HomeMy WebLinkAbout251 Daggett Ln - 211120200044INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION
P.O. Box 179 - 500 Broadway • Eagle, Colorado 81631
Telephone: 328-8755
YELLOW COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 1347
Please call for final inspection before covering any portion of installed system.
OWNER: George & Dana Gerard PHONE: 328-6584
MAILINGADDRESS: P.O. BOX 532 City: Eagle stage: CO ZIP: 81631
APPLICANT: Bruce Bair /High Country Builders Of Gypsum PHONE: $XI 524-9421
SYSTEMLOCATION: 251 Daggett Lane TAX PARCEL NUMBER: 2111-202-00-006
LICENSED INSTALLER: Bruce Bair LICENSE NO: 34-94
DESIGN ENGINEER OF SYSTEM:
INSTALLATION HEREBY GRANTED FOR THE FOLLOWING:
12 GALLON SEPTIC TANK
ABSORPTION AREA REQUIREMENTS:
SQUARE FEET OF SEEPAGE BED 1208 SQUARE FEET OF TRENCH BOTTOM.
SPECIAL REQUIREMENTS: Install 32 infiltrator units in trenches or 420 lineal ft SB2 in trenchs.
Install inspection portals at the end of each trench. TRENCHES only no bed system.
Call for a final inspection prior to backfilling
ENVIRONMENTAL HEALTH APPROVAL: 6a�4-�4� ZZ 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 WHICHMAVE 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: 1208 SQUARE FEET.
INSTALLED SEPTIC TANK: 1500 GALLON 0 DEGREES 34 FEET FROM the house.
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: If
ENVIRONMENTAL HEALTH APPROVAL: DATE:
ENVIRONMENTAL HEALTH APPROVAL: DATE:
(RE -INSPECTION IF NECESSARY)
RETAIN WITH RECEIPT RECORDS
APPLICANT / AGENT:
OWNER:
PERMIT FEE PERCOLATION TEST FEE RECEIPT A CHECK A
;ncomplete Applications Will NOT Be Accepted
(Site Plan MUST be attached)
ISDS Permit #y
Building Permit #
APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY
P. 0. BOX 179
EAGLE, CO 81631
328-8755/927-3823 (Basalt)
**************************************************************************
* PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $200.00
* *
* MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER"
PROPERTY OWNER: G 569a--6-L A- 6,242J
MAILING ADDRESS: �//, 53.E �/� PHONE: ��'
APPLICANT/ CONTACT PERSON: ,Q,� rtc ,�,(2 PHONE: � -ZY -
LICENSED SYSTEMS CONTRACTOR: S41` 1 PHONE: szy-
COMPANY/DBA: 6 2s ADDRESS:,,,
PERMIT APPLICATION IS FOR: (v�NEW INSTALLATION ( ) ALTERATION ( ) REPAIR
LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM:
Legal Description: lr�'a�y`'; �� Spy �D-• ���5^ G �S�
Tax Parcel Number: /`/ o2 g2D- ec Lot Size: /U 4,.Rs,,
Physical Address:
BUILDING TYPE: (Check
(L-)--Residential/Single Family
( ) Residential/Multi-Family*
( ) Commercial/Industrial*
Number of Bedrooms
Number of Bedrooms
Type
TYPE OF WATER SUPPLY: (Check applicable category)
( ) Well ( ) Spring ( ) Surface
(� Public Name of Supplier: Tou.,e, o-1 64pjL v—
*These systems require design by a Registered Professional Engineer
SIGNATURE: �r��� ,��J Date: Z �S
,o
****************************************************************** ********
AMOUNT PAID: )C) . CSZ) RECEIPT #:. I F�r��I CO DATE:
CHECK #: CASHIER.
FED
EAGLE COUNTY
COMMUNITY DEVELOPMENT
COMMUNITY DEVLOP.MENT
DEPARTMENT
(303) 328-8730
EAGLE COUNTY, COLORADO
July 14, 1994
George and Dana Gerard
P.O. Box 532
Eagle, CO 81631
500 BROADWAY
P.O. BOX 179
EAGLE, COLORADO 81631
FAX: (303) 328-7185
RE: Final of ISDS Permit No. 1347-94 Parcel #2111-202-001-006
Property located at: 251 Daggett Lane, Gypsum
Dear Mr. and Mrs. Gerard
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 dwelling 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
328-8755.
