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t i GARFIELD COUNTY BUILDING AND SANITATION D'ARTMENT Permit N_ 3216 '`i,
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e i « t mar 109 8th Street Suite 303 Assessor's Parcel No. f 1
Y Glenwood Springs, Colorado 81801 r }. C Phone (303) 945 -8212 c
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This does not constitute } i
a t INDIVIDUAL SEWAGE DISPOSAL PERMIT a building or use permit. i o
P A'
4i PROPERTY
1-12- Ct/1 p Pr esent Address 9 Phone �IO r
C Owner's Name ;
1 v �:.�► ► ACA la rte . � _ l � l • { j System Location 4 l ve � n I r n
i Legal Description of Assessor Parcel No. , k ll i l "` t I l I ') C (` ( r ( - \ ! -4), i.
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t SYSTEM DESIGN ' I,
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; Septic Tank Capacity (gallon) Other
c 0 N h_ f-
Percolation Rate (minutes /inch) Number of Bedrooms (or other)
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a.
Required Absorption Area - See Attached
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d f. Special Setback Requirements: ( C. A( is , P
,
y Date Inspector J
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a FINAL SYSTEM INSPECTION AND APPROVAL (as installed)
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f It Call for Inspection, (24 hours notice) Before Covering Installation 4 f;
` $
e, ) . System Installer 1
02 rr tw• r
Septic Tank Capacity I O Ob Z U Aa. a __ {
k , 1 Septic Tank Manufacturer or Trade Name /
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Septic Tank Access within 8" of surface
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i Absorption Area Cr U M t T S I N A 6 E.Q p ,`
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I, It Absorption Area Type and /or Manufacturer or Trade Name 1 N 1:“-- ` (A f Oh S
Adequate compliance County and State regulations/requirements t t ance w y g
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A Other e f .T
s ° Date -2,--49 A#40 ` Inspector ( � i��
R ETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE `. 4 • t i
*CONDITIONS:
1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter ' f,
I 25, Article 10 C.R.S. 1973, Revised 1984.
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2. This permit is valid only for connection to structures which have fully compiled with County zoning and building requirements. Con- ;
�'. 1 nection to or use with any dwelling or structures not approved by the Building and Zoning off ice 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 knowing and material ; f
4. variation from the terms or specifications contained in the application of permit commits a Class I, Petty Offense (5500.00 tine — 8 i ;
t months In Jail or both). ! '
3 . ._.. _ . White- APPLICANT Yellow- DEPARTMENT
INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION
•
OWNER . 1 1� M CO MICA D? C.PXORACC)
ADDRESS C ` OP-A1/4E -E_ 1 AbPE-N. CO > PHONE 110 - 421. 8tf'if
CONTRACTOR (Z tC-u E l i( w11 W&E-.
ADDRESS St*t A5 MMOYE PHONE D I - 2-2- 3'b
PERMIT REQUEST FOR (4 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 FACILITY:
Near what City of Town E.L _SEeet- /GAfZtbM ( t-E- Size of Lot 5 .3') 40%9)
Legal Description or Address 'h 1 41-EA ttil3 Pt VI EcE- 1 � � I� ^�< <� `' �`
WASTES TYPE: ()() DWELLING ( ) TRANSIENT USE
( ) COMMERCIAL OR INDUSTRIAL ( ) NON - DOMESTIC WASTES
( ) OTHER - DESCRIBE
BUILDING OR SERVICE TYPE: Pali VII /L tfl14F4iV'(Z wiz tali) AWE,'
Number of Bedrooms 2 Number of Persons
(0 Garbage Grinder (>0 Automatic Washer (X) Dishwasher
SOURCE AND TYPE OF WATER SUPPLY: O(') WELL ( ) SPRING ( ) STREAM OR CREEK
If supplied by Community Water, give name of supplier: WTI-+ I7 "1-04 k 'At&CENT N1.1 41b0Et$
DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: CO 14.
