HomeMy WebLinkAbout601 Vista Hi Dr - 239134101002INDIVIDUAL 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. 1805-98 BP NO. 12143
OWNER: NANCY DEVER PHONE: 90-963-1620
MAILING ADDRESS: P.O. BOX 2494, BASALT, CO 81621
APPLICANT: GEORGE DRAPER PHONE: 970-927-4062
SYSTEM LOCATION: 0241 VISTA HIGH, CARBONDALE, CO TAX PARCEL NO. 2465-133-03-007
LICENSED INSTALLER: ASPEN EARTHMOVING, RICHARD STEVENS LICENSE NO. 42-98 PHONE: 970-963-0377
DESIGN ENGINEER: PHONE NO.
INSTALLATION HEREBY GRANTED FOR THE FOLLOWING:
1500 GALLON SEPTIC TANK 1406 SQUARE FEET OF ABSORPTION AREA VIA 46 INFILTRATOR UNITS AS REQUESTED BY INSTALLER.
SPECIAL REQUIREMENTS: INSTALL IN SERIAL DISTRIBUTION IN TRENCHES WITH A CLEANOUT BETWEEN THE TANK AND THE HOUSE
AND INSPECTION PORTS IN EACH TRENCH. RAKE ALL TRENCH SURFACES TO PREVENT SMEARING OF SOILS. CALL EAGLE COUNTY
ENVIRONMENTAL HEALTH FOR FINAL INSPECTION PRIOR TO BACKFILLING ANY PORTION OF THE INSTALLATION OR WITH ANY OUES-
TIONS REGARDING THE INSTALLATION. BUILDING CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED WITHOUT SEPTIC SYSTEM FINAL
INSPECTION AND APPROVAL.
ENVIRONMENTAL HEALTH APPROVAL: /fit Q �� DATE: JULY 21, 1998
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 WnH 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 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.
5
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: 1426 SQUARE FEET (VIA 46 INFILTRATOR UNITS )
INSTALLED CONCRETE TANK: 1 500 GALLONS IS LOCATED 1 40 DEGREES AND 26 FEET FROM Tim, CT,F.ANOUT
COMMENTS: SY... TS ST7.F.T) FQR S RPT)ROOMS
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 APPROVAL DATE: NOVEMBER 1'I 199$
(Site Plan MUST be attached) CYA
ISDS Permit # � U. ) to -
APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
` ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY
P. 0. BOX 179
EAGLE, CO 81631
328-8755/927-3823 (El Jebel)
* PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $200.00
* *
* MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER"
PROPERTY OWNER:
MAILING ADDRESS:
PHONE: ff 70) 4g A&r, Zd
APPLICANT/ CONTACT PERSON: PHONE: 6? fw 7yl0 Z
MAILING ADDRESS:
LICENSED ISDS CONTRACTOR: 1;��O? r� PHONE:
COMPANY/DBA:� ADDRESS-
PERMIT APPLICATION IS FOR: (� New Installation ( ) Alteration ( ) Repair
LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM:
Building Permit # q5___(if known)
Legal Description. Subdivision . w PO'(F//iling:'Z Block. Lot No
Tax Parcel Nur�ber: -�/ -� - Q® �Lo!t Size:�0
Street Address: 61 ze/l 414 1rlwo,�
BUILDING PE: (Check applicable category)
( Residential/Single Family
( ) Residential/Multi-Family*
( ) Commercial/Industrial*
TYPE OF ER SUPPLY:
( Well ( )
( ) Public Name
*These syste
SIGNATURE: _
************
(Check applicable category)
Spring ( ) Surface
of Supplier:
Number
Number
Type _
of Bedrooms
of Bedrooms
b Registered Professional Engineer
Date:
************************************ *******
TO BE COMPLETED 6TE COUNTY
AMOUNT PAID: f RECEIPT
CHECK #:
#: 1133 / DATE: //� /
CASHIER:
Community Development Department
(970)328-8730
FAX (970) 328-7185
TDD (970) 328-8797
Email: eccmdeva@vail.net
http: //www.eagle-county.com
EAGLE COUNTY. COLORADO
November 13, 1998
Nancy Dever
P.O. Box 2494
Basalt, CO 81620
Eagle County Building
P.O. Box 179
500 Broadway
Eagle, Colorado 81631-0179
RE: Final of ISDS Permit #1805-98, Tax Parcel #2465-133-03-007. Property location: 0241
Vista High, Carbondale, CO.