Sincerely,
Shannon Garton
Environmental Health Specialist
ENCL: Information Brochure
Final ISDS Permit
cc: files
COMMUNITY DEVLOPMENT
DEPARTMENT
(303) 328-8730
DATE:
TO:
FROM:
RE:
500 BROADWAY
P.O. BOX 179
EAGLE, COLORADO 81631
FAX: (303) 328-7185
EAGLE COUNTY, COLORADO
May 5, 1994
High Country Builders of Gypsum
Environmental Health Division
Issuance of Individual Sewage Disposal System
Permit No.1347, Tax Parcel # 2111-202-00-006
Property Located at: 251 Daggett Ln., Gypsum
Enclosed is your ISDS Permit No. 1347 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.
Systems designed by a Registered Professional Engineer must be
certified by the Engineer indicating that the system was
installed as specified. Eagle County does not perform final
inspections on engineer designed systems.
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 Tania M.
Busch -Weak at 328-8755.
cc: files
CbenONorthern, Inc.
November 9, 1993
MAY 0 21994
Consulting Engineers and Scientists
5080 Road 154
Glenwood Springs, Colorado 81601
303 945-7458
303 945-2363 Facsimile
Mr. Andy Gerard o 34t-'_ COUNTY
c/o Johnson -Kunkel, Inc. COMMUNITY DEVELOPMENT
P.O. Box 409
Eagle, Colorado 81631
Subject: Subsoil Study for Foundation Design, Proposed Residence, Dagget Lane,
Eagle County, Colorado
Job No. 4 566 93
Dear Mr. Gerard:
As requested, Chen -Northern, Inc., performed a subsoil study for design of foundations at
the subject site. The study was conducted in accordance with our agreement for
geotechnical engineering services, to you, dated September 17,1993. The study was initiated
based on verbal authorization from Roger Meyer of Johnson -Kunkel, Inc. 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 single story wood framed
structure with a partial basement located on the site near the test pits shown on Fig. 1.
Ground floor will be either slab -on -grade or structurally supported over crawl space. Cut
depths of about 4 to 8 feet are assumed. ;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 building site is presently a relatively flat hay field, with irrigation
ditches along the east and south sides. The field had been recently mowed. Dagget Lane
runs along the north side of the field. The site slopes gently down to the northwest with
approximately a 1 foot drop in elevation across the building area.
Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating
2 exploratory pits at the locations shown on Fig. 1. The logs of the pits are presented on
Fig. 2. The subsoils encountered, below about 1 foot of topsoil, consist of slightly sandy.:.,.
silty clay.' Results of swell -consolidation tests performed on relatively undisturbed samples
of the silty clay_ indicate moderate to.high compressibility_ under light to moderate surcharge
and no expansion'potential when_ wetted under constant light surcharge'. No free water was
observed in the pits at the time of excavation.
Foundation Recommendations: Considering thesubsoils encountered in the exploratory pit
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 800 psf for
A memnar of the �H� nroi in of rmmnnnias
Mr. Andy Gerard
November 9, 1993
Page 2
support of the proposed residence. As an alternative, to achieve a lower settlement risk, the
clay soils can be over -excavated to a depth of at least 3 feet below footings and replaced as
compacted structural fill. The structural fill should extend laterally beyond the edges of the
footings a distance at least equal to the depth of fill below the footings. Structural fill
should be compacted to 98% of standard Proctor density at a moisture. content near
optimum. Footings placed on compacted fill, as discussed above, can be designed for an
allowable bearing pressure of 1500 psf. Footings should be a minimum width of 16 inches
for continuous walls and 2 feet for columns.
Loose and disturbed soils and existing fill encountered at the foundation bearing level within
the excavation should be removed and the footings extended down to adequate natural
bearing material. 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 55 pcf.
Floor Slabs: The natural on -site soils, exclusive of topsoil, can be used to support lightly to
moderately loaded slab -on -grade construction. There is a risk of settlement of the silty clay
soils. Removal and replacement of these soils compacted as discussed above could be done
to reduce settlement potential. 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- Piocfor-density at a moisture content near optimum. Required fill can consist of
the on -site silty .clays devoid of vegetation and topsoil.
