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GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit IV_ 2 2 8 7 •
rt 109 8th Street Suite 303 Assessor's Parcel No.
Glenwood Springs, Colorado 81501 i 1
Phone (303) 945 -8212 `
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This does not constitute
INDIVIDUAL SEWAGE DISPOSAL PERMIT a building or use permit. k” t
PROPERTY
Owner's Name Alan & Jan Wolf Present Address 1102 Parkwood Lane, GS Phone_ 945-0657
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System Location 0151 Sprinaridge Drive, Lot 2, Springridaa Place, Glenwood Spr4ng.
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Legal Description of Assessor's Parcel No. k i
6 ._ /11,-, i I:1 f 2
SYSTEM DESIGN , ..
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/1 1'6 6 Septic Tank Capacity (gallon) Other f / el.. / I
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._f, A d A. n CHI-e", n r,'�C ) / 7 I f�
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it, ) 0 Percolation Rate (minutes inch) Number of Bedrooms (or other) 4 .; � 1-
Required Absorption Area - See Attached
Special Setback Requirements: 7 / Li 1, r Ca 4c let e- 7n-'' rlV' ,. — 0 C' ^ a , 1 ' .
Date / 4 — , Ai Inspector "� , ... Il t ',.
FINAL SYSTEM INSPECTION AND APPROVAL (as installed)
Call for Inspection (24 hours notice) Before Covering Installation v
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System Installer - E
Septic Tank Capacity / 5 /3 a 1(�1
Septic Tank Manufacturer or Trade Name r A rA "ifr" j
Septic Tank Access within 8" of surface
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2 ?
Absorption Area iq .g - , 7 W 4 3 Can -14 n 7
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7 At 1 2 7r44T Y i
Absorption Area Type and /or Manufacturer or Trade Name 4
Adequate compliance with County and State regulations /requirements i.------ '‘
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Other -y $ t'
Date / —/ '– ././ Inspector �L -9 -.q 60.r.r„! .i t
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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 t it
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 -
nect ion to or use with any dwelling or structures not approved by the Building and Zoning office shall automatically be a violation or a it
requirement of the permit and cause for both legal action and revocation of the permit. cccck 1
3. Any person who constructs, alters, or installs an Individual sewage disposal system in a manner which involves a knowing and material f
variation from the terms or specifications contained in the application of permit commits a Class I, Petty Offense ($500.00 fine —
months in jail or both).
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Applicant: Green Copy Department: Pink Copy r
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Application
1NDIVIDIJAI.SF.WAGEULSPOSAI SYSTEISLAPPIdCATJQN Approval By
County Official
OWNER Alan & Jan Wolf
ADDRESS 1102 Parkwnnd T,ane. GS PI ION E945 -0657 /f-(/�
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ONTRACTOR DM Neuman Construction Co.
ADDRESS Po Box 2317, GS P11ONE945- 7502 -- —
ERMIT REQUEST FOIL: (x) New Installation ( ) Alteration ( ) Repair
ttach separate sheets or report showing entire area with respect to surrounding areas, topography of area,
abitable building, location of potable water wells, soil percolation test holes, soil profiles in test holes
- iee page 4).
.00ATION OF PROPOSED FACILITY : County Garfield
:ear what City or Town Glenwood Springs Lot Size 5 acres +/-
.egal Description Lot 2, Springridge Subdivision —
VASTRS TYPE : (x) Dwelling ( ) Transient Use
( ) Commercial or Institutional ( ) Non - domestic Wastes
( ) Other - Describe ---- - - - - --
BUILDING OR SERVICE TYPE: ray • -- - - - - --
dumber of bedrooms 4 — Number of persons 4 -5 -- __ —_ --
x) Garbage grinder (x) Automatic Washer ( Dishwasher
;OURCI ANJ) TYPE OF WATER SUPPLY, (x) well ( ) spring ( ) stream or creek
jive depth of all wells within 180 feet of system: community)
f supplied by community water, give name of supplier: Springridge
3ROUND CONDITIONS:
)epth to bedrock:
)epth to first Ground Water Table:
'ercent ground slope: — )(STANCE TO NEAREST COMMUNITY SEWER SYSTEM.: — Was an effort made to connect to community system? - _ — ____-------.--------------
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:
(x) 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
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iQJI. PERCOLATION TEST RESULTS: (To be completed by Registered Professional Engineer)
Minutes per inch in hole No. 1 Minutes per inch in I Tole No. 3
Minutes per inch in hole No. 2 Minutes _ per inch in I tole No.
game, address and telephone of RPE who made soil absorption tests;
game, 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 purposes 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 adopted under Article 10, Title 25, C.R.S. 1973, as amended. The undersigned hereby
certifies that all statements 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. 1 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.
Date (a 8 .44 Signed 1L I . _ J. I . %A
PLEASE DRAW AN ACCT IRATE MAP TO YOI IR PROPERTY 44X)u6L.
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PL OT PI AN AND DFSIfN PRAT( ItFS
Include by measured distance location of wells, springs, potable water supply lines, cisterns, buildings,
property lines, subsoil drains, lake, water course, stream, dry gulch and show location of proposed system by
direction and distance from dwelling or other fixed reference object, and additional submissions in support
of this application such as data, plans, specifications statements and commitments.
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HEPWORTH-PAWLAK GEOTECHNICAL, INC. 5020 Road 154
Glenwood Springs, CO 81601
June 6, 1994 Fax 303 945 -8454
Phone 303 945-7988
D.M. Neuman Construction
Attn: Duane Neuman
P.O. Box 2317
Glenwood Springs, Colorado 81602 Job No. 194 264
Subject: Subsoil Study for Foundation Design, Proposed Alan Wolfe Residence,
Lot 2, Springridge, Garfield County, Colorado.
