HomeMy WebLinkAbout876 Pilgrim Dr - 210519202004 - 1829-98ISr
INDIVIDUAL 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. 1829-98 BP NO. 12312
OWNER: MARTIN TACON AND LESLIE ANN MURRAY PHONE: 852-2812-7148
MAILING ADDRESS: FLAT 24C, SOUTH BAY TOWERS. 59 SOUTH BAY RD., HONG KONG
APPLICANT: RIC14ARD MIRICK, BOLES CUSTOM BUILDERS PHONE: 970-926-3202
SYSTEM LOCATION: 876 PILGRIM DRIVE, EDWARDS, CO TAX PARCEL NO. 2105-192-02-004
LICENSED INSTALLER: DOUBLE M EXCAVATING, LARRY MORGAN LICENSE NO. 63-98 PHONE: 970-524-7439
DESIGN ENGINEER: LKP ENGINEERING, LUIZA PETROVSKA PHONE NO. 970-926-9088
INSTALLATION HEREBY GRANTED FOR THE FOLLOWING:
2,500 GALLON 2-COMPARTMENT SEPTIC TANK, 2-1,500 GALLON CLEARSTREAM AEROBIC TREATMENT TANKS, AND 2,500 GALLON PUMP
TANK, 693 SQUARE FEET OF DRIP LINE IRIGATION, WITH 347 EMITTERS.
SPECIAL REQUIREMENTS: INSTALL AS PER ENGINEER'S DESIGN DATED 10/6/98. MAINTENANCE AGREEMENT IS NEEDED AFTER COMPLE-
TION OF INSTALLATION. FIELD VERIFY WELL LOCATION, AND MAINTAIN 100 FOOT SETBACK. ENGINEER IS RESPONSIBLE FOR FINAL IN-
PECTION OF INSTALLATION. BUILDING CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL THE SEPTIC SYSTEM RECEIVES FINAL
APPROVAL.
ENVIRONMENTAL HEALTH APPROVAL: DATE: NOVEMBER 25, 1998
CONDITIONS:
1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENT=FHE EtAGLEOUNTY 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: O 00 SQUARE FEET (VIA SIP T.TNE IRRIGATIAi )
INSTALLED 2—COMPARTMENT TANK: 2500GALLONS fS
2-1500 GALLON CLEARSTREAM AERATION TANKS CONNECTED TO AN 1800 GALLON DOSING CHAMBER
COMMENTS: ENGINEER FINAL CERTIFICATION AND AS —BUILT DRAWING RECETVED 1 /16/99 MATNTFN—
ANCE AGREEMENT RECEIVED AND RECORDED WITH THE DEED 12/21/99
ANY ITEM NOT MEETING REQUIREMENTS WILL BE CORRECTED BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN
WORK IS COMPLETED. (� �q�j
ENVIRONMENTAL HEALTH APPROVAL 9d lL��` �` DATE: DECEMBER 21, 1999
I IIIIII IIIII IIIIIII IIIII IIII IIII IIIIIII. III IIIII IIII IIII
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718433 12/21/2999 08:29R 300 Sara Fisher
1 of 3 R 0.00 D 0.00 N 0.00 Eagle CO
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Incomplete Applications Will NOT Be Accepted
(Site Plan MUST be attached)
ISDS Permit #
Building Permit #
APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY
P. 0. BOX 179
EAGLE, • CO 81631
326-8755/927-3823 (Basalt)
* PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $2:00.00
* �t
* MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" �
ilr�e��E��tote�kk�IC�tY�t�t�Y�k�t$e5k�k�:s4�k�kik�s�e9e�i�':s4dcis�'r#��ek�r�'rs�e��rAr6t4'�k�*!it*�e�ta�dFksY�at*�r�rfrtilckPe�7tdr�k�titF�ii'r�e
PROPERTY OWNER: ►lt fr2 i ,-cp H L- M N N M UejZ,
MAILING ADDRESS: FLAT2UC-, scurry �Y 5�+ SOU �Dt0�
� 'i1v $p-1� Rf��t�,—,tco10G PHONE: 952- 2812-) 148
APPLICANT/ CONTACT PERSON: got LDS wsToFt �xw,o-25 .Z-ti ritct� PHONE: 92� • ��Z
LICENSED SYSTEMS CONTRACTOR: 1bugt-e tj Elva-ro4G.,!;"C. PHONE: Sew-7gZ'7
COMPANY/DBA.: ADDRESS:
�i7�C�'*iiifdedFvE�e�eiC�e1$zk�e*�e*9c�t�t�yF��$iC7F*�:y:l�:�4Yisir9r4t���*��i�*7h'*�fr�%'%*'%"Je4e*4c�t�c�tir7flC�*�e�e�k*iC*�%i'k
PERMIT APPLICATION IS FOR: ( ) NEW INSTALLATION ( ) ALTERATION ( ) REPAIR
LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM:
Legal Description: _ Lbi- A (F'1Q tit G 7 . 'F LC-Ztt`1 ZXXQrJS
Tax Parcel Number: 2\0S%c1?- OZ00Lk Lot Size: '4 .91 Z 44=-
Physical address:
BUILDING TYPE: (Check applicable category)
(� Residential/Single Family Number of Bedrooms 8
( ) Residential/Multi-Family* Number of Bedrooms
( ) CoMnercial/ Industrial* Type
TYPE OF WATER SUPPLY: (Check applicable category)
(",-I Well ( ) Spring ( ) Surface.
