HomeMy WebLinkAbout661 Green Meadow Dr - 239122308001INDIVIDUAL 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. 1945-99 BP NO.
OWNER: SCOTTY CATHCART PHONE: 970-923-6687
MAILING ADDRESS: 90 SAGE BRUSH LANE, ASPEN, CO 81611
APPLICANT: SAME PHONE:
SYSTEM LOCATION: 661 GREEN MEADOW DRIVE, CARBONDALE, CO TAX PARCEL NO. 2391-223-08-001
LICENSED INSTALLER: STUTSMAN-GERBAZ, INC., CHARLES MONTOVER LICENSE NO. 9-99 PHONE: 970-923-2734
DESIGN ENGINEER: HIGH COUNTRY ENGINEERING, ROGER NEAL PHONE NO. 970-945-8676
INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: MINIMT)M REQUIREMENTS FOR A 3 BEDROOM RESIDENCE
&-mac ki v e A b5o rp-K ov1 /4recc.
1000 GALLON SEPTIC TANK 868 SQUARE FEET OF ABSORPTION AREA VIA 28 INFILTRATOR UNITS. AS PER ENGINEER'S DESIGN.
SPECIAL REQUIREMENTS: INSTALL AS PER ENGINEER'S DESIGN DATED 12/13/99. BE SURE TO MAINTAIN ALL APPLICABLE SETBACK REQUIRE-
MENTS. ENGINEER IS RESPONSIBLE FOR FINAL INSPECTION. DO NOT BACKFILL ANY PART OF THE INSTALLATION UNTIL THE ENGINEER HAS
INSPECTED AND APPROVED IT. BUILDING CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL THE SEPTIC SYSTEM HAS RECEIVED
FINAL APPROVAL. �
ENVIRONMENTAL HEALTH APPROVAL: J L'l a Atu Frj"t-i' DATE: DECEMBER 16, 1999
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: 868 SQUAREFEET(VIA 28 Infiltrator Units )
INSTALLED Concrete TANK: 1000 GALLONS IS LOCATED DEGREES AND FEET INCHES
FROM
COMMENTS: AS BUILT RECEIVED FROM ENGINEER, DETAILS LOCATION OF INSTALLATION ON SITE.
ANY ITEM NOT MEETING REQUIREMENTS WILL BE CORRECTED BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS
COMPLETED. ENVIRONMENTAL HEALTH APPROVAL /�1 `
DATE: 3`z3 /O6
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Ii':complete 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
328-8755/927-3823 (El Jebel)
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kPPLICATION FEE $150.00 PEkCGLATION TEST FEE $200.00
KE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER."
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r PRvrOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM:
Lot Size:
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Community Development Department
(970) 328-8730
FAX (970) 328-7185
TDD (970) 328-8797
Email: eccmdeva@vail.net
http: //www.eagle-county.com
March 23, 2000
Mr. Scott Cathcart
90 Sage Brush Lane
Aspen, CO 81611
EAGLE COUNTY, COLORADO
Eagle County Building
P.O. Box 179
500 Broadway
Eagle, Colorado 81631-0179
RE: Final of ISDS Permit #1945-99, Tax Parcel #2391-223-08-001. Property location: 661
Green Meadow Dr Basalt, CO.
Dear Mr. Cathcart:
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 ISDS Permit
cc: files
Community Development Department
(970) 328-8730
FAX (970) 328-7185
TDD (970) 328-8797
Email: eccmdeva@vail.net
http: //www.eagle-county.com
EAGLE COUNTY, COLORADO
Date: December 16, 1999
TO: Stutsman-Gerbaz, Inc.
Eagle County Building
P.O. Box 179
500 Broadway
Eagle, Colorado 81631-0179
FROM: Environmental Health Division
RE: Issuance of Individual Sewage Disposal System Permit No. 1945-99. Tax Parcel
# 2391-223-08-001; Property Location: 661 Green Meadow Drive, Carbondale,
CO., Cathcart residence.
Enclosed is your ISDS Permit No. 1945-99. 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.
Systems designed by a Registered Professional Engineer must be certified by the Engineer
indicating that the system was installed as specified. Eagle County does not perform final
inspections on engineer designed systems. Your TCO will not be issued until our office
receives this certification.
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
High Country Engineering, Roger Neal
March 22, 2000
Ray Merry
Eagle County Environmental Health Department
P. O. Box 179
Eagle, CO 81631
Re: ISDS for the Cathcart Residence, Lot 1 Sopris Mesa Subdivision
. HCE File Number 99004.40
Dear Ray:
On March 21, 2000 High Country Engineering personnel observed the construction of the
ISDS located at 0661 Green Meadow Drive, Lot 1 in the Sopris Mesa Subdivision. All of the
components of the system had been installed, and only minor backfilling had taken place. A
1000 gallon septic tank and 28 standard Infiltrator units with inspection wells had been installed.
The sewer pipe from the house had cleanouts installed, and the installation of the system was in
conformance with the intent of the design. We are providing you with a drawing of the system as
constructed with measurements to the major components of the system shown.
