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GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit 2877
109 8th Street Suite 303 A is Parcel No.
Glenwood Springs, Colorado 81801
Phone (309) 945 -8212
This does not constitute
INDIVIDUAL SEWAGE DISPOSAL PERMIT a building or use permit.
PROPERTY
owner's Name Clinton Sheridan Present Address 61 Morningstar, Parachutq, 285 -7479
System Location
0 4 O 4 Grass Mesa Ranch, Lot 37, Rifle 3 J 9- S S''
Legal Description of Assessor's Parcel No.
SYSTEM DESIGN
/.2 (D Septic Tank Capacity (gallon) Other
� 41u410 M19O 44cM. Percolation Rate (minutes/inch) Number of Bedrooms (or other) ln
Required Absorption Area - See Attached 3 9 , { _. / 1M Q
Special Setback Requirements: ` 3 0 l't' d
Date /6 ^ 9' 7 / Inspectord"�"Z -
FINAL. SYSTEM INSPECTION AND APPROVAL (as installed)
Call for Inspection (24 hours notice) Before Covering Installation
a
System Installer
Septic Tank Capacity 4.2 co � /��
Septic Tank Manufacturer or Trade Name /• An' t2
Septic Tank Access within 8" of surface v
Absorption Area # f t 2 `- / ' f � / ar k-. ) few 'f,0 2 r— MA�'� 7 / y
r i
Absorption Area Type and /or Manufacturer or 'Cade Name 2 X b
Adequate compliance with County and State regulations/ /requirements
Other L�'''' s ,,,, �1
Date ! -2/ ^ 7191 inspector o+� � '
� v, �
RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE
*CONDITIONS:
1. All Installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter
25, Article 10 C.R.S. 1973, Revised 1984.
2. ThIS permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Con-
nection to or use with any dwelling or structures not approved by the Building and Zoning office shall automatically be a violation or a
requirement of the permit and cause for both legal action and revocation of the permit.
3. Any person who constructs, alters, or installs an individual sewage disposal system in a manner which involves a knovfting and material
variation from the terms or specifications contained in the application of permit commits a Class I, Petty Offensb1$$500.00 fine -8
months in Jall or both).
White - APPLICANT Yellow - DEPARTMENT
INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION
OWNER _ C\%r\ `r k SV1 ,(2_Aa0.X-\ 2�
ADDRESS • t • • t ts.l ■ ILL- _ . �� a ""PHONE aSS l9
CONTRACTOR 5 E
ADDRESS PHONE
PERMIT REQUEST FOR (X) 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 PROPOSED FACJI
Near what City of Town 7E., Size of Lot 1 Z 1 (. _ \
Legal Description or Address S-3 3CVC c- ?2 — 4o 5 -
WASTES TYPE: (7-.<1 DWELLING ( ) TRANSIENT USE
( ) COMMERCIAL OR INDUSTRIAL ( ) NON - DOMESTIC WASTES
( ) OTHER - DESCRIBE
BUILDING OR SERVICE TYPE: PL)€ \I ■ •t Y ts1/4J 9"■..
Number of Bedrooms ,25. Number of Persons 4
(XL Garbage Grinder ( ) Automatic Washer (>1 Dishwasher
• 1: E : U• YPE •F W • T ' • • Y: • • WELL ( ) SPRING ( ) STREAM OR CREEK
If supplied by Community Water, give name of,supplier:
DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: Sc fvtd ess
Was an effort made to connect to the-Community System? ND
A site plan is required to he submitted that indicates the following MINIMUM distances:
Leach Field to Well: 100 feet
Septic Tank to Well: 50 feet
Leach Field to Irrigation Ditches, Stream or Water Course: 50 feet
Septic System to Property Lines: 10 feet
YOUR INDIVIDUAI, SEWAGE DISPOSAL SYSTEM PERMIT WILL NOT BE ISSUED
WITHOUT A SITE PLAN.
