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GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit N 2 26 3
109 8th Street Suite 303 Assessor's Parcel No.
Glenwood Springs, Colorado 81601
Phone (303) 945 -8212 ii
This does not constitute S
INDIVIDUAL SEWAGE DISPOSAL PERMIT a building or use permit. 1
PROPERTY b
Owner's Name Ra y Friesen P resent Address Box 1356 Carbondale phone 963 -1777 f
System Location Lot 34, Panorama Ranches, Carbondale j
Legal Description of Assessor's Parcel No. 31
4
SYSTEM DESIGN
Septic Tank Capacity (gallon) Other
Percolation Rate (minutes /inch) Number of Bedrooms (or other) 3
Required Absorption Area - See Attached
Special Setback Requirements:
Date. — Inspector .. I , n . - 4 - ''' r ( ;. i
FINAL SYSTEM INSPECTION AND APPROVAL (as installed)
Call for Inspection (24 hours notice) Before Covering Installation 4
System Installer _Z ++r'•'' I
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Septic Tank Capacity 7, /
Septic Tank Manufacturer or•h'de Name y t - e'' C - .
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Septic Tank Access within 8" of surface 1 1 ' - - t
c1f'
Absor Area Type and/or Manufacturer ' �� .
Absorption Area y
,
Absorption yP rer or Tra[ie Name / I • ' 4 p i ' , .. / ' / /- .. f r l' -., .� , 7 e ,
Adequate compliance with County and State regulations /requirements `'` 1'
,
$
Other 4 d
Date / (�. '' J / - ' Inspector / t 1 C . /V 7 � _ A
RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE , 1
•CONDITIONS: h
1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter Y
25, Article 10 C.R.S. 1973, Revised 1984. {; II
2. This permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Con - i
nection to or use with any dwelling or structures not approved by the Building and Zoning office shall automatically be a violation or a I 7
requirement of the permit and cause for both legal action and revocation of the permit. L :.
3. Any person who constructs, alters, or installs an individual sewage disppsgl system in a manner which involves a knowing and material u
variation from the terms or specifications contained in the application QQpermit commits a Class I, Petty Offense ($500.00 fine —6 4
months in jail or both). \'( ; 4
Applicant: Green Copy Department: .Pink Copy y'
Application
INPIVIDT TAT. SEWAGE DTSPOSAT. SYSTEM APPLICATION Approval By
QQ (('''' County Official
OWNER 1\{�U -Fe 7 Z CLL
ADDRESS 1 1357c CciR boM axie . PHONL G� i 1) �, D. ° —
CONTRACTOR hi t 1 M e rz
ADDRESS PHONE
PERMIT REQUEST FOR: 96 New Installation () Alteration ( ) Repair
Attach separate sheets or report showing entire area with respect to surrounding areas, topography of area,
habitable building, location of potable water wells, soil percolation test holes, soil profiles in test holes
(See page 4). /^
LOCATION OF PROPOSE FACT' .I Y • County 6t:12
Near what City or To n • • as - Lot Size SD / Ac.
Legal Description nine *s'r\ 31 0.1 ne mA
WASTES TYPE : (X) Dwelling ( ) Transient Use
( ) Commercial or Institutional ( ) Non - domestic Wastes
( ) Other - Describe
BUILDING OR SERVICE TYPE:
Number of bedrooms Number of persons 'A
QQ Garbage grinder 90 Automatic Washer 00 Dishwasher
SOURCE AND TYPE OF WATER ST TPPT,Y; () well () spring () stream or creek
Give depth of all wells within 180 feet of system: OM r If supplied by community water, give name of supplier: k 0■M 1 / 4 4Q K rnr. 0.
GROTJND CONDITIONS:
Depth to bedrock:
Depth to first Ground Water Table:
Percent ground slope:
DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM:
Was an effort made to connect to community system?
TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED:
6() Septic Tank ( ) Aeration Plant ( ) Vault
( ) Vault Privy ( ) Composting Toilet ( ) Recycling, potable use
( ) Pit Privy ( ) Incineration Toilet ( ) Recycling, other use
( ) Chemical Toilet ( ) Other - Describe:
FINAL DISPOSAL BY:
Qo Absorption Trench, Bed or Pit ( ) Evapotranspiration
( ) Underground Dispersal ( ) Sand Filter
( ) Above Ground Dispersal ( ) Wastewater Pond
( ) Other - Describe:
WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE? A /A
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,SOIL. PERCOLATION TEST REST JJXS: (To be completed by Registered Professional Engineer)
Minutes per inch in hole No. 1 Minutes per inch in Hole No. 3
Minutes per inch in hole No. 2 Minutes per inch in Hole No. _
Name, address and telephone of RPE who made soil absorption tests
Name, address and telephone of RPE responsible for design of the system: E 7iACia
l ose
/ N/oRSi/ -/ F/ q4K 9 `1A9 's' �laliairegs s e6 / 1 y t 1 s
ro. /94I,74
Applicant acknowledges that the completeness of the application is conditional upon such further mandatory
and additional tests and reports as may be required by the local health department to be made and furnished
by the applicant or by the local health department for purposes of the evaluation of the application; and the
issuance of the permit is subject to such terms and conditions as deemed necessary to insure compliance with
rules and regulations adopted under Article 10, Title 25, C.R.S. 1973, as amended. The undersigned hereby
certifies that all statements made, information and reports submitted herewith and required to be submitted
by the applicant are or will be represented to be true and correct to the best of my knowledge and belief and
are designed to be relied on by the local department of health in evaluating the same for purposes of issuing
the permit applied for herein. I further understand that any falsification or misrepresentation may result in
the denial of the application or revocation of any permit granted based upon said application and in legal
action for perjury as provided by law. -7&/„Je1
Date g— 9V Signed —�
PLEASE DRAW AN ACCURATE MAP TO YOi IR PROPERTY
IiEPWORTII- PAWLAK GEOTECHNICAL, INC. 5020 Road 154
Glenwood Springs, CO 81601
• April 19, 1994 Fax 303 304 -84 988
Ray Frizzell
P.O. Box 1356
Carbondale, Colorado 81623 Job No. 194 176
Subject: Subsoil Study for Foundation Design, Proposed Residence, Homestead
#34, Panorama Ranch, Garfield County, Colorado.
Dear Mr. Frizzell:
As requested, Hepworth - Pawlak Geotechnical, Inc. performed a subsoil study for
foundations design and percolation testing for leach field design at the subject site. The
study was conducted in accordance with our agreement for geotechnical engineering
services to you dated March 29, 1994. The building site is shown on Figs. 1 and 2.
The data obtained and our recommendations based on the proposed construction and
subsurface conditions encountered are presented in this report.
Proposed Construction: The building plans were conceptual at the time of this study.
The residence will generally be one and two stories possibly with a walkout lower level
and located between the exploratory pits shown on Fig. 2. Ground floor will be above
crawl space in the residence and slab -on -grade in the garage. Cut depths are expected
to range between about 3 to 6 feet. Foundation loadings for this type of construction
are assumed to be relatively light.
If building conditions or foundation loadings are significantly different from those
described above, we should be notified to reevaluate the recommendations presented in
this report.
Site Conditions: The building site was vacant and covered with grass, weeds and
sagebrush. Scrub oak stands are located below the building site in the leach field area.
The terrain in the area is gently rolling with a strong slope down to the southwest.
Elevation difference is about 6 feet in the building area. Occasional basalt cobbles are
exposed on the ground surface.
Subsurface Conditions: The subsurface conditions at the site were evaluated by
excavating two exploratory pits in the building area and two profile pits in the leach
field area at the approximate locations shown on Fig. 2. The logs of the pits are
presented on Figs. 3 and 4. The subsoils encountered, below about 3/4 to 1 1/2 feet of
topsoil, generally consist of blocky sandy clay overlying basalt rock fragments in a
calcareous sandy silt matrix at about 2 to 3 feet below ground surface. The rock
content varied considerably from scattered in Pit 1 to mostly rock in the profile pits.
Results of swell - consolidation testing performed on relatively undisturbed samples of
the upper clay and sandy silt, presented on Fig. 5, indicate low compressibility under
existing moisture conditions and light loading and low to moderate compressibility
when wetted and loaded. No free water was observed in the pits at the time of
excavation and the soils were slightly moist to moist.