If you have any questions, or need additional information, please contact us.
Sincerely,
HIGH COUNTRY ENGINEERING, INC.
Roger D. Neal
Principal Engineer
RDN/ept
cc: Scotty Cathcart
�4i6kAL��E����
923 Cooper Avenue 14 Inverness Drive East, Ste B-144
Glenwood Springs, CO 81601 Englewood, CO 80112
phone 970 945-8676 • fax 970 945-2555 phone 303 925-0544 • fax 303 925-0547
GEOTECHNICAL INVESTIGATION
CATHCART RESIDENCE
LOT 1, SOPRIS MESA SUBDIVISION
EAGLE COUNTY, COLORADO
Prepared For:
Pat and Scotty Cathcart
90 Sage Brush Lane
Aspen, CO 81611
Job No. GS-2905
November 15, 1999
CTL/THOMPSON, INC.
CONSULTING ENGINEERS
234 CENTER DRIVE ■ GLENWOOD SPRINGS, COLORADO 81601 ■ (970) 945-2809
TABLE OF CONTENTS
SCOPE
SUMMARY OF CONCLUSIONS
SITE CONDITIONS
PROPOSED CONSTRUCTION
SUBSURFACE CONDITIONS
SITE EXCAVATION AND GRADING
FOUNDATION
FLOOR SYSTEMS AND SLABS -ON -GRADE
BELOW -GRADE CONSTRUCTION
SURFACE DRAINAGE
PERCOLATION TESTING
LIMITATIONS
FIGURE 1 -APPROXIMATE LOCATIONS OF EXPLORATORY BORINGS
FIGURE 2 - SUMMARY LOGS OF EXPLORATORY BORINGS
FIGURES 3 AND 4 - SWELL- CONSOLIDATION TEST RESULTS
FIGURE 5 - EXTERIOR FOUNDATION WALL DRAIN
FIGURES 6 THROUGH 8 - PERCOLATION TEST RESULTS
TABLE I - SUMMARY OF LABORATORY TEST RESULTS
PAT AND SCOTTY CATHCART
LOT 1, SOPRIS MESA SUBDIVISION
CTL[T GS-2905
1
1
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6
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SCOPE
This report presents the results of our soils and foundation investigation for
the proposed Cathcart Residence on Lot 1, Sopris Mesa Subdivision in Eagle County,
Colorado. We conducted the investigation to evaluate the subsurface conditions at
the site and provide foundation recommendations for the proposed single family
residence. Our report was prepared from data developed during our field
exploration, laboratory testing, engineering analysis and our experience with similar
conditions. This report includes a description of the subsurface conditions found
in our exploratory borings, our opinions and recommendations for design criteria for
recommended foundation and floor systems, and geotechnical and construction
criteria for details influenced by the subsoils. The recommendations contained in
the report were developed based on our understanding of the planned construction.
Revisions to the anticipated construction could affect our recommendations. A
summary of our conclusions is presented below.
SUMMARY OF CONCLUSIONS
1. Subsurface conditions in our exploratory borings consisted of 0 and
0.5 foot of sandy clay "topsoil' underlain by silty to sandy clay with
gravel and clayey gravel lenses to the total explored depth of 25 feet
below existing ground surface. Basalt bedrock was encountered at 23
feet in TH-2. Practical drill rig refusal occurred on the bedrock at a
depth of 24 feet. Free ground water was not found in our exploratory
borings during drilling operations.
2. We recommend constructing the residence on footing foundations.
Design and construction criteria for footings are presented in the
report.
3. We judge potential differential movement of slabs -on -grade supported
by the subsoils at this site will be low. Performance of slab -on -grade
basement and garage floors will likely be good.
4. Surface drainage should be designed to provide for rapid removal of
surface water away from the proposed residence.,,ossible`water flow°
in the abandoned irrigation ditch should be diverted away from the
proposed residence -
PAT AND SCOTTY CATHCART
LOT 1, SOPRIS MESA SUBDIVISION
CTUT GS-2905
SITE CONDITIONS
The site is within the Sopris Mesa Subdivision located north of El Jebel in
Eagle County, Colorado. Lot 1 is located in the north part of development and
northwest of Green Meadow Drive. The lot is situated in an open meadow which
generally slopes gently down to the southeast. The building envelope is located in
a slight swale with ground surfaces slope of about 5 percent. An abandoned,
unlined irrigation ditch, approximately 1.5 feet deep, crosses the middle of the lot
and building envelope and trends from the northeast to the southwest. No waterwas
present in the ditch at the time of our investigation. Vegetation on the lot consists
mainly of native grasses and sagebrush. Scrub oaks were located along the
northeast border of the lot.
PROPOSED CONSTRUCTION
We anticipate the proposed single-family residence will be a two-story, wood -
frame structure with a walk -out basement and an attached garage. The basement
and garage floors will likely be constructed as slabs -on -grade. Foundation loads are
expected to vary between 1,000 and 3,000 pounds per lineal foot of foundation wall
with maximum interior column loads of 30 kips. We anticipate maximum excavation
depths for the basement will be on the order of 6 to 8 feet deep. A percolation field=
is planned south or southeast of the building.lf the construction will differ from the
descriptions above, we should be informed so we can check that our
recommendations and design criteria presented herein are appropriate.