( ) Public Name of Supplier:
*These systems equine design by a Registered Professional Engineer
SIGNATURE: Date: ho F5--
****���"�'ti4'�'t*�t14 . .Sri:a'e�r�kiFFs'r'e4ek�:k:491.9:��t�ck�rttkl4�e*ir�c*ta�c9e�F�c�e�*9e�t���ehat�F�:sr{:�9r:kY4e�kley�:
AMOUNT PAID: RECEIPT #: a� DATE: l�
CHECK #: CASHIER:
Community Development Department
(970)328-8730
FAX (970) 328-7185
TDD (970) 328-8797
Email: eccmdeva@vail.net
http: //www.eagle-county.com
December 21, 1999
EAGLE COUNTY, COLORADO
Martin Tacon & Leslie Ann Murray
c/o Boles Custom Builders
P.O. Box 1279
Avon, CO 81620
Eagle County Building
P.O. Box 179
500 Broadway
Eagle, Colorado 81631-0179
RE: Final of ISDS Permit #1829-98, Tax Parcel #2105-192-02-004. Property location: 876
Pilgrim Drive, Edwards, CO.
Dear Mr. Tacon & Ms. Murray:
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
nallsDs Permit
cc: files 111111111111111111111111 IN
718435 12/21/1999 08:29A 300 Sara Fisher
3 of 3 R 0.00 D 0.00 N 0.00 Eagle CO
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IMP Eninee�rin Ins':.
CIYUJO1vOTECitWICAL
December 15, 1999
Mr. Craig Snowdon
Sltowdon &, Hopkins Arehitectii
2() t Gore Creek Drive
Viol, CO 81657
Dear Frail;:
HE: Inspect .o of Soot -it System Installation
Murrwoacon sidence
Lot 13, .Filgritn Downs
Eagle 00unty, Colorado
Praje o. 9812.5 - Permit No. 1829-98
At the request of Billy Morgaii, ftm October 6 throgp Octotier 18, 1999, we visited the
constructir,n site ott Lot 13, Pilgrim DovYsts, Eagle County, Crr'I'orado. The purpose of our site visits was
to observe and inspect the installation of -the septic system.
They installed the system in ova0411 compliance witl .-Ale septic'System design, Drawing No.
98125sd.dN%,g, elated October 4, 1098. Tlie system was instal.W as shown on the attached as -built sketch.
1-hey installed 2500-gallon, two cornpar�ents, concrete, segue. tank. Between the building and the septic
tank was a cleanout. The cleanotit was under the stairs, 4 fe4-?pvest fruits the wall. The septic tank was
cc�ttnccicd to two, 1500-gallon C:learstraiikh, aeration tanks, vV'1ti�lz vtret�s i~onneCted to a 1$OU-gallon pump
tank/dosing dhambk r_. The pump nstalW4 in the pump tank,wds C leat'Streatta P20 4" Submersible Pump.
