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• �\ GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit 2 1 4L
t 109 8th Street Suite 303 Assessor's Parcel No.
Glenwood Springs, Colorado 81801
Phone (303) 945 -8212
This does not constitute
INDIVIDUAL SEWAGE DISPOSAL PERMIT a building or use permit.
PROPERTY
• Mike Bodgogi c/o Giard Homes, Inc. 625 -2347
Owner's Name Present Address Phone —
System Location 0998 Huebinger Drive, Westbank Mesa, Lot 37, Glenwood Springs
Legal Description of Assessor's Parcel No.
SYSTEM DESIGN
060 Septic Tank Capacity (gallon) Other 1
pp ' Y l 3
/i 4te"t /0 M ) Percolation Rate (minutes/inch) Number Bec�ooms (or other)
5'9g JP _of Ac 1-1 &Secs
Required Absorption Area - See Attached l q 'T' 7-, , �, r )-t A t(T° k? ere / 9 ri
S
3 At Q �• o : arits cry /9 r tnc��
Special Setback Requirements: 3 b 9 .2 Q 2 f 7r L9A6 _ ( � p os L /S 1Wsmi.
Date • ? " 9' 7 Inspector - u-m�t � AR e l'� .tr�L. -�t \ ci ice ,
FINAL SYSTEM INSPECTION AND APPROVAL (as installed)
Call for Inspection (24 hours notice) Before Covering Installation
System Installer PAVE- , v I / _ D
( 00 0
Septic Tank Capacity
Septic Tank Manufacturer or Trade Name G •• 3 f
fry
Septic Tank Access within 8" of surface
'1
Absorption Area 1 S V (ve2' r d, SO
Absorption Area Type and/or Manufacturer or Trade Name
eft PiC. 1!-A Tod
Adequate compliance with County and State regulations)requirements
Other A /
Date I Inspector H �--� '1V / '
RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE
*CONDITIONS: — Jr
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 knowing and material
variation from the terms or specifications contained in the application of permit commits a Class I, Petty Offense ($500.00 fine — 8
months In )ail or both). _
' White - APPLICANT Yellow - DEPARTMENT
INDIVIDIJAL SEWAGE DISPOSAL SYSTEM APPLICATION
OWNER .. Mt geS._. .arne -AI
ADDRESS 4 1` l /1F8 /N4aP- PHONE
CONTRACTOR G /A-RD A- 49/V/OS, ,/)/c
ADDRESS 79Z WI U&IIW ) ) ptar 9I1,43 PHONE /026 zz `7
PERMIT REQUEST FOR (<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 `tanncto 6T / Size of Lot
Legal Description or Address oleys 1411 I 44 i Al A b. pie-
WASTES TYPE: (>4 DWELLING ( ) TRANSIENT USE
( ) COMMERCIAL OR INDUSTRIAL ( ) NON - DOMESTIC WASTES
( ) OTHER - DESCRIBE
BUILDING OR SERVICE TYPE: - y I jPT177H-C—
Number of Bedrooms 3 Number of Persons ,
( ) Garbage Grinder SCI Automatic Washer (Dishwasher
SOIJRCE AND TYPE OF WATER SIJPPLY: ( ) WELL ( ) SPRING ( ) STREAM OR CREEK
If supplied by Community Water, give name of supplier: 44 A/.1,t
DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: 3 /it l
Was an effort (nade to connect to the Community System? 1J�7 • 1 . I .1_ •t Dui •I ,: ' i1 ' I•fl11sin' _ M!' ,n
Leach Field to Well: 100 feet
Septic Tank to Well: 50 feet
Leach Field to rigation Ditches, Stream or Water Course: 50 feet
Septic System to \Property Lines: 10 feet
YOUR INDIVID JAL SEWAGE DISPOSAL SYSTEM PERMIT WILL NOT BE ISSIJED
WITHOUT A SI E PLAN.
