HomeMy WebLinkAbout1662 Salt Creek Rd - 210925100015INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION
P.O. Box 179 - 500 Broadway • Eagle, Colorado 81631
Telephone: 328-8755 � 19
YELLOW COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE.
Please call for final inspection before covering any portion of installed system.
PERMIT NO
10,5-51
. 1586
OWNER: Charles And Nancy Overend PHONE: (970) 328-6964
MAILINGADDRESS: P.O. Rox 2068 City: F.agI P State: co ZIP; 81631
APPLICANT: same PHONE:
SYSTEMLOCATION: 1660 Salt Creek Rd. , Eagle TAX PARCEL NUMBER: 2109-251-00-015
LICENSED INSTALLER: Hynoon Excavation & Cable, Ron Heinen LICENSENO: 23-96
DESIGN ENGINEER OF SYSTEM: Percolation test done by Hepworth Pawlak Geotechnical
INSTALLATION HEREBY GRANTED FOR THE FOLLOWING:
1000 GALLON SEPTIC TANK
ABSORPTION AREA REQUIREMENTS: p
SQUARE FEET OF SEEPAGE BED 563 SQUARE FEET OF TRENCH BOTTOM. vlalnfiltrators as per
..
P
SPECIAL REQUIREMENTS: Install iri Geri al diGtrihntinn in trPnrhec. with —a r-jea ollt between the tank
and the house, and inspection irtalls in each trench Rake trench id 11s to pr vent
smearing in caly soils. Call the County for final inspection prior to back -filling DO not -
irrigate the leachfiel .
ENVIRONMENTAL HEALTH APPROVAL: DATE:
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. CONNECTON
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: 563 SQUAREFEET. via 19 infiltrator units
INSTALLED SEPTIC TANK: 1250 GALLON 327 DEGREES 1281 9'�EETFROM from the grid c1 ano
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:October .10, 1997
ENVIRONMENTAL HEALTH APPROVAL: DATE:
(RE -INSPECTION IF NECESSARY)
RETAIN WITH RECEIPT RECORDS
APPLICANT / AGENT:
PERMIT
PERCOLATION TEST FEE
OWNER:
RECEIPT #
CHECK#
(Site Plan MUST be attached)
ISDS Permit # � iv"' q r
APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY
P. O. 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:
APPLICANT/CONTACT PERSON*.
MAILING ADDRESS:
LICENSED ISDS CONTRACTOR: �Ojv ��eii�E
COMPANY/DBA: A'Z/,(!�a.'.. ADDRESS:
PHONE: ( )
PHONE: ' _( )
***************************************************************************
PERMIT APPLICATION IS FOR: (a New Installation ( ) Alteration ( ) Repair
LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM:
Building Permit # �1� �✓ (if known)
Legal Description: Subdivision: l70RSLSAot %i/l Filing:_Block: Lot No.
Tax Parcel Number: Lot Size:
Street Address: 4�0 ell S�oLl _-/.e,iC
BUILDING TYPE: (Check applicable category)
(Residential/Single Family
( ) Residential/Multi-Family*
( ) Commercial/Industrial*
Number
Number
Type _
of Bedrooms
of Bedrooms
TYPE OF ATER SUPPLY: (Check applicable category)
( Well ( ) Spring ( ) Surface
( ) Public Name of Supplier:
*These syst sirequire d s�gn by a,�.Registered Professional Engineer
SIGNATURE:. /I/'�i.11� an ��AAkX Date: P- �i6
**************************************************************************
TO BE COMPLETED BrY THE COUNTY �J
AMOUNT PAID: I5-010 RECEIPT #: /� DATE:
CHECK # : (oYO CASHIER: /441
Community Development Department
(970) 328-8730
Fax: (970) 328-7185
TDD: (970) 328-8797
. EAGLE COUNTY, COLORADO
October 10, 1997
Charles and Nancy Overend
P.O. box 2068
Eagle, CO 81631
Eagle County Building
P.O. Box 179
500 Broadway
Eagle, Colorado 81631-0179
RE: Final of ISDS Permit No. 1586-96, Tax Parcel #2109-251-00-015. Property location:
1660 Salt Creek Rd., Eagle, CO.
Dear Mr. and Mrs Overend:
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
HEPWORTH-PAWLAK GEOTECHNICAL, INC. 5020 Road 154
Glenwood Springs, CO 81601
November 6, 1995 Fax 970 945-8454
Phone 970 945-7988
Charlie Overend
P.O. Box 2068
Eagle, Colorado 81631 Job No. 195 343
Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed
Residence, 1660 Salt Creek Road, Eagle County, Colorado.
Dear Mr. Overend:
si k rlxr, Z
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 July 13, 1995. 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 11/2 story log structure
above a walkout basement level and located on the site as shown on Fig. 1. Ground
floor will be slab -on -grade. Cut depths are expected to range between about 3 to 8 feet.