Dear Ms. Dever:
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
EAGLE COUNTY, COLORADO
DATE: July 21, 1998
TO: Aspen Earthmoving
FROM: Environmental Health Division
Eagle County Building
P.O. Box 179
500 Broadway
Eagle, Colorado 81631-0179
RE: Issuance of Individual Sewage Disposal System Repair Permit No. 1805-98, Tax
Parcel #2465-113-03-007. Property Location: 0241 Vista High Rd., Carbondale,
CO., Gregg residence.
Enclosed is your ISDS Permit No. 1805-98. 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.
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. 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 advanco 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 # 1805-98; ISDS Final Inspection Completeness Form
HEPS�+ ()WrH-P I.Z'VLAY, GEQTEC:HNiCAL, INC.. 5020 Road 154
Glenwood Springs, Co 916C1
Fax 970 945.8454
May 22 , 1998 Phone 970 945.7988
George Draper Construction
Attn: George Draper
161 Lighthill Road
Snowmass, Colorado 81654 Sob No. 198 294
Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed
Residence, Lot 33,. Filing 2, Mountain Meadow Ranch, 0241 Vista Hi
Drive, Eagle County, Colorado
Dear Mr. Draper:
As requested, HepworthtPawlak 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 geotechnicai engineering services
to you dated April 27, 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 one story wood frame
structure and located in the area of the exploratory pits shown on Fig. 1. Ground Moors
are proposed to be slab -on -grade. Cut depths are expected to range up to about 4 feet.
Foundation loadings for this type of construction arc assumed to be relatively light and
typical of the proposed type of construction. The septic disposal system is proposed to
be located about 100 feet to the west of the proposed building.
. a
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 in the building area is relatively flat with a slight slope down to the southwest.
There is about 2 to 3 feet of elevation difference in the proposed building area. The
terrain becomes steeper towards Vista Hi Drive to the southwest. The lot is vegetated
with ,juniper and pinon trees, sagebrush, grass and weeds. The ground surface had
scattered basalt cobbles and boulders.
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 one foot of topsoil, consist
of slightly sandy to sandy silty clay with scattered basalt fragrnertts to cobble size.
Results of swell -consolidation testing performed on relatively undisturbed samples of
the clay, presented on Fig. 3, indicate low to moderate compressibility under conditions
George Draper Construction,
May 22, 1998
Page 2
of loading and wetting. One sample showed a minor collapse potential (settlement
under constant load) when wetted. The laboratory testing is summarized in Table I. 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 2,000 psf for support of the proposed residence.. The 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.
Loose and disturbed soils encountered at the foundation bearing level within the
excavation should be compacted or 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 could compress when wetted
and loaded. 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 slabs -on -grade to facilitate drainage and act as a leveling course. 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.
Surface Drainage: The following drainage precautions should be observed during
construction and maintained at all times after the residence has been completed:
H-P GEoiECH
George Draper construction
May 22, 1998
Page 3
1) Inundation of the foundation excavations and underslab areas should be
avoided during construction.
2) Exterior back -Ail 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.
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
andwalkway areas.
4) Roof downspouts and drains should discharge well beyond the limits of
all backfill.
Percolation Testing: Percolation tests were conducted on May 1, 1998 to evaluate the
feasibility of an infiltration septic disposal system at the site. One profile pit and three
percolation holes were dug 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. The soils exposed in the
percolation hales are similar to those exposed in the Profile Pit shown on Fig. 2 and
consist of 1 foot of topsoil overlying stiff silty clay with scattered basalt fragments.
The percolation test results are presented in Table H. The percolation test results
indicate an infiltration rate between 6 .and 8 minutes per inch. The basalt rock and
calcareous condition of the clay soils may contribute to the higher infiltration rates.
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
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
H-P GEOTECH
George Draper Construction
May 22, 1998
Page 4
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,
Sordy Z.
Reviewed
AWLAK G
I.
ZZ
Steven L. Pawlak, P.E.
3ZA/ksm
attachments
A A.yj.0
2
Ui
C.
H-P GEOT'ECH
,6
PIT 1 PIT 2 PROFILE PIT
ELEV. = 98' ELEV. = 99' ELEV. = 92'
a.
0 0
WC=20.3
a�
u_
DD=96 WC=16.3
5 OD-94 5
I
WC=14.6 WC=13.1
00-86 DD=96
+�-
200-93 —200=7a
LL=41
Pf=24
10 10
LEGEND:
TOPSOIL; slightly sandy silty clay, scattered gravel, organics, medium stiff, slightly. rno.ist, brown.