GROIJND CONDITIONS:
Depth to first Ground Water Table
Percent Ground Slope
2
TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED:
(.<); 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:
(j(') 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? -) D
PERCOLATION TEST RFSI1 TS: (To be completed by Registered Professional Engineer, if the Engineer does
the Percolation Test)
Minutes 30 per inch in hole No. 1 Minutes go per inch in hole NO. 3
Minutes 6 0 per inch in hole No. 2 Minutes per inch in hole NO. _
Name, address and telephone of RPE who made soil absorption tests: HP.Pcuarlir pasAr_k Grnt en al
5 0 «x!314 91le nvoorl Sptlivs (.p guar 910 ?u' 71e5
Name, address and telephone of RPE responsible for design of the system:
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 purposed 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
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.
r 8 / 7 A
Signed �.t�. ✓i. a/ / /A „I d Date FAA
PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!!
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HEPWORTH- PAWLAK GEOTECHNICAL, INC. Glenwood Springs, CO 81601
August 4, 1997 Fax 970 945-8454
Phone 970 945 -7988
Clint Sheridan
61 Morning Star
Battlement Mesa, Colorado 81635 Job No. 197 434
Subject: Subsoil Study for Foundation Design and Percolation Testing, Proposed
Sheridan Residence, Lot 37, Grass Mesa Subdivision, Garfield County,
Colorado.
Dear Mr. Sheridan:
As requested, Hepworth- Pawlak Geotechnical, Inc. performed a subsoil study for
design of foundQns at the subject site. The study was conducted in accordance with
our agreement for geotechnical engineering services to you dated July 7, 1997. The
data obtained and our recommendations based on the proposed construction and
subsurface conditions encountered are presented in this report.
Proposed Construction: The proposed residence will consist of a one story modular
unit over a walkout basement level. The basement floor will be slab -on- grade. Cut
depths are expected to range between about 4 to 6 feet. Foundation loadings for this
type of construction are assumed to be relatively light and typical of the proposed type
of construction.
If building conditions or foundation loadings are significantly different from those
described above, we should be notified to re- evaluate the recommendations presented in
this report.
Site Conditions: Lot 37 is a 40 acre parcel located in an area known as Grass Mesa.
Vegetation in the building area consist mostly of grass, weeds and sage brush with
juniper and pinyon trees to the west of the building area. The terrain is gently rolling
with slight to moderate slopes down to the north. There is about 6 feet of elevation
difference across the building site. Numerous basalt cobbles and small boulders are
visible on the ground surface.
Subsurface Conditions: The subsurface conditions at the site were evaluated by
observing two previously excavated pits at the approximate locations shown on Fig. 1.
The logs of the pits are presented on Fig. 2. The subsoils encountered, below about
foot of topsoil, consist of basalt rock fragments in a sandy silt matrix. Results of a
gradation analysis performed on a sample of silty sandy gravel (minus 5 inch fraction)
obtained from the site are presented on Fig. 3. No free water was observed in the pits
at the time of our site visit and the soils were slightly moist to moist.
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
k :.
Clint Sheridan
August 4, 1997
Page 2
pressure of 2,000 psf for support of the proposed residence. Footings should be a
minimum width of 16 inches for continuous walls and 2 feet for columns. Loose and
disturbed soils encountered at the foundation bearing level within the excavation should
be removed and the footing bearing level extended down to the undisturbed natural
soils. 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 10 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.
Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support
lightly loaded slab -on -grade construction. 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 mountainous areas that local perched groundwater can
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 and basement areas, be protected from wetting and
hydrostatic pressure buildup by an underdrain system.
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' feet deep.
H - GEOTECH
Clint Sheridan
August 4, 1997
Page 3
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.
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 may be needed uphill to direct surface
runoff around the structure.
4) Roof downspouts and drains should discharge well beyond the limits of
all backfill.
Percolation Testing: Percolation testing was performed on July 23, 1997 in holes
which were prepared and pre - soaked by the owner. The test locations are shown on
Fig. 1 and the results summarized on Table I. The percolation rates varied from 30 to
60 minutes per inch, possibly due to rock content of the soil. The tested area appears
suitable for a conventional leach field septic system. sonneininatiagger
inch can be used for design of the system.