Was an effort made to connect to the Community System? t4DW6 4Vl�ll/�Q�I
A site plan is required to be 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 INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT WILL NOT BE ISSUED WITHOUT
A SITE PLAN.
GROUND CONDITIONS:
Depth to first Ground Water Table l40 fEEE Waft- NAIJ foUND A 51TE1 SEE HP GEC3fC1-j G2o1 L 1E9f
Percent Ground Slope &ITh.Of CONSTruc20N AN/EYAC -tea 12% 1 POE`' 14c4 I I-1E244 X1-23
C* LOT J sou'TUE l/3 i STE-E C TU jcc tMA FOK1&
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2
1
TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED:
V ) 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:
(>C) 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? NO
PERCOLATION TEST RESULTS: (To be completed by Registered Professional Engineer, if the Engineer does the
Percolation Test) ea- W licVt t-f' 60 719R'CF
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: _ fif_ . eireeP.I fNt t 4i1ZO (&INN
• r S..
Name, address and telephone of RPE responsible for • esign of the system: It& SAfl3- CANT FWD
OfeN OLD Thor Thu kM' kbT NFU. 5 bi2yi
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.
'qq v iiD �Itc0
Si X Ohustfa ?' Date JI-14 Y t-G149
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H r ry�, Hepworth- Pawlak Geotechnical, Inc.
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��+�( /�► Vl 1 5020 County Road 154
Springs, Glenwood Glenw Spr, Colorado 81601
Phone: o 970-945-7988
•
• Fax: 970-945-8454
hpgeo@hpgeotech.com
July 8, 1999
TRM Corporation of Colorado
Attention: Rick Miller
P.O. Drawer 700
Jensen Beach, Florida 34958 Job No. 199 451
Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed
Residence and Barn, Lot A, Glen Subdivision Exemption, Garfield
County, Colorado.
Dear Mr. Miller:
As requested, Hepworth - Pawlak Geotechnical, Inc. performed a subsoil study and
percolation test for foundation and septic disposal designs at the subject site. The study
was conducted in accordance with our agreement for geotechnical engineering services
to you dated May 25, 1999. The data obtained and our recommendations based on the
proposed construction and subsurface conditions encountered are presented in this
report. Evaluation of potential geologic hazard impacts on the site are beyond the scope
of this study.
•
Proposed Construction: The proposed residence will be a two story wood frame
structure above a crawlspace area and located on the site as shown on Fig. 1. The
garage will have a slab -on -grade floor. The proposed barn will be two story wood
frame construction over a thickened edge slab. Cut depths are expected to range
between about 1.5 to 4 feet. Foundation loadings for this type of construction are
assumed to be relatively light and typical of the proposed type of construction. The
septic disposal system is proposed to be located about 100 feet north of the barn site.
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: The site is located west of County Line Road. An existing gravel
driveway terminates near the building site. The ground surface in the building area
slopes slightly to moderately down to the west. The lot is heavily vegetated with
pinyon and juniper trees, sage brush and weeds. The building site is bounded on the
south by a ridge with a very steep slope down to the south. Numerous basalt cobbles
TRM Corporation of Colorado
July 8, 1999
Page 2
and boulders are exposed on the ground surface in the building areas.
