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e + ' 109 8th St COUNTY BUILDI� A S ANITATION DEPARTMENT Permit NE 3276
/ t a Suite 303 Assessor's Parcel No. ., i
` F Glenwood Spring*, Colorado 81801 1' !
Phone (30p 945-8212 .,
> e Thi does not constitute t I
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1 INDIVIDUAL SEWAGE DISPOSAL PERMIT a building or use permit.
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1 PROPERTY
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Owner's Name 1
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r ` Legal Description of Assessor's Parcel No. y a
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i SYSTEM DESIGN '1) L€ .A C (1 _ C if A /4 OE et [3 E 0 _ 10 01-1(f.5 T it. E 7,
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/ Septic Ta r v- Capacity (gallon) Other ~ /f - O I
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F f C 1 /2 Rate (minutes /inch) Number of Bedrooms (or other)
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} .. Required Absorption Area - See Attached
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4 'i S pecial Setback Requirements: , I.
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t; ! Date ( r i- -- G - 9 9 — In spector r' A N 0 t f
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i k FINAL SYSTEM INSPECTION AND APPROVAL (as installed) l
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Cell for Inspection (24 hours notice) Before Covering Installation
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/ r System Installe y
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4. ` Septic Tank Capacity � � - `
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Septic Tank Manufacturer or Trade Name 4, -I �' ti 4- 1 /� L ` " - 1?7 { , I F4'f411 1 i
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C " Septic Tank Access within 8" of surface �->h r ( ie. n / • O f
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Absorption Area -
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■ X Adequate compliance with County an d requirements
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Date 3 no ' I nspector _5..1��[. ,.61
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a 1 ) " RETAIN ITH RECEIPT RECORDS AT CONSTRUCTION SITE y
! *CONDITIONS: ,.. r'---,.. . ,
1. All in to m ien mt#t comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter
25, 610 C. .S. 1973, Revised 1984. 1 t ;
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2. Thi permit is v$lid only for connection to structures which have fully complied with County zoning and building requirements. Con -
5 ; nection to or uie with any dwelling or structures not approved by the Building and Zoning office shall automatically be a violation or a ( i
t r rfequlrem of f the permit and cause for both legal action and revocation of the permit. •
j i 3. Any person who constructs, or installs an individual sewage disposal system In a manner which involves a knowing and materiel f
r ) variation from the terms or specifications coritained In the application of permit commits a Class 1, Petty Offense ($500.00 fine — 8 1 s
' + months in jail or both).
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Rifle Creek Golf Course
September 27, 1999
Page 3
material should consist of minus 2 inch aggregate with less than 50% passing the No. 4
sieve and less than 12% 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.
Surface Drainage: The following drainage precautions should be observed during
construction and maintained at all times after the buildings have 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 6 inches in the first 10 feet in unpaved
areas and a minimum slope of 3 inches in the first 10 feet in pavement
and gravel surface areas.
4) Roof downspouts and drains should discharge well beyond the limits of
all backfill.
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.
H -P GEOTECH
TO 13th
APPROXIMATE SCALE TEE BOX
1 " =20'
BENCH MARK: CORNER OF CONCRETE
SLAB; ELEV. = 100.0', ASSUMED. -
•
PIT 3
PROPOSED EXISTING
SHOP AND CONCRETE
SLAB
BUILDING 50 ' X 70'
40' X 50'
PROPOSED
STORAGE
P FENCED
YARD AREA PIT 2
30' X 150'
PROPOSED -
3 SIDED
STORAGE
BUILDING
40' X 100'
•
• PIT 1 •
HEPWORTH -
199 679 I GEOTECHNICAL,NINC. I LOCATION OF EXPLORATORY PITS I Fig. 1
•
•
PIT 1 PIT 2 PIT 3
ELEV. = 100.2' ELEV. = 96.7' ELEV. = 99.9'
100 100
— WC =8.6 —
DD =100
d -- — w
u —
I — WC =5.9 __ i
-- DD =98
o — 95 — 200 =42 95 _ o
WC =7.4 0
° — DD =91 — o
w —
— 200 =44 — w
— WC =7.9 —
D0=96
90 90 --- .
LEGEND:
pl Topsoil; sandy silty and clay, organic, loose to medium stiff, slightly moist, brown, possible fill.
-7 Clay and Silt (CL —ML); sandy, scattered silty sand lenses, stiff, slightly moist, brown, slightly
/ / porous, slightly calcareous.
.. 2" Diameter hand driven liner sample.
NOTES:
1. Exploratory pits were excavated on August 30, 1999 with a backhoe.
2. Locations of exploratory pits were measured approximately by pacing from features on the site
plan provided.
3. Elevations of exploratory pits were measured by instrument level and refer to the Bench Mark
shown on Fig. 1.
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 excovating.
Fluctuations in water level may occur with time.
7. Laboratory Testing Results:
WC = Water Content ( % )
DD = Dry Density ( pcf )
—200 = Percent passing No. 200 sieve
199 679 I H E WO CHNICAL, W A LOGS OF EXPLORATORY PITS I Fig. 2
•
Moisture Content = 8.6 percent
Dry Density Weight = 100 pcf
Sample of: Sondy Silty Clay
From: Pit 1 at 1 Foot
0
1
c 2
Compression
upon
wetting
N
0
W
E 3
0
U
4
5
0.1 1.0 10 100
APPLIED PRESSURE — ksf
199 679 I GE - PAWLA I SWELL - CONSOLIDATION TEST RESULTS Fig. 3
Moisture Content = 7.9 percent
Dry Density Weight = 96 pcf
Sample of: Sandy Silty Clay
From: Pit 2 at 4 Feet
0
1
Compression
upon
wetting
2
c
4 3
N
N
O)
a.
o 4
U
5
6
7
8
9
10
0.1 1.0 10 100
APPLIED PRESSURE — ksf
199 679 I GEPWORTH PAWLAK SWELL-CONSOLIDATION TEST RESULTS Fig. 4
Moisture Content = 5.9 percent
Dry Density Weight = 98 pcf
Sample of: Silty Sand
From: Pit 3 at 3.5 Feet
0
1 Compression
upon
2 wetting
n
c
0 3
N
N
d
EL \\ \\
L
4
U
5
6
7
8
0.1 1.0 10 100
APPLIED PRESSURE — ksf
199 679 HEPWORTH - PAWLAK SWELL- CONSOLIDATION TEST RESULTS Fig. 5
GEOTECHNICAL, INC.
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