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LLL GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit N° 1,µ
i .A I ' 1 8th Street Suite 303 Assessor's Parcel No. S t
Glenwood Springs, Colorado 81601 p '
41 , Phone (303) 945-8212
Present Addres Phone C 0
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This does not constitute 1 INDIVIDUAL SEWAGE DISPOSAL PERMIT y a building or use permit. % i PROPERTY
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' ) Owner's Nam 11), [ 41 V ,S ) TW 2Y14 (-
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.„ r Legal Description of Assessor's Parcel No. \ ,'
10%1) 'WC K— to t IL — PI — s 866 R
4 SYSTEM DESIGN "LI (, C A C y_ f C ft 4, en- oe p — '7 S 2 O lc qe Limits
t', 3 � JJ Tn EvCpeS> 499 R 2 3 i
, Septic Tank c apacity (oal Ion) Other % ,
Percolation Rate (minutes /inch) ..; Number o Bedroom (or other) •'s
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` f Required Absorption Area - See Attached t :
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4 Special Setback Requirements: . it
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I, Date _ Inspector .1 I
' '' FINAL SYSTEM INSPECTION AND APPROVAL (as installed)
., Call for Inspection (24 hours notice) Before Covering Installation //� ,
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�J� D frA 0 0 �r S
System Installer ,
1 Septic Tank Capacity 1 ` J 0 G L A C r ?
Septic Tank Manufacturer or Trade Name 00
v ^' �'" ` "� ,q K 0
.,' Septic Tank Access within 8" of surface
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,' Absorption Area 'S T n CI C /-/ C S O r g ) 9' c 0 / f ' S Cr
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Absorption Area Type and /or Manufacturer or Trade Name " L I f vS Cn .r
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Adequate compliance with County and State regulations/requirements 1
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' S Other r
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e " Date 1 .-- 1 / Inspector — , $
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r , RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE a
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4 r *CONDITIONS: 1 p
1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter A e
25, Article 10 C.R.S. 1973, Revised 1984. , .
F' 2. This permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Con- . k
r nection to or use with any dwelling or structures not approved by the Building and Zoning office shall automatically be a violation or a 4 A
requirement of the permit and cause for both legal action and revocation of the permit. a
u ` 3. Any person who constructs, alters, or installs an Individual sewage disposal system in a manner which Involves a knowing and material k 4
�i variation from the terms or specifications contained in the application of permit commits a Class I, Petty Offense ($500.00 fine — 6 ,
t months in jail or both). ' I
W hite - APPLICANT Yellow - DEPARTMENT
• INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION
OWNER Ss0,14 Qa€V IO ?k L3
ADDRESS -O) 2I72 G 3. PHONE qj YS -2,11
CONTRACTOR S i n Fro/ PHONE u S I
ADDRESS qS - fav�n c9�r C�l 5.
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 PROPOSE FACILITY:
Near what City of Town (euwCod Sp t t v■-• Size of Lot 4.c ac rt_s
L e g a l Description or Address S Y S Aw 6 e 24
WASTES TYPE: X' DWELLING ( ) TRANSIENT USE
( ) COMMERCIAL OR INDUSTRIAL ( ) NON - DOMESTIC WASTES
( ) OTHER - DESCRIBE
BUILDING OR SERVICE TYPE: s h -Pave i I Y res id 2t1+
Number of Bedrooms 3 Number of Persons
() Garbage Grinder (t4 Automatic Washer (N4 Dishwasher
SOURCE AND TYPE OF WATER SUPPLY: () WELL ( ) SPRING ( ) STREAM OR CREEI
If supplied by Community Water, give name of supplier: )• 4144 Wad
DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: 2 n^' ( e
Was an effort made to connect to the Community System? 4lp
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 SYSTENIPEKNOINILL NOT BE ISSUED WI THOU
A SITE PLAN.
GROUND CONDITIONS:
Depth to first Ground Water Table
Percent Ground Slope_
2
TYPE OHNDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED:
(X) SEPTIC TANK ( ) AERATION PLANT ( ) VAULT
( ) VAULT PRIVY ( ) COMPOSTING TOILET ( ) RECYCLING, POTABLE USE
( ) PTT PRIVY ( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE
( ) CHEMICAL TOILET ( ) OTHER - DESCRIBE
FINAL DISPOSAL BY:
(-4 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?
