HomeMy WebLinkAbout101 Casteel Creek Rd - 210519404003INDIVIDUAL 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. ALTERATION PERMIT NO. IS-2194-02 BP NO. 14229
OWNER: DAVE BENBOW PHONE: 303-988-8200
MAILING ADDRESS: 165 SOUTH UNION, SUITE 250, LAKEWOOD, CO 80228
APPLICANT: GLENN PALMER, ALPINE ENGINEERING PHONE: 970-926-3373
SYSTEM LOCATION: 2102 WEST LAKE CREEK RD., EDWARDS, CO TAX PARCEL NO. 2105-194-04-001
LICENSED INSTALLER: LONG'S EXCAVATION, JERRY McARTHUR LICENSE NO.34-02 PHONE: 970-949-4682
DESIGN ENGINEER: ALPINE ENGINEERING, GLENN PALMER PHONE NO. 970-926-3373
INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: MINIMUM REQUIREMENTS FOR A 4 BEDROOM RESIDENCE
EXISTING 1250 GALLON SEPTIC TANK, 1519 SQUARE FEET OF ABSORPTION AREA CREDIT, VIA 49 INFILTRATOR UNITS AS PER ENGINEER'S DESIGN
SPECIAL INSTRUCTIONS: INSTALL AS PER ENGINEER'S DESIGN REVISIONS DATED 5/28/02. THE EXISTING TANK CAPACITY AND THE NUMBER OF
COMPARTMENTS IT CONTAINS NEED TO BE VERIFIED THROUGH PUMPING RECORDS. CALL ENVIRONMENTAL HEALTH FOR A SOIL PROFILE OB-
SERVATION PRIOR TO OR AT THE TIME OF INSTALLATION. THERE ARE SEVERAL NOTES ON THE FIELD SET OF PLANS THAT NEED SPECIAL ATTEN-
TION, SPECIFICALLY THE ONE THAT IS HIGH -LIGHTED REGARDING THE OLD LEACH FIELD BE SURE TO MAINTAIN ALL APPLICABLE SETBACK RE-
QUIREMENTS. RAKE ALL TRENCH SURFACES TO PREVENT THE SMEARING OF SOILS, AND DO NOT INSTALL IN WET WEATHER CALL EAGLE
COUNTY ENVIRONMENTAL HEALTH AND THE DESIGN ENGINEER FOR FINAL INSPECTION PRIOR TO BACK FILLING ANY PART OF THE
INSTALLATION, OR WITH ANY QUESTIONS REGARDING THE INSTALLATION. THE BUILDING CERTIFICATE OF OCCUPANCY WILL NOT BE
ISSUED UNTIL THE SEPTIC SYSTEM HAS BEEN INSPECTED AND APPROVED.
ENVIRONMENTAL HEALTH APPROV DATE: JUNE 4, 2002
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 WILL RESULT IN 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: 1488 SQUARE FEET (VIA 49 TMFTT.TRAT(-g IJNTTS )
INSTALLED CONCRETE SF.PTTC TANK: 1 non GALLONS IS LOCATED DEGREES AND 2 FEET INCHES
FROM THE CLEAN —OUT NEAR THE OD TANK
COMMENTS: THE FINAL INSPECTION WAS DONE BY THF. DFRTGN FNCTNFFR nN IQ.j?fn9THE ENGINEER'S FINAL
CERTIFICATION AND AS —BUILT DRAWING WERE RECEIVED ON 10/ /02 THIS SYSTEM TR LARGE ENOUGH FOR
A 4 BEDROOM RESIDENCE.
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 APPROV DATE: OCTOBER 16, 2002
FEB- i9-2002 0`3: 551-1 FF OUM:.tHULt LUUN i r Cw~ naN = i U_: — �• � •
Ins 7plete Applications Will NOT Be Accepted
(Site Plan MUST be attached) % q /
ISDS Permit #
Building Permit #
APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY
P. O. BOX 179
EAGLE, CO 81631
Eagle (970)328-8755, Fax (970)328-0349, E1 Jebel (970)927-3823
FEE SCHEDULE
* APPLICATION FEE $350.00
* THIS FEE INCLUDES THE ISDS PERMIT, SITE EVALUATION (PERCOLATION TEST,
* SOIL PROFILE OBSERVATION) AND FINAL INSPECTION
* ADDITIONAL FEES MAY BE CHARGED IF A REINSPECTION IS NECESSARY, OR A
* PRE -CONSTRUCTION SITE VISIT OR CONSULTATION IS NEEDED
* REINSPECTION FEE $47.00, PRE -CONSTRUCTION SITE VISIT FEE $85.00
* MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER"
we'v PH. �03 -9g8- gz�7
PROPERTY OWNER: MK DQVE 1 p 3n3 tjBg 573
cloAcvtillc�AFI- R3aArcD �vu4c PHONE: S13-57-:50 2D
MAILING ADDRESS: S. lJlVlb/`i r Sv ITG` Z -
L4YEx/GvDj C0 gO220 PHONE:
APPLICANT/CONTACT PERSON: G,t Nov vA rnF` C6.M)
LICENSED SYSTEMS CONTRACTOR: � , F_�-X
PHONE: 970 ' c%LII q/a87-
COMPANY/DBA: ADDRESS:
PERMIT APPLICATION IS FOR: ( ) NEW INSTALLATION ALTERATION ( ) REPAIR
LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM:
Legal Description. LOT tD Z , A. �E S0 r3 O P CoT 10 , NEW yy �� M TO P?:0
Tax Parcel Number : �C� - 1 � - 1 _6 0 ) Lot Size. 15. S66 AC.
Physical Address: 2(OZ Gv�T CA�Gf : tE °� DSO
BUILDING TYPE: (Check applicable category) Number of Bedrooms
Residential/Single Family Number of Bedrooms
( ) Residential/Multi-Family
( ) Commercial/Industrial* Type
*These systems require design by a Registered Professional Engineer
TYPE OF WATER SUPPLY: (Check applicable category)
(�) Well ( ) Spring ( ) Surface
( ) Public Name of Supplier: ✓✓�� f
APPLICANT SIGNATURE: Y n Date:
6a�lb e
AID:V RECEIPT #: T /v�
AMOUNTP CHECK #: d CASHIER:
DEPARTMENT OF
ENVIRONMENTAL HEALTH
(970) 328-8755
FAX (970) 328-8788
TDD: (970) 328-8797
TOLL FREE: 800-225-8136
www.eagle-county.com
EAGLE COUNTY, COLORADO
October 16, 2002
Raymond P. Merry, REHS
Director
Dave Benbow
165 South Union, Suite 250
Lakewood, CO 80228
RE: Final of ISDS Alteration Permit #2194A-02, Tax Parcel #2105-194-04-001.
Property location: 2102 West Lake Creek Rd., Edwards, CO.