Underdrain System: Although free water was not encountered during our exploration, it has
been our experience in. mountainous areas 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.
ChenONorthern, Inc. Consulting Engineers ana Scientists
Mr. Andy Gerard
;r November 9, 1993
Page 3
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 2 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 under slab 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 about 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
Percolation testing was performed in the proposed leach field area west of the proposed
building site. One profile pit had been excavated with a backhoe to a depth of 9 feet. The
soils encountered in the profile pit consist of one foot of organic silty clay. overlying soft to
stiff silty clay to the full depth of exploration. No free water was observed in the profile pit.
Percolation testing was performed in three hand dug holes located as shown on Fig. 1. The
pits were soaked the day before our testing. The results of the percolation testing are
presented in Table II. The results indicate the subsoils have a variable percolation rate but
should be acceptable for a conventional infiltration septic disposal system.
Limitations: This report has been prepared in accordance with generally accepted soil and
foundation engineering practices in this area for use by the client for design purposes. 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 and the proposed
type- of construction. -The nature and extent of subsurface variations across the site may not
Y Chen ONnrthPrn 1nr
Mr. Andy Gerard
;} November 9, 1993
Page 4
become evident until further excavation is performed. If during construction, fill, soil, rock
or water conditions appear to be different from those described herein, this office should
be advised at once so- reevaluation of the recommendations may be made. We recommend
on -site observation of excavations and foundation bearing strata and testing of structural fill
by a representative of the soil engineer.
Sincerely,
CHEN-NORTHERN, INC.
6;Fred R. Cameron
Project Geologist
Reviewed By moo`° o As ,q,
Thomas L. Allen,P.E. �W?OX"ssi0....
Engineering Manager���1/lm��������\,;���
Attachments
DAGGET LANE
PtA 17
I
I .
APPROXIMATE SCALE
1• = 50.1 cu
CU
J
Q
0
I
— � PERC 1
PERC 2 Q_ - PIT 1 �
■ PROFILE PIT
PERC 3 Q
PIT 2
PIT 1
PIT 2 PROFILE PIT
100
100
WC = 24
95
DD=96
WC=18
95
-200 = 91.
DD - 97
WC = 28
WC = 24
-
--- --- - DD-= 91
-
DD = 94 .
-200 97
i-
F-
90
90
I
O
O
F
F=
w
85
85
w
PTOPSOIL, Silty Clay, soft, very moist, black.
FCLAY (CL); silty, sandy, soft to stiff, very moist, mixed brown,
slightly calcareous.
�9 Hand drive sample.
NOTESi
1. Exploratory pits were excavated on September 20, 1993 with a
rubber —tired backhoe.
2. Locations of exploratory pits were measured approximately by pacing
from features shown on site plan.
3. Elevations of exploratory pits were not measured and logs .of
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 and under
the conditions Indicated. Fluctuations In water level may occur with time.
7. -LABORATORY TESTING RESULTS:
WC=Water Content (7.)
DD=Dry Density (pcf)
—200=Percentage passing No. 200 sieve
{
4 566 93 I Chen0Northern, Inc
LEGEND AND NOTES ' rig. 3
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Moisture Content 18 percent
Sampleol: Silty clay
No movement upon wetting -7 ;:
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APPLIED PRESSURE — ksf
Moisture Content = 24 percent
Dry Unit Weight = 94 pcf
Sample of: Silty Clay
From: Pit 2 @ 6 feet
APPLIED PRESSURE — ksf
4 566 93 C11eI1ONOT�lerh,IriG SWELL -CONSOLIDATION TEST RESULTS
Fig. 4
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Dry Unit Weight 96 pcf
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4 566 93 Chen NOittleri"1,IiiG SWELL -CONSOLIDATION TEST RESULTS
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1347-94 - Parcel #2111-202-00-006
JOB NAME 251 Daggett Lane GERARD
JOB NO.
JOB LOCATION
BILL TO
DATE STARTED
DATE COMPLETED
DATE BILLED
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NET PROFIT
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