SUBSURFACE CONDITIONS
Subsurface conditions for the proposed building were investigated by drilling
two exploratory borings (TP-1 and TP-2) with a track -mounted drill rig at the
approximate locations shown on Figure 1. We also drilled one profile boring (Profile)
and three percolation borings (P-1 through P-3) in the planned area of the percolation
PAT AND SCOTTY CATHCART
LOT 1, SOPRIS MESA SUBDIVISION
CTUT GS-2905 2
0
field. Excavation was directed by our representative who logged the soils and
bedrock encountered in the borings and obtained samples. Samples obtained in the
field were returned to our laboratory where field classifications were checked and
typical samples selected for testing. Graphic logs of the soils encountered in our
exploratory borings are shown on Figure 2. Results of swell -consolidation tests are
shown on Figures 3 and 4 and results of laboratory testing summarized on Table I.
Subsurface conditions in our exploratory borings consisted of 0 and 0.5 foot
of sandy clay "topsoil' underlain by silty to sandy clay with gravel and clayey gravel
lenses to the total explored depth of 25 feet below existing ground surface. Basalt
bedrock was encountered at 23 feet in TH-2. Practical drill rig refusal occurred on
the bedrock at a depth of 24 feet. Free ground water was not found in our
exploratory borings during drilling operations. Results of field penetration
resistance tests and observations during drilling indicated the clays were stiff to very
stiff and moisture contents were slightly moist to moist. Two samples of the clays
selected for one-dimensional, swell -consolidation testing exhibited 2.4 percent
compression and no movement when wetted under an applied pressure of 1,000 psf.
SITE EXCAVATION AND GRADING
Grading plans were not available at the time of this investigation. We
anticipate the residence will be stepped into the natural slope of the site to create a
walk -out basement on the southeast side of the residence. Excavation depths on the
order of 6 to 8 feet may be required to reach foundation elevations at the northwest
of the building. Fill may be required to achieve construction grades below some
parts of the residence.
Areas which will receive fill should be stripped of vegetation, organic soils
and debris. The 'resulting surface should be scarified to a depth of at least 8 inches,
moisture conditioned to within 2 percent of optimum moisture content and
compacted to at least 95 percent of maximum standard Proctor (ASTM D 698) dry
PAT AND SCOTTY CATHCART
LOT 1, SOPRIS MESA SUBDIVISION
CTUT GS-2905 3
LM7
density. The soils in the abandoned irrigation ditch should be excavated to form a
rectangular shaped trench which extends laterally at least 1 foot outside the existing
ditch. The excavation should be deep enough to remove all soft soils in the bottom
of the ditch.
The on -site soils free of organic matter, debris and rocks larger than 6 inches
in diameter can be used as fill. Fill should be placed in loose lifts of 10 inches thick
or less, and moisture conditioned to within 2 percent of optimum moisture content.
Fill for site grading placed outside the building footprint should be compacted to at
least 95 percent of maximum standard Proctor (ASTM D 698) dry density. Structural
fill placed below the building footprint should be compacted to 98 percent of
maximum ASTIVI, D 698 dry density. Placement and compaction of fill should be
observed and tested by a representative of our firm during construction.
We anticipate excavations for the foundations and utilities can be
accomplished using conventional, heavy-duty excavation equipment. Excavation
sides will need ',to be sloped or braced to meet local, state and federal safety
regulations. Wei believe the on -site soils will classify as a Type B soil based on
OSHA standards governing excavations. Temporary slopes above ground water
should be no steeper than 1 to 1 (horizontal to vertical) in Type B soils. Contractors
should identify the soils encountered in the excavation and refer to OSHA standards
to determine appropriate slopes.
Soils removed from an excavation should not be stockpiled at the edge of the
excavation. We recommend the excavated soils be placed at a distance from the top
of the excavation equal to at least the depth of the excavation.
Free ground water was not encountered in our exploratory borings during
drilling operations. We do not anticipate excavations for foundations or utilities will
penetrate ground water, however, ground water levels may vary with seasonal
conditions and time of year. If free ground water is encountered, dewatering can
PAT AND SCOTTY CATHCART
LOT 1, SOPRIS MESA SUBDIVISION
CTUT GS-2905
4
likely be accomplished by sloping the excavations to a gravity discharge or to a
temporary sump',, where water can be removed by pumping. The ground surrounding
the excavations should be sloped to direct runoff away from the excavation.
FOUNDATION
Our exploratory borings indicate soils present at anticipated foundation levels
will consist of predominantly silty to sandy clays. The abandoned irrigation ditch
Within the building footprint should be excavated and backfilled with densely
compacted, structural fill as described in SITE EXCAVATION AND GRADING. The
owner should confirm that it is not possible for water to be directed into the ditch
from upstream sources or provide the means to divert water flow away from the
R,roposed residence.