Dear Mr. Benbow:
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
Eagle County Environmental Health Department
ENCL: Informational Brochure
Final ISDS Permit
cc: files
OLD COURTHOUSE BUILDING, 551 Broadway, P.O. Box 179, Eagle, Colorado 81631-0179
DEPARTMENT OF
ENVIRONMENTAL HEALTH
(970) 328-8755
FAX (970) 328-8788
TDD: (970) 328-8797
TOLL FREE: 800-225-8136
www.eagle-county.com
EAGLE COUNTY, COLORADO
Date: June 4, 2002
TO: Long's Excavation
Raymond P. Merry, REHS
Director
FROM: Environmental Health Division
RE: Issuance of Individual Sewage Disposal System Permit #2194A-02. Tax Parcel
#2105-194-04-001. Property Location: 2102 West Lake Creek Rd., Edwards,
CO., Benbow residence.
Enclosed is your ISDS Alteration Permit #2194A-02. Please obtain a field copy of the engineer
design stipulated on the permit from the engineer. It is valid for 120 days, or for the duration of
your current building permit for this property. 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 note any special requirements that may have been added to the
design by this department.
Systems designed by a Registered Professional Engineer must be certified by the Engineer
indicating that the system was installed as specified. Eagle County Environmental Health
must also view the installation prior to back filling. Please call well in advance for your
final inspection. Your TCO will not be issued until our office receives this certification
from the engineer, and views the installation.
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. Please
notify this office if you have not been contracted to perform this installation.
If you have any questions, please feel free to contact the Environmental Health Division at 328-
8755.
cc: files
Alpine Engineering, Glenn Palmer
OLD COURTHOUSE BUILDING, 551 Broadway, P.O. Box 179, Eagle, Colorado 81631-0179
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ENVIBONIMENTAL
HEALTH DEPARTMENT
ALPINE ENGINEERING, INC.
• ALPINE ENGINEERING, INC.
May 6, 2002
Mr. Bill Carlson
Eagle County Health Department
P.O. Box 179
Eagle, Co 81631
Re: Lot 10.2, Lake Creek, Benbow Residence
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Introduction:
A 3 bedroom cabin was constructed in the late 1970's, on Lot 10.2 a resubdivision of Lot 10,
New York Mountain Project, Eagle County Colorado. The site is adjacent to west Lake Creek
Road and accessed from Casteel Creek Road (which intersects west Lake Creek Road
approximately 200 yards south of the Baryeta Trail Head, 2102 west Lake Creek Road. It is my
understanding that the owner's representative (Ken Harkias of Trends West) visited Eagle County
Health Department in the Fall of 2001 and that an ISDS permit was issued for the construction of
the existing septic system. The permit indicated a 1,250 gallon septic tank (verify) and
absorption trench sized fo 3 bedrooms using the A = Q/S)4'r (percolation rate) basis (600 SF).
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Proposed Constructio .
A new bedroom is to be added to the existing 3 bedroom house (for a total of 4 bedrooms). The
new bedrooms will displace the existing 2 car garage attached to the existing cabin so a new
garage (no living space or plumbing) is proposed to be constructed approximately 60 feet north of
the existing house.
The existing absorption trench appears.to be a gravel system: I'm not sure it's a bed or trench
configuration. The existing absorption area was encountered on the edge of the soil profile hole
excavation (TP-2, Nov. 5, 2001), and had approximately 3' of cover (soil) over the top of gravel.
Soil Profile Hole:
Two soil profile holes were dug on Nov. 5, 2001; TP-1 was approximately 40' above the existing
and proposed absorption area; TP-2 was adjacent to the existing and proposed absorption area.
Koechlein Engineering was on site to observe the test pits, and the test pit logs are attached.
The logs show that approximately 1 R. of top soil was found over sandy silts. No groundwater
was encountered at the time of excavation, and no soil mottling existed to indicate seasonal
changes in the groundwater table.
Percolation Tests and Application Rate:
3 percolation tests were performed on Nov. 5, 2001, ranging from 12 to 18 minutes per inch.
Based upon the soil type and percolation rate, an application rate of .6gpd/sf was used.
Sewage Generation:
4 bedrooms x 2 persons/bedroom x 75gpd/person x 150% = 900gpd
Edwards Business Center • P.O. Box 97 • Edwards, Colorado 81632 • (970) 926-3373 • Fax (970) 926-3390
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EAGLE COUNTY ENVIRONMENTAL HEATLH
� .OWNER:_ �A��
'PHSYSICAL ADDRESS: -I1 o X Uses-} L e-Sm z C,c e-
LEPAL DESCRIPTION: Le 4- I0,a -, , x v s ,, ►a o �6 � W , �Jekj ` of v\
MMAAJLING ADDRESS: am\;ewoe
E'DF DWELLING: ke AD.: NUMBER OF BEDROOMS:
TPST HOLES PRE-SOAKED: YES NO
SOIL
TIME WATER DEPTH INCHES OF FALL RATE PROFILE
TIME TO DROP LAST INCH: PERC RATE:
MINIMUM LEACH FIELD SIZE: MINIMUM SEPfTIC TANK SIZE:
V0 b,�tc,c h os �+rGJvJwix �cr e.A 91 Zesii��2
COMMENTS: So i L < le a e) N X'k V, r-c e r K
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KOECHLEIN CONSULTING ENGINEERS, INC.
Consulting Geotechnical Engineers
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VICINITY MAP
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JOB NO. 01-185 FIG. 1
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PROPOSED 6AFAGE
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LOCATIONS OF EXPLORATORY TEST PITS
�SoIL -tL�
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J08 NO. WAS5
TP-1
-0
WC=9
DD=101
WC=19
5 -200 = 81
�10 LEGEND:
TP-2
® TOPSOIL
15 SILT, Sandy Scattered gravel and cobble, Dry to slightly
moist, a ium dense, Brown.
a HAND DRIVE SAMPLE. Indicates 2.0 inch diameter brass liner
w driven into the soil by a hammer.
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Z 20 BULK SAMPLE. Obtained from backhoe cuttings.
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Notes:
1. Exploratory test pits were excavated on November 5, 2001 using a rubber -tired
backhoe.
2. No free ground water was encountered at the time of excavating.
3. The Test Pit Logs are subject to the explanations, limitations, and
conclusions as contained in this report.
4. Laboratory Test Results:
WC - Indicates natural moisture (%)
DD - Indicates dry density (pcf)
-200 - Indicates percent passing the No. 200 sieve M
5. Approximate elevations are based on the Topographic Map prepared by
Meyer Land Systems, dated October 19, 2001.
LEGEND OF EXPLORATORY TEST PITS
LOGS OF EXPLORATORY TEST PITS
N
5
10
15
5
40
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TABLE 7-2
RECOMMENDED RATES OF WASTEWATER APPLICATION
FOR TREN'H AND BED BOTTOM AREAS (4)(11)(121a
Percol ati or, Application
Soil Texture — Rate Rateb
min/in. gpd/ft2
Gravel, coarse sand
<1
Not suitablec
Coarse to medium sand
1 -
5
1.2
Fine sand, loamy sand
� Sand 1 oam, loam
6 -
16 -
15
30
0.8
Loam, pc. -ous silt 1 ca.n
31 -
60
0.45
Silty clay loam, clay loamd
F1 -
120
0.2e
a May be suitable estimates for sidewall infiltration rates.
b Rates based on septic tank effluent from a domest`c waste
source. A factor of safety may be desirable for w-istes of
significantly different character.
c Soi 1 s with pert-il ati on rates <1 min/in. can be used if the
soil is replaced with a suitably thick (>2 ft) layer of loamy
sand or sand.
d Soils without expandable clays.
e 1 hese soils may be easily damaged during constructi un.
