HomeMy WebLinkAbout657 Escalante - 239127204004INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION
P.O. Box 179 - 500 Broadway • Eagle, CO 81631
Telephone: (970) 328-8755
COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 1951-00 BP NO. 13023
OWNER: BRADY AND BARBARA JAX PHONE: (970) 963-5550
MAILING ADDRESS: P.O. BOX 845 BASALT, CO 81621
APPLICANT: BRADY JAX PHONE: (970) 920-5310
SYSTEM LOCATION: 657 ESCALANTE, CARBONDALE, CO 81623 TAX PARCEL NO. 2391-272-04-004
LICENSED INSTALLER: ZAMORA EXCAVATING, INC., JOE ZAMORA LICENSE NO. PHONE: (970) 963-1399
DESIGN ENGINEER: HP GEOTECHNICAL, INC. SOILS WORK ONLY PHONE NO. (970) 945-7988
INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: MINIMUM REQUIREMENTS FOR 3 BEDROOM RESIDENCE
1000 GALLON SEPTIC TANK 1500 SQUARE FEET OF ABSORPTION AREA VIA 49 INFILTRATOR UNITS AS REQUESTED BY INSTALLER.
SPECIAL REQUIREMENTS: INSTALL IN SERIAL DISTRIBUTION IN TRENCHES, WITH A CLEANOUT BETWEEN THE TANK AND THE HOUSE AND IN-
SPECTION PORTALS IN EACH TRENCH. RAKE ALL TRENCH SURFACES TO PREVENT SMEARING OF SOILS. AND DO NOT INSTALL IN WET WEATHER.
INSTALL TRENCHES ALONG CONTOURS IN THE AREA WHERE THE PERC TEST WAS DONE. BE SURE TO MAINTAIN ALL SETBACK REQUIREMENTS.
CALL EAGLE COUNTY ENVIRONMENTAL HEALTH FOR FINAL INSPECTION PRIOR TO BACK FILLING ANY PART OF THE INSTALLATION. THE
BUILDING CERTIFICATE OF OCCUPANCY WILL NOT BE ISSSUED UNTIL THE SEPTIC SYSTEM HAS BEEN INSPECTED AND APPROVED.
ENVIRONMENTAL HEALTH APPROVAL: klO,�,yU z4y DATE: MARCH 29, 2000
CONDITIONS:
1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS,
ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25-10-104, 1973, AS AMENDED.
2. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING
REQUIREMENTS. CONNECTION TO, OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL
AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT, AND WILL RESULT IN BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT.
3. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO
BE LICENSED.
FINAL APPROVAL OF SYSTEM (TO BE COMPLETED BY INSPECTOR):
NO SYSTEM SHALL BE DEEMED TO BE IN COMPLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS UNTIL THE SYSTEM
IS APPROVED PRIOR TO COVERING ANY PORTION OF THE SYSTEM.
INSTALLED ABSORPTION OR DISPERSAL AREA: 1500 SQUARE FEET (VIA 49_EQ36 U INFILTRATOR UNITS )
INSTALLED CONCRETE SEPTIC TANK: 1 2 50 GALLONS IS LOCATED 126 DEGREES AND 22 FEET INCHES
FROM THE CLEANOUT UNDER THE DECK
COMMENTS: FINAL INSPECTION WAS DONE BY LAURA FAWCETT ON JULY 24, 2000- TTiF�:TANKI ;TH LARGE
ENOUGH FOR A 4 BEDROOM RESIDENCE, BUT THE LEACH FIELD IS ONLY LARGE ENOUGH FOR 3 BEDROOMS.
ANY ITEM NOT MEETING REQUIREMENTS WILL BE CORRECTED BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS
COMPLETED.
ENVIRONMENTAL HEALTH APPROVALG DATE: JULY 26, 2000
1;,j-:E.NUIR0NMENTAL HEALTH Mar-,.2-99 11 ".031av
Incomplete Applications WilNOT Bt,
(site Plan MST be attached)
fr-1m 3280349->970 920 530-e,
Accepted
VDS Permit #
Builcling Permit #
Page 3/ ?