We recommend constructing the residence on footings foundations
supported by the native clays or densely compacted, structural fill. If footings in
some parts of the building are supported on native soils and footings in some parts
are supported on structural fill, increased differential movement of foundations is
likely. We recommend limiting the thickness of fill under footings to 3 feet or less.
We anticipate total settlements of about 1 inch may occurwith differential settlement
of about '/2 inch. The footings should be designed and constructed with the
following criteria:
1. The footing foundations should be supported on the native clays or
densely compacted, structural fill. Soils loosened during the
excavation or forming process for the footings should be removed or
the soils can be re -compacted prior to placing concrete.
2. Footings should be designed for a maximum soil bearing pressure of
2,000 psf.
3. Continuous wall footings should have a minimum width of at least 18
inches. Foundations for isolated columns should have minimum
dimensions of 24 inches by 24 inches. Larger sizes may be required,
depending upon foundation loads.
PAT AND SCOTTY CATHCART
LOT 1, SOPRIS MESA SUBDIVISION
CTL/T GS-2905
5
4. Grade beams and foundation walls should be well reinforced, top and
bottom, to span undisclosed loose or soft soil pockets. We
recommend reinforcement sufficient to span an unsupported distance
of at least 10 feet. Reinforcement should be designed by the structural
engineer.
5. The soils under exterior footings should be protected from freezing.
The depth normally assumed for frost protection in the area is to 42
inches. The local building department should be consulted to verify
the required depth.
6. The completed foundation excavation should be checked by a
representative of our firm, prior to placing forms, to confirm that
subsoils are as anticipated and suitable for support of designed
footings.
FLOOR SYSTEMS AND SLABS -ON -GRADE
Floors in the basement and garage will likely be constructed as slabs -on -
grade. Based on our laboratory test data and our experience, we believe slab -on -
grade construction supported by the subsoils at this site will involve low potential
risk of movement and associated damage. Floor slabs may experience some
differential movement and associated damage if some portions of slabs are
supported by the natural clays and some portions are supported on fill. If fill
thicknesses of 3 feet or more are required to obtain construction grades under parts
of the building, we recommend supporting slabs -on -grade entirely on a uniform
thickness of fill in order to minimize differential movement.
The mostpositive method to mitigate floor movement is the construction of
a structural floor with an air space between the floor and the subgrade soils. The
structural floor is supported by the foundation system. Structural floors are an
excellent choice from a geotechnical viewpoint. If some differential floor slab
movement and associated cracking is not tolerable a structurally supported floor
should be constructed.
PAT AND SCOTTY CATHCART
LOT 1, SOPRIS MESA SUBDIVISION
CTL/T GS-2905
C
We recommend the following precautions for slab -on -grade construction at
this site. These precautions will not prevent movement from occurring, they tend to
reduce damage if slab movement occurs. Future owners should be advised of the
potential for movement of slab -on -grade floors and these precautions.
1. Slabs should be placed directly on the exposed subsoils. Provision of
a sand or gravel layer under slabs is not recommended because it
increases the possibility of a single source of water wetting the entire
area supporting the slab.
2. Slabs should be separated from exterior walls and interior bearing
members with a slip joint which allows free vertical movement of the
slabs.
3. Underslab plumbing should be eliminated where feasible. Where such
plumbing is unavoidable, it should be pressure tested for leaks before
the slab is constructed. Plumbing and utilities which pass through
slabs should be isolated from the slabs. Gas and water lines leading
to I slab -supported appliances should be provided with flexible
couplings.
4. Exterior patio and porch slabs should be isolated from the residence.
These slabs should be well -reinforced to function as independent
units. Movements of these slabs should not be transmitted to the
residence foundations.
5. Frequent control joints should be provided to reduce problems
associated with shrinkage and curling. Our experience indicates
panels which are approximately square generally perform better than
rectangular areas. We advocate use of an additional joint about 3 feet
away from and parallel to foundation walls.
BELOW -GRADE (,CONSTRUCTION
Basement walls should be designed for lateral earth pressures. The design
lateral earth pressure is dependent upon the type of backfill. Assuming the on -site
soils are used as: backfill, we recommend design of basement walls to resist an "at -
rest" lateral earth pressure calculated using an equivalent fluid density of at least 45
pcf for this site. This equivalent density does not include allowances for sloping
backfill, surcharges or hydrostatic pressures. The structural engineer should also
PAT AND SCOTTY CATHCART
LOT 1, SOPRIS MESA SUBDIVISION
CTL/T GS-2905 7
0
consider site specific grading and the effects of large openings on the behavior of
the walls. Backfill placed adjacent to foundation wall exteriors should be moisture
conditioned to within 2 percent of optimum moisture content and compacted to at
least 95 percent', of maximum standard Proctor (ASTM D 698) dry density.
