HomeMy WebLinkAbout4121 Bellyache Ridge Rd - 194135202001INDIVIDUAL 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. 1741-97 BP NO. 11567
OWNER: JEFFREY SEIDEL PHONE: 212-436-4231
MAILING ADDRESS: 28 E. 10TH STREET NEW YORK NY 10003
APPLICANT: SAME PHONE:
SYSTEM LOCATION: 0046 BIG DIPPER RD., BELLYACHE RIDGE, WOLCOTT, CO TAX PARCEL NO. 1941-352-02-001
LICENSED INSTALLER: DIG IT EXCAVATING, ROBERT STEPHENSON LICENSE NO. 6-98 PHONE: 970-328-5434
DESIGN ENGINEER: BLUEFIN U.S._ INC.. ROBERT NAUMANN PHONE NO.
INSTALLATION HEREBY GRANTED FOR THE FOLLOWING:
1250 GALLON SINGLE AUTO SIPHON TANK WITH 3 COMPARTMENTS, SIPHON DOSE 135 GALLONS, 900 SQUARE FEET OF MOUND DESIGN.
SPECIAL REQUIREMENTS: INSTALL AS PER ENGINEER'S DESIGN REVISIONS DATED 1-28-98. INCLUDE A CLEANOUT BETWEEN THE TANK
AND THE HOUSE, AND INSPECTION PORTS WITHIN THE MOUND. ENGINEER TO CONFIRM ACCEPTANCE RATE/PERCOLATION RATE OF
SANDFILL AT 10 MPI. ENGINEER IS RESPONSIBLE FOR FINAL INSPECTION. BUILDING CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED
UNTIL SEPTIC SYSTEM IS APPROVED.
ENVIRONMENTAL HEALTH APPROVAL: DATE: MAY 11, 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 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 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: 900 h a s n 1 a rP a SQUARE FEET (VIA 570 mound area )
INSTALLED _3—compartment TANK: 1250 GALLONS IS LOCATED DEGREES AND FEET FROM
see site plan for system component locations.
COMMENTS: Engineer final certification received 5-9-99.
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: _Ma Y 14 , 1999
(Site Plan MUST be attached)
ISDS Permit # l c
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: �e-� Q. Se; C�' PHONE: al w36�ya31
MAILING ADDRESS: 1%---
N&.0Yor► I NK. 10oo�
APPLICANT/CONTACT PERSON; PHONE:
MAILING ADDRESS:
LICENSED ISDS C ACTOR: C 1�r ; Ur wn �, PHONE., fl
COMPANY/DBA: ADDRESS: •U. _- 115 . P�G�� Gr a_G c. 7
PERMIT APPLICATION IS FOR: New Installation ( ) Alteration ( ) Repair
LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM:
Building Permit # For ( if known)
It
Legal Description: Subdivision:& 11j�rcle- tIA e Filing:) Block: Lot No.�O
Tax Parcel Number:
2.._��_,_-tea-�U � Lot Size:2cG�tS
Street Address: 64 q6 PDiti GI 0/I� RA .
BUILDIN'/TYPE: (Check applicable category)
( ) Residential/Single Family
( ) Residential/Muiti-Family*
( ) Commercial/Industrial*
TYPE OF WATER SUPPLY: (Check applicable category)
( ) Well ( ) Spring ( ) Surface
( Public/ Name of Supplier: -
Number
Number
Type _
of Bedrooms
of Bedrooms
*These systems r quire design by a Registered Professional Engineer
SIGNATURE: Date:
TO BE COMPLETED THE COUNTY
AMOUNT PAID: RECEIPT #: 1��1(�(� DATE: (D /J-4 /17
CHECK #: .�R(3 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
May 14, 1999
Eagle County Building
P.O. Box 179
500 Broadway
Eagle, Colorado 81631-0179
Jeffrey Seidel
28 E. 1Oth Street
New York, NY 10003
RE: Final of ISDS Permit 91741-97, Tax Parcel #1941-352-02-001. Property location: 0046
Big Dipper Rd., Wolcott, CO.
Dear Mr. Seidel: -
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 buildh4-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
28 East 1Oth Street
New York, NY. 10003
February 3, 1998
Janet Kohl
Community Development Department
Eagle County Building
P.O. Box 179
500 Broadway
Eagle, Colorado 81631-0179
Dear Janet:
Enclosed are the revised septic system plans as your department requested from Ray Rizzo the
septic engineer. Hopefully, this is what is needed to issue the ISDS permit. After that is issued
please let the building permit people know so they can proceed with the issuance of the building
permit. _
Thank �od\for your assistance. If you need to speak to me, I can be reached at 212-436-4231.