Subsurface Conditions: The subsurface conditions at the site were evaluated by
excavating three exploratory pits in the building areas and one profile pit in the septic
disposal area at the approximate locations shown on Fig. 1. The Togs of the pits are
presented on Fig. 2. The subsoils encountered, below about 1 foot of topsoil, consist of
basalt gravel, cobbles and boulders in a sandy silty clay matrix. Sandy clay with gravel
was encountered in Pit 1 to a depth of 5.5 feet. Results of a swell - consolidation test
performed on a relatively undisturbed sample of the sandy clay, presented on Fig. 3,
indicate relatively low compressibility under existing moisture conditions and light
loading and after wetting and additional loading. No free water was observed in the
pits at the time of excavation 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
pressure of 2,500 psf for support of the proposed residence and barn. The matrix soils
could tend to compress after wetting and result in some post- construction foundation
settlement. The proposed buildings are located approximately 25 feet or more back
from the ridge line. We should be notified if the buildings are located closer to the
edge of the ridge for potential slope stability evaluation. Footings should be a
minimum width of 16 inches for continuous walls and 2 feet for columns. Loose and
disturbed soils resulting from boulder removal at the foundation bearing level within the
excavation should be removed and the footing bearing level extended down to the
undisturbed natural soils or backfilled with concrete. Exterior footings should be
provided with adequate cover above their bearing elevations for frost protection.
Placement of footings at least 42 inches below the exterior grade is typically used in this
area. Where thickened edge slab foundations are used, insulation may be used to
reduce the frost depth soil cover. 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 50 pcf
for the on -site soil as backfill.
H -P GEOTECH
TRM Corporation of Colorado
July 8, 1999
Page 3
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 the area 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 crawlspace 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.
Surface Drainage: The following drainage precautions should be observed during
construction and maintained at all times after the buildings have been completed:
H -P GEOTECH
TRM Corporation of Colorado
July 8, 1999
Page 4
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 about 2 feet of the on -site, finer graded soils to reduce
surface water infiltration.
3) The ground surface surrounding the exterior of' the buildings 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 could be needed uphill to direct surface
runoff around the buildings .
4) Roof downspouts and drains should discharge well beyond the limits of
all backfill.
Percolation Testing: Percolation tests were conducted on June 19, 1999 to evaluate the
feasibility of a septic disposal system at the site. One profile . pit and three percolation
holes were dug at the locations shown on Fig. 1. The test holes (nominal 12 inch
diameter by 12 inch deep) were hand dug at the bottom of shallow backhoe pits and
were soaked with water one day prior to testing. The soils exposed in the percolation
holes are similar to those exposed in the Profile Pit shown on Fig. 2 and consist of
basalt gravel, cobbles and boulders in a sandy silty clay matrix. The percolation test
results are presented in Table II. Based on the subsurface conditions encountered and
the . percolation test results, the tested area should be suitable for an infiltration septic
disposal 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, the proposed type of construction and our experience in
the area. Our findings include interpolation and extrapolation of the subsurface
H -P GEOTECH
• TRM Corporation of Colorado
July 8, 1999
Page 5
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, or the buildings
locations are moved towards the ridge, 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 geotechnical
engineer.
If you have any questions or if we may be of further assistance, please let us know.
Sincerely,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
Louis E. Eller
Reviewed By: t. P
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F
Steven L. Pawlak, P.E.
k ; 15222 ' *f
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LEE /sd /ksm . ...... PA,
s. OF attachments
cc: Dave Panico
H -P GEOTECH
1 APPROXIMATE SCALE
1 . 1" = 100'
AP 3
P 2 PROFILE
im PIT
0 P 1
PROPOSED
BARN PROPOSED
PIT 3 RESIDENCE
• PIT 1
•
PIT 2
•
TOP OF RIDGE
1
`
1 1
199 451 I GEOTECHNICAL, I AND A PERCOLATION TEST HOLES
S I Fig. 1
' PIT 1 PIT 2 PIT 3 PIT 4
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PUP IS
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— 10 10
LEGEND:
Topsoil; sandy silt, organic, basalt cobbles and boulders, slightly moist, dark brown.
El
- 7
Clay (CL); sandy, silty, medium stiff, moist, reddish brown, slightly porus and calcareous.
/
I SI 2" Diameter hand driven liner sample.
: Disturbed bulk sample.
..J .
NOTES:
1. Exploratory pits were excavated on June 18, 1999 with a bockhoe.
2. Locations of exploratory pits were measured approximately by pacing from features on the site
plan provided.
3. Elevations of the 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 of the time of excavating.
Fluctuations in water level may occur with time.
