HomeMy WebLinkAbout757 Copper Spur - 168904300015EAGLE COUNT`( ENVIRONMENTAL HEALTH DIVISION
P.O. Box 179 - 500 Broadway < Eagle, Colorado 81631
Telephone: 328-8755 A
YELLOW COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 1 5 6 0
Please call for final inspection before covering any portion of installed system.
OWNER: James and Karyn Minar PHONE:() 70-9491484
MAILINGADDRESS: P.O. BOX 2318 City: Avon State: CO zip: 81620
APPLICANT: James and Karyn Minar PHONE: 970—
SYSTEMLOCATION: Lot 29 Coppers mr Rd_,_,E_C_C_ �TAXPARCELNUMBER: _1689-041-00-01 5
LICENSED INSTALLER: Earth Answers Clark Ewing LICENSE NO:_6-96
DESIGN ENGINEER OF SYSTEM: LKP Engineering, Inc. Soil report and Percolation test only
INSTALLATION HEREBY GRANTED FOR THE FOLLOWING:
1250 GALLON SEPTIC TANK
ABSORPTION AREA REQUIREMENTS:
SQUARE FEET OF SEEPAGE BED 986 SQUARE FEET OF TRENCHBOTTOM.via 28 infiltrator units, as requested
o
SPECIAL REQUIREMENTS: Install in serial distribution in trenches. Install cleanouts i eearcfirtrench,
and between the tank and the house. Rake trench surfaces, and don't install in inclement
weather. Don't drive over the leach field when com!leted Call the County for final
inspection prior to back -filling.
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. 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: 1008 SQUAREFEET.via 28 infiltrator units
INSTALLED SEPTIC TANK: 1290 GALLON 49 DEGREES 47 FEETFROM 20' from the corner of the mobile home
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 I$ MADE. ARRANGE A RE -INSPECTION WHEN WORK IS CORRECTED.
COMMENTS: 1
ENVIRONMENTAL HEALTH APPROVAL: DATENC)Vember 1 1_i9-96
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
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: T lwes ¢ k4fy.0 11V1,V 4 PHONE • ( Mel
MAILING ADDRESS: d. /,fax Z3/1 za
APPLICANT/CONTACT PERSON: ,74n6s e*441N "V"Wa-C PHONE: (974J ) c"�--ty'
MAILING ADDRESS: y. Ggo,Y Z3/f' ,¢uaar Oo
LICENSED ISDS CONTRACTOR: PHONE: (9v,9) 6s3 yVlz�,
COMPANY/DBA: E9,PTy AVXv", ADDRESS: �D,iJ��C L43 /11'Cy c'o �oyL 3
**************************************************************************
PERMIT APPLICATION IS FOR: (✓) New Installation ( ) Alteration ( ) Repair
***************************************************************************
LOCATION OF PROPOSED IN)D/I�VIDUAL SEWAGE DISPOSAL SYSTEM:
BuildingPermit # � l V�i�
( i f known ) oG th2 b?�
Legal Description: Subdivision: Filing:_Block: Lot No. �9
Tax Parcel Number: g - 3- a o - a S Lot Size: „2' s
Street Address: "7- ZF C'Of'/1�'��'fr.Q o6J
BUILDIN TYPE: (Check applicable category)
( ) Residential/Single Family
( ) Residential/Multi-Family*
( ) Commercial/Industrial*
TYPE OF WATER SUPPLY:
(� Well ( )
( ) Public Name
(Check applicable category)
Spring ( ) Surface
of Supplier:
Number
Number
Type _
of Bedrooms
of Bedrooms
*These systems require design by a Registered Professional Engineer
SIGNATURE: Ly2 i!l //�IGX.�t- Date: ✓� .Zo �f'G
************************************************************************
TO BE COMPLETE BY THE COUNTY ee1� ¢¢/��
AMOUNT PAID: ,� I RECEIPT #: �J)JI3C10 DATE:
CHECK #: II fj; CASHIER:
Community Development Department
(970) 328-8730
Fax: (970) 328-7185
TDD: (970) 328-8797
40191-11glAW1111 • aj
November 6, 1996
James and Karyn Minar
P.O. Box 2318
Avon, CO 81620
RE: Final of ISDS Permit No. 1560-96, Tax Parcel #1689-043-00-015.