Gentlemen:
As requested, Hepworth - Pawlak Geotechnical, Inc. performed a subsoil study for
design of foundations at the subject site. The study was conducted in accordance with
our agreement for geotechnical engineering services to D.M. Neuman dated May 20,
1994. 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 2 stories of wood frame
construction above a crawl space and located on the site as shown on Fig. 1. The garage
floor will be slab -on- grade. Cut depths are expected to range between about 2 to 4 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 consists of fallow irrigated pasture. The lot is the second
one in from Dry Park Road which borders the subdivision to the south. The ground
surface is relatively flat with a gentle slope down to the north - northwest. Vegetation
consists of grass and weeds. The subdivision road is gravel surfaced and the adjacent
lots are vacant.
Subsurface Conditions: The subsurface conditions at the site were evaluated by
observing 2 exploratory pits at the approximate locations shown on Fig. 1. The logs of
the pits are presented on Fig. 2. The subsoils encountered, below about 1/2 to 1 foot of
topsoil, consist of very stiff and blocky sandy clay to a depth of about 5 feet. Below
that level the clays were lower density and more porous. The soils were gravelly below
6 1/2 feet in Pit 2. Results of swell- consolidation testing performed on relatively
undisturbed samples of the clays, presented on Fig. 3, indicate low compressibility
under existing moisture conditions and light loading. The blocky sample showed a
minor expansion potential when wetted and the lower density sample showed a low
collapse and high compressibility when wetted and loaded. No free water was observed
in the pits at the time of excavation and the soils were slightly moist.
D.M. Neuman Construction
June 6, 1994
Page 2
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 �f 1,500 psf for support of the proposed residence. Initial settlements should
be relatively minor, less than 1 inch. The variable expansion/compressibility potential
of the clays could result in some post construction settlements if the subsoils become
wetted. Footings should be a minimum width of 16 inches for continuous walls and
2 feet for columns. Topsoil, 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 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.
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 gravel may be placed
beneath the garage slab to facilitate drainage. This 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.
Underdraln 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 generally recommend below grade
construction, such as retaining walls and crawl space areas, be protected from wetting
and hydrostatic pressure buildup by an underdrain system. For shallow crawl spaces,
H-P GEOTECH
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D.M. Neuman Construction
June 6, 1994
Page 3
an underdrain is probably not needed, provided that good surface drainage is maintained
around the residence.
If underdrains are provided, 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 %o passing the No. 4 sieve and have
a maximum size of 2 inches. The drain gravel backfill should be at least 1 1/2 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) Excessive wetting or drying 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 %0 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 recouunend 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 walkway areas.
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
5 feet from the building.
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
H-P GEOTECH
D.M. Neuman Construction
June 6, 1994
Page 4
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 reconunendations, 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 soil engineer.
If you have any questions or if we may be of further assistance, please call our office.
Sincerely,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
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Steven L. Pawlak, b
Reviewed By: ‘‘,( OF ea.° '
Daniel E. Hardin, P.E.
SLP /ro
Attachments
cc: Enartech - Attn: Chuck Peterson
H -P GEOTECH
N Approximate Scale
1" = 100'
Lot
Boundaries
/ Pit 2
Lot 1 si
/ Proposed Pit 1 i
Residence I ,
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Lot 3
L__
Lot 2 i
Springridge Drive
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194 264 1 ►SPONTH- PAWLnoAK . 1 Location of Exploratory Pits 1 Fig. 1
1 f1�0 LtCHNICAL, i
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Pit 1 Pit 2
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WW1 § —,
WC =12.9
_ DD =108 -
w _� 5 5 v
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10 10
LEGEND:
M TOPSOIL; organic clay, dark brown.
—� CLAY (CL); sandy, slightly moist, very stiff and blocky to about 5 feet, lower
density below, medium brown, porous with depth. Slightly calcareous, low
plasticity.
." CLAY WITH GRAVEL (CL -GC); sandy, cobbles and small boulders,
stiff /medium dense, moist, brown.
2 -inch Diameter Hand Driven Liner Sample.
Disturbed Bulk Sample.
NOTES:
1: Exploratory pits were observed on May 23, 1994 and had been dug with a backhoe.
2. Locations of the exploratory pits were measured approximately by pacing from
features shown on the site plan provided.
8: Elevations of exploratory pits were not measured and Togs 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. No free water was encountered in the pits when observed. Fluctuations in water
level may occur with time.
6. Laboratory Testing Results:
WC = Moisture Content ( %)
DD = Dry Density (pcf)
194 264 I HEPWORTH- PAWLAK I LOGS OF EXPLORATORY PITS, 1 Fig. 2
GEOTECHNICAL, INC. l LEGEND AND NOTES 1
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• 1 11 Moisture Content = 11 3 percent
Dry Unit Weignt = 109 pci
Sample ol: sandy clay
From: Pit 1 @ 2 feet
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N __Expansion
3 I IUi on wetting
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0.1 1.0 10 100
APPLIED PRESSURE — ksf
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1 1 Moisture Content = 103 percent
Dry Unit Weignt = 95 pci
Sample of: sandy clay
0 '.., I ----40
From: Pit 1 @ 6 feet
2 - Compression
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11 Wetting I 1111
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0.1 1 .p l0 100
APPLIED PRESSURE — ksf
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194 264 G H
EOTEC HNICAL, Inc. SWELL- CONSOLIDATION TEST RESULTS I F 3
EOTEC
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