GROI JND CON ITIONS:
Depth to first Ground Water Table
Percent Ground Slope
2
TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED:
( t4' SEPTIC TANK ( ) AERATION PLANT ( ) VAULT
( ) VAULT PRIVY ( ) COMPOSTING TOILET ( ) RECYCLING, POTABLE USE
( ) PIT PRIVY ( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE
( ) CHEMICAL TOILET ( ) OTHER - DESCRIBE
FINAL ISPOSAL BY:
( frr 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?
pFRCOJ.ATION TEST REST TITS (To be completed by Registered Professional Engineer, if the Engineer does
the Percolation Test)
Minutes q per inch in hole No. 1 Minutes to per inch in hole NO. 3
Minutes /0 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:
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.
Signed . Date
PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!!
3
' 03/07/97 08:41 FAX 970 945 6585 CANYON HONDA Cdj 01
CANYON
HONDA
401 WEST FIRST ST, GLENWOOD SPRINGS
CO 81601
PHONE (970) 945 -6581 4----
F AX (970) 945 -6585
DATE: g--q7
FAX TO: 57
COMPANY: 99f- 7Tf
FROM: /11'CNaaz 804,0
TITLE: Wes) MAMA McS4 to r *3 7
# OF PAGES (INCL. THIS COVER SHEET): 1/
MESSAGES /INSTRUCTIONS: 7' SrEUn
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Mee iota,
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REQUEST AND ANSWER ?t NO
03/07/97 08:41 FAX 970 945 6585 CANYON HONDA e 02
HEPWORTH-PAWLAK GEOTECHNICAL, INC. 5020 Road 154
• Glenwood Springs, CO 81601
• Fax 970 945 -8454
December 6, 1996 Phone 970 945 -7988
Mike Bodrogi
172 Orchard Lane
Glenwood Springs, Colorado 81601 Job No. 196 584
Subject: Subsoil Study for Foundation Design and Percolation Testing, Proposed
Residence, Lot 37, Westbank Mesa, Garfield County, Colorado
Dear Mr. Bodrogi:
As requested, Hepworth - Pawlak Geotechnical, Inc. performed a subsoil study and
percolation testing for foundation and septic disposal system designs at the subject site.
The study was conducted in accordance with our agreement for geotechnical
engineering services to you dated November 13, 1996. The data obtained and our
recommendations based on the proposed construction and subsurface conditions
encountered are presented in this report. Assessment of potential geologic hazard
impacts on the site are beyond the scope of this study.
Proposed Construction: The proposed residence will be a single story split level
structure over a crawlspace located on the site as shown on Fig. 1. The foundation will
be stepped to limit cuts into the hillside. Garage floor will be slab -on- grade. Cut
depths are expected to be up to about 10 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 site was vacant and covered with about 6 inches of' snow at the
time of our initial field work on November 18, 1996. A trackhoe had to be used to
complete the field work due to access problems caused by the snow. The ground
surface in the building area is strongly sloping down to the northeast at a grade of about
30% with about 15 to 20 feet of elevation difference. A natural drainage about 8 feet
deep is located to the southeast of the proposed residence. The road cut for Huebinger
Drive located along the northeastern side of the lot is between 6 and 10 feet high.
Vegetation consists of brush and scattered juniper trees across the site.
Subsurface Conditions: The subsurface conditions at the site were evaluated by
excavating two exploratory pits in the proposed building area and a profile pit in the
septic disposal area at the approximate locations shown on Fig. 1. The logs of' the pits
are presented on Fig. 2. The subsoils encountered, below about lk to 1 feet of
topsoil, consist of low density sand and clay with scattered gravel. Results of swell -
consolidation testing performed on relatively undisturbed samples of the clay soils,
presented on Figs. 3 and 4, indicate low compressibility under existing moisture
conditions and light loading and a low to relatively high collapse potential (settlement
under constant load) when wetted. The samples showed moderate to high
03/07/97 08:41 FAX 970 945 6585 CANYON HONDA 003
Mike Bodrogi
December 6, 1996
Page 2
compressibility upon additional loading after wetting. No free water was observed in
the pits at the time of excavation and the soils were slightly moist to moist.
Foundation Recommendations: The natural soils are relatively low density and
moderately to highly compressible under light loading when wetted. Considering the
subsoil conditions encountered in the exploratory pits and the nature of the proposed
construction, spread footings placed on the undisturbed natural soil can be used for
support of the proposed residence with some risk of post - construction settlement and
distress to the building. The magnitude of settlement will depend on the depth and
extent of any wetting below the foundation and could be on the order of 1 to 2 inches.