Jeffry B.'Sei
Enclosures
cc: Tim Coonce
Paragon Builders — with enclosures
JB S/j s
icy Gr)I 1 »o i U. u r t3UNNIL Yu JLKKY
FIAUL ey
July 17. 1996
RE: Percolation Test
Lot 18• Bellyache Ridge Filing No. 1
'e• AM1.0 r.•�rw. r'r1Mrw�in
Awr.j..�� l�Tr. GA�I1 ti
At your request on July 12 and 13, 1996, we visited Lot 18, Bellyache Ridge Su,
Filing Nn. 1. near Wnlentt. Ragla C:nilnty, Cnlnrheln T1144 r1Irrn4A Ofeur site visits was,
....•�«r.« �«« .w� ...� �«w.�r •r..� ..��......«..-rN �.. •.r ice.. ��.1.••.. �I «•......
As shown on the Location Sketch, Drawing No. 1, the selected area is near the i
comer of the lot. The soil exposed in the Profile Hole consisted of:
fi om 0 to 4 feet of Topsoil.
from 5 to 8.5 feet of Grayish -brown, weathered Bedrock (Soft, and breakable b;
Ground wRter was not encountered in t ie profile hole.
Three percolation toles were excavated, presoaked ovornlght, weed tanteod the fo!
day. The percolation rate was as follows. ,� Perc.Teet l�l0 3
Perc Tgat No_ i Perc.TC&I, No._.�
4.3 minutes per inch 5.7 minutes+er.iadi -.--.. 5.4 wninute•n•pes•incl
An average percolation rate recommended fbr design is 10 minutes per inch. Th,
percolation rate is within the recommended design criteria of the Eagle County Regulati
Individual Subsurface Sewage Disposal System; however, due to the closeness of the b
layer (required four feet separation between the top of the bedrock and the bottom of tt
leachfield), the septic system should be engineered. Either a discharging sand Ater, or a
system can be designed for this site.
If you have any questions, please do not hesitate to call.
Sincerely,
LKF Ent
-off, 29520
Luiza Petrovska, P •••/4
President O4N1A � 1,,
Enclosure
C.%O"W-ltW MWW1'V=rfl5*VM.WrO
P.O. Boot 1452, Avon, Colarado 81620 0 (970) 827-9088 Tel 0 (970) 827-9089 Fax
ivision
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12/28/1996 10:07 970-926-5030 BONNIE & JERRY PAGE 10
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P.O. dox I452 Avon. CO 81920
tm (970) 827-9089 (o■ (S70) 827-90E9
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LOCATION SKETCH
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LKP -Engineering, Inc.
SOIL AND FOUNDATION INVESTIGATION
FOR
PROPOSED RESIDENCE
LOT 18, BELLYACHE RIDGE SUBDIVISION
FILING NO. I
EAGLE COUNTY, COLORADO
PROJECT NO. 9666
SEPTEMBER 9, 1996
PREPARED FOR:
T.A.P. LAND & CATTLE COMPANY WYKSTRA
811 CASEY KEY
NOKOMIS, FL 34275
P-O. Box 1452, Avon, Colorado 81620 • (970) 827.9088 Tel * (970) 827-9089 Fax
TABLE OF CONTENTS
EXECUTIVESUMMARY ...................................................... I ............ 2
SCOPEOF STUDY........................................................................2
SITEDESCRIPTION.......................................................I...............2
PROPOSED CONSTRUCTION .............................................................. 3
FIELD INVESTIGATION...................................................................3
SUBSURFACE SOIL AND GROUNDWATER CONDITION ...................................... 3
FOUNDATION RECOMMENDATIONS ...................... . ........................... ... 4
EXCAVATION DIFFICULTIES.............................................................. 4
SLABCONSTRUCTION ...................................................................4
RETAININGWALLS.......................................................................5
UNDERDRAINSYSTEM...................................................................5
SITE GRADING AND DRAINAGE ................................................ . .......... G
LAWNIRRIGATION ........... ...................................... I ................ ...,,6
LIMITATION................................................I............................7
FIGURES
LOCATION SKETCH .... . ....... ................. . ....... . ...DRAWING NO. 1
SUBSURFACE EXPLORATION LOGS ........................... FIGURE NO. I
PERIMETER DRAIN . .................. . .....FIGURE NO.2
LKP Engineering, Inc.
EXECUTIVE SUMMARY
The proposed residence should be supported
on the undisturbed bedrock, with conventional type
spread footings, designed for a maximum allowable
soil bearing pressure of 3000 psf. See Foundation
Recommendation.
SCOPE OF STUDY
This report presents the results of a subsurface Soil and Foundation Investigation for the
proposed residence to be constructed on Lot 18, Bellyache Ridge Subdivision Filing No. 1, Eagle
County, Colorado, The purpose of the subsurface soil and foundation investigation was tootles rmine
the engineering characteristics of the foundation soil and to provide recommendations
C reotechnical point of view for the foundation design, grading, and drainage.