PERSOLATION TEST RESULTS: (To be completed by Registered Professional Engineer, if the Engineer does thi
Percolation Test)
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:
Applicant aclmowledges that the completeness of the application is conditional upon such further mandatory an
additional tests and reports as may be required by the local health department to be made and furnished by the applies'
or by the local health department for purposed of the evaluation of the application; and the issuance of the permit
subject to such terms and conditions as deemed necessary to insure compliance with Hiles and regulations mad.
information and repots submitted herewith and required to be submitted by the applicant are or will be represented 1
be true and correct to the best of my knowledge and belief and are designed to be relied on by the local department 4
health in evaluating the same for purposes of issuing the permit applied for herein. I further understand that at
fslson or misrepresentation may result in the denial of the application.or revocation of any permit granted bas
upon said application and in legal ction for perjury as provided by law.
Signed C.- NA - ` Date
PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!!
3
• HEPWORTH- PAWLAK GEOTECHNICAL, INC. 5020 Road 154
Glenwood Springs, CO 81601
Fax 970 945 -8454
• .March 17, 1999 Phone 970 945 -7988
, Phil Long
c/o Lafarge Corporation
P. 0. Drawer 368
Glenwood Springs, Colorado 81602 Job No. 199 208
Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed
Residence, No Name, Garfield County, Colorado
Dear Mr. Long:
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 February 26, 1999. 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 be a single story wood frame
structure over a walkout basement level. Ground floors are proposed to be slab -on-
grade. Cut depths are expected to range between about 4 to 8 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 40 feet downhill to the southeast of the proposed residence.
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 was vacant at the time of our field work. The ground surface
in the building area slopes strongly down to the south. The terrain becomes very steep
in the northern portion of the lot. There is about 10 to 12 feet of elevation difference in
the building area. The lot is vegetated with scattered juniper trees, scruboak, grass and
weeds. Some boulders are scattered on the ground surface.
Subsurface Conditions: The subsurface conditions at the site were evaluated by
excavating two exploratory pits in the building area and one 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 2 to 41/2 feet of topsoil,
generally consist of relatively dense slightly silty to silty sand and gravel with cobbles
and small boulders. Fractured siltstone bedrock was encountered beneath the sand and
gravel in Pit 1 at a depth of 10 feet. Results of gradation analyses performed on
samples of the sand and 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 excavation
•
•
•
Phil Long
March 17, 1999
Page 2
and the soils were slightly 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 granular soil designed for an allowable soil
bearing pressure of 3,000 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 caused by excavating should be moistened and compacted or removed
and the footing bearing level extended down to the undisturbed natural soils. Voids
created by the removal of large rocks should be backfilled with compacted sand and
gravel or concrete. 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 40 pcf for the on -site sand and gravel, excluding oversized rock, as
backfill.
Floor Slabs: The natural on -site granular soils, exclusive of topsoil, are suitable to
support lightly to moderately 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 slabs -on -grade to act as leveling course.
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 basement areas, be protected from wetting and hydrostatic
pressure buildup by an underdrain system.
•
Phil Long
March 17, 999
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'h 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 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.
Percolation Testing: Percolation tests were conducted on March 10, 1999 to evaluate
the feasibility of an infiltration 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 about 2 feet of topsoil overlying relatively dense silty sand and gravel with
cobbles and small boulders. The percolation test results are presented in Table I. The
percolation test results indicate an infiltration rate between 12 and 20 minutes per inch
with an average of 16 minutes per inch. Based on the subsurface conditions
encountered and the percolation test results, the tested area should be suitable for a
conventional infiltration septic disposal system.
Phil Long
March 17, 1999
Page 4
•
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
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 geotechnical
engineer.
If you have any questions or if we may be of further assistance, please let us know.
Sincerely,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
to0 GO"
Jordy Z. Adamson, r. P -9 29 ' 07 x`o j •
Reviewed By: 1 0 'off\ 44 ). /
1 ... • dap
1s % j� NAB
Steven L. Pawlak, P.E.
JZA/ksm
attachments
cc: Kurtz & Associates - Attn: Brian Kurtz
I LOT 3
1
LOT 2 1
I
PIT 1
•
PIT 2
•
P 1
P 2k. PROFILE 1 OVERHEAD
PIT 1 U11UTY
LINES
PROPERTY
BOUNDARIE I
(TYP) 1
-, .... - - OVERHEAD
-- - - - UTILITY
LINES
LOT 1
I
1 ' EXI 906\6
URES
STRUCT ST
O APPROXIMATE SCALE
1 " =80'
FRONTAGE ROAD
199 208 HEPWORTH - PAWLAK I LOCATION OF EXPLORATORY PITS I Fig. 1
GEOTECHNICAL, INC.