Foundation loadings for this type of construction are assumed to be relatively light to
moderate. W 0 P u m� ? l�avc- 4 v
If building conditions, location 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 proposed building site is located uphill of an overhead power line
in undisturbed native terrain. The ground surface is moderately to steeply sloping
generally down to the north. Vegetation consists of sage brush, grass and weeds. The
proposed septic disposal area is located in a fallow irrigated field covered with grass
and weeds. The test locations on the lot are shown on Fig. 1. An existing residence is
located in the northern part of the lot.
Charlie Overend
November 6, 1995
Page 2
Subsurface Conditions: The subsurface conditions at the proposed building site were
evaluated by excavating two exploratory pits at the approximate locations shown on
Fig. 1. The logs of the pits are presented on Fig. 2. The subsoils encountered, below
about 11/2 to 2 feet of topsoil, consist mainly of stiff slightly sandy to sandy clay. _ In Pit
1, porous sandy clay with gravel was encountered below about 31h feet. Results of
swell -consolidation testing performed on relatively undisturbed samples of the stiff and
porous clays, presented on Figs. 3 and 4, indicate low compressibility under existing
low moisture conditions and light loading. The stiff clay samples showed a minor
expansion potential when wetted and moderate compressibility after loading. The
porous clay sample showed a moderate collapse (settlement under constant load) when
wetted and high compressibility under additional loading. 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, spread footings placed on
the undisturbed natural soil designed for an allowable soil bearing pressure of 1,500 psf
can be used for support of the proposed residence. The_ soils exhibit erratic hydro swell
or compression potential which could results in post construction settlements if the
bearing soils were to become wet. 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 to expose
undisturbed natural soils. The native subgrade should then be compacted to at least
95 % of 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 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 14
H-P GEOTECH
Charlie Overend
November 6, 1995
Page 3
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 55 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 soils may settle or heave 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
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 that local perched groundwater may 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, crawl space - and basement areas, be protected from wetting and
hydrostatic pressure buildup .by an underdrain system.
H-P GEOTECH
Charlie Overend
November 6, 1995
Page 4
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 1'/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 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 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
H-P GEOTECH
Charlie Overend
November 6, 1995
Page 5
3 inches in the first 10 feet in pavement and walkway areas. A Swale will 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. Consideration should be given to use of xeriscape
next to the building to prevent potential subsurface wetting from irrigation.
Percolation Test: A profile pit and three percolation tests were conducted at the
designated area (refer to Fig. 1) for evaluation of an infiltration septic disposal system.
The profile pit location is shown on Fig. 1 and the log is shown on Fig. 2. The
percolation test results are presented in Table II. Based on our findings, the tested site
is suitable for an infiltration septic disposal system.
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 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.
H-P GEOTECH
Charlie Overend
November 6, 1995
Page 6
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 soil engineer.
If you have any questions or if we may be of further assistance, please call our office.
Sincerely,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
sss:••. Gli
oksr •��p
06.
Steven L. Pawl E. 15222
`Pl••.S��NAI E�G� Q�
Reviewed By: qTE OF co
Daniel E. Hardin, P.E.
SLP/ro
Attachments
cc: McKinzie Group - Attn: Larry McKinzie
H-P GEOTECH
SALT
CREEK S41-T �RFF
RpgO
ACCESS EASEMENT
UTILITY
EASEME
LOT I
PROFILE P3
PIT
PI
P2
1 \�
PIT I
BUILDING SITE
�PW'� 2
S P I1
-DI OSAL
A
APPROXIMATE SCALE
1 = 200`
fl`lvI.-
54
od W%fi
XISTING IRRIGATION DITCH
goo- 3ooF�-
he-k kc�
RLnc(T EXPLORATORY
ORS 1 j
Fig. I195 343 GEOTHNICA,I. AND PERCOLATION TEST ,C
Pit 1
pit 2
Profile Pit
0
0
WC=9.7
DD=104
WC=9.2
.�.= 04
-20=
-2081
llD=104
-
LL=36
WC=12-1
DD=8401
-200=91
pT=20 5
5
-200=86
00,
10
LEGEND:
F^' TOPSOIL; organic silty clay, dark brown.
N
CLAY (CL); silty, slightly sandy to sandy, stiff, slightly moist to moist,
brown, slightly calcareous, blocky.
CLAY AND SAND (CL-SL); silty, gravelly, stiff, slightly moist to moist, light
brown, calcareous, porous, gypsiferous.
jv 2" diameter hand driven liner sample.
"T Disturbed bulk sample.
_1
NOTES:
1. Exploratory pits were excavated on October 19, 1995 with a rubber tired backhoe
2. The exploratory pits were located at the building site and septic disposal areas designated on the plan
provided and by the client on site.