SITE DESCRIPTION
The proposed building site is on a 2.019 acre lot, at the southwest corner of the intersection
of Big Dipper Road with Bellyache Ridge Road, in the Bellyache Ridge Subdivision, south from
Wolcott, Eagle County, Colorado. The topography of the site is moderate to steep. A ridge
runs
through the middle of the lot. To the west of the ridge the vegetation consisted of pine forest, while
to the east there were aspen trees. Also, on the top of the ridge and on its west and north sides, there
with
was bedrock outcropping. Between the evergreens and the aspens to the west, there is an
area ass and shrubs. Drainage is to the west, east and north, toward the streets. Lot 46, to the west, has
a residence on it, while Lot 17 to the south is vacant. The lot is also vacant.
PROPOSED CONSTRUCTION
It is understood that the proposed residence will consist of a two-story wood frame
construction, concrete foundation and a partial, walkout basement. Loads are anticipated to be light,
typical of residential construction. If the finalized plans differ significantly from the above
understanding, we should be notified to reevaluate the recommendations of this report.
FIELD INVESTIGATION
The field investigation conducted on September 5, 1996, consisted of excavating and
logging one test pit. The test pits' location is shown on Drawing No. 1. The excavation of the test
pit was done with a conventional rubber tired backhoe. We show the soil profile of the test pit on the
Subsurface Exploration Logs, Figure No. 1.
SUBSURFACE SOIL AND GROUNDWATER CONDITION
The soil profile encountered in Test Pit No. 1 consisted of 1.5 feet of topsoil over 2.5 feet of
weathered bedrock. Refusal on hard bedrock was encountered at 4 feet.
Review of the Indexes to Geological Mapping, Eagle County, Colorado, prepared by Charles
S. Robinson and Associates, Inc., in 1975, shows that the underlying bedrock is Dakota Sandstone.
The Dakota Sandstone consists of fine to very coarse sandstones with thin interbedded shale and
coal. These maps also state that part of the lot is within a geologic hazard of debris slides, landslides
and within areas susceptible to snow sliding or a snow avalanche under extreme weather conditions.
The geologic hazards are outside of our scope of services. They were investigated by E.O. Church,
Inc., Engineers and Geologists. Their report is appended.
LKP Engineering, Inc.
121-/27/1996 20:58 978-926-5630 BONNIE & JERRY PAGE 86/16
4
FOUNDATION RECOMMENDATIONS
We understand that the proposed residence will be close to the top of the ridge and to the
west of it. Based on the soil profile exposed in Test Pit No. 1, and the bedrock outcropping observed
on the lot, the entire foundation should be supported on bedrock. The proposed residence should be
supported with conventional type spread footings, designed for a maximum allowable soil bearing
pressure of 3000 psf. The footings should be placed on the undisturbed bedrock.
Minimum width of 16 inches is recommended for the continuous footings and 2 feet for the
isolated footing pads. A minimum of 48 inches of backfill cover is recommended for frost protection
of the footing subsoils. Imported fill material, approved by the undersigned engineer, might be
necessary for the foundation backfill
The foundation excavation should be free from excavation spoils, frost, organics and
standing water. Voids left in the foundation excavation by the removal of rocks, should be filled with
lean concrete.
EXCAVATION DIFFICULTIES
From the condition of the bedrock outcroppings observed on the lot, we assume that the
excavation can be done with large excavation machinery. Hydraulic hammers and blasting, to loosen
the rocks, might also be needed. Excavation of narrow utility trenches might be more difficult.
SLAB CONSTRUCTION
The natural on -site soils, exclusive of topsoil, organics, are suitable to support lightly loaded
soil
slab -on -grade construction. Due to the closeness of the bedrock, (and the absence of a suitable loo
under most of the topsoil) within the proposed building site, an imported fill might be needed for the
construction of a slab on grade. Underslab fill should be constructed with a suitable material,
compacted to a minimum of 95 percent of the maximum standard Proctor density (ASTM D-698
Suitable material should be free from topsoil, organics and rock fragments greater than : inches.
The concrete slab should be constructed over a 4-inch layer of clean gravel consisting of -3/4
inch gravel with at least 50% retained on the No. 4 sieve and less than 3 percent passing the No. 200
sieve. The concrete slab -on -grade should be reinforced and control joints scored according to the
American Concrete Institute requirements and per the recommendations of the designer to reduce
damage due to shrinkage. The concrete slab should be separated from the foundation walls and
columns with expansion joints to allow for independent movement without causing damage.