Water from rain, snow melt and surface irrigation of lawns and landscaping
frequently flows1through relatively permeable backfill placed adjacent to a residence
and collects on the surface of relatively impermeable soils occurring at the bottom
of the excavation. This can cause wet or moist basement conditions after
construction. To reduce the likelihood water pressure will develop outside
foundation walls and reduce risk of accumulation of water at the basement level, we
recommend provision of a foundation drain. The drain should consist of a 4-inch
diameter, open joint orslotted pipe encased in free draining gravel. The drain should
lead to a positive gravity outlet, or to a sump pit where water can be removed by
pumping. Gravity outlets should not be susceptible to clogging or freezing. A
typical foundation drain detail is presented on Figure 5.
SURFACE DRAINAGE
Surface drainage is critical to the performance of foundations and concrete
flatwork. We recommend the following precautions be observed during construction
and maintained at all times after the residence is completed:
1. Wetting or drying of the open foundation excavation should be
avoided.
2. The ground surface surrounding the exterior of the residence should
be',sloped to drain away from the residence in all directions. We
recommend providing a slope of at least 12 inches in the first 10 feet
around the residence, where possible. In no case should the slope be
less than 6 inches in the first 5 feet. We recommend incorporating a
drainage swale above the residence to direct surface water around the
residence.
PAT AND SCOTTY CATHCART
LOT 1, SOPRIS MESA SUBDIVISION
CTL/T GS-2905
0
3. The residence should be provided with gutters and downspouts.
Snow should not be allowed to accumulate adjacent to the residence.
4. Roof downspouts and drains should discharge well beyond the limits
of all backfill. Splash blocks and downspout extensions should be
provided at all discharge points. We specifically recommend against
burying downspout discharge pipes because it increases the potential
for, subsurface wetting near the foundation.
5.
6.
(fill around the exterior of foundation walls should be moistened
compacted to at least 95 percent of maximum standard Proctor
'M D 698) dry density.
dscaping should be carefully designed to minimize irrigation.
its used near foundation walls should be limited to those with low
sture requirements; irrigated grass should not be located within 5
of the foundation. Sprinklers should not discharge within 5 feet
he foundation and should be directed away from the building.
lation should be limited to the minimum amount sufficient to
ntain vegetation; the application of additional water will increase
likelihood of slab and foundation movements.
7. Impervious plastic membranes should not be used to cover the ground
surface immediately surrounding the residence. These membranes
tend to trap moisture and prevent normal evaporation from occurring.
Geotextile fabrics can be used to control weed growth and allow some
evaporation to occur.
PERCOLATION TESTING
We drilled three percolation borings (P-1 through P-3) and one profile boring
(Profile) in the planned area of the percolation field at the approximate locations
shown on Figure I1. Graphic logs of the subsoils exposed in the borings are shown
on Figure 2. Results of our percolation tests are shown on Figures 6 through 8.
Percolation test results indicate that a design percolation rate will be on the order
of 15 to 30 minutes per inch. We recommend the percolation field be designed by
an engineer qualified in septic field design such as Church and Associates, (303)
463-9317.
PAT AND SCOTTY CATHCART
LOT 1, SOPRIS MESA SUBDIVISION
CTL/T GS-2905
ti
u
LIMITATIONS
Our exploratory borings were spaced to obtain a reasonably accurate picture
of subsurface conditions. Variations in the subsurface conditions not indicated by
our borings will Ioccur. We should observe the completed foundation excavation to
confirm the soils are as anticipated from our exploratory borings and suitable for
support of the designed footings.
Our report was based on conditions disclosed by our exploratory borings,
engineering analysis and our experience. Criteria presented reflect our
understanding of the proposed construction. We should be advised if the final
design differs from our assumptions to permit us to re-evaluate our conclusions and
recommendations.
This investigation was conducted in a manner consistent with that level of
care and skill ordinarily exercised by geotechnical engineers currently practicing
under similar conditions in the locality of this project. No other warranty, express
or implied, is made. If we can be of further service in discussing the contents of this
report or in the analysis of the influence of the subsoil conditions on the design of
the structure, please call.
CTUTHOMPSON, INC.
"IffJ s D. Kellogg
Sta Geotechnical Engineer
Keviewe
Jo n �tg, P.E.
a
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PAT AND SCOTTY CATHCART
LOT 1, SOPRIS MESA SUBDIVISION
CTUT GS•2905 10
CATHCART RESIDENCE
LOT 19SOPRIS'I MESA SUBDIVISION
EAGLE COUNTY, COLORADO
Scale: 1 "-80'
APPROXIMATE LOCATIONS OF EXPLORTORY BORINGS
Job No. GS-2905
Fig. 1
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Sample of CLAY, SANDY (CL)
From TH 1 AT 9 FEET
JOB NO, GS-2905
RESSION UN
URE DUE TO
1.0 10
APPLIED PRESSURE - KSF
NATURAL DRY UNIT WEIGHT=
NATURAL MOISTURE CONTENT=
100
94 PCF
11.0 %
Swell Consolidation
Test Results FIG. 3
7
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4
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Sample of CLAY, SANDY (c
From TH 2 AT 4 FEET
JOB NO. GS-2905
U E TO
1.0 10
APPLIED PRESSURE - KSF
NATURAL DRY UNIT WEIGHT=
NATURAL MOISTURE CONTENT=
M
100
105 PCF
8.3 %
Swell Consolidation
Test Results FIG. 4
CL'
..................
