/ Q PMC
PERC ND
HOLE PROPOSED
SEPTIC
FIELD
106 W77 I !M I LOCATION OF EXPLORATORY PITS , Figure 1
PIT 1 PIT 2 vmLn-ILt rii
ELEV. = 7176' ELEV.— 717 P ELEV. = 7175'
0
0
.• U.
LL 5
5
1C
10
LEGEND:
® TOPSOIL; organic slit and clay, sandy, cobbles and boulders, firm, moist, dark brown.
BASALT COBBLES AND BOULDERS (GM); in a sill and sand matrix, medium dense to dense, slightly moist to
moist, light brown to white, calcareous.
Disturbed bulk sample.
NOTES:
1. Exploratory pits were observed on October 5, 2006 and had been dug with a backhoe prior to our site visit.
2. Locations of exploratory pits were measured approximately by pacing from features shown on the site plan
provided.
3. Elevations of exploratory pits were obtained by interpolation between contours shown on the site plan provided and
checked by instrument level.
4. The exploratory pit locations and elevations should be considered accurate only to the degree implied by the method
used.
5. The lines between materials shown on the exploratory pit logs represent the approximate boundaries between
material types and transitions may be gradual.
6. No free water was encountered in the pits at the time of excavating. Ructuation in water level may occur with tine.
7. Laboratory Testing Results:
+4 = Percent retained on the No. 4 sieve
-200 - Percent passing No. 200 sieve
1060877 �'. LOGS OF EXPLORATORY PITS I Figure 2
]R�
< < PO&K M4
.. &"roo0*W%C081M
Ph9706165033
RX303-216-2796
October 18, 2006
Patrick Stuckey
P.O. Box 532
Basalt, Colorado 81621
Onsite Wastewater System Design, Proposed Residence
Lot 5, Stirling Ranch Subdivision
0797 Skipper Drive
Garfield County, Colorado
Mr. Stuckey,
Project No. 1263
ALL SERVICE septic, LLC has performed a subsurface investigation and prepared an onsite
wastewater system (OWS) design for the subject residence. The subsluFace investigation was
performed on October 4, 2006. The property is located in an area where OWS are necessary.
SITE CONDMONS
A five -bedroom residence and an A.D.U. are proposed as indicated on plans provided. The site is
currently vacant. The slope is approximately 5% to the southeast. Vegetation consists of a moderate
cover of native grasses with pifion trees and cacti. Water will be provided to the site by an onsite well
to be located greater than 100 feet from the proposed drain field area.
SUBSURFACE
The subsurface was investigated by excavating an 8.5-foot test pit near the proposed drain field location
as shown on attached plans. Three percolation holes were dug. Subsurfikee conditions consisted of
slightly clayey, silty, sand to 1.5 feet, underlain by colluvial cobbles and small boulders in a silty,
sand matrix to the maximum depth explored of 8.5 feet. Groundwater or bedrock was not
encountered. Percolation rates ranged f om 8 to 27 minutes per inch (MPI) with an average rate of 18
UPI.
DESIGN SPECIFICATIONS
The OWS design is based on 5 bedrooms for the main residence, I bedroom for the A.D.U., an
average sewage load of 1050 GPD, and a percolation rate of 18 UPI. The installation must include a.
1500-gallon, two -compartment, concrete septic tank with an effluent filter in the second compartment
at the main residence and a 1000-gallon, two -compartment, concrete septic tank with an effluent filter
in the second compartment at the A.D.U. Tank alternatives may be considered. Four gravelless
Onsite Wastewater Systems
Page 2
chamber -trenches must be installed as indicated on plans provided. Four rows of 18 `Quick 4'
chambers, for a total of 72 chambers and 705.6 ft of infiltrative area are required. Serial overflow
distribution should be used to distribute effluent. Construction must be according to the county ISDS
regulations, the septic permit provided by Garfield County Environmental Health Department, and this
design.
OPERATION INFORMATION AND MAINTENANCE
The surface of the drain field should be seeded upon completion. Vegetation is an important factor in
drain field performance. Erosion control should be practiced during and after construction. Geo-
fabrics or plastics should not be used over the drain field. Livestock should not graze on the drain
field. Plumbing fixtures should be checked to ensure that no additional water is being discharged to
OWS. For Example, a running toilet or leaky faucet can discharge hundreds of gallons of water a day
and harm a drain field.