APPL14CATION rOR ZNDMIDUAL MAGS DXWWAL SYST3W
)~,4VTRONMENTAL H2ALTH OFFICE - EXYT-2 CO=Ty
P. 0. BOX 179
EAGLE, CO 81631
328-8'75b/927-3523 (91 Jebel)
PERMIT APPLICAWON FRY6 $150,00, ARCOL4TION TEST FEE �200 00 ie
RVITTMCS COUNTY TRIMUREA11
pHoNp
MAILTW ADDRESS-. '&WA, :q6,3 ia
PHONE:A?PLICANT/CQ,1TVkQTPERSON:
LIG1914att .9Y3-T9MA1 CONTRACTOR, .RL
COMPANY/bgA hs
PERMIT APPTj�:CATION IS PC-R.' ',.X) !\Ir,,W INSTALL; T f ALTERATION 1 RZPAIR
+ OCATIOZ4 Ov P.ROPOSEL) WDIV %"LUAL
Legal n!j:zriptioli: 10:�Lc L-VeA
Tax Parcel Number" size
physic&.! Ac1dress., �,scclt!-Af —C4 CO- 21613
SVILDW TYPE; (Check applicable cate5ovy)
Roijidential/Sin5,10 Number of Be6:�„.Ootlwj
Number of 2Q&'Q0M0
Type
TYPO OP WATERSUPPLY;(check &ppllcable category)
well; Spring Svrf at
0
Pub' ic Name Of Suyyl.: '-A/": CUP eA&ft-
*These syster-o re desiv_.A by 1,
SIGNATURE: Date
AMOUNT PAID
RECEIPT #:
CHECK 0
CASHIER:
Community Development Department
(970)328-8730
FAX (970) 328-7185
TDD (970) 328-8797
Email: eccmdeva@vail.net
http: //www.eagle-county.com
July 26, 2000
Brady and Barbara Jax
P.O. Box 845
Basalt, CO 81621
EAGLE COUNTY, COLORADO
Eagle County Building
P.O. Box 179
500 Broadway
Eagle, Colorado 81631-0179
RE: Final of ISDS Permit #1951-00, Tax Parcel #2391-272-04-004. Property location: 657
Escalante, Carbondale CO.
Dear Mr. & Mrs. Jax:
This letter is to inform you that the above referenced ISDS Permit has been inspected and
finalized. Enclosed is a copy to retain for your records. This permit does not indicate
compliance with any other Eagle County requirements. Also enclosed is a brochure regarding
the care of your septic system.
Be aware that later changes to your building may require appropriate alterations of your septic
system.
If you have any questions regarding this permit, please contact the Eagle County Environmental
Health Division at (970) 328-8755.
Sincerely,
Janet Kohl
Environmental Health Department
Eagle County Community Development
ENCL: Informational Brochure
Final ISDS Permit
cc: files
Community Development Department
(970)328-8730
FAX (970) 328-7185
TDD (970) 328-8797
Email: eccmdeva@vail.net
http: //www.eagle-county.com
DATE: March 29, 2000
EAGLE COUNTY, COLORADO
Eagle County Building
P.O. Box 179
500 Broadway
Eagle, Colorado 81631-0179
TO: Zamora Excavating
FROM: Environmental Health Division
RE: Issuance of Individual Sewage Disposal System Permit #1951-00, Tax Parcel
#2391-272-04-004. Property Location: 657 Escalante Rd., Carbondale, Jax
residence.
Enclosed is your ISDS Permit No. 1951-00. It is valid for 120 days. The enclosed copy of the
permit must be posted at the installation site. Any changes in plans or specifications invalidates
the permit unless otherwise approved. If you have not been contracted to install this system
please contact Eagle County Environmental Health.