RETAINING WALLS
Foundation walls retaining earth and retaining structures that are laterally supported should
be designed to resist an equivalent fluid density of 60 pcf for an "at -rest" condition. Laterally
unrestrained structures retaining the on -site earth should be designed to resist an equivalent fluid
density of 40 pcf for the "active' case.
The above design recommendations assume drained backfill conditions and a horizontal
backfill surface. Surcharge loading due to adjacent structures, weight of temporary stored
construction materials and equipment, inclined backfill and hydrostatic pressure due to undrained
backfill should be incorporated in the design. Every attempt should be made to prevent the buildup
of hydrostatic pressure behind the retaining wall.
UNDERDRAIN SYSTEM
Perched water condition is very common in foundations constructed on bedrock. To reduce
the risk of surface water infiltrating the foundation subsoil (and the development of a perched water
condition) installation of a foundation perimeter drain is recommended. The foundation perimeter
drain should consist of a 4-inch diameter perforated pipe sloped to a suitable gravity outlet, or to a
sump pump location. The drain should slope at 1/4 inch per foot if flexible or at 1/8 of an inch if rigid
pipe is used. The bottom of the trench adjacent to the footing should be lined with a polyethylene
moisture barrier glued to the foundation wall. The drain pipe should be placed over the moisture
barrier and covered with a minimum of 6 inches of -3/4 inch free -draining granular material.
L" Engineering, Inc.
12/28/1996 10:07 970-926-5030 BONNIE & JERRY PAGE 02
6
Geotextile (Mirafi 140N or equivalent) should be used fo cover the free -draining gravel to prevent
siltation and clogging of the drain. The backfill above the drain should be granular material to within
2 feet of the ground surface to prevent a buildup of hydrostatic pressure. The top one foot of the
backfill material should consist of a relatively impervious fill. The backfill should be sloping away
from the building.
SITE GRADING AND DRAINAGE
A site plan was not available for review at this time. The following recommendations are
general in nature. The site surrounding the building structure should slope away from the building in
all directions. A minimum of 12 inches in the first 10 feet is recommended in unpaved areas, and
three inches in the first 10 feet in paved areas. The top of the granular foundation backfill should be
covered with a minimum of 1 foot of relatively impervious fill to reduce the potential of surface
water infiltrating the foundation subsoils. Exterior backfill should be compacted at or near the
optimum moisture content to at least 95% of the maximum standard Proctor density under
pavement, sidewalk and patio areas and to at least 90% of the maximum standard Proctor density
under landscaped areas. Mechanical methods of compaction should be used. Do not puddle the
foundation excavation.
Surface water naturally draining toward the proposed building site should be diverted around
and away from it by means of drainage swales or other approved methods. The roof drains and
downspouts should extend and discharge beyond the limits of the backfill.
LAWN IRRIGATION
It is not recommended to introduce excess water to the foundation soils by installing
sprinkler systems adjacent to the building. The installation of the sprinkler heads should insure that
the spray from the heads will not fall within 10 feet of foundation walls, porches or patio slabs. Lawn
irrigation must be controlled.
LKP Engineering, Inc.
12/28/1996 10:07 970-926-5030 BONNIE & JERRY PAGE 04
TEST PIT NO. 1
DATZ EXCAVATED: September 5, 1996
ELEVA11ONT :
s
Y DF.p'ITi M DESCRIPTION OF MATERIAL
MT $ AND SAMPLE LOCATION
0
L
-- Weathered bedrock
..._ s Resfusal at 4 feet on
Sandstone Bedrock
__10
---- is
--- 20
O = Relatively undisturbed hand drive
■ —Bulk sample
DD Natural Dry Density
MC = Natural Moisture Content
-200 = Percent passing No. 200 sieve
LL = Liquid Limit
PI = Plasticity Index
LABORATORY
TEST RESULTS
No Ground Water
Encountered
REMARKS
PROIECT NO. 9666
LKP ENGINEERING, INC. SUBSURFACE EXPLORATION LOG
FirjL-AE NO. 1
s n bf
•
D ° f
r e e
e
D
a �.I
ti
> � D
SLCRE AWAY F.ROr,f BUILDING
COVER BACKFILL MTH ONE
FOOT OF RELA RVEL Y
IMPERVIOUS SOIL
D Q
° r
Z / RANUL 4R FILL
>�
e b .�
s
D
• FOO i ING
°
ID D
IMPERVIOUS MO1S TUP, E
-FARRIER GLUED ''0 THE
FOUNDA TION VYALL
GRA 1,FL THIC.XNESS Sf%OULD H"r
A T _EAST 8 INCHES AND SHOULD
INCREASE 1F HEAVIER SEEPAGE" IS
AN77CPA TED
MIL/GEMCHNICAL
aLKPEngineering, Inc.