The homeowner should pump the septic tank every two years and clean the effluent filter as needed.
Garbage disposal use should be minimized, and non -biodegradable materials should not be placed
into the OWS. Grease should not be placed in household drains. Loading from a water softener
should not be discharged into the OWS. No hazardous wastes should be directed into the OWS.
Mechanical room drains should not discharge into the OWS. The OWS is engineered for domestic
waste only. If easements have been encroached upon, it is the homeowner's responsibility to
understand potential issues. We can be contacted for information regarding easements.
ADDITIONAL CONSTRUCTION NOTES
If design includes a pump, air release valves and weep holes should be installed to allow pump lines
to drain to minimize risk of freezing. Excavation equipment must not drive in excavation of drain
field due to the potential to compact soil. Extensions should be placed on all septic tank components
to allow access to them from existing grade. Precast concrete tanks and distribution boxes should be
used, unless plastic or fiberglass is required. Septic tank risers should extend to grade. Access to all
tank compartments and distribution devices is optimal.
INSTALLATION OBSERVATIONS
ALL SERVICE septic, LLC, and the county must view the OWS during construction. The OWS'
observation should be performed before backfill, after placement of chambers and distribution pipes.
Septic tanks, distribution devices, pumps, dosing siphons, and other plumbing, as applicable, must
also be observed. ALL SERVICE septic, LLC should be notified 48 hours in advance to observe the
installation.
Onsite Wastewater Systems
Page 3
LBM:
Results are based on field investigations and data provided by the client. If soil, or any other
conditions, encountered are different from conditions described in report, ALL SERVICE septic,
LLC should be notified.
Please call with questions.
Sincerely,
ALL SERV septic, LLC
Timothy R. Petz
3 copies sent
Reviewed By:
Richard H.
PARTIAL SITE PLAN AND LOCATION OF
PERCOLATION HOLES
NOTE:
NO WELLS MAY BE
LLOCATED WITHIN 100' OF
PROPOSED DRAIN FIELD
/ / I
PROPOSED DRIVEWAY
PROP ED 5-BEDROOM RESIDENCE
SCALE
1' = 40'
NORTH
i
P oP . ED
AI FI D
R P-I TEST
PIT
i
i
P-3
P-2
PROPOSEDI-BEDROOM ADU
THE LOCATION OF EXISTING AND PROPOSED IMPROVEMENTS SHOWN HEREIN; AND THE WELL AND/OR DRAIN FIELD
LOCATIONS STAKED AT THE SITE; ARE NOT THE RESULT OF A PROPERTY SURVEY. IMPROVEMENT LOCATIONS
ARE APPROXIMATE. IT IS THE PROPERTY OWNER'S RESPONSIBILITY TO DEFINE PROPERTY BOUNDARIES AND
ENSURE ALL ONSITE IMPROVEMENTS ARE LOCATED WITHIN THE PLATTED SITE AND OUT OF INAPPROPRIATE
EASEMENTS. ALL SEPARATION DISTANCES ARE TO BE VERIFIED PRIOR TO EXCAVATION.
0797 SKIPPER DRIVE ALL PROJECT NO. 1263
GARFIELD COUNTY, COLORADO SERVICE SEPTIC, LLC FIGURE I
970-618�5033
W O = Y w ^ U)
-J Z W Z Q W U �� J J W O W
V 1 Z WO Z~~O ~ U Z�' QLLJ-i co
�Z ��Dw LU Z ~� �Qw>w=
Q _ 2 m
XW LL LL LL OU >. [L LL-(D N
3U OJW WWZ W wl- ZLYwHTr-
W fn Z � LY (n
U) F- Q O W Q� > } m0 > 0 O H O O
_ E _
� C pZFco
- (?mUOQ
o�� ` uiwaw30
0
A�
IN
r� LU
w
z
z
LL
O
J
w ,� Q
Z�w w
N
Z o U
D fr t
L�
wLL �>
u W
Q
W
J
� v
Q
0
I Zo
z
LLUU w
;r J
W U
cn =
op,cn
L- Q
� U
Y �
U Z
d W
g`kl<
ZZLLuu
._
mo o
�3W
C- V =
H
UF-O
Q _U LY
LU
�EL ~h-
J_
z in
W
F-
W LU
IX
Z j
2uw
W)
%D
N
o N
z LIJ
w D
O
a- LL
0
0
0
u w
0 Z
�D
LLJ 0
0- U
CL p
Y J
Cn LU
t\ V-
OQ
o cD
L^AIIV rILLL) Ur- II AILJ
f
DESIGN
5-BEDROOM RESIDENCE = 750 GPD
1-BEDROOM ADU = 300 GPD
TOTAL LOADING = q =1050 GALLONS PER DAY
PERCOLATION RATE = t =18 MINUTES PER INCH (MPI)
CALCULATED AREA = (1.5 X q X sgrtt15) = 1336 SF
MINIMUM AREA = 1146 SF X 50% REDUCTION = 668 SF
TYPICAL CROSS-SECTION - N.T.S.