•
Ray Frizzell
April 19, 1994
Page 2
Foundation Recommendations: Considering the subsoil conditions encountered in the
exploratory pits and the nature of the proposed construction, we recommend spread
footings placed on the undisturbed natural soil designed for an allowable soil bearing
pressure of 2,000 psf for support of the proposed residence. Settlements are expected
to be on the order of 1 inch. Footings should be a minimum width of 16 inches for
continuous walls and 2 feet for columns. Loose and disturbed soils at the foundation
bearing level within the excavation should be moistened and compacted or removed and
the footing bearing level extended down to the undisturbed natural soils. Voids created
by boulder removal should be backfilled with concrete or compacted base course.
Exterior footings should be provided with adequate cover above their bearing elevations
for frost protection. Placement of footings at least 36 inches below the exterior grade is
typically used in this area. Continuous foundation walls should be reinforced top and
bottom to span local anomalies such as by assuming an unsupported length of at least 12
feet. Foundation walls acting as retaining structures should be designed to resist a
lateral earth pressure based on an equivalent fluid unit weight of at least 45 pcf for the
on -site soil as backfill (excluding oversize rock).
Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support
lightly loaded slab -on -grade construction. The upper blocky clays may be expansive
when wetted and result in some floor slab movement. To reduce the effects of some
differential movement, floor slabs should be separated from all bearing walls and
columns with expansion joints which allow unrestrained vertical movement. Floor slab
control joints should be used to reduce damage due to shrinkage cracking. The
requirements for joint spacing and slab reinforcement should be established by the
designer based on experience and the intended slab use. A minimum 4 -inch layer of
free - draining gravel should be placed beneath basement level slabs to facilitate drainage.
This material should consist of minus 2 -inch aggregate with less than 50% passing the
No. 4 sieve and less than 2% passing the No. 200 sieve.
All fill materials for support of floor slabs should be compacted to at least 95 % of
maximum standard Proctor density at a moisture content near optimum. Required fill
can consist of the on -site soils devoid of vegetation, topsoil and oversized rock.
Underdrain System: Although free water was not encountered during our exploration,
it has been our experience in the area that local perched groundwater may develop
during times of heavy precipitation or seasonal runoff. Frozen ground during spring
runoff can create a perched condition. We recommend below grade construction, such
as retaining walls, crawl space and basement areas, be protected from wetting and
hydrostatic pressure buildup by an underdrain system.
H -P GEOTECH
•
•
Ray Frizzell
April 19, 1994
Page 3
The drains should consist of drainpipe placed in the bottom of the wall backfill
surrounded above the invert level with free - draining granular material. The drain
should be placed at each level of excavation and at least 1 foot below lowest adjacent
finish grade and sloped at a minimum 1% to a suitable gravity outlet. Free- draining
granular material used in the underdrain system should contain less than 2% passing the
No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of
2 inches. The drain gravel backfill should be at least 1 1/2 feet deep.
Surface Drainage: The following drainage precautions should be observed during
construction and maintained at all times after the residence has been completed:
1) Inundation of the foundation excavations and underslab areas should be avoided
during construction.
2) Exterior backfill should be adjusted to near optimum moisture and compacted to
at least 95% of the maximum standard Proctor density in pavement and slab
areas and to at least 90% of the maximum standard Proctor density in landscape
areas. Free - draining wall backfill should be capped with at least 2 feet of the
on -site, finer graded soils to reduce surface water infiltration.
3) The ground surface surrounding the exterior of the building should be sloped to
drain away from the foundation in all directions. We recommend a minimum
slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of
3 inches in the first 10 feet in pavement and walkway areas. A swale will be
needed uphill to direct surface runoff around the residence.
4) Roof downspouts and drains should discharge well beyond the limits of all
backfill.
Percolation Tests: Two profile pits were dug in the leach field area. Concentrated
basalt rock could not be dug below 3 feet. The percolation tests were conducted in the
upper clay soils. The test results, presented in Table II indicate rates between 20 and
80 minutes per inch. The test results indicate the leach field should be constructed in
the underlying calcareous soils below the clays. The profile pits could not be dug with
the relatively small backhoe. We recommend additional profile pits to verify adequate
soil depth.