214
SOILS AND FOUNDATION INVESTIGATION
PROPOSED BENBOW CABIN
LOT 10.2
2102 W. LAKE CREEK ROAD
NEW YORK MOUNTAIN PROJECT
EAGLE COUNTY, COLORADO
Koechlein Consulting Engineers, Inc.
Consulting Geotechnical Engineers
12364 W. Alameda Pkwy • Suite 115 • Lakewood, CO 80228-2845
LAKEWOOD AVON SILVERTHORNE
(303) 989-1223 (970) 949-6009 (970) 468-6933
(303) 989-0204 FAX (970) 949-9223 FAX (970) 468-6939 FAX
KOECHLEIN CONSULTING ENGINEERS, INC.
CONSULTING GEOTECHNICAL AND MATERIALS ENGINEERS
SOILS AND FOUNDATION INVESTIGATION
PROPOSED BENBOW CABIN
LOT 10.2
2102 W. LAKE CREEK ROAD
NEW YORK MOUNTAIN PROJECT
EAGLE COUNTY, COLORADO
Prepared for:
Ken Harkias
Trends West, Inc.
P.O. Box 2382
Edwards, CO 81632-2382
Job No. 01-185
November 13, 2001
DENVER: 12364 West Alameda Prkwy., Suite 135, Lakewood, CO 80228 (303) 989-1223
AVON. (970) 949-6009
SILVERTHORNE. (970) 468-6933
November 13, 2001
Job No. 01-185
KOECHLEIN CONSULTING ENGINEERS, INC
Consulting Geotechnical Engineers
TABLE OF CONTENTS
SCOPE
I
EXECUTIVE SUMMARY
I
SITE CONDITIONS
2
PROPOSED CONSTRUCTION
3
INVESTIGATION
4
SUBSURFACE CONDITIONS
4
RADON
5
EXCAVATIONS
5
GROUND WATER
6
FOUNDATION
7
FLOOR SLABS
8
FOUNDATION DRAINAGE
9
LATERAL WALL LOADS
9
RETAINING WALLS
10
SURFACE DRAINAGE
11
IRRIGATION
11
COMPACTED FILL
12
LIMITATIONS
13
VICINITY MAP
Fig. 1
LOCATIONS OF EXPLORATORY TEST PITS
Fig. 2
LOGS OF EXPLORATORY TEST PITS
Fig. 3
LEGEND OF EXPLORATORY TEST PITS
Fig. 4
GRADATION TEST RESULTS
Fig. 5
SWELL -CONSOLIDATION TEST RESULTS
Fig. 6
TYPICAL WALL DRAIN DETAIL
Fig. 7
TYPICAL RETAINING WALL DRAIN DETAIL
Fig. 8
$ November 13, 2001
Job No. 01-185
5
KOECHLEIN CONSULTING ENGINEERS, INC.
Consulting Geotechnical Engineers
SCOPE
This report presents the results of a soils and foundation investigation for the
proposed Benbow cabin to be located on Lot 10.2, a resubdivision of Lot 10, in the New
York Mountain Project in Eagle County, Colorado. The approximate site location is
shown on the Vicinity Map, Fig. 1. The purpose of this investigation was to evaluate the
subsurface conditions at the site and to provide geotechnical recommendations for the
proposed structure.
This report includes descriptions of subsurface soil and ground water conditions
encountered in the exploratory test pits, recommended foundation systems, allowable
bearing capacity, and recommended design and construction criteria. This report was
prepared from data developed during our field investigation and our experience with
similar projects and subsurface conditions in the area.
The recommendations presented in this report are based on a residential cabin
being constructed on the lot. We should be contacted to review our recommendations
when final plans for the structure have been completed. A summary of our findings and
conclusions is presented below.
EXECUTIVE SUMMARY
1. The subsurface conditions encountered in the exploratory test pits were
similar. The subsurface conditions consisted of up to 1.0 foot of topsoil
underlain by a medium dense, sandy silt with scattered gravel and cobble
to the maximum depth explored of 8.0 feet. Laboratory test results
November 13, 2001 KOECHLEIN CONSULTING ENGINEERS, INC.
Job No.01-185 Consulting Geotechnical Engineers
indicated that the sandy silt has a very low to low collapse potential when
wetted.
2. Topsoil to a depth of 1.0 foot was encountered at this site. Greater depths
of topsoil could be encountered throughout the site. The topsoil will need
to be removed from all construction areas prior to construction. The
topsoil may be used in landscaping areas.
3. At the time of this investigation, no free ground water was encountered in
the exploratory test pits to the maximum depth explored of 8.0 feet.
4. We anticipate that the subsurface conditions at the proposed foundation
elevation will consist of sandy silt with scattered gravel and cobble. In our
opinion, the natural sandy silt will support spread footings for the
proposed cabin. Refer to the FOUNDATION section of this report for
more details.
5. The subsurface conditions encountered at the proposed floor slab elevation
consisted of the natural sandy silt. In our opinion, slabs -on -grade may be
constructed on the natural sandy silt with a low risk of movement. Refer
to the FLOOR SLABS section of this report for more details.
6. Open cuts and excavations require precautions as outlined in this report in
order to maintain the stability of slopes and sides of excavations.
7. In our opinion conventional construction equipment will be capable of
completing the necessary excavations.
8. Drainage around the cabin should be designed and constructed to provide
for rapid removal of surface runoff and avoid concentration of water
adjacent to foundation walls.
9. The potential for radon gas is a concern in the area. Building design
should include ventilation systems for below grade areas such as crawl
spaces and basements.
SITE CONDITIONS
The proposed cabin will be located on Lot 10.2, a resubdivision of Lot 10, in the
2
November 13, 2001 KOECHLEIN CONSULTING ENGINEERS, INC
Job No.01-185 Consulting Geotechnical Engineers
New York Mountain Project in Eagle County, Colorado. The lot is accessed by a gravel
road, which borders the western boundary of the site. A ditch is located to the west of the
existing gravel access road above the site. An existing residence is located approximately
60 yards to the south of the proposed cabin site. Two ponds are located down towards the
northeast of the proposed cabin. The cabin site is bordered on the west side by a gravel
driveway, which loops around to the north and provides access to the lower east side of
the cabin site. The site slopes down towards the east at an approximate grade of 30 to 40
percent. Vegetation on the lot consists of grasses, bushes, weeds, aspen trees and pine
trees.
PROPOSED CONSTRUCTION
At the time of this investigation, plans for the proposed cabin were not available.