PIT 1 PIT 2 PROFILE
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1 - 200-35
10 x.t -! 10
— —
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tfa — 15 15
LEGEND:
El TOPSOIL; silty sand and gravel, slightly organic, loose, slightly moist, dark brown to black.
SAND AND GRAVEL (SM —GM); slightly silty to silty. with cobbles and small boulders, medium
dense to dense, slightly moist, brown, angular to subongulor rock.
, SILTSTONE BEDROCK; fractured, calcium carbonate In fractures, medium hard, brown.
4
i Disturbed bulk sample.
NOTES:
1. Exploratory pits were excavated on March 9, 1999 with a John Deere 690D —LC trockhoe.
2. Locations of exploratory pits were based on the building footprint as stoked
by the client.
3. Elevations of exploratory pits were not measured and logs of exploratory pits are drown 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 possing No. 200 sieve
199 208 I H E WO CHNICAL, INC. LOGS OF EXPLORATORY PITS I Fig. 2
•
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TIME KA M U.S. STANDARD SERIES I GEM b011ARE ammo
24 1*. 7 NR , . 3 - /!' 4' 11 • r'6' S'
MN. 15 MN. SO a* MN. 4 YIN. 1 10N. e ao 00 - • X1 /6 0
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.001 .003 .005 .006 .0,6 .0 7 .074 .130
DIAMETER OF PARTICLES IN MILLIMETERS
MAY TO MLT 1 POW 1 g 4 $111 mmairy 1 no ' own 1 axes
GRAVEL 45 % SAND 20 % SILT AND CLAY 35 %
LIQUID LIMIT % PLASTICITY INDEX %
SAMPLE OF: Silty Gravel with Sand FROM:Pit 1 of 8 thru 10 Feet
I NYMOMflR ANALYNr._ 1 rN YYS 1
711E REAM* U.S. STANDM O WC Cl/d1 SOUANE OPE7111165
641St 7 i61 .. 6 �/t 1' i/ A' 6' • 0'
46 MN. 1¢ MN. 60 N.1 MK 4" 1 MN. , • • 00 .: •
100
ao - .. . MaRIwrnalnoM nlm••aS 1p
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.0 a6 .75 115 0.0 -5 15 127
.am am .005 .000 .019 .037 .074 . 150 DIAMETER OF PARTICLES IN MILLIMETERS Ott,
CLAY 10 SILT 1 r" r r�41 ?MAIM 1 766' M $ T.OMF 1 55551
GRAVEL 63 % SAND 28 % SILT AND CLAY 9 %
LIQUID LIMIT % PLASTICITY INDEX %
SAMPLE OF: Slightly Silty Sondy Gravel with FROM: Pit 2 at 4 thru 6 Feet
Cobbles
199 208 I H EOT O ECHNICAL. INC. I GRADATION TEST RESULTS I Fig. 3
HEPWORTH- PAWLAK GEOTECHNICAL, INC.
• TABLE I
• PERCOLATION TEST RESULTS JOB NO. 199 208
199HOLE • HOLE DEPTH LENGTH OF WATER DEPTH WATER DEPTH DROP IN AVERAGE
N0. (INCHES) INTERVAL AT START OF AT END OF WATER PERCOLATION
(MIN) INTERVAL INTERVAL LEVEL RATE
(INCHES) (INCHES) (INCHES) (MIN./INCH)
P -1 48 15 7 3/4 6 1/2 1 1/4
61/2 51/4 11/4
51/4 41/4 1
4 1/4 3 1/2 3/4
water added 7 6 1
8 5 114 3/4
5 1/4 4 1/2 3/4
4 1/2 3 3/4 3/4 20
P -2 39 15 81/4 7 11/4
7 5 1/2 1 1/2
6 1/2 4 1/4 1 1/4
4 1/4 3 1/4 1
water added 6 3/4 5 1/2 1 1/4
5 1/2 4 1/2 1
4 112 3 1/2 1
31/2 21/2 1 15
P -3 48 15 7 114 6 1 1/4
6 4-3/4 1 1/4
4 3/4 3 1/2 1 1/4
31/2 2 11/2
water added 6 1/2 5 1/2 1
5 1/2 4 1/4 1 1/4
41/4 3 11/4
3 1 3/4 1 1/4 12
1
NOTE: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on March 9, 1999. Percolation tests
were conducted on March 10, 1999. The average percolation rate was based on the last three readings of each test.
97 ✓
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