Limitations: This report has been prepared in accordance with generally accepted
geotechnical engineering principles and practices in this area at this time. We make no
other warranty either expressed or implied. The conclusions and recommendations
H -P GEOTECH
. .
•
Ray Frizzell
April 19, 1994
Page 4
submitted in this report are based upon the data obtained from the exploratory pits
excavated at the locations indicated on Figs. 1 and 2, the proposed type of construction
and our experience in the area. Our findings include interpolation and extrapolation of
the subsurface conditions identified at the exploratory pits and variations in the
subsurface conditions may not become evident until excavation is performed. If
conditions encountered during construction appear different from those described in this
report, we should be notified at once so re- evaluation of the recommendations may be
made.
This report has been prepared for the exclusive use by our client for design purposes.
We are not responsible for technical interpretations by others of our information. As
the project evolves, we should provide continued consultation and field services during
construction to review and monitor the implementation of our recommendations, and to
verify that the recommendations have been appropriately interpreted. Significant design
changes may require additional analysis or modifications to the recommendations
presented herein. We recommend on -site observation of excavations and foundation
bearing strata and testing of structural fill by a representative of the soil engineer.
If you have any questions or if we may be of further assistance, please call our office.
Sincerely,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
P `� S sT e ,q • . q ; i
• 7
is 15222 :
Steven L. Pawlak, P. . • P ? /zvA ye: 1
tl °e omkt t* $
Reviewed By: t* J r • «•• pbPr
OF COL
Daniel E. Hardin, P.E.
SLP /ro
Attachments
H -P GEOTECH
•
snots ° a On
•
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Scale
1 " = 100'
\Building } 1
1 Envelope
1
1
1
Topo Point
•
1
1
1
1
1
194 176 Vicinity g
HEPWORTH PAWLAK I Lot Vicinit Plan Fig. 1 I
GEOTECHNICAL, Inc.
Scale
1" = 20'
9u
/ / / o
/ l
( 1
/
/ / / / 1 I 1
/ / / r
/ / /( 1
I
/ / / / /'
/ ( / / i
I
11 Profile 1 /
/ / / ■ Pit '
/ / 1
1 / / '
1 If
Leach Field / / / / ( (
Area ■ Profile 2 / / / Proposed / /
/ P-1 A / / / Residence
/ P-2 3 / / / Area / /
/ /
/ / / /
q, / P - 3 8 / / / / /
/ / 0 To / /
/ / Point /'
i
/ // / ( Pitt
/ / •
/ /
/
/ /
// / /
/ /
/ / / / /
/ / / / /
/ / /
/ /
/ /
/ / /
/ 1 /
/
/ /
194 176 I HEPOTEWOCHNRTH- PAW
ICAL, Linc. K Location of Exploratory Pits I Fig. 2
GE
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
LOG OF EXPLORATORY HOLES
Job No: 194 176
Datum: Contours Prepared By: LEE, H -P Geotech, Inc. Date: 03/31/94
Reviewed By: SLP, H -P Geotech, Inc. Date: 04/18/94
Type /Size of Hole: Cat 426 4x4 Backhoe -
Pit No: 1 Elevation: 104' Pit No: 2 Elevation: 98'
Location: Uphill Residence Location: Downhill Residence
Depth,Ft. Visual Description of Depth,Ft. Visual Description of
Class. Material Class. Material
0 - 3/4 OL Topsoil; organic sandy clay, 0 - 1.5 OL Topsoil; organic sandy clay,
roots, dark brown. roots, dark brown.
3/4 - 3 CL Clay; sandy, stiff, blocky, moist, 1.5 - 7 GM -ML Gravel, cobbles and boulders in
brown. sandy silt matrix, basalt rock,
slightly moist, white, highly
calcareous.
3 - 8 SM -ML Sandy silt, clayey, gravelly,
hard, slightly moist, white,
highly calcareous.