-----.7,r-.lcacltfield part of tli systertx was installed to fallow the contour and the available space. The
1e,ic hfi4lcl consisted of 900 feet of dtslii with emitters at 2bot inte.Ti�als, 'Die driplit�e was by Ceoflotir
Wastellow acid was also, spaced attwo=lit isttervals. At the sauthwei t corner of the absorption field was
a t-inch vacuum breaker. From the vae'uum breaker 1-inchieiue►t line, was connected back to the pump
tank. The depth of the trenches was 12 to 18 inches.
if you have any questions, plvtsie-do not hesitate to.�ri 11.
Sincerely,,,''++'":
I KP F,11gineering,
52 6
`Ctaiza 1'etrovska, �IE 0*16'4�k *;�.,",-
,,
President �...c��••••,�'11 ,4`"
cc: Ms. Heather Savaft, jigle County Environmental',,
Oth ivisiott, fax: 328-0349
Mr. Quint Haggerty, $pales CUSWtn Builders, fax: 926-2078
Enclosure
C:1n1yFiln�corc�dootN'PR4�514e f 1505[.w+i'P
P,O, Box 2$37, Edwards, CO 8163i, (970) 926-9088 'i`4 (970) 92&9089 Fax, E-mail' lkpeng@snowcap.net
mr7e — 4 r 4 nnn T[ 11 1 A ^ . —n 1r ---. r — -rl l -ri .
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LOT 13
4.91? ACRES
Appr ximof Loco on
C§D76 New ell
I
Cleonout /
'_DT'Orm-oter u n9 w"r
--25tJp��,'otlon�p'f G T nk
1 Two OD —Colson Ae tion T ks
1" Diomater PVC pipe
11 Q BQ10l r�Pump—T, nl )osing omler
Drip Lines with emitters �r
of 24-0oh lnfervol.,
i' •., 70 I r•ti
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CivIL/064C)RCHNICKL Lot (4•PltGRIN 00M5 sca{ nr i 30'
LKP E' X�gin �'e� ing., Inc. EA4%f fury ciaaADD DAM
PARED FOR:�...` ," ,—a P.C. Box 28,37' Cdwurd#. ;Q 81632 PW
DRmN7nC No=
tal (9701 926-9"8. fam (070) 926-9089 1 S.N010,01V & HOPKINS ARCHITECTS T
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Lt4. �lrJ ' 77 �.� �JI"ITI 7 f b7CbC4a f b l�VLtb f
Double M Excsr: ating, Inc. 11 aintensnce Agreement
for
.1Uearstream" ' tic System 'at Murray/Tacon' esideiace
Prim Dawns
Includes servi. ce and maintenance of d,w `'Clean tream" system p
the manufacture's requirelneuis and spec cations.
Larry MorM owner/president
Double M F wavatir - Inc. .
P. Box dab ;
Cy"Sli A22 CCU 81637
. (970)524-7429•• ' ... I (IIIII IIIII IIIIIII 11111 IN IN IIIIIIIIIII 111111111111 IN
.
718433 12/21/1999 08:29A 300 Sara
Fisher
2 of 3 R 0.00 D 0.00 N 0.00 Eagle CO
,�. L44�....
I-5Cf _'Jril- d o0o INnk I iw7 . +1 �SnM r R . rhrl r i f11 L 1-I-ll rl u r".r� � ��
.4.:
U .:.+ Engineering, Inc.
SOIL AND FOUNDATION INVESTIGATION
FOR
PROPOSED RESIDENCE
LOT 13, PILGRIM DOWNS FILING NO. 7
EAGLE COUNTY, COLORADO
PROJECT NO. 9679
OCTOBER 7,1996
OCT 3 A 1998
eAGLE COUNTY
COMMUNITY 9MIOPMENT
PREPARED FOR:
MARTIN TACON & LESLEY-ANN MURRAY
do NANCY LIPSKY & CO.
2480BALD MOUNTAIN ROAD
VAIL, CO 81657
0
TABLE OF CONTENTS
EXECUTIVE SUMMARY
SCOPE OF STUDY
SITE DESCRIPTION
PROPOSED CONSTRUCTION
FIELD INVESTIGATION
SUBSURFACE SOIL AND GROUNDWATER CONDITIONS
FOUNDATION RECOMMENDATIONS
SLAB CONSTRUCTION
RETAINING WALLS
UNDERDRAIN SYSTEM
SITE GRADING AND DRAINAGE
LAWN IRRIGATION
LIMITATION
FIGURES
LOCATION SKETCH
SUBSURFACE EXPLORATION LOGS
SWELL -CONSOLIDATION TEST RESULTS
PERIMETER DRAIN
2
2
2
3
3
3
4
5
5
6
6
7
7
DRAWING NO. I
FIGURE NO's I & 2
FIGURE NO's 3 & 4
. DRAWING NO. 5
EXECUTIVE SUMMARY
Based on the soil conditions encountered on the
site, the proposed residence should be supported
with conventional type spread footings, designed
for an allowable soil bearing pressure of 3,000psf
and a minimum dead load of 1,000 psf. See
Foundation Recommendations for other
alternatives.