Limitations: This study has been conducted in accordance with generally accepted
geotechnical engineering principles and practices in this area at this time. We make no
warranty either expressed or implied. The conclusions and recommendations submitted
in this report are based upon the data obtained from the exploratory pits excavated at
the locations indicated on Fig. 1 and to the depths shown on Fig. 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
H -P GEOTECH
Clint Sheridan
August 4, 1997
Page 4
presented herein. We recommend on -site observation of excavations and foundation
bearing strata and testing of structural fill by a representative of the geotechnical
engineer.
If you have any questions or if we may be of further assistance, please let us know.
Sincerely,
HEPWORTH - PAWLAK GEOTEC 4ICAL, INC.
6
Louis Eller
,, �REQ, '4
Reviewed By: r ` 0: ' ••• E • N • 'ri i i
g
o Ao
2 :
•
•
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Daniel E. Hardin, P. o .• ••• 4e
LEE /ro
attachments
H - GEOTECH
APPROXIMATE SCALE
1' = 500'
I I
1 I
l i\- LOT 37
LOT BUILDING
BOUNDARIES 7 SITE ,
P 2
A P 1 APPROXIMATE SCALE
P 3 0 1' 30
A
PIT 2
•
PROPOSED
RESIDENCE
• PIT 1
•
197 434 HEPWORTH - PAWLAK I LOCATION OF EXPLORATORY PITS Fig. 1
GEOTECHNICAL, INC. AND PERCOLATION TEST HOLES
PIT 1 PIT 2
to- ( K 7 � - 1 1 +4 =54 - u.
1 _
1 — 200 =19 1
a — — $
° 5 5 _°
LEGEND:
TOPSOIL; organic sandy silt, dry, dark brown.
7. ° 3 ' : GRAVEL (GM); sand and silt matrix, with cobbles and boulders up to 3 feet in diameter.
;
• dense, molst, light brown, calcareous, basalt rock.
r __
1
__J Disturbed bulk sample.
T Practical digging refusal with a backhoe.
NOTES:
1. Exploratory pits were excavated prior to our arrival at the site on July 23. 1997.
2. Locations of exploratory pits were measured approximately by pacing from features
on the site plan provided.
3. Elevations of exploratory pits were not measured and logs of exploratory pits are drawn to depth.
4. The exploratory pit locations should be considered accurate only to the degree
implied by the method used.
5. The lines between materials shown on the exploratory pit logs represent the approximate
boundaries between material types and transitions may be gradual.
6. No free water was encountered in the pits at the time of excavating.
Fluctuations in water level may occur with time.
7. Laboratory Testing Results:
+4 = Percent retained on No. 4 sieve
—200 = Percent passing No. 200 sieve
197 434 HEPWORTH — PAWLAK I LOGS OF EXPLORATORY PITS Fig. 2
GEOTECHNICAL, INC.
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DIAMETER OF PARTICLES IN MILLIMETERS
CLAY TO dr yi w 1 COWL°
ntE �MM1 �aDMlE 1 FYE COME
•
GRAVEL 54 R SAND 27 X SILT AND CLAY 19 X
LIQUID IJMIT X PLASTICITY INDEX R
SAMPLE OF: Silty Sandy Gravel with Cobbles FROM: Pit 2 at 1 thru 3 Feet
197 434 HEPWORTH — PAWLAK 1 GRADATION TEST RESULTS Fig. 3
GEOTECHNICAL, INC. ,
HEPWORTH- PAWLAK GEOTECHNICAL, INC.
TABLE I
PERCOLATION TEST RESULTS JOB NO. 197 434
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 48 15 8 7 1
water added 9 8 1
water added 9 81/4 %
8'/. 7 % %
water added 9 8,% ,%
8'% 8 1
8'% 8 '/ 30
P -2 46 15 6 5 'A '4
water added 6'% 6 '%
water added 7% 7% %.
7'6 71/4 '/4
7'h 7 %
7 6% % 60
P -3 42 15 6 5 1
water added 7 6'% %
6'% 6 %
water added
8 7% f
7% 7 /
7 6% '6 i