NOTE:
SLOPE DRAIN SHOULD BE AT LEAST 2 INCHES
PER REPORT BELOW BOTTOM OF VOID AND FOOTING AT
THE HIGHEST POINT AND SLOPE DOWNWARD
TO A POSITIVE GRAVITY OUTLET OR TO
A SUMP WHERE WATER CAN BE
REMOVED BY PUMPING.
BACKFILL--)
PROVIDE PVC SHEETING GLUED
TO FOUNDATION WALL TO REDUCE
BELOW GRADE WALL MOISTURE PENETRATION.
SLOPE ENCASE PIPE IN WASHED REINFORCING STEEL
PER CONCRETE AGGREGATE (ASTM PER STRUCTURAL
OSHA C33, NO. 57 OR NO. 67). DRAWINGS.
EXTEND GRAVEL TO AT LEAST
1/2 HEIGHT OF FOOTING.
PROVIDE POSITIVE SLIP JOINT
BETWEEN SLAB AND WALL.
COVER GRAVEL WITH FLOOR SLAB
FILTER FABRIC OR ..... ..:......
..............................................
• •::: t :•::..::.
ROOFING FELT.
in
;::: r—FOOTING OR PAD
—� 2" MINIMUM
8" MINIMUM I---
OR BEYOND 1:1
SLOPE FROM BOTTOM
OF FOOTING.
(WHICHEVER IS GREATER)
4—INCH DIAMETER PERFORATED
DRAIN PIPE. THE PIPE SHOULD
BE LAID IN A TRENCH WITH A
SLOPE RANGING BETWEEN
1/8 INCH AND 1/4 INCH DROP
PER FOOT OF DRAIN.
JOB NO. GS-2905
SLOPE TO DRAIN
Exterior
Foundation
Wall Drain
FIG. 5
SATURATION AND PREPARATION PERCOLATION TEST
DATE: 11 /03/99 DATE: 11 /04199
TIME AT START OF SATURATION: 4:15pm WATER IN BORING AFTER 24 HOURS
YES X NO
PERCOLATION TEST RESULTS
HOLE
NUMBER
DEPTH
(INCHES)
TIME AT
START OF
INTERVAL
TIME
INTERVAL
(MINUTES)
DEPTH TO WATER
CHANGE
IN WATER
DEPTH
(INCHES)
PERCOLA-
TION RATE
(MIN/INCH)
START OF
INTERVAL
(INCHES)
END OF
INTERVAL
(INCHES)
P-1
46
10:56
10
0.0
8.5
8.5
1
11:06
10
8.5
12.0
3.5
3
11:16
10
12.0
14.5
2.5
4
11:26
10
14.5
16.5
2.0
5
11:36
10
16.5
18.5
2.0
5
11:46
10
18.5
20.0
1.5
7
12:01
15
20.0
22.0
2.0
8
12:16
15
22.0
24.0
2.0
8
12:31
15
24.0
25.5
1.5
10
12:46
15
25.5
27.0
1.5
10
1:01
15
27.0
28.5
1.5
10
1:16
15
28.5
29.5
1.0
15
1:31
15
29.5
30.5
1.0
15
1:46
15
30.5
31.5
1.0
15
Job No. GS-2906 Fig. 6
SATURATION AND PREPARATION
DATE: 11 /03/99
TIME AT START OF SATURATION: 4:15pm
PERCOLATION TEST
DATE: 11/04/99
WATER IN BORING AFTER 24 HOURS
YES X NO
PERCOLATION TEST RESULTS
HOLE
NUMBER
DEPTH
(INCHES)
TIME AT
START OF
INTERVAL
TIME
INTERVAL
(MINUTES)
DEPTH TO WATER
CHANGE
IN WATER
DEPTH
(INCHES)
PERCOLA-
TION RATE
(MIN/INCH)
START OF
INTERVAL
(INCHES)
END OF
INTERVAL
(INCHES)
P-2
46
10:51
10
0
4.5
4/5
2
11:01
10
4.5
7.25
2.75
4
11:11
10
7.25
9.5
2.25
4
11:21
10
9.5
12.0
2.5
4
11:31
10
12.0
14.0
2.0
5
11:41
10
14.0
16.0
2.0
5
11:56
15
16.0
18.5
2.5
6
12:11
15
18.5
21.0
2.5
6
12:26
15
21.0
23.0
2.0
8
12:41
15
23.0
24.5
1.5
10
12:56
15
24.5
26.0
1.5
10
1:11
15
26.0
27.0
1.0
15
1:26
15
27.0
28.0
1.0
15
1:41
15
28.0
29.0
1.0
15
Job No. GS-2905 Fig. 7
FDATE-
ION AND PREPARATION
PERCOLATION TEST
DATE: 11/04/99
/03199
WATER IN BORING AFTER 24 HOURS
TIME AT START OF SATURATION: 4:15pm YES X NO
PERCOLATION TEST RESULTS
DEPTH TO WATER NGE PERCOLA-
HOLE I DEPTH
NUMBER (INCHES)
P-3 1 45
TIME AT TIME