P.A. Sox 1452 Avon, CO 81620
tef p7o) 827-9C88 lox (970) 827-9099
O
O o
F/L TcR FABRIC
(MIRAF/ 140N OR
ECU/ VA ENT)
�-- COARSE GRAVEL, J14 INCH DIAM•
4gTH LESS THAN 59 F.JN£S
4-;NCH CIA METcR PERFORATED
PIPE SL OPEC 7-0 A ,'U1 TABLE GU TL E T
A T 714 " FER FCO T FOR FL EA156L E AND
AT 118„ PER FOOT FOR RIGID PIPE
PERIMETER DRAIN
L * tE% BEILYAC14C R/DGE S!JBDlv510N
rum" ND.
EAQ,f C01INTr, rrt.ORADO
SCALE., N rs
^A1r. 9-06-96
r+GURE NO ' 2
LOT 18
' oT 46
r rt #7
LOT 17
protile Nate
NOTE: Test P;( !ocatlons cre approxi,rote
LOCATION .SKETCH
Civil/G80T8CH>rICAL L0T ;3, e£uracrE RIDGE suBOls%ON
FILING N0.
n(K
Inc.
FAGLE COUNTY, GOLORADO
'nglr� eerll�g,
L p 0 oex 1452 Avon. CO 81520
tel (970) 827-g086 toY (970) 627-9089
----------------
0
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O
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II r.,.. 9666
SCALE, 1" =
(JA FC. j.-L)C-96
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12/28/1996 10:07 970-926-5030 BONNIE 94 JERRY
PAGE 07
E.O. CHURCH, INC.
ENGINEERS & G80LOGISTS
September 91 1996
tgip Engineering, Inc.
4.TTN. ; Luiza petrovska
L..O. Box 1452
,.von, CO 81520
>ubject: Ceologi.cal Engineering Hazards yrivestigation
Lot IS, Bellyache RidgySubdivision, Fi l"V No"
4W 1/4, Section 35, ,
Eagle County, Colorado
Job No. 7827
':eaz Luiza
�.s requested, we visited the subject site on th>.s date to assess
, jeo? ogical hazards relative ed the
si.tedential for geote hniCal a gins r ng and
_,tand you have investigat
.,site wastewater disposal purposes.
she site is a 2-acre lot near the northeast and of Bellyache Ridge in
a at the
Eagle County, colorado. It sits on the crest of the
Road. It is
southwest corner of Bellyache Ridge Road and Big Dipper
..roposed tv develop the site -w.ith a residence and septic system.
water supply
gill be from the Subdivision's system.
The site is -located at an elevation of approximately 8584 feet -
eased
vertical
on the site topographic map, there is about 8o Beto et of vertical
The
relief, sloping up along the ridge crest from east r (western) part
residence will be located on the crest neat the uPP ercent to the
of the sits. Slopes-inllheddwnslope.se Slopes are out
fromothe ridge crest
east and flatten gradu y percent.
There is a marked change in
down to the north are about 25 Punderbesh on the sower, eastern and
vegetation from aspen and heavy
open scrub and scattered evergreens on
southern parts of the lot,
• her, western and northern parts of Condit conditions- aspen indicate
�-�•e hie ciayier, subsurface -getter, and possibly
evlogic reference for the area is the Robinson. ncri The maps
The primary g Dakota
z colluvium derived from
indicate the size is underlain by debris slide from Dakota
he southern riaif . Bedrock is the Dakota sanThisdeb $
sandstone and
the s northern rialf and a Southern margin.
sandstone bedrock
probably the Morrison Fazmatio ha and a ea" of debris slides, The
icing specialized investigation.
slide is classified as a "Sg ed on the
slides and slope failures requ a of an avalanche area DPP
site is also on teeet sell achrn e Ridge•
southeastern slop ,olagic hazards
not Iens Hard iandstonQ bedrock
The results of our the proposed=development. a any `o the northwest,
which would preven ridge with
a dip
on the nortn side of the G foredo =�
outcrops 1.0.sox2869 • Evorgrea °
ntt Av��u• Don or, eatvrado 80215'1407
(303) 6744800 FAX (303) $744813
.9$92 FAX (303) 932.3577
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parallel to the ground surface, of about 14 degrees. We understan3 a
i:est pit excavated near the eastern edge of thQ proposed house
encountered about 4 feet of overburden soils over hard sandstone. The
entire house area is in an area which appears to be underlain by very
rocky colluvium underlain by Dakota sandstone. We suspect the
Vegetation change along a northeast -soiithwest line,
mentioned above,
-arks the approximate boundary between the Dakota and Morrison
Formations.