We anticipate that a two-story residential cabin with a walkout basement and slab -on -
grade floors will be constructed on this site. We believe that the cabin will be of cast -in -
place concrete and wood frame construction. We anticipate that excavations of 8 feet will
be necessary for construction of the proposed cabin. Maximum column and wall loads
were assumed to be those normally associated with residential structures.
3
1 November 13, 2001
Job No. 01-185
KOECHLEIN CONSULTING ENGINEERS, INC
Consulting Geotechnical Engineers
INVESTIGATION
Subsurface conditions were investigated at this site on November 5, 2001, by
excavating two exploratory test pits with a rubber -tired backhoe at the locations shown on
• the Locations of Exploratory Test Pits, Fig. 2. An engineer from our office was on the
site to observe the excavating of the exploratory test pits and visually classify and
document the subsurface soil and ground water conditions. A description of the
subsurface soils observed in the exploratory test pits is shown on the Logs of Exploratory
Test Pits, Fig. 3, and on the Legend of Exploratory Test Pits, Fig. 4.
Representative soil samples obtained from the exploratory test pits were tested in
our laboratory in order to determine their natural moisture content, gradation properties
and swell -consolidation properties. The results of the laboratory tests are presented on
the Logs of Exploratory Test Pits, Fig. 3, on the Gradation Test Results, Fig. 5, and on
the Swell -Consolidation Test Results, Fig. 6.
SUBSURFACE CONDITIONS
The subsurface conditions encountered in the exploratory test pits were similar.
The subsurface conditions consisted of up to 1.0 foot of topsoil underlain by a dry to
slightly moist, medium dense, sandy silt with scattered gravel and cobble to the
maximum depth explored of 8.0 feet. The sandy silt became more dense with depth.
El
November 13, 2001 KOECHLEIN CONSULTING ENGINEERS, INC
Job No. 01-185 Consulting Geotechnical Engineers
Laboratory test results indicated that the sandy silt has a low collapse potential when
wetted.
At the time of this investigation, no free ground water was encountered in the
exploratory test pits to the maximum depth explored of 8.0 feet.
In recent years, radon gas has become a concern. Radon gas is a colorless,
odorless gas that is produced by the decay of minerals in soil and rock. The potential for
radon gas in the subsurface strata of mountain terrain is likely. Since excavations for
lower levels in the cabin are anticipated, we suggest that the building be designed with
ventilation for below grade areas.
EXCAVATIONS
We anticipate that excavations up to 8 feet in depth will be required for
construction of the proposed cabin. Based on the subsurface conditions, it is our opinion
that conventional construction equipment will be capable of completing the necessary
excavations.
Care needs to be exercised during construction so that the excavation slopes
remain stable. The subsurface soil, which consisted of a sandy silt with scattered gravel
and cobble, classifies as Type B soils in accordance with OSHA regulations. OSHA
5
• November 13, 2001
Job No. 01-185
KOECHLEIN CONSULTING ENGINEERS, INC.
Consulting Geotechnical Engineers
regulations should be followed in all excavations and cuts.
Approximately 1.0 foot of topsoil was encountered in the exploratory test pits.
Greater depths of topsoil could be encountered throughout the site. All topsoil beneath
the proposed construction should be removed. The topsoil may be used in landscape
areas. Backfill should be placed and compacted as recommended in the COMPACTED
FILL section of this report.
GROUND WATER
At the time of this investigation, ground water was not encountered in the
exploratory test pits to the maximum depth explored of 8.0 feet. Based on the conditions
exposed within the test pits, we do not anticipate that ground water will adversely affect
the construction of the proposed cabin. However, our investigation was performed during
a dry time of the year. It is possible that ground water may be encountered during wetter
times of the year. If ground water is encountered within excavations for the cabin, the
ground water can typically be controlled by shallow trenches on the outside of the
foundation for the cabin. The shallow trenches should be sloped down to a sump pit,
where the water can be removed by pumping or to a gravity outlet. If ground water is
encountered within the excavation for the cabin, we should be contacted to provide
specific recommendations at that time.
Col
f November 13, 2001 KOECHLEIN CONSULTING ENGINEERS, INC.
Job No.01-185 Consulting Geotechnical Engineers
FOUNDATION
The subsurface conditions at the foundation elevation consist of the sandy silt
with scattered gravel and cobble. In our opinion, the proposed cabin may be supported
by a spread footing foundation system bearing on the natural sandy silt. We recommend
that the spread footing foundation system be designed and constructed to meet the
following criteria:
1. Footings should be supported by the natural sandy silt or compacted fill.
All existing topsoil should be removed prior to construction of the
foundations. All footings should extend at least 3 feet below the existing
natural ground surface.
2. We recommend wall and column footings be designed for a maximum
allowable soil bearing pressure 2,000 psf.
3. The base of the exterior footings should be established at a minimum
depth below the final exterior ground surface, as required by the local
building code. We believe that the depth for frost protection in the local
building code in this area is 3.5 feet.
4. " We anticipate that scattered cobbles could be encountered at the
foundation elevation. Removal of the cobbles may result in depressions
and rough bottoms in the excavation. The resulting depressions can be
backfilled with compacted backfill or lean concrete.
5. Column footings should have a minimum dimension of 24 inches square
and continuous wall footings should have a minimum width of 16 inches.
Footing widths may be greater to accommodate structural design loads.
6. Continuous foundation walls should be reinforced to span local anomalies
in the soil.
7. Fill should be placed and compacted as outlined in the COMPACTED
FILL section of this report. We recommend that a representative of our
VA
a
November 13, 2001 KOECHLEIN CONSULTING ENGINEERS, INC-
Job No.01-185 Consulting Geotechnical Engineers
office observe and test the placement and compaction of structural fill
used in foundation construction. It has been our experience that without
engineering quality control, poor construction techniques can occur which
result in poor foundation performance.
8. A representative of our office must observe the completed foundation
excavation. Variations from the conditions described in this report, which
were not indicated by our test pits, can occur. The representative can
observe the excavation to evaluate the exposed subsurface conditions.
FLOOR SLABS
The subsurface soils at the floor slab elevations consisted of topsoil or natural
sandy silt. The topsoil is not suitable for support of slab -on -grade floors. In our opinion,
the sandy silt may support slabs -on -grade with a low risk of movement. We recommend
the following precautions for the construction of slab -on -grade floors:
1. Slabs may be placed on the natural sandy silt or compacted fill. All topsoil
beneath slabs -on -grade should be removed prior to construction of floors.
2. We anticipate that scattered cobbles could be encountered at the floor slab
elevations. The removal of cobbles may result in depressions and rough
bottoms in the excavation. Fill may be placed and compacted beneath the
slabs -on -grade to fill in depressions and act as a leveling course for the
slabs.
3. Frequent control joints should be provided in all slabs to reduce problems
associated with shrinkage.
4. Fill beneath slabs -on -grades may consist of on -site soils free of deleterious
material or approved fill. Fill should be placed and compacted as
recommended in the COMPACTED FILL section of this report. Placement
and compaction of fill beneath slabs should be observed and tested by a
representative of our office.