Spread footings should be designed for an allowable soil bearing pressure of 1,000 psf
and have a minimum width of 20 inches for continuous walls and 2 feet for columns.
Loose and disturbed soils encountered at the foundation bearing level should be
removed and the exposed subgrade moistened and compacted. 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 heavily reinforced top and bottom to limit
the effects of potential differential settlement and to span local anomalies such as by
assuming an unsupported length of at least 14 feet. The foundation should be
constructed in a "box -like" configuration rather than with isolated pads to further help
limit the effects of differential settlement. 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.
Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support
lightly loaded slab -on -grade construction. The low density soils encountered tend to
collapse when wetted, which could result in slab distress. 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 . ; the
designer based on experience and the intended slab use. A minimum 4 inch sayer of
free - draining gravel should be placed beneath 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
H-P GEOTECH
,03!07!07 08:41. FAX 070 045 6595 CANYON HONDA 104
•
Mike Bodrogi
December 6, 1996
Page 3
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 11/2 feet deep. An impervious
membrane such as 20 mil PVC should be placed beneath the drain gravel in a trough
shape and attached to the foundation wall with mastic to prevent wetting of the bearing
soils.
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 about 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.
5) Landscaping which requires regular heavy irrigation should be located at
least 10 feet from the building. Consideration should be given to the use
of xeriscape to help limit the risk of' wetting the bearing soils.
Percolation Testing: The results of percolation tests conducted at the site are presented
in Table II. The test locations are shown on Fig. 1 and the log of the profile pit is
shown on Fig. 2. A percolation rate of about 9 to 10 minutes per inch was measured.
Based on our findings and according to the soils encountered, the tested area should be
suitable for a conventional infiltration septic disposal system. The measured percolation
rate appears higher than typically found in fine- grained soils and a slower rate should
probably be used for design. The design should consider the steeply sloping terrain.
H -P GEOTECH
,03/07/97 08:41 FAX 970 945 6585 CANYON HONDA 005
• Mike Bodrogi
December 6, 1996
Page 4
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
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 fmdings 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. The
site is underlain by the Eagle Valley Evaporite which is prone to developing voids and
sinkholes. Evaluation of the potential for future subsidence due to dissolution of the
bedrock is beyond the scope of this study.
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 call our office.
Sincerely,
ORTH - PAWLAK GEOTEC Rt t INC.
G��C U -C .
r� "I'�Jq,r."• a.
Jordy . A a on, Jr. , P. E ..
Re ewe ` h ' -'.
d By: sa 7
{', n,; /y /y y i ,c,
IC3Nr%■^•■... rd Steven L. Pawlak, P.E.
JZA /kmk
attachments
cc: Giard Homes, Inc. - Attn: Jeff Giard
H -P GEOTECH
• 03/07/97 08:41 FAX 970 945 6585 CANYON HONDA E 06
•
BUILDING 1 -------- ENVELOPE I ( P
/ PROFILE
•
\ \
�G \ PIT P I \ �
I \ P3O I I
I
• PIT 2
1 P ROPOSED W
1 I RESIDENC ��
I ` °
I 1 )PITT J �
/ -\
co
j—A `
_ �,
J I /
H LOT 37 \
L)t / / I bop
Or L.. --7 '---- \
1 1
\ Or
b9
/ //
LOT APPROXIMATE SCALE
BO NDARIES I" = 60
HEPWORTH - PAWL AK LOCATION OF EXPLORATORY PITS
196 584 I GEOTECHNICAL, INC. I AND PERCOLATION TEST HOLES I Fig. 1
03/07/97 08:41 FAX 970 945 6585 CANYON HONDA 0107
• PIT 1 PIT 2 PROFILE PIT
' Elev. = 6280' Elev. = 6270' Elev. = 6277'
— 0 0
— N — 7 —
O we - 4.1 / .;�;: —
— :1 we - e.s ° / 5
5 200 – � Jo WC -6.5 � ...yr
' — o we - 10.1 200 92 = pi
a
E.