'rhe debris slide is mapped on the southeastern side of the ridge, just
below its crest. We think this represents an old slope failure in
claystones of the Morrison Formation which under -tined Dakota sandstone
along the ridge crest. There is no expression of the slide on this
;ot, but an old landslide scarp, representing the top of the slide,
tmay exist on steeper slopes adjacent to the southwest. The aspen on
tr.2 site and to the southwest are mature, 20 to 30 feet high, and are
growing vertical. Therefore. there are no signs of active slope
�cvements. Construction of the s�.t ntirtlY actuallyn exists one shouhe ls_tst
no
affect the debris slide, should
Construction on the area of aspen trees should be avoided.
Given the site location on the ridge crest and no sign of avalanche
activity nearby, we believe there is no avalanche hazard for this lot.
possible design and construction problems of a geological nature
include difficult excavation o trenches. spe�chedewateru could blasting,
at the
foundations and utility
overburden soil -bedrock in
reface due to ecticnscofcthe� house Wwhicn are
recommend a foundation d rched Water,
below grade to help carry away such p.3.A
we understand the septic effluent ftioield
ch niel. we located northeastseptic .
the house near the line of veget mechanism be sure effluent reache
system be designed with a do �ntJloll ne acat on. our concern
i
the entre f wed d and is no
is ccncentrate water in ri the old debris slide failure esurface-
glemenC if it were Co read
Eo],ggic conditions which will
We
In corclusior.. We believe there are nog residence as proposed.
Prevent development Deor a ed earthlork abelyreviewed by a geotechnical
recommend all prof We would be
engineer prior to construction, anticipated vcondit ns ld O Dose ed.
by the engineer to check for un
leased to provide additional caasul.tatlon in this regard if need
P please
f further serve-ce • F
if there are any guestions.
call. .
.a
9874
very truly Yours,
'.o. C=Rcx, ZNC.
Daman R. Runyan, p•E•
Geological engineer
or if we can be o
TOTAL P.03
TNDIITIDUAL SE','1AGF DISPOSAL SYSTFi%2
Lot 18, Bellyache Ridge Y1 Eagle county
BLUFFIN U.S., Ii
Boulder, Colorado
I. INTRODUCTION
Septic system design for four -bedroom home located at
lot 18, Bellyache Ridge Subdivision ;71, Eagle County,
Colorado. System will consist of a double compartment
septic tank and absorption bed with related piping and
appurtananc-es.
I I . F ; -, T I,� „- r
� ��,r
Four bedroom home requires a 1250 gallon sel:tic tank
capacity constructed to specifications as set forth in
the Eagle County Health Department regulations.
III. SOIL ABSORPTIOT SYSTEM
AREA
Absorption bed area will be calculated using recommended
CD
flow rates and Long Term Acceptance Rates according to,
the formula A = Q/LIAR.
Average Daily Flows = (75 gal./person)(2 persons/bedroom)
(4 bedrooms)
= 600 gallons
Maximum Daily Flows = 1.60(600 gal.) = 960 gallons y qj
Assume 20/ decrease for water conservation devices.,
Q = 960 - (.20)(960) = 76-B gallons -
From enclosed soils report, it has been determined that
the bedrock substrata lies roughly four feet to the pro-
posed absorption field bottom elevation. Therefore, a
mounded system consisting of imported medium grained sand
with a LIAR = 1.2 gal./ft/day will be proposed. (t=10 min./in.
minimum) . ---- I ®Z
2
A = `/ZTAR = 768/1.2 = 640 ft.
Absorption bed length reduction = L(1vd+2)/(',1+1+2D) = 38 ft.
x
Assumed field dimensions = 151x38' = 570 ft.
2.
0
ABSORPTION FIELD LOCATION and SP_E�IFI�ATIONS
Absorption field shall be located as, -shown on the
site plan and must be no closer than 25 feet to
water supplies or piping. Also shown are required
septic piping, slopes, and specifications; and an
absorption field cross section indicating materials
and construction requirements.
I V . SUMMARY
Individual sewage disposal system will consist of a 1250
gallon, two compartment septic tank discharging to a 570
ft z mounded absorption bed constructed as specified on
the plans. Topsoil will betexcav_ate to bedrock and a
medium graine—T-sand fill will be used to construct a mound-
ed absorption field system with compacted earth berms,
where necessary, to prevent lateral movement of effluent
beyond the field perimeter. Bedrock lies approximately
4 feet below existing grade and roughly parallels the
existing grade slope, as per the enclosed soils report.
Absorption field excavation, fill materials and fill
material compactions must be inspected and approved by
the Soils Engineer. Bedding for the septic tank, piping,
and distribution box will be constucted as set forth in
the Health Department regulations and as dictated by the
field conditions as necessary r'�
12/28/1996 10:07 970-926-5030 BONNIE & JERRY PAGE 03
7
LIMITATION
This report has been prepared according to locally accepted professional Geotechnical
engineering standards for similar methods of testing and soil conditions at this time. There is no
other warranty either expressed or implied.