November 13, 2001
Job No. 01-185
KOECHLEIN CONSULTING ENGINEERS, INC
Consulting Geotechnical Engineers
FOUNDATION DRAINAGE
Surface water, especially that originating from snowmelt, tends to flow through
relatively permeable backfill typically found adjacent to foundations. The water that
flows through the fill collects on the surface of relatively impermeable soils occurring at
the foundation elevation. Both this surface water and possible ground water can cause
wet or moist below grade conditions after construction.
Since we anticipate below grade areas, we recommend the installation of a drain
along the below grade foundation walls. The drain should consist of a 4-inch diameter
perforated pipe encased in free draining gravel and a manufactured wall drain. The drain
should be sloped so that water flows to a sump where the water can be removed by
pumping, or to a positive gravity outlet. Recommended details for a typical foundation
wall drain are presented in the Typical Wall Drain Detail, Fig. 7.
LATERAL WALL LOADS
We anticipate that walls will be planned which may require lateral earth pressures
for design. Lateral earth pressures depend on the type of backfill and the height and type
of wall. Walls, which are free to rotate sufficiently to mobilize the strength of the
backfill, should be designed to resist the "active" earth pressure condition. Walls, which
are restrained, should be designed to resist the "at rest" earth pressure condition.
Basement walls are typically restrained. The following table presents the lateral wall
W
November 13, 2001
Job No. 01-185
KOECHLEIN CONSULTING ENGINEERS, INC
Consulting Geotechnical Engineers
pressures that may be assumed for design.
Earth Pressure Condition
Equivalent Fluid Pressure'
(pcf)
Active
35
At -rest
50
Passive
300
Notes:
1. Equivalent fluid pressures are for a horizontal backfill condition with no hydrostatic
pressures or live loads.
2 A coefficient of friction of 0.3 may be used at the base of footings to resist lateral
loads.
Backfill placed behind or adjacent to foundation walls and retaining walls should
be placed and compacted as recommended in the COMPACTED FILL section of this
report. Placement and compaction of the fill should be observed and tested by a
representative of our office.
RETAINING WALLS
Due to the slope of the lot, it is possible that retaining walls may be constructed
for the proposed project. If retaining walls are to be constructed, in order to reduce the
possibility of developing hydrostatic pressures behind retaining walls, a drain should be
constructed adjacent to the wall. The drain may consist of a manufactured drain system
and gravel. The gravel should have a maximum size of 1.5 inches and have a maximum
of 3 percent passing the No. 200 sieve. Washed concrete aggregate will be satisfactory
for the drainage layer. The manufactured drain should extend from the bottom of the
10
Y
November 13, 2001 KOECHLEIN CONSULTING ENGINEERS, INC
Job No.01-185 Consulting Geotechnical Engineers
retaining wall to within 2 feet of subgrade elevation. The water can be drained by a
perforated pipe with collection of the water at the bottom of the wall leading to a positive
gravity outlet. A typical detail for a retaining wall drain is presented in the Typical
Retaining Wall Drain Detail, Fig. 8.
SURFACE DRAINAGE
Reducing the wetting of structural soils and the potential of developing
hydrostatic pressure behind below grade walls can be achieved by carefully planned and
maintained surface drainage. We recommend the following precautions be observed
during construction and maintained at all times after the cabin is completed.
1. Wetting or drying of the open excavation should be minimized during
construction.
2. All surface water should be directed away from the top and sides of the
excavation during construction.
3. The ground surface surrounding the exterior of the cabin should be sloped
to drain away from the building in all directions. We recommend a slope
of at least 12 inches in the first 10 feet.
4. Backfill, especially around foundation walls, should be placed and
compacted as recommended in the COMPACTED FILL section of this
report.
IRRIGATION
Sprinkler systems installed next to foundation walls or sidewalks could cause
consolidation of backfill below and adjacent to these areas. This can result in settling of
November 13, 2001
Job No. 01-185
KOECHLEIN CONSULTING ENGINEERS, INC.
Consulting Geotechnica! Engineers
exterior steps, patios and/or sidewalks. We recommend the following precautions be
followed:
1. Do not install a sprinkler system next to foundation walls. The sprinkler system
should be at least 10 feet away from the cabin.
2. Sprinkler heads should be pointed away from the structure or in a manner that
does not allow the spray to come within 10 feet of the cabin.
3. The landscape around the sprinkler system should be sloped so that no ponding
occurs at the sprinkler heads.
4. If shrubs or flowers are planted next to the cabin, these plants should be hand
watered.
a 5. Install landscaping geotextile fabrics to inhibit growth of weeds and to allow
normal moisture evaporation. We do not recommend the use of a plastic
membrane to inhibit the growth of weeds.
6. Control valve boxes, for automatic sprinkler systems, should be periodically
checked for leaks and flooding.
COMPACTED FILL
Structural fill for this project may consist of the on -site sandy silt with scattered
gravel and cobble or approved imported granular fill. The imported fill may consist of
non -expansive silty or clayey sands or gravels with up to 30 percent passing the No. 200
sieve and a maximum plasticity index of 10. No cobbles or boulders larger than 6 inches
should be placed in fill areas. Fill areas should be stripped of all vegetation and topsoil,
scarified, and then compacted. Topsoil may be used in landscape areas. Fill should be
12
November 13, 2001 KOECHLEIN CONSULTING ENGINEERS, INC
Job No. 01-185 Consulting Geotechnical Engineers
placed in thin loose lifts then moisture treated and compacted as shown in the following
table. The recommended compaction varies for the given use of the fill.
Recommended Compaction
Percentage of the
Percentage of the
Percentage of the
Use of Fill
Standard Proctor
Modified Proctor
Optimum
Maximum Dry
Maximum Dry
Moisture Content
Density
Density
(ASTM D-698
(ASTM D-698)
(ASTM D-1557)
or D-1557)'
Below Structure Foundations
98
95
-2 to +2
Below Slab -On -Grade Floors
95
90
-2 to +2
Utility Trench Backfill
95
90
-2 to +2
Backfill (Non -Structural)
90
90
-2 to +2
Notes: -
1. For clay soils the moisture content should be 0 to +2 percent of the optimum moisture content.
For granular soils the moisture' content should be —2 to +2 of the optimum moisture content.
We recommend that a representative from our office observe and test the
placement and compaction of structural fill. Fill placed below foundations or slab -on -
grade floors is considered structural. It has been our experience that without engineering
quality control, poor construction techniques can occur which result in poor foundation
and slab performance.
LIMITATIONS
Although the exploratory test pits were located to obtain a reasonably accurate
determination of subsurface conditions, variations in the subsurface conditions are always
possible. Any variations that exist beneath the site generally become evident during
13
November 13, 2001 KOECHLEIN CONSULTING ENGINEERS, INC
Job No.01-185 Consulting Geotechnical Engineers
excavation for the structure. Therefore, a representative of our office must observe the
completed excavations to confirm that the soils are as indicated by the exploratory test
pits and to verify our foundation and floor slab recommendations. The placement and
compaction of fill, as well as installation of foundations, should also be observed and
tested. The design criteria and subsurface data presented in this report are valid for 3
years from the date of this report.