CLAY (CL); silty, slightly sandy to sandy, scattered basalt gravel and cobbles,
stiff, moist, brown, slightly calcareous, slightly porous, medium plasticity.
2" Diameter hand driven liner sample.
Disturbed bulk sample.
NOTES:
1.
Exploratory pits were excavated on April 30, 1998 with a backhoe.
2.
Locations of exploratory pits were measured approximately by pacing from features on the site
plan provided.
3.
Elevations of exploratory pits were measured by instrument level and refer to the Bench Mark
shown on Fig. 1. 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 fines 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 ( % )
DD = Dry Density ( pcf )
—200 = Percent passing No. 200 sieve
LL = Liquid Limit ( X }
PI = Plasticity Index (q )
1.8 294
HEPWORTH - PAWLAK
LOGS OF EXPLORATORY PITS
Fig. 2
CEOTECHNICAL, INC.
4.
0
0
u 2
E
c° 3
4
I•
APPLIED PRESSURE — ksf10 100
Moisture Content = 18.3 percent
Dry Density = 44 pcf
Sample of. Sandy Silty Cloy
( 0 From: Pit 2 at 4 Feet
l
c
.o No movement
.N
U 2 upon
a
wettin
E
0
U
3
4
0.1 1.0 10 100
APPLIED PRESSURE — ksf
198 294 HEPWORTH — PAWLAK SWELL --CONSOLIDATION TEST RESULTS Fi 3
GEOTECHNICAL, INC. 9
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HEPW®RTH-PAWLAK GEOTECHNICAL, INC.
TABLE 11
PERCOLATION TEST RESULTS JOB NO.,198 294
HOLE NO.
HOLE DEPTH
(INCHES)
P.1
72
P-2
78
P_3
77
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)
10
9
5%
3Y2
water added
water added
water added'
5'/a
2%
3
E
71/4
5,/4
2
2%
2%
3%
,-_
1 %
�2
5
3 %
3'A
1'/a
1
10
water added
water added
91A
6 %
31A
6
5'/4
3'/2
2'A
3 %a
2
1 '/2
2 '/4
6
4%
1 %
4'✓a
2%
1 1/2
$
6'/4
1 %
6'✓4
41/2
1%
10
water added
11 %
6
3%
$
6
2
6
4'A
1 %
4'/:
2%
1 %
6
4%
1.A
4A
3
1'/x
3
2
1
NOTE: Percolation test hcles were hand dug in the bottom of backhoe pits and soaked on April 30, 1998. Psrcolation tests
were conducted on May 1, 1998. The percolation rate was based on the last three readings of the test.
ISDS Permit #�` q 2
ISDS Final Inspection
Date //"10C, 9
Completeness Form
Tank is gal. Tank Material 69NGA57Z7
✓Tank is located � ft'. and 130a e-- cuw�,
��, degrees from �,
(permanent landmark)
Tank is located ft. and degrees from
(permanent landmark)
Tank set level.V6—Tank lids within 8" of finished grade.
Size of field ]` 2 fta ,�� units lineal ft.
Technology ZsUT�L,77L�/ L,
Cleanout is installed in between tank and house(+ 1/100ft).
t/ There is a "T" that goes down 14 inches in the inlet and
outlet of the tank,
Inlet and outlet is sealed with tar to
Pe rubber gasket etc
Tank has two compartments with'the larger compartment closest to the
7—house.
Measure distance and relative direction to field.
Depth of field �Z ft. � ��� � 3'/2' Vt
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
vx trenches, etc.)
Type of pipe used for building sewer line leach field te> _
L� Other 7t
Inspection meets reozirements.
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
'ank 50 10 5 10 so 10 * i 0
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Received Nov-10-98 05:45pm
ASPENEARTHMOVING
from 9632247 - ENVIRONMENTAL HEALTH page 2
ID :9632247, NOV 10' 98 16 :49 No .007 P .02
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CIPELANS
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4000 l?.P.I.. Concrete bottom and wells rei0forced with 6.6 1d-1b
Meals ploy 9-3/0 rebar in bottom. Top reingorced with 5-•6 6-6 mesh
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IW)-96 Tax #2465-113-03-007
JOB NAME Lot #33, Filing 2 DEVER
Mt Meadow Ranch
0241 Vista High
.SOB NO. �
InR 1 n!`A"^K1
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DATE STARTED
DATE COMPLETED
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