Bottom of Pit @ 8 feet Bottom of Pit @ 7 feet
No free water No free water
Samples: Samples:
1 CL 2" Diameter Hand Driven Liner 5 ML 2" Diameter Hand Driven Liner
2 CL 2" Diameter Hand Driven Liner 6 ML 2" Diamter Hand Driven Liner
3 - 4 ML Disturbed bulk
7 - 8 ML Disturbed bulk
Fig. 3
• HEPWORTH- PAWLAK GEOTECHNICAL, INC.
LOG OF EXPLORATORY HOLES
Job No: 194 176
Datum: Contours Prepared By: LEE, H -P Geotech, Inc. Date: 03/31/94
Reviewed By: SLP, H -P Geotech, Inc. Date: 04/18/94
Type /Size of Hole: Cat 426 4x4 Backhoe
Profile No: 1 Elevation: 90' Profile No. 2 Elevation: 92'
lI Location: Leach field Location: Leach field
Depth,Ft. Visual Description of Depth,Ft. Visual Description of
Class. Material Class. Material
0 - 1 OL Topsoil; organic sandy clay, 0 - 1 OL Topsoil; organic sandy clay,
roots, dark brown. roots, dark brown.
1 - 3 GM -ML Gravel, cobbles and boulders in 1 - 2 CL Clay; sandy, stiff, blocky, moist,
sandy silt matrix, basalt rock, brown.
slightly moist, white, highly
calcareous.
2 - 3 GM -ML Gravel, cobbles and boulders in
sandy silt matrix, basalt rock,
slighlty moist, white, highly
calcareous.
Refusal on basalt rock at 3 feet. Bottom of Pit @ 3 feet
No free water. No free water.
Notes:
1. Exploratory pits were dug on March 31, 1994 with a bachoe.
2. Locations of exploratory pits were measured approximately by pacing from features shown on the
site plan provided.
3. Elevations of exploratory pits were obtained by interpolation between contours on the site plan
provided.
4. The exploratory pit locations and elevations should be considered accurate only to the degree
implied by the method used.
5. No free water was encountered in the pits at the time of excavation. Fluctuations in water level
may occur with time.
Fig. 4
r I I 1 1 Moisture Content = 11.6 percent
• • Dry Unit Weignt -= 109 pcf
Sample oY. Sandy Clay
l 1 1 From: Pit 1 @ l foot
n •
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a 1 , Upon Wetting
2 1 1 I i i i
3 i 1 I I I I 1 1 1 I
1 II
1 Ii I,
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icd
1
0.
APPLIED PRESSURE — ksf
Moisture Content = 23.8 percent
Dry Unit Weignt = 77 pc:
SampieOf: calcareous sandy silt
From: Pit 2 @ 5 feet
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0 1 �� No Movement
Upon Wetting
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0
3 . �II LI
II I I H W III
I I I i II 1► I II II
I1 II I I I l oo
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APPLIED PRESSURE — ksf
194 176 HEPWORTH- PAWLAK SWELL-CONSOLIDATION TEST RESULTS Fig. 5
GEOTECHNICAL, Inc.
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HEPWORTH- PAWLAK GEOTECHNICAL, INC.
TABLE!!
PERCOLATION TEST RESULTS JOB NO. 194 176
HOLE NO. HOLE DEPTH LENGTH OF WATER DEPTH WATER DEPTH DROP IN AVERAGE
(INCHES) INTERVAL AT START OF AT END OF WATER PERCOLATION
(MIN) INTERVAL INTERVAL LEVEL RATE
(INCHES) (INCHES) (INCHES) (MIN. /INCH)
P -1 20 15 10 9 1
refill 9 3/4 8 3/4 1
9 1/2 8 3/4 3/4
9 1/2 8 3/4 3/4
• 9 1/2 8 3/4 3/4
.. 9 1/2 8 3/4 3/4 20
P -2 22 30 10 9 1/4 3/4
9 1/4 8 3/4 1/2
refill 9 1/8 8 3/4 3/8 80
P -3 22 30 10 91/2 1/2
9 1/2 9 1/2
refill 9 3/4 9 1/4 1/2 60
Note: Pits were dug and soaked on March 31 and the tests were conducted on April 1, 1994.