Also enclosed is the ISDS Final Inspection Completeness Form. The items on this form need
to be completed before you call for your final inspection. Also, please note any special
conditions which may have been placed on the permit. Do not back fill any part of the
installation until it has been inspected. If all items are not completed, a reinspection fee of
$42.50 must be paid before a reinspection is made.
Please call our office well in advance to allow for scheduling of final inspection. Your building
permit TCO will not be issued until final approval has been given for the ISDS Permit.
Permit specifications are minimum requirements only, and should be brought to the property
owner's attention.
This permit does not indicate conformance with other Eagle County requirements.
If you have any questions, please feel free to contact the Environmental Health Division at 328-
8755.
cc: files
Enclosures: ISDS permit # 1951-00; ISDS Final Inspection Completeness Form
Hepworth-Pawlak Geotechnical, Inc.
go'f
5020 County Road 154
G o tec Glenwood Springs, Colorado 81601
Phone: 970-94577988
Fax:970-945-8454
hpgeo@hpgeotech.com
June 29, 1999
Brady Jax
712 Evans Court
Basalt, Colorado 81621 Job No. 199 387
Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed
Residence, Lot 9, Refilling of Lots 25-29, Aspen Mesa Estates, 657
Escalante Road, Eagle County, Colorado
Dear Mr. Jax:
As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study and
percolation test for foundation and septic disposal designs at the subject site. The study
was conducted in accordance with our agreement for geotechnical engineering services
to you dated May 11, 1999, The data obtained and our recommendations based on the
proposed construction and subsurface conditions encountered are presented in this
report.
Proposed Construction: The proposed residence will be a two story wood frame
structure over a walkout basement located on the site as shown on Fig. 1. A detached
garage will be built to the northwest of the residence. Ground floors are proposed to be
slab -on -grade. The residence is planned to be stepped into the east facing hillside and
involve cut depths between about 4 to 8 feet. Foundation loadings for this type of
construction are assumed to be relatively light and typical of the proposed type of
construction. The septic disposal system is proposed to be located downhill to the
southeast of the residence.
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 was vacant at the time of our field work. The ground.
surface slopes moderately steep down to the east at grades up to about 20 % . The lot is
vegetated with juniper and pinon trees, sagebrush, grass and weeds. Some basalt
boulders are exposed on the ground surface.
Brady Jax
June 29, 1999
Page 2
Subsurface Conditions: The subsurface conditions at the site were evaluated by
excavating two exploratory pits in the building area and one profile pit in the septic
disposal area at the approximate locations shown on Fig. 1. The logs of the pits are
presented on Fig. 2. The subsoils encountered, below about 1 to 11/2 feet of topsoil,
consist of stiff to very stiff sandy silty clay. Relatively dense basalt fragments in a silty
sand matrix was encountered at a depth of 2 feet and 61/2 feet in Pits 1 and 2,
respectively. Results of swell -consolidation testing performed on a relatively
undisturbed sample of the clay, presented on Fig. 3, indicate low to moderate
compressibility under conditions of loading and wetting. No free 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 1,500 psf for support of the proposed residence and garage. The clay soils
tend to compress after wetting and there could be some post -construction foundation
settlement. The settlement would be differential between footings bearing on the more
granular soils and footings bearing on the clay. Footings should be a minimum width of
18 inches for continuous walls and 2 feet for columns. 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. Exterior
footings should be provided with adequate cover above their bearing elevations for frost
protection. Placement of footings at least 42 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 12 feet.
Foundation walls acting as retaining structures should be designed to resist a lateral
earth pressure based on an equivalent fluid unit weight of at least 50 pcf for the on -site
soil as backfill.
Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support
lightly loaded slab -on -grade construction. The clay soils are compressible when wetted.
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
H-P GEOTECH
Brady Jax
June 29, 1999
Page 3
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 the area and where clay soils are present 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 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 11/2 feet deep. An impervious
membrane such as 20 mil PVC should be placed beneath the drain gravel in a trough
shape and attached to the foundation wall with mastic to prevent wetting of the bearing
soils.