We appreciate the opportunity to provide this service. If we can be of further
assistance in discussing the contents of this report or in analyses of the proposed structure
from a soils and foundation viewpoint, please contact our office.
KOE,F,1t,''CONSULTING ENGINEERS, INC.
������n��Q.�O R FG/,S' ''%
33822
c
��.t'•.11/G3fol ����
YDN A11, �, ```���.
Scott B. gwyers, P.E.
Project Engineer
Reviewed by:
William N. Houlette, P.E.
Senior Engineer
(4 copies sent)
14
KOECHLEIN CONSULTING ENGINEERS, INC.
Consulting Geotechnical Engineers
Vs 1 V
VICINITY MAP
NOT TO SCALE
JOB NO. 01-185 FIG. 1
A KOECHLEIN CONSULTING ENGINEERS, INC.
Consulting Geotechnical Engineers
i
s ersY1Y •
Fnov 1 f1
I
AP ROX TE PROPOSED
t+
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14
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F
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LOCATIONS OF EXPLORATORY TEST PITS
JOB NO. 01-185 FIG. 2
�r
KOECHLEIN CONSULTING ENGINEERS, INC.
Consulting Geotechnical Engineers
TP-1
TP-2
0
0
WC=9
DD=101
WC=19
5
-200 = 81
5
10
10
15
15
s
w
w
m
m
LL
20
20
Z
H
a
m
m
w
m
25
25
30 30
35 35
40 40
LOGS OF EXPLORATORY TEST PITS
JOB NO. 01-185
FIG. 3
KOECHLEIN CONSULTING ENGINEERS, INC.
Consulting Geotechnical Engineers
LEGEND:
® TOPSOIL
SILT, Sandy, Scattered gravel and cobble, Dry to slightly
moist, Medium dense, Brown.
HAND DRIVE SAMPLE. Indicates 2.0 inch diameter brass liner
driven into the soil by a hammer.
BULK SAMPLE. Obtained from backhoe cuttings.
Notes:
1. Exploratory test pits were excavated on November 5, 2001 using a rubber -tired
backhoe.
2. No free ground water was encountered at the time of excavating.
3. The Test Pit Logs are subject to the explanations, limitations, and
conclusions as contained in this report.
4. Laboratory Test Results:
WC - Indicates natural moisture M
DD - Indicates dry density (pcf)
-200 - Indicates percent passing the No. 200 sieve (%)
5. Approximate elevations are based on the Topographic Map prepared by
Meyer Land Systems, dated October 19, 2001.
LEGEND OF EXPLORATORY TEST PITS
die JOB NO. 01-185 FIG. 4
KOECHLEIN CONSULTING ENGINEERS
6 inNn
100
#4 0
#20 #30
#4 #iffl -'AD #200
0
90
10
80
20
70
(9
30 -p
z
60
m
x
40 m
a
z
50
Z
50 X
w
40
m
D
60
w
o
z
m
30H
O
70
20
80
10
90
0
100
200 100 10 1 0.1 0.01 0.001
DIAMETER OF PARTICLE IN MM
+ 3"
GRAVEL
SAND
SILT
CLAY
Sample of SILT, Sandy GRAVEL 1 % SAND 18 %
Source TP-1 Sample No. Elev./Depth 4.0 feet SILT & CLAY 81 % LIQUD LIMIT %,
PLASTICITY INDEX %
Sample of
Source
Sample No. Elev./Depth
GRAVEL % SAND %
SILT & CLAY % LIQUID LIMIT %
PLASTICITY INDEX %,
GRADATION TEST RESULTS
Job No
01-185
FIG. 5
KOECHLEIN CONSULTING ENGINEERS
0
1
z
3
u
6
7
8
9
Pressure, p, ksf
Sample of SILT, Sandy Natural Dry Unit Weight= 101.0 (pcf)
Source TP-1 Sample No. Elev./Depth 3.0 feet Natural Moisture Content= 9 %
Job No.
SWELL -CONSOLIDATION TEST RESULTS
01-185 FIG. 6
KOECHLEIN CONSULTING ENGINEERS, INC.
Consulting Geotechnical Engineers
CLAYEY BACKFILL 10
1 �
_—_— — MANUFACTURED
III.II — WALL DRAIN
I I� i iI COMPACTED BACKFILL BELOW GRADE WALL
EDGE OF EXCAVATION
(EXCAVATE AS PER
OSHA REGULATIONS)
FILTER FABRIC
GRAVEL-
12"
--PLASTIC SHEETING
PERFORATED
--f—
PERFORATED PIPE 12" MIN.
NOTES:
1. DRAIN SHOULD BE AT LEAST 12 INCHES BELOW TOP OF FOOTING
AT THE HIGHEST POINT AND SLOPE DOWNWARD TO A POSITIVE
GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY
PUMPING.
2. THE DRAIN SHOULD BE LAID ON A SLOPE RANGING BETWEEN 1 /8
INCH AND 1 /4 INCH DROP PER FOOT OF DRAIN.
3. GRAVEL SPECIFICATIONS: WASHED 1 1 /2 INCH TO NO. 4 GRAVEL
WITH LESS THAN 3% PASSING THE NO. 200 SIEVE.
TYPICAL WALL DRAIN DETAIL
tj
JOB NO. 01-185
�i
FIG. 7
KOECHLEIN CONSULTING ENGINEERS, INC.
Consulting Geotechnical Engineers
CLAYEY BACKFILL 10
COMPACTED BACKFILL
EDGE OF EXCAVATION
(EXCAVATE AS PER
OSHA REGULATIONS)
FILTER FABRIC
PERFORATED PIPE
NOTES:
MANUFACTURED
WALL DRAIN
-RETAINING WALL
1. DRAIN SHOULD BE SLOPED DOWNWARD TO A POSITIVE GRAVITY
OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY
PUMPING.
2. THE DRAIN SHOULD BE LAID ON A SLOPE RANGING BETWEEN 1 /8
INCH AND 1 /4 INCH DROP PER FOOT OF DRAIN.
3. GRAVEL SPECIFICATIONS: WASHED 1 1 /2 INCH TO NO. 4 GRAVEL
WITH LESS THAN 3% PASSING THE NO. 200 SIEVE.
TYPICAL RETAINING WALL DRAIN DETAIL
JOB NO. 01-185
FIG. 8
2194-02 Tax #2105-194-04-001
JOB NAMIE- Lot #10.2, New York Mt. Project BENBOW
2102 West Lake Creek Rd., Edwards
JOB NO. f) P_ / qo)-�
Printed In USA
m.
TION
1
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STARTED
DATE COMPLETED
DATE BILLED
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JOB COST SUMMARY
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4-AL SELLING PRICE
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TOTAL MATERIAL
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INSURANCE
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COSTS
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TOTAL JOB COST!