START OF (MINUTES)
ERVAL
INTERVAL
10:48
10:58
11:08
11:18
11:28
11:38
11:53
12:08
12:23
12:38
12:53
1:08
1:23
1:38
10
10
10
10
10
10
15
15
15
15
15
15
15
15
CHA
IN WATER
TION
START OF
END OF
DEPTH
(MINI
INTERVAL
INTERVAL
(INCHES)
(INCHES)
0
4.5
4.5
2
4.5
7.0
2.5
4
7.0
9.0
2.0
5
9.0
11.0
2.0
5
11.0
12.5
1.5
7
12.5
13.5
1.0
10
13.5
15.5
2.0
8
15.5
16.5
1.0
15
16.5
17.5
1.0
15
17.5
18.5
1.0
15
18.5
19.5
1.0
15
19.5
20.5
1.0
15
20.5
21.0
0.5
30
21.0
21.5
0.5
30
Fig. 8
Job No. GS-2905
SATURATION AND PREPARATION
PERCOLATION TEST
DATE: 11/03/99
TIME AT START OF SATURATION: 4:15pm
DATE: 11/04/99
WATER IN BORING AFTER 24 HOURS
YES X NO
PERCOLATION TEST RESULTS
Job No. GS-2905
Fig. 7
SATURATION AND PREPARATION PERCOLATION TEST
DATE: 11 /03/99 DATE: 11 /04/99
TIME AT START OF SATURATION: 4:15pm WATER IN BORING AFTER 24 HOURS
YES X NO
PERCOLATION TEST RESULTS
HOLE
NUMBER
DEPTH
(INCHES)
TIME AT
START OF
INTERVAL
TIME
INTERVAL
(MINUTES)
DEPTH
TO WATER
END OF
INTERVAL
(INCHES)
CHANGE
IN WATER
DEPTH
(INCHES)
PERCOLA-
TION RATE
(MIN/INCH)
START OF
INTERVAL
(INCHES)
P-3
45
10:48
10
0
4.5
�4.5
2
10:58
10
4.5
7.0
9.0
2.5
4
11:08
10
7.0
2.0
5
11:18
10
9.0
11.0
2.0
5
11:28
10
11.0
12.5
1.5
7
11:38
10
12.5
13.5
1.0
10
11:53
15
13.5
15.5
2.0
8
12:08
15
15.5
16.5
1.0
15
12:23
15
16.5
17.5
1.0
15
12:38
15
17.5
18.5
1.0
15
12:53
15
18.5
19.5
1.0
15
1:08
15
20.5
1.0
15
1:23
15
EE4
21.0
21.5
0.5
30
1:38
15
0.5
30
Job No. GS-2905
Fig. 8
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1945-99 Tax #2391-223-08-001
Lot #1, Sopris Mesa CATHCART
JOB NAME Aspen Mountain View
661Green Meadow Drive
JOB NO. 07
B LOCATION
BILL TO
DATE STARTED
DATE COMPLETED
DATE BILLED
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JOB COST SUMMARY
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TOTAL SELLING PRICE
ca
TOTAL MATERIAL
TOTAL LABOR
INSURANCE
SALES TAX
MISC. COSTS
TOTAL JOB COST
GROSS PROFIT
LESS OVERHEAD COSTS
% OF SELLING PRICE
NET PROFIT
JOB FOLDER Product 277
F
JOB FOLDER
Printed in USA
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CUT HOLE IN TOP OF INFILTRATOR UNIT f f14
FOR INSTALLATION OF INSPECTION WELL
4-
-PIPE 114
' \ SOLID PIPE R19-
-�Ukr f
COUPLING ' ���/V
_\ _ op
O 4' 0 PERFORATED PIPE MF�T
`
E OPE WRAPPED IN FILTER FABRIC
O SOUD CAP FOR SUPPORT ON
� � I
BOTTOM OF TRENCH OR BED
GENERAL NOTES
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE EAGLE COUNTY
AND COLORADO DEPARTMENT OF HEALTH (COON) REGULATIONS OF INDIVIDUAL
I Z`f SEWAGE DISPOSAL SYSTEMS, EVEN THOUGH ALL SUCH REQUIREMENTS ARE NOT
SPECIFICALLY NOTED ON THE DRAWINGS. THE CONTRACTOR SHALL BE
f APPROXIMATES �` ,, �` INSPECTION WELL DETAIL RESPONSIBLE FOR SUCH SPECIFIC DETAILS AS ARE REFERRED TO IN
PROPOSED \ �_
f ; BUILDING FOOTPRINT
THE ABOVE -MENTIONED REGULATIONS.
i 3 BEDROOM � �- ., `� N.T.S.