Surface Drainage: The following drainage precautions should be observed during
construction and maintained at all times after the residence and garage have 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 % of the maximum standard
H-P GEOTECH
Brady Jax
June 29, 1999
Page 4
Proctor density in landscape. areas. Free -draining- wall backfill should be
capped with about I 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 residence.
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 10 feet from the building.
Percolation Testing: Percolation tests were conducted on May 20 and 21, 1999 to
evaluate the feasibility of an infiltration septic disposal system at the site.. One profile
pit and three percolation holes had been dug prior to our arrival at the locations shown
on Fig. 1. The test holes (nominal 12 inch diameter by 12 inch deep) were hand dug at
the bottom of shallow backhoe pits and were soaked with water one day prior to testing.
Test holes P-1 and P-3 had been backfilled by others and had to be redug and soaked on
May 20, 1999. The soils exposed in the percolation holes are similar to those exposed
in the Profile Pit shown on Fig. 2 and consist of about 11/a feet of topsoil overlying stiff
sandy silty clay. The percolation test results are presented in Table II. The percolation
test results indicate an infiltration rate between 20 and 60 minutes per inch with and
average of 37 minutes per inch. Based on the subsurface conditions encountered and the
percolation test results, the tested area should be suitable for a conventional 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 expressed 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 Fig. 1, the proposed type of construction and our experience in
the area. Our findings include interpolation and extrapolation of the subsurface
conditions identified at the exploratory pits and variations in the subsurface conditions
H-P GEOTECH
Brady Jax
June 29, 1999
Page 5
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.
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. Significant 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.
Sincerely,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
Jordy Z. AdamsonJr.'.
Reviewed By: ,
Steven L. Pawlak, P.E.
JZA/ksm
attachments
a�� i ''M1y'•:
H—P GEOTECH
PROPERTY
BOUNDARY
EQUESTRIAN /
EASEMENT
SETBACK PROPOSED
)� GARAGE �
1 r
r 1
PIT 1 1
/-� PROPOSED /
( RESIDENCE 1
/ 1
/ J
/ PIT 2 ® /
1
240
P 1 1
o r
P 20 /
"_. .
/ 230
P 3 Q
PROFILE /
PIT
1
J
1
�- 220
250
l
Aw-
/ APPROXIMATE SCALE
1" = 30' .
199 387 I HE WORTH - P ZINC LOCATION OF EXPLORATORY PITS I Fig. 1
PIT 1
PIT 2
ELEV. = 252'
ELEV. = 243'
0
�0• .2
We=15.8
.ON -
00=110
Q
.o •;
-200=94
5
s.O+• 4.
-C
_
NP 11.4
WC=14.5
DD=102
Im
LEGEND
PROFILE PIT
ELEV. = 229'
TOPSOIL; sandy silty clay, scattered basalt fragments, organic, firm, moist, dark brown.
CLAY (CL); silty, slightly sandy, stiff to very stiff, slightly moist to moist, reddish brown.
BASALT GRAVEL, COBBLES AND BOULDERS (GM); in a silty sand matrix, dense,
P{b
slightly moist, light brown, calcareous cementation.
2" Diameter hand driven liner sample.
Disturbed bulk sample.
Practical backhoe refusal on cemented basalt rock.
NOTES:
1. Exploratory pits were excavated on May 17 and 18, 1999 with a backhoe.
n
2. Locations of exploratory pits were measured approximately by pacing from features "on the site
plan provided.
3. Elevations of the exploratory pits were obtained by interpolation between contours on the site plan
provided. Logs are drawn to depth.
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.
Fluctuations in water level may occur with time.
7. Laboratory Testing Results:
WC = Water Content ( %) —200 = Percent passing No. 200 sieve
DD = Dry Density ( pcf) NP = Nonplastic
199 387 HEPWORTH - PAWLAK LOGS OF EXPLORATORY PITS Fig. 2
GEOTECHNICAL, INC.