SCOPE OF STUDY
This report presents the results of a subsurface Soil and Foundation Investigation for a
proposed residence to be constructed on Lot 13, Pilgrim Downs Filing No. 7, Eagle County,
Colorado. The purpose of the subsurface soil and foundation investigation was to determine the
engineering characteristics of the foundation soil and to provide recommendations for the
foundation design, grading, and drainage.
SITE DESCRIPTION
Lot 13 is a 4.912 acres lot. It is at 0876 Pilgrim Drive, on the east side of the road, in the
Pilgrim Downs Subdivision, Eagle County, Colorado.The topography of the site is moderate to steep
with a steep bank down from the road. Dirt trail leads to a clearing on the lot. At the east edge of the
clearing, there is a well. Two ditches, with running water in them, were observed. One was on the
west side of the lot, near the road, and the other one was near the southeast corner of the lot.
Drainage is to the east. The vegetation consisted of thick aspen forest with underbrush and shrubs.
The lot is vacant.
3
PROPOSED CONSTRUCTION
We assume that the proposed residence will consist of a two to three story wood frame
construction with a concrete foundation. We anticipate loads to be light, typical of residential
construction.
If the finalized plans differ significantly from the above understanding, they should notify us
to reevaluate the recommendations of this report.
FIELD INVESTIGATION
The field investigation conducted on October 3, 1996, consisted of excavating, logging and
sampling two test pits. We show the test pit locations on Figure No. 1. The excavation of the test
pits was done. with a conventional rubber tired, backhoe. The soil profiles of the test pits are shown
on the Subsurface Exploration Logs, Figure No's 1 and 2. We took soil samples for laboratory soil
analysis and observation, at selected intervals.
SUBSURFACE SOIL AND GROUNDWATER CONDITION
As shown on the Subsurface Exploration Logs, Figure No's 1 and 2, the subsurface soil
conditions were fairly uniform. Test Pit No. 1 had three feet of topsoil over one foot of sandy clay
with roots over 4_5 feet of dark, reddish -brown, hard clay with occasional cobbles. Test Pit No. 2
had one foot of topsoil over two feet of gravelly-cobbly clay with roots, over 5.5 feet of dark,
reddish -brown, hard clay with cobbles. We did not encounter ground water in either -of the. test pits.
Soil samples, taken from the test pits, were tested for swell/consolidation, natural moisture
content, and unit weight. The test results are shown on Figure No's 3-4.
Review of the Indexes to Geological Mapping, Eagle County, Colorado, prepared by Charles
S. Robinson and Associates, Inc., in 1975, indicates that the soils are corrosive. These soils may
contain minerals in variable amounts, that produce serious detrimental effects on concrete, metal or
4
other substances that are in contact with the soil. The underlying bedrock is Eagle Valley Formation,
consisting of gypsum, claystone, siltstone and sandstone bedrock.
FOUNDATION RECOMMENDATIONS
The gravelly, clay soil encountered in Test Pit No. 2 showed low to none potential for hydro
consolidation (additional settlement upon addition of water), and did not exhibit any swelling. The
gravelly to sandy -gravelly clay soil in Test Pit No. 1 exhibited low to moderate swell potential. The
percent swell upon wetting was less than one; however, the swell pressure was 2.5 to 8 ksf. From
the laboratory test results it can be concluded that the upper clayey soils exhibit higher potential for
swell than the lower.
Several alternatives are available for residential construction under similar soil conditions.
They can support the proposed residence with spread footings, designed for a maximum allowable
soil bearing pressure of 3000 psf and a minimum dead load of 1000 psf. The footings should be
placed on undisturbed, gravelly to sandy -gravelly clay. We recommend maximum width of 12 inches
for the continuous footings. Continuous foundation walls should be reinforced top and bottom to
span an unsupported length of at least 10 feet. As a second alternative the proposed residence can be
supported with a mat foundation. This type of foundation is limited to single level construction. with
light loads. As a third alternative, a pad foundation can be used. The pad foundation system consists
of individual footing pads spanned by grade beams with a void space constructed beneath the beams.