Property location: Lot 29, Copperspur Rd., McCoy, CO.
Dear Mr. na d Mrs. Minar:
Eagle County Building
P.O. Box 179
500 Broadway
Eagle, Colorado 81631-0179
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 328-8755.
Sincerely,
oJ-t:G�u-I.
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 29, 1996
TO: Earth Answers, Clark Ewing
FROM: Environmental Health Division
Eagle County Building
P.O. Box 179
500 Broadway
Eagle, Colorado 81631-0179
RE: Issuance of Individual Sewage Disposal System
Permit No. 1560-96 Tax Parcel #1689-043-00-015.
Property Location: Lot 29 Copperspur Rd., McCoy,
CO. Minar residence.
Enclosed is your ISDS Permit No. 1560-96. 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.
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
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Exactly 7/10th of a mile down Copper Spur Road - 2nd driveway to left is the property.
03/26/1996 12: 19
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9708279069
LKP ENGINEERING, INC
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How To Obtain An Individual Sewage Disposal System (ISDS) Permit
It is reccomneded that you apply for a ISDS and building permit concurrently
as you will not be issued a building permit until you have your ISDS permit.
I) ISDS Permit Applications are available at the following
locations:
Environmental Health .Office
Eagle County Building
500 Broadway
Eagle., Colorado 81631
328-8755
Basalt/ E1 Jebel Clerks Office
Behind the Fire Hall Building
in El Jebel
El Jebel, Colorado 81628
963-1682
**Call 328-8755 to have a permit application sent to you.
Please address all correspondences: Make checks payable to:
ENVIRONMENTAL HEALTH DIVISION "EAGLE COUNTY TREASURER"
P.O. Box 179/Eagle, CO 81631
Phone: 328-8755
II) The following must be completed to obtain an ISDS permit:
1. Applicable fees (see fee schedule)
2. Complete ISDS application (including legal description, tax
parcel number, and physical address). Incomplete
applications will not be processed.
3. Indication of the licensed septic system contractor you
have chosen. Contact the county for a list of licensed
installers.
4. Satisfactory site plan (see attached "Site Plan
Requirements")
5. Satisfactory percolation test & soil profile results from
a county technician or a Registered Professional Engineer.
_If county performs the test, there will be a $200.00 perc-
olation test fee in addition to the permit fee.
6. Eagle County's approval of Engineer's design (if
applicable).
FEE SCHEDULE
PERMIT FEE $150. EAGLE COUNTY PERCOLATION TEST FEE $200
SITE INSPECTION $85
11
Specifications For Percolation And Soil Profile Test Holes
These specifications are authorized by the Eagle County
individual sewage disposal system regulations adopted and
effective March 27, 1980.
Location:
Percolation test holes - Soil percolation tests shall consist of
at least three (3) test holes spaced uniformly over the proposed
site in a triangular shape with approximately 25-35 feet between
each hole.
Soil profile hole - The soil profile examination should be
located in an area directly adjacent to the proposed absorption
area. It cannot be located in the.absorbtion area. If your
absorption area is located on a slope, dig your soil profile hole
downslope of.the proposed area.
Dimensions:
Percolation test holes - The percolation test holes should be dug
with a post hole digger or spade. The dimensions of the holes
should be approximately six (6) inches in diameter and three (3)
feet deep. The holes cannot be more than twelve (12) inces in
diameter. Do not use a Backhoe.to dig these holes.
Soil profile hole - The soil profile test hole must be dug at
least eight (8) feet deep or until bedrock or groundwater is
reached. This hole should be dug with a backhoe.
Preparation:
Percolation test holes - Roughen the sides of the three (3) holes
and remove loose dirt from the bottom. Presoak the test holes at
least eight..(8) hours (and not more than twenty-four (24) hours)
prior to''the scheduled percolation test. NOTE: If hot, dry
conditions exist -,'the presoaking should occur no more than 12-14
hours before thtest.
Percolation Test - Remember to leave enough water onsite to fill
the holes for the test (approximately 15 gallons).
Soil profile hole - There is no preparation need.