Moisture Content = 14.5 percent
Dry Density Weight = 102 pcf
Sample of: Sandy Silty Clay
From: Pit 2 at 6 Feet
0
1
No movement
upon
2
wetting
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N
3
Q
0
4
U
5
6
0.1
1.0 10 100
APPLIED PRESSURE — ksf
199
387
HEPWORTH — PAWLAK
GEOTECHN.ICAL, INC.
SWELL —CONSOLIDATION TEST RESULTS
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TABLE II
PERCOLATION TEST RESULTS AnR Nn I as 15Z-7
HOLE NO.
HOLE DEPTH
(INCHES)
LENGTH OF
INTERVAL
(MIN) •
WATER DEPTH
AT START OF
INTERVAL
(INCHES)
WATER DEPTH
AT END OF
INTERVAL
(INCHES)
DROP IN
WATER
LEVEL
(INCHES)
AVERAGE
PERCOLATION
RATE
(MIN./INCH)
P-1
38
15
water added
11
8 1 /2
2 1 /2
20
8 1/2
6 1/2
2
6 1/2
4 1/2
2
4 1/2
3 1/2
1
9 1/2
8 3/4
3/4
8 3/4
8
3/4
8
7 1/4
314
7114
6 1/2
3/4
P-2
45
15
water added
11 3/4
8 3/4
3
30
8314
6 3/4
2
6 3/4
5
1 3/4
5
4114
3/4
4 1/4
3 1/2
3/4
8 1/4
7 1/4
1
7 1/4
6 3/4
1/2
6 3/4
6 1/4
1/2
P-3
39
15
10314
9 1 /4
1 1/2
60
9 1/4
8
1 1/4
8
7
1
7
6114
3/4
6114
5 3/4
1/2
5 3/4
5 1/2
1/4
5 1/2
5 1/4
1/4
5 1 /4
5
1/4
NOTE: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on May 19, 1999. Test holes P-1 and .
P-3 had been backfilled by others and had to be redug and soaked on May 20, 1999. Percolation tests were conducted
on May 20 and 21, 1999. The average percolation rate was based on the last two readings of each test.
ISDS Permit # + �lSI-Od Date -71A��oo
ISDS Final Inspection
Cgnleteness Form
L Tank is /.Z Z) gal, Tank Material a0X&v-
1� Tank is/ located -a2 ft. and t2&' degrees from 2.. •°.i x? "
1per�aaent lanamarkl
Tank is located ft. and degrees from
Ipermanant landmark)
Tank set level. � Tank lids within Sn of finished grade.
Size of field ft2 units lineal ft.
technology q
v Cleanout is installed in between tank and house(+ 1/100ft).
There is a "T" that goes down 14 inches in the inlet and
outlet of the tank:
V Inlet.and outlet is sealed with tar ,tape,. rubber gasket etc.
Tank 1has�.two compartments with the._4+:arger•....cartment closest to the
house.
.. Neabuxe; di4tance and relative direict�a
Depth of fiel—
ft. _....
Soil interface raked.
Inspection portals at the .end of each trench...
Proper distance to setbacks.
Chambers properly installed as per manufacturers specifications.
(Chambers latched, end plates properly installed, rocks removed from
trenches, etc.)
Type of pipe used for building sewer line SD P 3 S , leach field 3Dif-
Other
Inspection meets requirements.
Copy form to installer's file if recommendations for improvement were
suggested.
ACTION TAKEN:
Setbacks
Well Potable House Property Lake Dry Tank Drain
Water Lines line Stream Gulch
Field 100 25 20 10 50 25 10 10
Talk 50 10 5 10 50 10 * 10
EAGLE -COUNTY ENV. HEALTH JOB
P.O. BOX 179 SHEET NO. OF
EAGLE, CO 81631 CALCULATEDBY DATE
CHECKED BY DATE
1951-00 Tax #2391-272-04-004
Lot #9, Filing I JAX
JOB NAME Aspen Mesa Estates
657 Escalante, Carbondale
JOB NO.
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DAT7ST RTED
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