Another alternative would be footings on a selected fill. This alternative would involve removal of at
least part of the expansive soil and replacement with selected, structural fill. As a minimum, there
should be at least three feet of selected fill beneath the bottom of the footings and slabs. The fill
should extend beyond the building line for a minimum distance of ten feet in all directions. The
selected fill should be non expansive, impervious and granular soil, approved by the undersigned
engineer. Foundation on piers is yet another alternative; however, for recommendations on pier
foundation, additional soil investigation with borings will be necessary.
We recommend a minimum of 48 inches of backfill cover for frost protection of the footing
subsoils. The undersigned engineer should observe the foundation excavation, to verify that the soil
conditions encountered during construction are as anticipated in this report.
5
The foundation excavation should be free from excavation spoils, frost, organics and
standing water. Due to the variable soil conditions encountered within the proposed building
envelope, we recommend proof -rolling of the foundation subsoil. Any overexcavation within the
proposed foundation, should be backfilled, in 8 inches loose level lifts, 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
Due to the higher swelling potential of the upper soil, we.do not recommend. slab -on -grade
construction for this site. Slab on grade can only be. recommended in conjunction with the soil
replacement method for foundation and slab on a selected fill. Suspended floor system is the
preferred alternative for this site. These types of soil will subject the slab -on -grade to differential
movement, causing cracking and damage.
RETAINING WALLS
Foundation walls retaining earth and retaining structures that are laterally supported should
be designed to resist an equivalent fluid density of 100 pcf for an "at -rest" condition. Laterally
unrestrained structures retaining the on -site earth should be designed to resist an equivalent fluid
density of 80 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. They should attempt to prevent the buildup of
hydrostatic pressure behind the retaining wall.
0
UNDERDRAIN SYSTEM
To reduce the risk of surface water infiltrating the foundation subsoil, we recommend
installation of a foundation perimeter drain. 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. Slope
the drain at a 1/4 inch per foot for flexible or at a 1/8 of an inch for rigid pipe. They should line the
bottom of the trench next to the footing 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. 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
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. We recommend a minimum of 12 inches in the first 10 feet 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.
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. Use mechanical
methods of compaction. Do not puddle the backfill.
7
LAWN IRRIGATION
It is not recommended to introduce excess water to the foundation soils by installing
sprinkler systems next to the building. Changes in the moisture content will trigger the swelling
process. 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. They must control lawn irrigation.
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 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 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 Martin Tacon & Lesley -Ann Murray,
c/o Nancy Lipsky & Co., for the specific application to the proposed residence to be constructed on
Lot 13, Pilgrim Downs Subdivision, Filing No. 17, Eagle County, Colorado.
Sincerely,
LKP ENGINEERING, INC.
Luiza Petrovska, PE
President
c:10FF MWPWMWPDDCM79.R"
OPEN SPACE - COMMON AREA
LOT 12
1 ld�
PILGY PILGRIM DOWNS
FILING NO. 5
NOTE. - TEST PITS LOCATED BY COMPASS AND PACING
LOCATION SKETCH PROJECT NO.: 9679
f~ ' CIVIL/GEOTECHNICAL LOT 13, PILGRIM DOWNS SUBDIVISION SCALE.
