HomeMy WebLinkAbout156 Paseo Dr - 239127403004 - 1678-97ISINDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION
P.O. Box 179 - 500 Broadway • Eagle, Colorado 81631
Telephone:328-8755 BP- 10999
YELLOW COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 16 7 8 —
Please call for final inspection before covering any portion of installed system.
OWNER: Gary D. Evans PHONE: 970-963-8447
MAILINGADDRESS: P.O. BOX 28007 City: F1F1 .Tebel.,State: Co zip: 81628
APPLICANT: same PHONE:
SYSTEM LOCATION: 0 15 6 Paseo Drive, Carbondale TAX PARCEL NUMBER: _2391-274-03-004
LICENSED INSTALLER: Sean Mello -9�twt( /6 W xau.(lJn.s_l LICENSE NO: 27-97
DESIGN ENGINEER OF SYSTEM: Hepworth-Pawlak Geotechnical, Inc., soils report only
INSTALLATION HEREBY GRANTED FOR THE FOLLOWING:
1000 GALLON SEPTIC TANK
ABSORPTION AREA REQUIREMENTS:
SQUARE FEET OF SEEPAGE BED 844 SQUARE FEET OF TRENCH BOTTOM. via 28 infiltrators
SPECIAL REQUIREMENTS: Install in serial distribution with trenches running along contours Of sloe
Install a cleanout between the tank and the house, and inspection ports in each trench.
Rake treneh sidewalls to prevent sinearing. Call tile county for ftnat tnspeCLiOTFP tor
to backfilling any part �of the installation, or if you have any questions
ENVIRONMENTAL HEALTH APPROVAL: /til(/7F� V�1� DATE: March 27, 1997
CONDRIONS:
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 CAUSE FOR 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: 868 SQUAREFEET. via 28 infiltrator units
INSTALLED SEPTIC TANK: 1000 GALLON 160 DEGREES 34 FEET FROM the r 1 e a On t-
SEPTIC TANK ACCESS TO WITHIN 8" OF FINAL GRADE AND
PROPER MATERIAL AND ASSEMBLY X YES NO
COMPLIANCE WITH COUNTY/ STATE REQUIREMENTS: X YES NO
ANY ITEM CHECKED NO REQUIRES CORRECTION BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS CORRECTED.
COMMENTS:
ENVIRONMENTAL HEALTH APPROVAL: DATE: May 13, 1997
ENVIRONMENTAL HEALTH APPROVAL: DATE:
(RE -INSPECTION IF NECESSARY)
RETAIN WITH RECEIPT RECORDS
APPLICANT / AGENT:
OWNER:
PERMIT FEE PERCOLATION TEST FEE RECEIPT # CHECK #
(Site Plan MUST be attached)
ISDS Permit
APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY
�
P. O. BOX 179 ��62T' .
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: ^ C'�g P' Eyc, �
PHONE: ��� � /e{
MAILI.NG ADDRESS: LC 0'7 , F7/
APPLICANT/ CONTACT PERSON : _ PHONE:
MAILING ADDRESS:
LICENSED ISDS CONTRACTOR:
COMPANY/DBA:
ADDRESS:
PHONE: ( ) L P rn
***************************************************************************
PERMIT APPLICATION.IS FOR: V) New Installation ( ) Alteration ( ) Repair
LOCATION OF PROPOSED IND�I/VIIDCUAL SEWAGE DISPOSAL SYSTEM:
Building Permit #-=--s--•t
(if known)
Legal Description: Subdivision: SU�U"9SAC-Z7 Filing,: —Block: Lot No
U Tax Parcel Number: / _ >� hh
�— 7- -1) U d Lot Size:
Street Address:
BUILDING TYPE: (Check applicable category)
V) Residential/Single Family Number of Bedrooms �J
( ) Residential/Multi-Family* Number of Bedrooms
( ) Commercial/Industrial* Type
TYPE OF WATER SUPPLY: (Check applicable. category)
(X) Well ( ) Spring ( ) Surface
( ) Public Name of Supplier:
*These systems requ're design b a Registered Professional Engineer
SIGNATURE: Date:
TO BE COMPLETED BY THE COUNTY _
AMOUNT PAID: RECEIPT DATE • J�
CHECK CASHIER:
Communitv Deveiooment Department
970) 328-8730
Fax: i970;328-7185
TDD: ; 970 � 328-8797
EAGLE COUNTY, COLORADO
May 13, 1997
Gary Evans
P.O. Box 28007
El Jebel, CO 81628
Eagle County Building
P.O. Box 179
500 Broadway
Eagle, Colorado 81631-0179
RE! Final of ISDS Permit No. 1678-97, Tax Parcel #2391-274-03-0074.