7. Laborotory Testing Results:
WC = Water Content ( % )
DD = Dry Density ( pcf )
LL = Liquid Limit ( % )
PI = Plasticity Index ( % )
NP = Nonplastic
199 451 I H E WO TH — P A I LOGS OF EXPLORATORY PITS I Fig. 2
•
•
Moisture Content = 17.6 percent
• Dry Density Weight = 82 pcf
Sample of: Sandy Clay
From: Pit 1 at 3 Feet
c
o •°11.1
u 1
a No movement
E upon
0 2 • wetting
0.1 1.0 10 100
APPLIED PRESSURE — ksf
199 451 HEPWORTH — PAWLAK I SWELL— CONSOLIDATION TEST RESULTS Fig. 3
GEOTECHNICAL, INC.
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
TABLE I
PERCOLATION TEST RESULTS JOB NO. 199451
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 33 15 8114 51/2 23/4
5 1/2 3 3/4 1 3/4
3 3/4 2 1/4 1 1/2
6 1/2 4 3/4 1 3/4
4 3/4 3 1 3/4
6 41/4 2
41/4 31/4 1 11
3 1/4 1 1/2 1 3/4
P -2 29 1 5 8 6 1/2 1 1 /2
6 1/2 5 3/4 3/4
5 3/4 5 3/4
5 4 1/2 1/2
4 1/2 4 1/2
4 3 1/4 3/4
3 1/4 3 1/4
30
3 2 1/2 1/2
P -3 35 15 10 3/4 8 3/4 2
8 3/4 7 3/4 1
7 3/4 7 3/4
7 6 1/4 3/4
6 1/4 5 1/2 3/4
5 1/2 4 3/4 3/4
4 3/4 4 1/4 1/2
4 31/4 3/4 24
Note: Percolation test holes were dug in the bottom of shallow backhoe pits and soaked on June 18, 1999.
Percolation tests were conducted on June 19, 1999.
• 01,ak, Geotech TEL: 70-- 'D45 -: 4b_i. . .
i HEPWORTH- PAWLAK GEOTECHNICAL, INC. (gel t(b TABLE I (g(/ 41 1
A JOB NO
PERCOLATION TEST RESULTS
. __.�„�...�_— • - AVERAGE
WATER' WATER DEPTH DROP IN PEAVORAGION
HOLE N0. HOLE DEPTH LENGTH ERVAL DEPTH AT AT END OF RATE
(INCHESI (MINI START OF INTERVAL LEVEL _ �� _
1, 3 ._ _, all � - 1.x ._ ._ - _
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•
•
DESIGN BY DAVID PANIC() INC.
1533 It ititr•:R Hui Ron», ASPEN. COI mAnn 81611 PUONIi 970 - 923 -5394 FAx 970-923-1260
July 14, 1999
Garfield County Building and Sanitation Department
109 8 St., Suite 303
Glenwood Springs, Co. 81601
Re: Miller Barn/Caretaker permit application
1)car Sir or Madam:
1■nclosed please find applications for a building permit and a septic pennit for a barn/caretaker's
apartment to be built on 1.ot A, Glen Subdivision Exemption in Garfield County. the owner of
the parcel is Mr. & Mrs. T. Rickert Miller but the property is held in the name of his company;
7RM Corporation of Colorado. 1 am acting as his representative in this matter and am
responsible for the architectural design of this project.
Ihe building permit application Package includes:
Building Permit application form.
2 sets of architectural plans, pages Al - that A -12.
Survey from lines in Space Inc.
A check for $1015.46 for the plan check fee.
lhe Sewage Disposal System application form attached to site plan.
2 copies of the soils report and pert test by I IP Geotech
If you have any questions regarding this application please contact me at the number above as Mr.
& Mrs. Miller arc traveling and will be hard to contact.
Sincerely,
David 1',. K. Panico
MillerBarn /Caretaker