FILING NO. 7 ^ l = 100
LKP Engineering, Inc. EAGLE COUNTY, COLORADO °ATE' 10-07-96
PREPARED FOR:
P_0. Box 1452 Avon_ Cn Air,')() __..._.._ ._
D21M M DESCRIPTION OF MATERIAL
FEET a AND SAMPLE LOCATION
0
L
—s
- 20
il, black, with roots
LABORATORY
TEST RESULTS
LJ.LJLll., JrCUU1r711-L UWlL, 0QL1Uy
clay,with
Dark, reddish -brown, Clay
with occasional cobbles DD=117.7 pcf
very hard MC= 12.1 %
DD=115.5 pcf
_ MC= 14.2 %
_ Bot om of est Pit+ No Ground Water
Encountered
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
REMARKS
PROJECTNO. 9679
I" ENGINEERING, INC. I SUBSURFACE EXPLORATION LOG
TEST PIT NO. 2
DATE EXCAVATED: October 3, 1996
ELEVATION:
- S
Y DEPTH M DESCRIPTION OF MATERIAL LABORATORY
FEET B AND SAMPLE LOCATION TEST RESULTS
0
L
Topsoil
Light, reddish -brown, gravelly-
cobbly, Clay, with roots
DD=116.2 pcf
Dark, Reddish -brown, hard Clay, MC= 13.1 %
withsubround to subangular
cobbles
Bottom of Test Pit
O = Relatively undisturbed hand drive
N = Bulk sample
DD = Natural Dry Density
MC = Natural Moisture Content
-200 = Percent passing No. 200 sieve
LL = Liquid Limit
PI = Plasticity Index
DD=117.4 pcf
MC= 12.4 %
No Ground Wa
Encountered
LKP ENGrW..F.RTNG. TNC' I RTTRQTTR- A rV FYVT.nu A •PTnV T nr-
PROJECT NO. 9679
Project No. 9679
LKP_ Engineering, Inc.
Figure NO. 3
• 3
M pal
s' n n add'tion of t r
o de n t pre sure of 1 0
a
fQ
W
0 0
.c
I
0
W
N
O
a 2
E
0
U
3
0.1 1.0 10 100
APPLIED PRESSURE — ksf
Sample of Clay from Test Pit NO. 1 at 5.5 feet
Natural Dry Unit Weight = 117.7 pcf 0:8% swell/8.0 ksf swell pressure
Natural Moisture Content = 12.1 percent .
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APPLIED PRESSURE - ksf
Sample of Clay from Test Pit No. 1'at 8 feet
Natural Dry Unit Weight -- 115.5 pof
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LKP. Engineering, Inc.
Project No. 9679
Figure No. 4
CBS
APPLIED PRESSURE ksf
Sample of Clay from Test Pit No. 2 at 4 fee
Natural Dry Unit Weight 1 . 16.2 pcf 0.3% swe,11/2.5 ksf swell pres11$U.LU—
Natural Moisture Content 13-1
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APPLIED PRESSURE — ksf
Natural Dry Unit Weight 117.4 pef
Nafural Moisture Content 12.4 percent
V SLOPE AWA Y FROM BUILDING
°
COVER BACKFILL W/TH ONE
° t FOOT OF RELA.TI VEL Y
IMPERVIOUS SOIL
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IMPERVIOUS MOISTURE
BARRIER GLUED TO THE
FOUNDA TION WALL
GRA VEL THICKNESS SHOULD BE
AT LEAST 8 INCHES AND SHOULD
INCREASE IF HEA VIER SEEPAGE IS .
ANTICIPA TED
FILTER FABRIC
(MIRAFI 140N OR
EOUIVALENT)
�- COARSE GRA VEL, 3/4 INCH DIAM.
WITH LESS THAN 59 FINES
4—INCH DIAMETER PERFORATED
PIPE SLOPED TO A SUITABLE OUTLET
A T 1/4 - PER FOOT FOR FLEXIBLE AND
A T 1/8" PER FOOT FOR RIGID PIPE
PERIMETER DRAIN PROJECT NO.:
9679
CIVIL/GEOTECHNICAL LOT 13, PILGRIM DOWNS SUBDIVISION SCALE.
FILING NO. 7 NTS
LKP Engineering, Inc. EAGLE COUNTY, COLORADO DAFE.10_07-96
PREPARED FOR:
�' P.O. Box 1452 Avon, CO 81620
1829-98 Tax# 2105-192-02-004
Lot #13, Filing 7, TACON/
JOB NAME pilgrim Downs MURRAY
JOB NO.
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BILL TO
DATE STARTED
DATE COMPLETED
DATE BILLED
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JOB COST SUMMARY
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TOTAL SELLING PRICE
TOTAL MATERIAL
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TOTAL LABOR
INSURANCE
SALES TAX
MISC. COSTS
TOTAL JOB COST
GROSS PROFIT
LESS OVERHEAD COSTS
% OF SELLING PRICE
NET PROFIT
JOB FOLDER Product 277 ®p NEW ENGLAND BUSINESS SERVICE, INC., GROTON, MA 01471 JOB FOLDER
Printed in U.S.A.
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