71 Ow
OSS PROFIT;
11 W�El
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LESS OVERHEAD COSTS
% OF SELLING PRICE
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NET PROFIT,
JOB FOLDER Product 278 441� uk'. x 47 4L I- L
JOB FOLDER 6
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- - - I - - - _ - _ . _ _ ___ _ _ _ _ - _ _ __ - _ - __ - _-- _ - - - - -_ - _ - _ _ - - _ - - _ _ _- _ ,
_ _ _ - - . _ _ _ _ _
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- - - - _ - _ _ _ _ _ _ - _ _ - - - _ _ - - - - - - _ - - - - - - - - - - - - - - _ -
- - - `- _-- - - - - - - - - - - _ - - _
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See Note -
# Out of Ex1lstin Tank •, =i ` M,
I - _ of Water Pum s erif existin Invert g _
1 _ ` , , - i
,l
_ - - - k 1 -_
_ � _ � .. , _, � _ � :. h �_ � Vie t Labe free � '�N -
� ,i
rovided :♦ .. : _ ,
- - - -- _
� _ - _ _ 1 � minimum slo a can- be , '_, ,, � \-� �_ � - - '\ ,{ ,: x
i _ P _
- ,. and Verif P � _
s
_ _ � -_ �-� Assumed Inv. Out 19.8 - , ♦` _ ' �. ; : ,_ -. \
\_ �. , _ " o
- - - �� to the new field. _ = X_ _
from the tank =
4- - l- .' - _,.` X -";� • s'/ - - -.fix,.-; \ -_�
_ iltrator Trenches -, �_ existin i e at outlet of existing tank. -
Pro osed 3 Inf P Connect to 9 P P - _
- - - p f - j
_ _ �i f
-
Lon
I
= 100 100 tr ►
-, \`.� , --.,- , _ III III w N
`� ell `� ��
Notes. �'
Surve Genera 16 16 Units
I y 17, f ) _- Verb `exfs �n size 1 20' uTluT,r\�5= ;. i W ZOM I
MENT
l - - ' - EASE z �<
- - - ed tJctober 8, 2001 and ovide 1.5 M.ax°Cover. �wi� ;. ;_ ': _ m i
- 1) Survey Date comment Pr \ '`_-����_ ,
Septic Tank �- 3
- '` 1 NOCNi
_ - - completed October 10, 2001._ _ . - - Ai�NE
I _ - - __ _ - _ _ - - _ - s - ---�. 1. - Qllon _ re aired - - - I _ ;h:. __�-• -... ,�_.`. _ ( C� - oi'•'o _ i
r - ments Lot lines. Building Envelope _ - _ - - _ _ _ -- - _ y2��� g - - Q _ - _ _ - - _ - - - - _ - - _ _
-
2) Location of, Improve
,
- _ and Easements are based upon the Final Pla ` - �- -
.
r Mountain Pro' ct. as .
I
W . �I
k . Resubdiwsion of Lot 10. New 1e
i [ - filed for record August 27. 1985 at Book; 423. Page - - _ ' -
ffice of the Clerk` _ ' I _
j - 578, Reception No. 319844 in the 0 - � - I I - -
/ '
of Ea le State of Colorado and % '� f %
and Recorder. County 9 ,,�
nd at the time of this survey as
- - - - - Survey Monuments fou AD /
r � _ _ shown hereon. This Survey does not constitute a ._ - ,
boundar survey nor any investigation into record _ - , .
I '
/ / / ��
I y ` .
easements or encumbrances associated with this
1
I - - - 3) ASSUMED ELEVATION DATUM: 8217.E for the top o - ,�� / / - I - : s I
l
monument "Station Tarp";being an 8" ,W e - - q' / ` - - _
3 the survey �" a / / �2J�• �S; w I \'
I - and 1 'n southwesterly of the south horseshoe�it. as ` I - .
- _ yi g a LOWER POND / "� -� _yr` - , '� E / - -� _ � � 1 I ,,\ti _ __ 1
1 shown hereon. This elevation data is inte-Xp ated from ��__ / - - - / W� 27 / _ _
I i ma rovided b No Na rchitects. o / �� 6 �� _ .
topograph c P p Y / / S _ / _ _ `_.I .
. - - 4 CONTOUR INTERVAL• 2 foot. _
. ; _ ) / / / �FjO �0 / / sXuK,, y/v�� I 25, \r
5 Utilities are shown approxim y and should be field - Assumed/0pproX locotto �/ / W� / / _ - i.
! verified poor to excovot�op
I I
I - . �! -
6 Me r Land S terns darts not warrantor certify to / _ Of a I$iing field; / poi _� i .
PT,,' I I
I ) _ _ - -
the inte rity of an digital Data supplied in con function \.� / f E CSC / / / / �// _ .
9 surve . ' FIRE Exist / ! ��.cP / / / i I l
. . with this map ar y . ! �? RING rseshoe i a �N - � / / -.1 / i = I , I _
7 STREET ADDRESS: Not Posted - • ! ?� � ? H° it 1 ,/ / /l / j i _ l `
hown . ° P / ��� . / / c � / / _ J \ I 1 f
I _ 8) Location an dimensions of Building Envelopes �Q - / / ! ,. W , _ , / i r i / c / / / ) •
hereon was scaled from the Final Plat. P / Bxist. / N og'03 5� T/ // / / /
JJ �Q? Hors it �� 195.00// / I k � - // o // t Qo,�r _ I I I
E - - / / '%\J 4r .� / a' Existing I I"
- - . . ' r - _ �- 1
Q° �� / 5 I .--� �,. f a 3 BR House '
W I 0 I -
/ _ - ,� ask �, - -- LOT 0.2 o I I
- - // / - ` ,
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-t
Io
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r _ -_ ♦.. _._. ! �� ' 866 acres c
44
t / .• / ,._._ _ ,� Pro os _ , , :.r v, 15. r �i
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Ins ection Par 1���../( ,a2 ��f,��.�s _ _
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I Pro osed 2 to 4 higher - "'"� _ _ _ - `_
P / q� 7 / aaa �.. a� a / _ - }.b �.aa aa_ as �I'� 4 \• �: �'�' - 1 tea_ I Z ��
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'r- �� q�, / / __-✓_ / // ----'_ �I -__ate-_ as _�� O a-;s - r•,...:�i _ _-.i w V
I i. Remove Trees BCD _a2''� �/ ��' ------ / -- __- - R,
- (v Q
_ _ a _ - ` a - a ��_ -_ �. =tea'' t - - I w
_ - 44.E / I / r+ _ - �• a _ �- _ a� _ ► - a' = < - - -
i Possibl remove Tree Q f. _ _-- ___--- �� - ..:�
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j = - - - _ _ - - _ _:_'+s - _ - __ _ - - _ _ r825 � / _ - _- � _ _ - _ - - _ a a a :, a'- - .� �. - - r- _ ' �;�' �.,�, -, - - - ti I=� _ - - _ - • -
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I - - - - - _ - _ - _ - - _ I - _ _ i 'g a � �i _ / a __- _ >. % r -ate_ _h -i ^'` �.. `-�� r 1 ,"_ja a _ l I =2
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20 aaa ,�_.----, � _ -, max = , -, �. _ = - ,_S _ a _ � - _ GRAPHIC SCALE
-\x �;
6
I
Legend Proposed -
-- - Setback - Well
e .,..- Setback - Stream .