The findings and recommendations of this report are based on field exploration, laboratory
testing of samples obtained at the specific locations shown on the Location Sketch Figure No. 1 and
on assumptions stated in the report. Soil conditions at other locations may vary, which may not
become evident until the foundation excavation is completed. If soil or water conditions seem
different from those described in this report we should be contacted immediately to reevaluate the
recommendations of this report.
This report has been prepared for the exclusive use of
T.A.P. Land & Cattle Company Wykstra, for the specific application to the proposed
residence structure to be located on Lot 18, Bellyache Ridge Subdivision Filing No. 1, Eagle
County, Colorado.
Sincerely,
LKP ENGINEERING,
Luiza Petrovska, PE
President
OFFlCL, wPWIMWVD=S9666.Rrr
"parpo`�
29526
Ii AL � �; ���•
LKP Engineering, Inc.
Received May-06-99 12:49pm from 3039381703 4 ENVIRONMENTAL HEALTH page 2
MAY-06-99 1 e :5a PM P,:,,.r a.9 c,k, 3039AS 1 703 P . 02
.,.
8111difln YJ.5. Inc.
3818 Clavetlesl; Dl ive
BOUJdet, C0101ma 80304
Ph. A to (303) 440-OW
5-0•�Y-q
I*cgie County Heolth Deportmemt
Avon Colorado
Re: Septic system Inspection lot 16, Sellycche fridge W, eogle bounty
In reference to the Individual sewage disposal eye -term Installed at the Seidel residence, this
letter is to clarify that o sewer fine cfeonout woo Irtstoiled between the septic tonic and the
home being served, and that the septic field inspection portals were installed per the
approved plops with one portal for each discharge line,
Also, o toched is the certification of sieve test results and the U.S. Soils Congervotion
Service soil type, designation for the fill material from the material supplier, From this
analysis and the Ott=,hed values of the long Term Acceptance Dotes, the fill material is
acceptable per the approved pions and speclflcatlons for the sys-em as designed.
Sincerely,
Robert C, Noumonn, P.R.
Received May-06-99 12:49pm from 3039381703 - ENVIRONMENTAL HEALTH page 3
mwe-o6-99 i2%ss Pm Pora9on P.03
5k7�1�Jt
,,,,,,,,A$"#
HIPWORTH-FAW 1, Sh tiUIIrr II411<AL, INN- 041RMn#A144 r,tr�t����
Cb nM"Ot♦ +
to 00 "NOW
lhA�t� *rn lli.�t
()Cwbei 10, 1998
EX& It Excavating � �t>h 1�i4'1 1a1I 7j7
AtUll f,VbVrt Stepbenhon
P-0. tux 408fi
Eagle. Colorado 81631
Subject-, Mis"Ilu1Grou5 Litbotmoty 'restins, 190
1)4at Mr, Stepktown:
1'taacnted with th letter are the rewits of laborutwy trtrting perfor-wbiI oil .t rr► 1wir 0'
rK>nd ujid suhmittrd to our labormor) ► , Qclklber 26, 1998
A gradation analysis was pctfortned in ucordunce with ASTM proceciuw
Wo we vallable fnr tasting of additional sari fts •o required. In the mviultitt19, it)"'
havo any questions, piety call ottr 01 14C
Sidcerely.
HEPwORTH-PAWLAK GEOTECHNICAiL, INC.
hlit;httal lrv�uns, S,>:T,
ML• 'kr:
Received May-06-99 12:49pm from 3039381703 -> ENVIRONMENTAL HEALTH
MAY-06-94) 12:56 PM Par-ason 3039391703
` � Q4'I` 1t'�+ 2'tY'! ! f' ,1! ! f jKr,'K r � �<w! ��E�{i ..,e, Y•`s�,
page 4
P.04
PARTICLE SIZE DISTRIBUTION IE ORT
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1 +
t ,, t i 1 , ti , + it ' L..r.q.• t '
407
1-1
ITi,
TO
i.RAl1Y at= ` mm
-10
am PSRCItNT �*P9 PA"rA
i1tE. itiY l .RC�tN tx•ADr silty eau!