1 WSDR 35 OBSERVATION/
ENT PIPE WITH CAP
4' MAX
L
6' MIN.
X, F1L TEP I1-7EL 1-L
_IE"E
;•IE"E
li-
PLAN VIEW - TYP.
4" EFFLUENT LINE
T(')T-L - FOUP TPEI IC:HES
-•:t FILL
TRENCH SPECIFICATIONS
WIDTH OF TRENCHES = 3 FEET =1 CHAMBER
LENGTH OF TRENCHES = 72 FEET =18 CHAMBERS
TOTAL NUMBER OF'QUICK4 CHAMBERS = 72
TOTAL INFILTRATIVE AREA = 705.6 SF
FOUR TOTAL TRENCHES
INFILTRATOR(R) QUICK4(TM) CUT SHEET
2'
(EFFECTIVE LENGTH)
BASALT BOULDERS REMOVED DURING
CONSTRUCTION SHOULD BE REPLACED WITH
COMPACTED SAND FILTER MATERIAL
3' J INFILTRATOR(R) QUICK4(TM)
--n r— 1'-4" CHAMBERS. 3' x 4'
I*]
4" PVC SERIAL
OVERFLOW LINES
QUICK4(TM) END CAPS
OBSERVATION/VENT PIPES (TYP.)
6' MIN.
1'-4"
1 v ruul 1 Iv1vrL , 11",-1 .
0797 SKIPPER DRIVE ALL PROJECT NO. 1263
GARFIELD COUNTY, COLORADO SERVICESEPTIC,IIC FIGURE 3
970.61&5033
1
'I
kCM
E
0
Q
0
N
0
U
W
>r
M .
0
RIC,
LU 0
U
CL 0
Uw
A
O U
i
` GARFIELD COUNTY ENVIRONMENTAL HEALTH DEPARTMENT
Percolation Test and Soils Data Form - TABLE 1 - PROJECT 1263
PROFILE PIT Date of Test: 10/04/06
0 -1.5' Sand, silty, slightly clayey, moist, dark brown, micaceous, root zone
1.5' - 8.5' Colluvial cobbles in a silty, sand matrix, moist, tan, white, calcareous
No Groundwater or Bedrock was Encountered
Hole Hole Intmal Measuraementat Mnasuvnentat Change (n.) Percolation Rabe
No. Depth (in.) (rain.) Siam of Interval End of Interval (min.fin.) MPI
(in) fn.)