These instructions must be followed to
percolation test results. If the above
followed, the percolation.test will not
holes meet specifications. Additional
unnecessary trips.
3
ensure accurate
procedures are not'
be completed until the
fees may be assessed for
ISDS Final Inspection.
Comp eteness Form ���
Tank is gal„ Tank Material N%,I�,f;f
Tank is locatedft. and degrees from
(permanent landmark)
Tank is located ft. and degrees from
(permanent landmark)
11 Tank set level. -,Tank lids within 8" of finished grade.
de.
Size of field MI-Bft, units lineal ft.
Technology
Cleanout is installed in between
There is a I'T'l . that goes down 14
outlet of the tank.
Inlet and outlet is sealed with
etc.
tank and house(+ 1/100ft). ,�j 4.
inches in the inlet and
tar tape, rubber gasket
_ Tank has two compartments with the larger compartment
/ closest to the house.
Measure distance and rel.ati,ye direction to field.
3
_. Depth of field ) ft. �� - '
Soil interface raked.
Inspection portals at the end of each trench.
-Z Proper distance to setbacks.
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
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Engineering, Inc.
SOILS AND FOUNDATION INVESTIGATION
o•
PROPOSED RESIDENCE
LOT 29, SECTION 4, T2S, R83W, OF THE 6TH P.M.
EAGLE COUNTY, COLORADO
PROJECT NO.9501
MAY 10, 1995
PREPARED FOR:
JAMES AND KARYN MINAR
P.O. BOX 2368
AVON, CO 81620
uu1„1111
29526
SON
P.O. Box 1452, Avon, Colorado 81620 • (970) 827-9088 Tel 9 (970) 827-9089 Fax
TABLE OF CONTENTS
SCOPE OF STUDY 1
SITE DESCRIPTION 1
PROPOSED CONSTRUCTION 1
FIELD INVESTIGATION 2
SUBSURFACE SOIL AND GROUNDWATER CONTITIONS 2
FOUNDATION RECOMMENDATIONS 3
SLAB CONSTRUCTION 3
RETAINING WALLS 4
UNDERDRAIN SYSTEM 4
SITE GRADING AND DRAINAGE 5
LAWN IRRIGATION 5
SEPTIC SYSTEM SUITABILITY 6
LIMITATIONS 6
FIGURES
SITE PLAN
FIGURE NO. I
SUBSURFACE EXPLORATION LOGS
FIGURE NO'S 2 - 3
SWELL -CONSOLIDATION TEST RESULTS
FIGURE NO.4
GRAIN SIZE DISTRIBUTION ANALYSIS
FIGURE NO'S 5 - 6
SCOPE OF STUDY
This report presents the results of a subsurface Soils and Foundation Investigation for a
proposed residence to be constructed on Lot 29, Section 4, Township 2 South, Range 83 West of the
6th Principal Meridian in Eagle County, Colorado. The proposed building location considered in this
study is located between test pits T-1 and T-2, as shown on the Site Plan sketch. The purpose of the
subsurface soils and foundation investigation was to develop recommendations for the foundation
design, grading, and drainage, and to evaluate the suitability of the site for subsurface sewage
disposal.
SITE DESCRIPTION
The proposed building site is located near the middle east portion of Lot 29. Lot 29 is
approximately 2.5 acres in size. There are two overhead lines crossing the property. The proposed
building location is located at the southeast corner of the intersection of the overhead utility lines. It
is understood that the overhead telegraph line will be completely removed, while the overhead power
line will be relocated. The topography of the lot within the proposed building site is relatively flat
with a gentle slope to the south and southeast. To the north of the overhead power line the
topography is steep. To the east of the site there is a steep bank down to the road and then levels off
toward Yarmony Creek. The vegetation consisted of short pine trees on the steep slopes and grass
with some sage brush on the flatter slopes. Near the creek there were cottonwood trees. Drainage is
toward the south and southeast. The area of the lot within the proposed building envelope is vacant.
Near the northeast corner of the lot there is a tent. To the southeast of the proposed building site there
are remnants of an old foundation.
PROPOSED CONSTRUCTION
Based upon information provided by Mr. James Minar, it is understood that the proposed
2
residence will consist of a double wide modular home over a concrete basement or a crawl space.