Property location: 0156 Paseo Drive, Carbondale, CO.
Dear Mr. Evans:
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:Information Brochure
Final ISDS Permit
cc: files
Community Development Department
(970) 328-8730
Fax: (970) 328-7185
TDD: (970) 328-8797
EAGLE COUNTY, COLORADO
DATE: March 27, 1997
TO: Earth Works Construction
Eagle County Building
P.O. Box 179
500 Broadway
Eagle, Colorado 81631-0179
FROM: Environmental Health Division
RE: Issuance of Individual Sewage Disposal System Permit No. 1678-97, Tax Parcel
#2391-274-03-004. Property Location: 0156 Paseo Drive, Carbondale, CO.
Evans residence.
Enclosed is your ISDS .Permit No. 1678-97. 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. Please call our office well in advance for the final
inspection.
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. Your building permit CO 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
Enclosure: ISDS Final Inspection Completeness Form
I IGN NUI -,III QW 1 ar, VGU l.Gl.11 I LL VV..! J4J [7'tJ °.F
HF.PWORTH r PAWLAK GEOTSC 9NICAL, 'no,
I'IOII V•J 7f 14 `VV 114U.VVL r' .Vl
5020 County Road 154 i &q:.d IZt,
GlaInwood 5prinag CO 81601 wl
Fax: 970-945.8454
Phom. 970.945.7988
PROJECT MEMORANDUM
Date: 3 6 � 9 `7 Job No. 19 (0 — S � c f
To;
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Post -it" Fax Note 7671
hate 213 /Q 7
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Phone #
Phone a
Fax 41 '? "7
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HEPWORTH - PAWLAK. CEOTECHNICAL INC.
3 of Bwwt i t 1 1 JOB NAME �r� �•v �r 14,u ste DATE_ 4 ��
3 NO. .,I '� BORING LOCATION/4 S ENGINEER
RING 'ELEVATION DRILLING METHOD 1�r�'�-y1e?� RIG Ot ll
.PT H (1?t.) UNIFIED SOIL DESCRIPTION DRILLING CONDITIONS
0-Ml TO I SYM130L
� r
Gaz� w P4, 0, 111"'w, L
GRADING
•
1
rt '
•
•
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a
i
SAMPLE TYPE LEGEND WATER LEVEL PVC DIAMP'E
CAL -a CAUFORNIA LD m LARGE DISTURBED CAVE 6MM
+S � SI?LIT SPOON SO- SIVtAL4QJRB�, r,. SLOTTED LENGTFI
ST BHLLByTUBE," 'HD i. HAND oRhm 'DAT'1 ATINME � PVC !"t�I�Tli
PA De 5 i r Y1Q vt.L.c.a 1 O n5 as W ale r - Tre a-E- rnU- �t+
an0 Disposal Sys- cans
TABLE 7-2
RECOMMENDED RATES OF WASTEWATER APPLICATION
FOR TRENCH AND BED BOTTOM AREAS (4)(11)(12)a
Percolation Application
Soil Texture Rate Rateb
min/in. gpd/ft2
Gravel, coarse sand
<1
Not suitablec
r
-
/
Coarse to medium sand
1
- 5
1.2
Fine sand, loamy sand
6
=- 15
0.8'
Sandy loam, loam
16
- 30
0.6
t.: Loam;, porous silt loam
31
- 6G
0.45,__
Silty clay loam, clay loamd
61
- 120
0.2e
a May be suitable estimates for sidewall infiltration rates.
b Rates based on septic tank effluent from a domestic waste
source. A factor of safety may be desirable for wastes of
significantly different character.
c Soils with percolation rates <1 min/in. can be used if the
soil is replaced with a suitably thick (>2 ft) layer of loamy
sand or sand.
d Soils without expandable clays.
e These soils may be easily damaged during construction.
Post-ItIm brand fax transmittal memo 7671
# of pages ► f
To
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From k ij CL
►"
Co.
co. E ,i D
Dept.