1 36 10
3.88
6.13
2.25
10
3.63
5.25
1.63
10
5.25
6.63
1.38
10
6.63
7.75
1.13
10
7.75
8.50
0.75
10
8.50
9.00
0.50 20
2 29 10
2.50
5.50
3.00
10
2.13
4.38
2.25
10
2.50
4.13
1.63
10
4.13
5.00
0.88
10
5.00
5.50
0.50
10
5.50
5.88
0.38 27
3 31 10
2.25
4.88
2.63
10
2.00
4.25
2.25
10
4.25
6.25
2.00
10
2.25
4.50
2.25
10
4.50
6.25
1.75
10
6.25
7.50
1.25 8
AVG=IS
MPI
c
Tj1
W
F
I
i r i
•o*tee® ��._{�
a;
MI
f� ® 81 h \
dk
Rn
i
e
Mil
#N,,gPubIic.net Garfield County, CO
Account Number R008780 Physical Address OSKIPPER DR 2019Total Actual Value $275,000
Parcel Number 239129305005 CARBONDALE 81623
Acres 5 Owner Address SKIPPERDRIVELLC
Land SgFt 0 PO BOX 3302
Tax Area 011 ASPEN CO 81612
2019 Mill Levy 79.7760
Date created: 2/25/2022
Last Data Uploaded: 212512022 3:15.45 AM
Developed by4,1 Schneider
GE.;>;rnr i AL
Overview
Legend
❑ Parcels
Roads
Parcel/Account
Numbers
Highways
a Limited Access
— Highway
Major Road
-- Local Road
— Minor Road
Other Road
Ramp
Ferry
Pedestrian Way
Owner Name
Lakes & Rivers
— County Boundary
Line
Last 2 Sales
Date Price
9/15/2021 $0
7/19/2021 $0
2/24/22, 1:00 PM
gPublic.net - Garfield County, CO - Property Record Card: R008780
gPublic.net Garfield County, CO
Summary
Account
R008780
Parcel
239129305005
Property
0 SKIPPER DR, CARBONDALE. CO 81623
Address
Legal
Section: 29 Township: 7 Range: 87 Subdivision: STI RLI NG RANCH
Description
PUD Lot: 5 4.945 ACRES
Acres
4.945
Land SgFt
0
TaxArea
11
Mill Levy
79.7760
Subdivision
STIRLING RANCH PUD
View Map
Owner
SKIPPER DRIVE LLC
PO BOX 3302
ASPEN CO 81612
Land
Unit Type VACANT RESLOTS -0100(VACANT LAND)
Square Feet 0
Actual Values
Assessed Year
2021
2020
Land Actual
$275,000.00
$275,000.00
Improvement Actual
$0.00
$0.00
Total Actual
$275,000.00
$275,000.00
Assessed Values
Assessed Year
2021
2020
Land Assessed
$79,750.00
$79,750.00
Improvement Assessed
$0.00
$0.00
Total Assessed
$79.750.00
$79,750.00
Tax History
Tax Year
2021 2020 2019 2018
2017
Taxes Billed
$6,362.12 $6,024.16 $6,077.68 $5,482.96
$5,241.04
Click here toview he
Int r ati n for l h� a,rcel an the Gari�eld�,Qunt
T easur r' ti i e_
Transfers
Sale Date
Deed Type
Reception Number
Book - Page
Sale Price
9/15/2021
AFFIDAVIT
345827
635-813
$0
7/19/2021
PERSONAL REP DEED
344443
632-220
$0
3/29/2021
WARRANTY DEED
953404
$350.000
3/29/2021
STATEMENT OF AUTHORITY
953403
$0
7/31/2006
QUITCLAIM DEED
705103
1835-0160
$0
3/3/2006
WARRANTY DEED
693565
1778-2
$475,000
3/3/2006
STATEMENT OF AUTHORITY
693584
1778-1
$0
5/14/2002
DECLARATION
603327
1354-672
$0
5/13/2002
AGREEMENT
603326
1354-662
$0
1/15/2002
SPECIAL WARRANTY DEED
596038
1322-402
$0
1/15/2002
WARRANTY DEED
596037
1322-401
$5.500.000
7/3/2001
PERSONAL REP DEED
584536
1269-478
$0
11/26/1999
LETTERS
558189
1169-631
$0
12/2/1985
RESOLUTION
365025
679-804
$0
7/19/1983
QUITCLAIM DEED
344442
632-219
$0
4/7/1981
QUITCLAIM DEED
315719
574-304
$0
12/14/1970
WARRANTY DEED
248558
416-75
$26,000
Property Related Public Documents
Click here to view PropSLIX Related Public OccumenIs
https://gpub]ic.schneidercorp.com/Application.aspx?AppiD=1038&LayerlD=22381&PageTypeID=4&PagelD=9447&KeyValue=RO08780 1/2
2/24/22, 1:00 PM gPublic.net - Garfield County, CO - Property Record Card: R008780
No data available for the following modules: Buildings, Photos, Sketches.
The Garfield Countv Assessor's Office makes every effort to produce the most accurate information possible. No warranties, expressed or Developed by
implied are provided for the data herein. its use or interpretation. Data is subject to constant change and its accuracy and completeness Schneider
cannot be guaranteed. G E a S aA 7 1 AL
User Privacy Polity,
GDPR Privacy Notice
t Dala Upload: 2/24/2022 12:10:43 AM
Version 2.3.177
hftps;//qpublic.schneidercorp.com/Applicafion.aspx?ApplD=l 038&LayerlD=22381&PageTypelD=4&PageID=9447&KeyValue=R008780 2/2