Minimal grading of the site is anticipated. 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 May 2 and 3, 1995, consisted of excavating two test pits
and three percolation holes at the locations shown on Figure No. 1. The excavation of the test pits
was done with a conventional rubber tired backhoe. The percolation holes were excavated with a
tractor mounted 4-ft. Auger. The soil profiles of the test pits are shown on the Subsurface Exploration
Logs, Figure No's 2 and 3. Soil samples for laboratory soil analysis and observation were taken at
selected intervals. The granular soils were sampled by bulk sampling, while the more cohesive soils
were sampled by the hand method for relatively undisturbed sample extraction.
SUBSURFACE SOIL AND GROUNDWATER CONDITION
As shown on the Subsurface Exploration Logs, Figure No's 2 and 3, the subsurface soil
conditions are relatively uniform, consisting of about 1 foot of topsoily, organic Sand over 6 to 7
feet of slightly clayey - gravelly Sand. During the first attempt for test pit no. 2 an old leach pit was
excavated. The leach pit was clogged, and had standing liquid in it. It is anticipated that the sewage
W�
entering this pit had no pretreatment, and consequently the solids have clogged the soils. There was
no ground water encountered in any of the test pits.
The soil samples taken from the test pits were tested for swell/consolidation, moisture
content, unit weight, and grain size distribution. The test results are shown on Figure No's 4 - 6.
FOUNDATION RECOMMENDATIONS
The subsurface soil conditions encountered in the two test pits were relatively uniform,
consisting of about one foot of sand with topsoil and roots over slightly clayey -gravelly sand;
however the sandy soil in test pit no.2 exhibited high hydro consolidation potential (additional
settlement upon addition of water). This is probably due to the closeness to the old leach pit. It is
recommended to move the proposed building site closer to the hillside, as far away as possible from
the old leach pit, and a minimum of 20 feet.
The proposed modular home should be supported with spread footings, designed for a
maximum allowable soil bearing pressure of 1000 psf. The footings should be placed on undisturbed
slightly clayey -gravelly sand. Minimum width of 16 inches is recommended for the continuous
footings and 2 feet for the isolated footing pads. Continuous foundation walls should be reinforced
top and bottom to span an unsupported length of at least 10 feet.
A minimum of 48 inches of backfill cover is recommended for frost protection of the footing
subsoils. The foundation excavation should be observed by the undersigned to verify that the soil
conditions encountered during construction are as anticipated in this report.
The foundation excavation should be free from excavation spoils, frost, organics and
standing water. Any overexcavation within the proposed foundation, should be backfilled in 8 inches
loose level lifts and compacted to 100% of the maximum dry density and within 2 percent of the
optimum moisture content as determined in a laboratory from a Standard Proctor test (ASTM D-
698). Structural fill placed under footings should be tested by the engineer or her representatives on
regular basis.
SLAB CONSTRUCTION
The natural on -site soils, exclusive of topsoil and organics, are suitable to support lightly
loaded slab -on -grade construction. The subgrade for the slab -on -grade construction should be proof
compacted to detect and remove soft spots. Overexcavated soft spots and other underslab fill should
be backfilled with the on -site soil or other suitable material, compacted to a minimum of 95 percent
C!
of the maximum standard Proctor density (ASTM D-698). Suitable material should be free from
topsoil, organics and rock fragments greater than 3 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 in accordance with
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 which are laterally supported should
be designed to resist an equivalent fluid density of 50 pcf for an "at -rest" condition. Laterally
unrestrained structures retaining the on -site earth should be designed to resist an equivalent fluid
density of 30 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
In order to reduce the risk of surface water infiltrating the foundation subsoil, 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, at a
1/4 inch per foot if flexible or at a 1/8 of an inch if rigid pipe. The bottom of the trench adjacent to
the footing should be lined with a polyethelene moisture barrier glued to the foundation wall. The
5
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. Geotextile (Mirafi 140N or equivalent) should be used to
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.
SITE GRADING AND DRAINAGE
It is anticipated, that the maximum cuts for the foundation will not exceed 4 feet. A site plan
was not available for review at this time.
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.
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.