-81 1 6�r-(yamM- Contour
w Walls
^ Cleanout (or Inspection
Portal over field)
- f�' �Z // tea- -�- -'�'Ca�Q C�\, �' � '� =,�%� ' -�f� , ia/ i-� 10 20
- _ _ - - - - - - - - , - - - / - - a/ - I I.' ` _1 '� �` � .�X18t >" < \ •Js- ti ? '-„�` . , _,_, � ''4_ -= i /-"` - - - a a _ 20 - 0 - . .
-g26 �. is ° - I `, _X .- z> ` �= r i Ro°� - _ - - -- - � _ _
j / 1�r / / !. K X. \_� , � ?':X _-jam;_ -`' \, � - r ' > i (IN FEET) .
_ - . _ _ �/ / \ram "," \ ,_/
-__ � _ _-� - inch = 20 ft .
1 - -
I
-
- -
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I -
p -
F
I -
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-
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- - -- =- - - = - -- tJ�
. - ad later - -
Note =_ t,
- I _
1 1f-the-existin"ovet leach-field-is-encountered/excavated during -the construction of the- General Notes General Notes Continued
new field. -_the gravel wll likely need to hauled to- the dump. and -replaced withF sand. It _is ,
_ - w enches as hi h as oo ble (minimum 1 bury_ on - _ t AI ine En ineerin ,Inc. at least 48-hours prior to installing any septic system 15. The Owner must realize an on -site sewage disposal system is considerably different from
-__ _ therefore proposed #a raise the ne tr 9 - _ P- -- 1. Contac P 9 9
- _ downhill side , of _trench) and place l'- fll over top. If grave($ encountered during construction. improvement. public sewer services. The Owner must be aware of and assume the responsibility for
distal before rocedin with _construction.= - - - - - � -� continued maintenance of the system. We recommend the pumping of the septic at the end
. �c L_1Et immea Y_ P 9 _ - _ n
2. Compact sewer trenches to 90� standard proctor density, or per soil engineer's of the first year of use to monitor sludge accumulation and a minimum of every two years
recommendations. _ - afterwards. There are also daily considerations; such as not putting plastic or other
- non -biodegradable material down the sewage disposal system. Also. water use must be
SEPTIC TANK SIZE
- 3. Provide risers on septic tanks to finish grade. carefully monitored so toilets are not allowed to run when seals malfunction.- To illustrate the
r oms Verif tie size of the existing tank and provide point: it should be noted that a running tolet would consume in excess of 1000 gallons per
Minimum tank size - 1,250 gallons for 4 bed o Y 4. Comply with all Eagle County and Colorado Department of Health regulations regarding day, if allowed to run. Excessive loading (such as from running toilets) will flood and
1,250 gallons. septic system installation. irrevocably harm the system and stress the on -site well '
- - y t �" - 16. We also caution u a ainst installation of a water softener The high levels of salt from
t t'%r,.- SETBACKS 5 Provide inspection portals per Eagle County regulations. Y° g
I_ - - ".>\ i t '
�� � � the back wash of a water softener is detrimental to all on -site sewage disposal systems and
». of water is a wel located near the "wishing well" on the n sewer lines and se tic tank. a separate drywell should be constructed for backwash waste if a water softener is installed.
m i- _ 2 TO 3 DIA -, I �; ��, Well: It is our understand that the source 4
•... r _ - _ - - -_ y f _ - _ - - _ _ -
f /�' o tion el ch. Provide minimum setbacks per table 6. Provide minimum 5 horizontal distance between trees a d p No landscaping or plastic can be installed over the disposal field that will reduce the
- - o t - - i30ULDERS �f '. east side of the ponds at least 120' from the abs rp en
_ -- _ - - "i �� below: 7- Field -all n sewer to avoid existing trees. buildings and structures evapotranspira
- I - _ _ _ o g tion from "the field .
2 - _ - - 10' se aration between water and sewer lines. Or encase per Colorado
Q = I s tern inimum slo a from buildin to septic tank. 1� 17. Provide minimum p
1 3/4" WASHED
. minimum horizontal distances in feet between components of a sewage disposa ys 8, Provide 4 minimum cover and 2� m P g De artment of Health re ulations.
N - ROCK Table of
-, •. .
- �� installed after November 15. 1973. and pertinent physical features. minimum slope after septic tank with cover as required to provide 1' to 1.5' cover over P 9
I _ . u? a
r
. o
- of j _
1- -
=_L o "* - a
N .- o
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I MIRAFl 140N o _ \_ _ .
i ff _ -- 1 - o _ OR EQUIV. m o �1
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o! \, r f RFORATED _ o
` fA -- - a / /ter ", - ,.; 4' PE _ �,- j
I - J I _ - a� - , '"'�•"} �� 9` -/ 1 PVC ' 3= c - \ `�'. ;_ - - �<
- i
co -
0 0 "; - /
s ;_, - '
I X Y. y .
_ { m z F o o f' ,</� %'�, /r < ='ii," i ! %mod - ✓
I - > M 0 � _ - ` - DAYLIGHT �� �- f�/-
- w o AIN -
a TO DR
Q i s Y �- 0 _
( a
- REQ D
� INFIL
TRATOR -COVER
L
h omers as
k nd abso
r tion trenc c
I rotors. a tic fan a
infi t r eanouts s
i to sewe cl
location t es P
18. Provide to P
n at 100' s acin but not between dosing tank and tee). required by Eagle County for as-builts, and submit to AEI.
9. Provide cleanouts at bends, a d P 9 ( -
10. Sewerline to be schedule 40 PYC under roads, SDR35 elsewhere. - 19. 4" SDR 35 PVC ® 2% min. slope, 4' bury before septic tank. 1.59E after tank.
' minimum between trench walls. - 20. All septic tanks" to be concrete. -
11. Provide 6
11 oth locat
ions are
' fil r tion a er b
w II or an in t a
rce is a e
h water sou (
n know if t o 9 Y
1 nn
21. We do t
12. Do not begin any sewer .construction prior- to notification of Alpine Engineering, Inc.. G e _
Palmer 970-926-3373. The septic system is also to be inspected by Eagle County Health approximate).
Department and Alpine Engineering, Inc. prior to backfill. contact them for this purpose as - - - - _
well. .
installation of the subsurface
14. We recommend -that -the Absorption Field be seeded after
disposal system. A good native grass cover will promote evapotranspiration from the field. We
recommend using a seed mix such as Foothills, Pasture or Prairie mix available at local feed -
and seed stores. These mixes do not require irrigation and develop a growth 10 to 15 inches -
high. No automatic sprinkler system should be installed above the disposal field. •
-
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