Phone#� 0—E-7:545
Fax #q /5—
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214
140
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Gary Evans AZt CCUL�_d' be-1 ta6-" 00�.P.O. Box 28007
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
5020 Road 154 "�Ctu
Glenwood Springs, CO 81601j
Fax 970 945-8454
Phone 970 945-7988
El Jebel, Colorado 81628 Job No. 196 524
Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed
Residence, Lot 4, Purchard Subdivision, Paseo Road, Eagle County,
Colorado
Dear Mr. Evans:
As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study 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
October 15, 1996. 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 1'/2 story log home over a
walkout basement level located on the site as shown on Fig. 1. Basement and garage
floors will be slab -on -grade. Cut depths are expected to be up to about 6 feet.
Foundation loadings for this type of construction are assumed to be relatively light.
If building conditions or foundation loadings are significantly different from those
described above, we should be notified to reevaluate the recommendations presented in
this report.
Site Conditions: The site was vacant and covered with scattered patches of snow at the
time of our field work. Topography on the property is gently rolling with a moderately
steep slope down to the south in the building area. There is about 10 feet of elevation
' difference across the proposed house area. The -proposed leach field is located about 35-
feet to the southeast of theproposedresidence and is about 10 to 15 feet lower in--
elevation. The ground surface is covered with numerous basalt cobbles and smaD
boulders. Vegetation consists of juniper, cedar, and pinon trees with an understory of
grasses and weeds.
Subsurface Conditions: The subsurface conditions at the site were evaluated by
excavating an exploratory pit in the proposed building area and a profile pit in- the
proposed septic disposal area at the approximate locations shown on Fig. A. The logs
of the pits are presented on Fig. 2. The subsoils encountered, below about 1/2 to 1 foot
of topsoil, consist of silty sand" and graver Refusal- to -the backhoe on basalt boulders
was encountered at 31/2 feet deep in Pit 4. Basalt cobbles and scattered small boulders
were mixed with the sand and gravel in the profile pit. Results of swell -consolidation
testing performed on a relatively undisturbed sample of the silty sand, presented on
IE
Gary Evans
November 20, 1996
Page 2
Fig. 3, indicate low compressibility under existing moisture conditions and light loading
and a low collapse potential (settlement under constant load) when wetted. The sample
showed moderate compressibility upon additional loading after wetting. Results of a
gradation analysis performed on a sample of the silty sandy gravel (minus 5 inch
fraction) obtained from the site are presented on Fig. 4. No free water was observed in
the pits at the time of excavation and the soils were 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 upper matrix soils
tend to compress when wetted and there could be some post -construction foundation
settlement if the bearing soils were to become wet. 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
removed to expose the undisturbed natural soils. Holes at footing grade created by
boulder removal should be backfilled with compacted gravel or concrete. 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 45 pcf for the on -site
soil as backfill excluding oversized rock.
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 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
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 may
H-P GEOTECH
Gary Evans
November 20, 1996
Page 3
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 11h feet deep.
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 % of the maximum standard
Proctor density in landscape areas. Free -draining wall backfill should be
capped with at least 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.
4) Roof downspouts and drains should discharge well beyond the limits of
all backfill.
Percolation Testing: The results of percolation tests are presented in Table I and a log
of the profile pit is presented on Fig. 2. The percolation rates measured were between
7 and 15 minutes per inch with an average of about 10 minutes per inch. The- test ._...
results and subsurface profile indicate a conventional infiltration septic disposal system
should be feasible at the tested area.
Limitations: This report has been prepared in accordance with generally accepted
geotechnical engineering principles and practices in this area at this time. We make no
other 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
H-P GEOTECH
Gary Evans
November 20, 1996
Page 4
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
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 call our office.
Sincerely,
HEPWORTH - PAWLAK
o�p0 RE0/5,�
V��•AtiPN•AOA�s��0
10 O
Jord Z. d son, Jr., P.E 0 29707 ,
1
1
i
Re iewed By: fox;•.,'� z/
SS�ONAL BEN
Daniel E. Hardin, P.E.