IndAwiabbak
016s 01224 0600 4.1?16
R a
0100
uscas Si4t �D■ A 2 a(V)
S>,mpl; w" obtai3ud Marwal pit by w oiro wh
sompla No,; 1 &Gum# of Implo'. LTV" 00W. 34�26.98
LetxNant F<rB �++pd >4tookp►i.:t gtrvsl pitN1►,rpopA!►;
+� Cglllrtl 17i,g It 8awry
Ho pwo h wl awl a k P►a��cl, Gs.dWtiws Re.wM�,. d .►aa�jlr Ax+r� 4t rit►s Fs?rk C�. ry ft 1:qt,
GeoteC�'1�7ical� I ic, Prel.ott4a: i9$ 9 - -- Olauro
Received May-05-99 09:07am from 3039381703 4 ENVIRONMENTAL HEALTH page 2
MAY-05-99 09:13 AM Para.son 3039391 i'03 P.02
'sUr'
Sluelln W.I. iuea»
3818 Ciamrleef Dilive
Boulders Ce19148o 80394
Pb/ 8 to 13031) 4 0-INN
5agle County Hearth Deportment
Vail, Colorado
Re: L.& 18, 5eilyoche Ridge. ,Septic system Inspection
%Pt
inspection Of gewpge disposal system was completed ra-12-96 for compliance with the
approved plans as designed. The following Items were reviewed and the system approved
as constructed.
t/A 1250 gallon septic tank Installed and bedded adequately and level with native top soils.
No bedrock was er'Covntered and any large boulders or rocks were removed.
(,/An In -line 500 gdlion surge tank with a 135 gallonrcycie automatic alpha, was Installed. In
ssrles with the septic tonk and sirmilarly bedded.
Four Inch diameter PVC schedule 40 sewer pipe at slope greater than one, -eighth Inch per
fast td four hole distribution box fold an undisturbed motive $all at 12 inches below ground
surface.
570 square foot level absorptlon fcid with 2A Inches of cleon, washed gravel ( one half inch
to two and one half inch diameter 05 speclfled.
Imported absorption fEeld percolption rnoterlol woo provided by the septic contractors
vendor, Contractor Is responsible for sieve tests as necessary,
5lncereiy,
,t,.4��i�flt�lJlfA
dr 11N.,,t„11)y�j�/l
be 33 o�u P.S.
gExcavate field area to 4 foot depth maximum, or to bedrock
if closer than 4 foot to existing grade.
.onstruct 3 foot wide earthen berm around field rerimeter.
C"onsruct berms in 12 inch lifts and compact to 95% compaction
minimum.
Construct absorption bed with medium grain sand fill (perc-
olation rate = 10 minutes/inch minimum), and compact to 90'/0
compaction maximum in 6 ich lifts.
Sewer pipe - 4 inch diameter, schedule 40 PVT'.' pipe (111/1' slpoe
minimum), 12 inches below grade minimum. Fled piping and dist-
ribution box as necessary for field conditions.
Distribution pipe - 4 inch diameter PjT: perforated pir)e. Place
distribtion pipe in 24 inch gravel bed us ni g____1/2" - 2 1/2"
gravel with 2 1/2 11 gravel cover for piping. Cover absorption
bed with 12 inches of topsoil minimum, and grade bed and vic-
inity to shed surface water run-off.
All excavations, fill quality and placement, bedding, and fill
compaction must be inspected by the Soils .engineer.
0
Note: N. T.S
1250 Gal. Single Auto Siphon
SeDtic Tank
PLAN
■ MONOLITHIC TANK meets
ASTM-C-913 Spec. for
water and waste water
structures.
■ Butyl rubber sealant meets
Fed. Spec. SS-S-210A.
(Provided with tank.)
■ Plumbing shown in
diagram provided with
tank.
■ It is the system engineer's
requirement to determine
VOLUME, LOADING and
RETURN TIME.
4
10'-2"
NN �»11<0A1ML� , c
6"
5'-10"
t
24"
Dimensions
Capacities
(pHons)
A B
Siphon
Chamber
Discharge
Per Cycle
Approximate Weights
W
L
H
Tank
Lid
Baffle Walls
Total
6'-8"
10'-2"
6-10"
842
414
433
100/135/185
9650lbs
44001bs
2880lbs
16,930lbs
Gal.
Front Range Precast Concrete
5439 N. Foothills Highway
Boulder, Colorado 80302
(303) 442-3207, (800) 783-3207, FAX (303) 442-3209
-18-
1/41-97 Tax # 1941-352-02-001 tt
JOB NAME Lot # 18, Filing 1 SEIDEL JOB NO.
0046 Big Dipper Rd.
Bellyache Ridge Subdivision
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JOB FOLDER Product 278 I U Pdnted in U.S.A.
JOB FOLDER
1/41-97 Tax # 1941-352-02-001
JOB NAME Lot # 18, Filing 1 SEIDEL
0046 Big Dipper Rd.
Bellyache Ridge Subdivision
JOB NO. P
LOCATION
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DATE START�D
DATE COMPLETED—_____
DATE BILLED
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