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 5 feet of foundation walls, porches or patio slabs. Lawn
rol
irrigation must be controlled.
SEPTIC SYSTEM SUITABILITY
The proposed leachfield area is located to the southwest of the proposed building site as
shown on the site plan Figure No. 1. The topography within this area is relatively flat. Test pit no. 2
was at about same elevation as the location of the percolation holes. The soil profile of test pit no. 2
consisted of about 1 foot of topsoily sand with roots over 6 feet of slightly clayey -gravelly sand.
Three percolation holes were excavated, presoaked and tested. The percolation test results were as
follows:
Percolation Test Pi
34.3 min/inch
Percolation Test Pa
26.7 min/inch
Percolation Test Ps
20.9 min/inch
An average percolation rate of 28 minutes per inch was calculated.
Based on the soil profile and the percolation rate the proposed leachfield site is in compliance
with the requirements and recommendations of the Eagle County Environmental Health Division for
subsurface sewage disposal systems.
LIMITATIONS
This report has been prepared in accordance with 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 Site Plan 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 appear to be
different from those described in this report we should be contacted immediately to reevaluate the
This report has been prepared for the exclusive use of James and Caryn Minar for the specific
application to the proposed residence to be located on Lot 29, section 4, T2S, R83W, of the 6th
P.M., Eagle County, Colorado.
Sincerely,
LKP ENGINEERING, INC.
Luiza Petrovska, PE
President
\ \ OVERHEAD TELEGRAPH LINE
/
\ \ T-1
..............
OVERHEAD ELECTRIC
POWERLINE � 'POWER
POLE / \
OLD LEACH ` \ ABANDONED
PIT \ \ OLD FOUNDATION
T-2 \
N -120' \ \ old
,DIRT DRIVEWAY
j r , -110'
P2 / P1
i v� 1� ��� , ti�a(c� uti tea 51 /
�o A ff KIa-vr- l CA ► o_(t C1,t/t r e A
COUNTY ROAD 31 \
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IMP EW�, IW. SITE g PROJECT N0. 9501
FIGURE NO. 1
TEST PIT NO. 1
DATEENCAVATED: May 2, 1995
ELEVATION:
S
DEPTH
Y
M
DESCRIPTION OF MATERIAL
LABORATORY
REMARKS
FEET
B
AND SAMPLE LOCATION
TEST RESULTS
O
L
Topsoily SAND with roots
Reddish brown, clayey gravelly Sand
-
with angular rock fragments (SW)
(too rocky to drive)
-200 = 1.7 %
- Bottom of Pit
--- 10
----- is
-- 20
®
Bulk sample
PROJECT NO. 9501
LKP ENGINEERING, INC.
SUBSURFACE EXPLORATION LOG
FIGURE NO. 2
TEST PIT NO. 2
DATE EXCAVATED: May 2, 1995
ELEVATION:
S
DEPTH
rQ
DESCRIPTION OF MATERIAL
LABORATORY
REEKS
FEET
B
AND SAMPLE LOCATION
TEST RESULTS
0
L
11
Slightly organic Sand with roots
Reddish brown, well cemented clayey -
SAND, slightly gravelly
From 5 to 7 feet less gravelly, more
clayey, not cemented
_5
MC = 1.4 %
MC = Moisture Content
-
DD = 99.2 pcf
DD = Dry Density
•
Bottom of Pit
----- 10
--- 20
®
Hand drive, thin tube sample
®
Bulk sample
PROJECT NO.
LKP ENGINEERING, INC.
SUBSURFACE EXPLORATION LOG
9501
FIGURE NO. 3
ae
re
FROM: Pit No. 2 C 5 ft.
Nat. Moisture Content: 1.4%
Nat. Dry Density: 99.2pcf
% Swell/Pressure: 0
Water Added at: 1 ksf
0.1 1.0 0 10 1UU
APPLIED PRESSURE - ksf
SAMPLE OF Slightly clayey — gravelly SAND
FROM:
Nat. Moisture Content:
Nat: Dry Density:
% Swell/Pressure:
Water added at:
0.1 1.0 10 100
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SAMPLE OF
PROJECT NO. 9501
FIGURE NO.
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Figure No. 5
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