. — DD - 95 p /
x _ 10 0 10-
- o WC -6.9
—
.-- DD – 92
-200 ■ 67 -^
LEGEND:
TOPSOIL; clayey silty sand. organics. loose to medium dense, moist. dark reddish brown.
CLAY AND SAND (CL -SC); silty, scattered gravel. occasional cobble, stiff, loose to medium dense,
/:! slightly moist, light reddish brown, slightly porous and calcareous. angular siltstone/sandstone
fragments.
/ CLAY (CL); silty. sandy, stiff. slightly moist, reddish brown, slightly to moderately porous,
slightly to moderately calcareous.
Disturbed bulk sample. I9 2 Diameter hand driven liner sample.
.. J
NOTES:
1. Exploratory pits were excavated on November 18 and 21,1996 with a backhoe.
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.
and checked by Instrument level. Logs of exploratory pits are drawn to depth.
4. The exploratory pit locations and elevations 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:
WC = Water Content ( %) DD = Dry Density (pcf) -200 a Percent passing No. 200 sieve.
196 684 HEPWORTH - PAWLAK LOGS OF EXPLORATORY PITS 1 Fig. 2
I GEOTECHNICAL, INC. I EX 1 ,
. $3/07/97 08:41 FAX 970 945 6585 CANYON HONDA a 08
Moisture Content .. 10.1 percent
Dry Unit Weight = 95 pcf
Sample of: Sandy Silty Clay
From: Pit 1 at 7 feet
0 1111111 �1 111111 � _ 11111
ne•T ommi mmu Cupon ompression
1
Ilii
c g 2
E 3 1 1 1 1111 8 11 11111
4
5 11111 1111111
11 1111111 1111111
11 11111 1111111 1
1111111 1111111 1111111
01 1.0 10 100
APPLIED PRESSURE - ksf
196584 I H CA INC. I SWELL - CONSOLIDATION TEST RESULTS I Fig. 3 —
G
• 03/07/97 08:41 FAX 970 945 6585 CANYON HONDA x(1109
Moisture Content = 4.1 percent
Dry Unit Weight = 91 pcf
Sample of: Sandy Silty Clay
From: Pit 2 at 2 feet
0
1
2 Compression
upon
3 we •t.
ae
4
0
a 5
E V
0
U
6
7
9
9
10
O
11
12
13
14 d
0.1 1.0 10 100
APPLIED PRESSURE - ksf
196 684 HEPWORTH - PAWLAK SWELL - CONSOLIDATION TEST RESULTS J Fig. 4
I GEOTECHNICAL, INC. I
• 03/07/97 08:41 FAX 970 945 6585 CANYON HONDA U10
•
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. • .03/07/97 08:41. FAX 970 945 6585 CANYON HONDA Iii
• HEPWORTH- PAWLAK GEOTECHNICAL, INC.
TABLE 11
PERCOLATION TEST RESULTS JOB NO. 196 584
HOLE NO. HOLE DEPTH LENGTH OF WATER DEPTH WATER DEPTH DROP IN AVERAGE
(INCHES) INTERVAL AT START OF AT END OF WATER PERCOLATION
(MINI INTERVAL INTERVAL LEVEL RATE
(INCHES) (INCHES) (INCHES) (MIN./INCH)
1 471/2 16 8 71/4 1 3/4
7 1/4 6 3/4 1 1/2
refilled 11 1/2 9 3/4 1 3/4
9 3/4 8 1 3/4
8 6 1/2 1 1/2
refilled 11 1/2 9 3/4 1 3/4
9 3/4 8 1 3/4
8 6 1/4 1 3/4 8
2 511/2 15 91/2 8 11/2
9 61/2 11/2
refilled 1 1 9 1/2 1 1 /2
9 1/2 8 1 1/2
S 6 1/2 1 1/2
refilled 11 91/2 11/2
9 1/2 8 1 1/2
8 61/2 1 1/2 10
3 501/2 15 101/2 9 11/2
9 7 1/2 1 1/2
refilled 12 1/2 11 1 1/2
11 91/2 11/2
9 1/2 8 1 1/2
refilled 11 91/2 11/2
9 1/2 8 1 1/2
8 61/2 11/2 10
Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on November 21, 1996. Teat holes
were covered to protect against freezing overnight. Percolation tests were conducted on November 22, 1996.