- �� -�4 _ -FLOW: BEDROOMS •2 PERSONS BEDROOM *75 GALLONS/PERSON/DAY-IS-
:' 32 5. =_ - \ - - - - DAILY FLOW
-
MAXIMUM L 3
_ - � 450 GPD AVERAGE -
\ CLEANOUT MAXIMUM = 1.5* AVERAGE = 675 GPD
SEPTIC TANK: MINIMUM PRE -CAST CONCRETE TANK SIZE ACCORDING TO
CALCULATION IS 844 GALLONS: ;EAGLE COUNTY REQUIRES A 3 BEDROOM HOUSE
\ - NATURAL BACKFILL
TO HAVE A MINIMUM 1000 GALLON TANK. (MINIMUM TANK FOR 4 BEDROOM - 1250 GAL.)
RECOMEND A 1250 GAL. TANK FOR, FUTURE EXPANSION, 1000 GAL IS ACCEPTABLE.
12' MIN. COVER
pR - *FIELD SIZE: PER CDOH EQUATIONS:
36" MAX. COVER A = Q� Q =MAX IMUM FLOW g
_ _
5 t PERCOLATION RATE 30
A = 675 * 30 = 740 SQ . FT -
10
5
SIDES ROUGHENED PER CDOH BEGS FOR USE OF *INFILTRATOR* TRENCH .SYSTEMS `
ABSORPTION AREA CAN BE REDUCED BY 50% FOR TRENCH CONFIGURATION '
L
1
CLEANOUT
OT/ UNITS REQUIRED = 740 S.F. • 0.5 / 15.5 S.F./UNIT = 23.87 UNITS
'. A.
�\ \� 12- MINIMUM 24 UNITS. EAGLE COUNTY RECOMENDED A LOADING RATE OF
Q S
—- i�� 0.8 GAL/S.F: 675 GPD/ 0.8 GAL/S.F. s 0.5 / 15.5 S.F./UNIT
O J f4
615 �� 1000 GALLON 27.2 UNITS. RECOMEND 28 UN ITS.
1 ? SEPTIC TANK
- 1 O / - �- ` - 1 �\ ��\ ��\ ��\ �\ �\ \ �\� 3 PRESOENT , - SOIL EXCAVATED FROM SITE ACCEPTABLE IF NO CLAY IS
;' AC+
4. VEHICULAR TRAFFIC IS PROHIBITED ON -THE FIELD AREA.
INFILTRATOR UNIT I
TRENCH BOTTOM LEVEL 5. CLEANOUTS ARE REQUIRED AT ALL BENDS AND AT LEAST EVERY 100
NATURAL GROUND 24" AND ROUGHENED FEET ALONG THE HOUSE SEWER';
6. INSTALL RISERS AS NECESSARY TO BRING ALL ACCESS POINTS TO
WITHIN 1/2-FOOT OF FINAL GRADE.
r ? = INSPECTION WELL \ /
TI 0 N(TYP.) 7. LOCATIONS OF ALL COMPONENTS MAYBE VARIED AS NECESSARY AS LONG
TRENCH CROSS SEC ,.. AS ALL MINIMUM DISTANCES AND SLOPES MEET THOSE. REQUIRED.
-- - - 1 N.T.S.
ti atiS r 8. USOINGDDRAOtNAGEVSWARESNASENOEFCESSARYSURFACE WATER AWAY FROM AREA
O O
�Ilkv9�F 9. PERCOLATION RATE BASED ON TESTING BY CTL/THOMPSON, INC. ON NOVEMBER
t
, y yx ` 15, 1999, JOB NUMBER GS-2905.
10. THIS DRAWING DOES NOT CONSTITUTE AN ISDS PERMIT. `PERMIT
UNDISTURBED
/ MUST BE OBTAINED FROM APPROPRIATE CITY OR COUNTY OFFICIALS.
't I \ / ENGINEER MUST OBSERVE CONSTRUCTED SYSTEM BEFORE BACKFILL _
CTION WELL EARTH
F AND PROVIDE REPORT TO COUNTY.
►- i11. THIS SYSTEM IS SIZED FOR TYPICAL DOMESTIC WASTES ONLY. BACKWASH OR
FLUSHING FLOWS FOR REVERSE OSMOSIS UNITS OR WATER SOFTENERS OR
I{ I FILTERS SHOULD NOT BE INTRODUCED INTO THIS SYSTEM.
mGENERAL ABSORPTION TRENCH NOTES
1. TRENCH LENGTH SHALL NOT EXCEED 100 FEET. F
f F -
4=166
`� : / � \ "•.`, 2. THE BOTTOM OF EACH TRENCH SHALL BE LEVELCu
-
� L _ � � / _ 3. DRAINAGE DITCHES ARE 70 BE PROVIDED ABOVE AND AROUND TRENCHES,
- .. AS NECESSARY, TO PREVENT SURFACE RUNOFF FROM ENTERING:
ABSORPTION AREA.
1
Fr � `.; `_. � �.� , 4. TRENCHES SHALL FOLLOW CONTOURS. -
t 5. INSTALL INFILTRATOR IN ACCORDANCE WITH MANUFACTURES RECOMMENDATIONS.
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