JZA/kmk
attachments
cc: Muse Architects, Inc. - Attn: Dan Muse
Cole Associates, Inc. - Attn: Harry Cole
H-P GEOTECH
PROPOSED /
RESIDENCE
PI /
P 3 p p/
P2 /
PPROFILEr j
I
APPROXIMATE SCALE I
I" = 5d
196 524 HEPWORTH - PAWLAK LOCATION;. DF...,EXPt_ORATORY:. PIT
GEOTECHNICAL, INC. AND"' 'PERCOLATION �' TtST HOLES F�9' 1
PIT 1 PROFILE PIT
ELEV. = 1056' ELEV. = 1040'
0
0
u Q• '. ° O• b
wC=18.8
+4=57
-200 = 15 Q' i
j
5 :0
LL
5
t
G
•
a WC=14.7
DD = 83
, .
kuk
0
10
10
LEGEND:
TOPSOIL; sandy silt with cobbles, stiff, moist, dark brown, organic.
GRAVEL AND SAND ( GM - SM ); silty, ( with cobbles and scattered small boulders in
Profile Pit) dense, moist, light brown, calcareous, basalt rock.
f9 2" Diameter hand driven liner sample.
Disturbed bulk sample.
_J
TPractical backhoe refusal on basalt boulders.
NOTES:
1. Exploratory pits were excavated on November 8, 1996 with a backhoe.
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 on the site plan
provided. Exploratory pits 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 M
DD = Dry Density (pcf)
+4 = Percent retained on No. 4 sieve.
-200 = Percent passing No. 200 sieve.
196 524
HEPWORTH - PAWI AK
LOGS OF EXPLORATORY PITS
Fig. 2
GEOTECHNICAL, INC.
Moisture Content = 14.7 percent
Dry Unit Weight = 83 pcf
Sample of: Gravelly Silt and Sand Matrix
From: Profile Pit at 5 Feet
0
Compression
upon
wettin
1
-TT
0
0 2
.N
a�.
a
E 3
0
U
4
5
0.1 1.0 10 100
APPLIED PRESSURE - ksf
1% 524
HEPWORTH - PAWLAK
GEOTECHNICAL, INC.
SWELL- CONSOLIDATION TEST RESULTS
Fig. 3
GRADATION TEST RESULTS
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE I
PERCOLATION TEST RESULTS JOB NO. 196 524
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
(MINANCH)
P-1
50
15
refilled
refilled
refilled
refilled
refilled
12
10 1 /8
1 7/8
15
11 5/8
10 5/8
1
11 5/8
10 5/8
1
11 3/8
10 3/8
1
11 3/8
10 3/8
1
11 5/8
10 5/8
1
P-2
48
15
refilled
refilled
refilled
refilled
refilled
10
7 5/8
2 3/8
9
10 1 /8
8 518
1 1 /2
10 5/8
8 5/8
2
10 5/8
8 518
2
10 1 /8
8 5/8
1 1 I2
10 1 /8
8 5/8
1 1 /2
P-3
55
15
refilled
refilled
refilled
refilled
refilled
10
5 3/4
4 1 /4
7
9
6
3
9 1 /4
6 3/4
2 1 /2
10 1 /2
8
2 1 /2
10
8
2
10
8
L 2
Note: Percolation test;_holes were hand dug in the bottom of backhoe pif§ and pre=soaked: on November 8, 1996. Holes. were
covered to protect against freezing. Percolation. tests were conducted on November 9, 1996.
ISDS Permit # I ( ,IS-q7 Date s(/2/(7%
ISDS Final Inspection
Completeness Form
y Tank is -ILL gal. Tank Material
) W c
Tank is located L ft . and �t degrees from�1 lugC ,��LC LL,
(permanent landmark)
Tank is located 211 V ft. and - I, degrees from l�
(permanent landmark)
_ Tank set level. Tank lids within 8" of finished grade.
_✓ Size of field g6e ft2 2'B units lineal ft.
Technology r Vft&,:FF
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.
VInlet and outlet is sealed with tar tape, rubber gasket etc.
L Tank has two compartments with the larger compartment closest to the
house.
v Measure distance and relative direction to field.
Depth of field 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 li a leach field c�",
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
Tank 50 10 5 10 50 10 * 10
JOB
EAGLE -COUNTY ENV. HEALTH 66 palu-�"'
P.O. BOX 179 SHEETNO. PIlAdIOAd OF-
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1678-97 Tax# 2391-274-03-004
Lot# 4, Purchard Sub. EVANS
JOB NAME 0156 Paseo Drive
Carbondale, CO
JOB NO.
JOB LOCATION '\
1
•
DATE STARTED
DATE COMPLETED
DATE BILLED
•ri
CIE-
1117410
i
S 1�
A
•' COST SUMMARY
TOTAL SELLING PRICE
TOTAL LABOR
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CONTOUR
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