3. Elevations of exploratory pits were not measured and the 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 (%)
DD = Dry Density (pcf)
-200 = Percent passing No. 200 sieve
LL=Liquid Limit (%)
PI=Plasticity Index (%)
195 343 HEPWORTH-PAWLAK Logs of Exploratory Pits Fig. 2
I GEOTECHNICAL, Inc. I
0
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m
c
m
rL
x
w
0
0
0
0
m
m
m
s�.
o 2
0
U
3
0
Expansion
Upon Wetting
Moisture Content = 9.7 percent
Dry Unit Weight = 104 pcf
Sample of: Slightly Sandy Clay
From: Pit 1 @ 2 Feet
0.1 1.0 10 100
0 APPLIED PRESSURE - ksf
Moisture Content = 12.5 percent
Dry Unit Weight = 84 pcf
Sample of: Porous Sandy Clay
From: Pit 1 @ 4 Feet
1
W,
L
7
E
r•,
Compression
UponWetting
0.1 1.0 10 100
APPLIED PRESSURE - ksf
195 343 HEGEOTECHNOTECHNICAL, Inc. -PAWLAK SWELL -CONSOLIDATION TEST RESULTS Fig. 3.
0
cd
X
0
Moisture Content = 9.2 percent
Dry Unit Weight = 104 pcf
Sample of: Slightly Sandy Clay
From: Pit, 2 @ 3 Feet
0
0
a�
s.
n.
0 2
U
3
4
5
Expansion
Upon Wetting
0.1 1.0 10 100
APPLIED PRESSURE - ksf
95 3�+3
HEPWORTH-PAWLAK
GEOTECHNICAL, Inc.
SWELL -CONSOLIDATION TEST RESULTS
Fig. 4
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HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE II
PERCOLATION TEST RESULTS
Job No. 195 343
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
(MINJINCH)
P-1
44
15
refill
refill
refill
9 3/4
7 1 /2
2 1 /4
i
15
10 1 /4
8 1 /2
1 3/4•
10 1 /2
8 314
1 3/4
8 3/4
7 1/2
1 1/4
9 1 /2
8112
1 )
81/2
71/2
1 11
P-2
49
15
refill
refill
refill
9 3/4
7 1 /4
2 1 /2
9
12
11 112
9
2 1 /2
11
9
2
9
7 1 /4
1 3/4
7 1/4
6
1 1/4 I
7 1 /2
6 1 /4
1 1/4 j
P-3
48
15
refill
refill
refill
9 1/2
7 3/4
1 3/4 $.
12 ✓
10
8 1 /2
1 1 /2 t
8 1/2
7 1/4
1 1/4 I
9
7 314
1 1/4
7 3/4
6 1 /2
1 1/4
8 3/4
7 1 /2
1 1/4 )�
Note: Holes were hand dug in bottom of backhoe pits and soaked on October 19, 1995.
Percolation tests were conducted on October 20, 1995—,,
A K
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ISDS Permit Date
. ISDS Final Inspection
Completeness Form
A
V" Tank is v2S gal. Tank Material
i/ Tank is located /Xo/fit. and degrees from,W-44
(permanent landmark)
Tank is located ft. and degrees from _
(Pe t landmark)
�I�d(��
Tank set level. Tank lids within 8" of finished grade.
Size of field, ftz � units lineal ft.
Technologycd.i-s"
(a2) 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:
Inlet and outlet is sealed with tar tape, rubber gasket etc.
Tank has two compartments with the larger<compartment closest to the
house.
I/_ Measure distanceand relative direction to field.
Depth of field _� L_. ft. Go �l(Gl '/'f- // j
1"Z9
U Soil interface raked.
C/ Inspection portals at the end of each trench._
t% Proper distance to setbacks.
sr .
Chambers properly installed as per manufacturers specifications.
(Chambers latched,. end"plates properly installed, rocks removed from
trenches, etc.) ,
,Other
Inspection meets reauirements.
Copy form to installer's file if recommendations for
i3provement 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
.lank 5 0 10 5 ID 50 10 * 10
SHEET NO.
OF
CALCULATEDBY
DATE
CHECKED BY
DATE
z eets, 2^5-1 lamea! n2H�r!nc. Groton. Mass 01471 To Orcer P4014E TOLL FREE 1-800-225-Ml
1586-96 Tax# 2109-251-00-015 % _
OB NAME . Lot#2, Horseshoe Hill OVEREND JOB NO < 6 J
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166a Salt Creek Rd.
10"10B LOCATION
BILL TO
DATE STAR ED
A�2
DATE COMPLETED
DATE BILLED
05�
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JOB COST SUMMARY
'0s rF �� ��
TOTAL SELLING PRICE
6614
TOTAL MATERIAL
b
TOTAL LABOR
l� 7
INSURANCE
SALES TAX
MISC. COSTS
TOTAL JOB COST
GROSS PROFIT
LESS OVERHEAD COSTS
% OF SELLING PRICE
NET PROFIT
JOB FOLDER Product 278 ®O NEW ENGLAND BUSINESS SERVICE, INC., GROTON, MA 01471 JOB FOLDER Printed in U.S.A.
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