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-'- • GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit R_ 2 4 9 1 +
109 8th Street Suite 303 Assessor's Parcel No. r
Glenwood Springs, Colorado 81601P
,- Phone (303) 945 -8212
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This does not constitute
INDIVIDUAL. SEWAGE DISPOSAL PERMIT a building or use permit. 1°
PROPERTY
a
Stephen 6 Janet Triebtl 245 Vista Dr., G.S. 945 -x1101
Owner's Name resent Address Phone_ ' ,
System Location 0043 Ranch Lane, Lacy Diamond A, Lot 9, Glenwood Springs
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Legal Description of Assessor's Parcel No. /.J W y' ++'1
SYSTEM DESIGN f.-Q j., I A: , r. L i/ E° / 4 0
Septic Tank Capacity (gallon) " /C' / Other, t
r , . r Pr ( P'.,u- 4 „/ir( .2 r5 , r 0 .f'r " fi4z -fn f/r ob. ri:> / /� �.; I= r) h,4
r - i/ ^" ' 1. I Percolation Rate (minutes /inch) Number of Bedrooms (or other) 4 r l - r / ■
2 C`.;(.V ' fir. e- a' i , l ,- „ c6t.c DI(3E• 0 n'r'.1NXK' tA?dcc t
Required Absorption Area - See Attached / f, / / j-7 ' _ !- e i l' "R k 74n K' c 4 4r y � ' C S
Special Setback Requirements: ' ,/, 4 .$ E C'/ r l ' ! `* {
{ j Date `— C 7 V Inspector F� �ti r' M.Q_ J! e
FINAL SYSTEM INSPECTION AND APPROVAL (as installed)
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Call for Inspection (24 hours notice) Before Covering Installation
System Installer_ 6 LOU c- e
Septic Tank Capacity / , . S 0 ,A
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Septic Tank Manufacturer or Trade Name t./b / /w74 q/ . !'
Septic Tank Access within 8" of surface ty s
Absorption Area ti 1g. G1 f4Pr, J7k1`1lrh el Az' ( r-' 4 t
Absorption Area Type and /or Manufacturer or Trade Name 1._ /t. d E l >• r,
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Adequate compliance with County and State regulations /requirements ycs t
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Other ,.�/` ; F
Date v' %�” 94 Inspector � , a a+vrr la ` R /lY./ Y� 1;
RETAIN WITH RECEIPT RECORDS AT CONSTR UCTION SITE .. it
•CONDITIONS:
1. All installation must comply with all requirements ofths Colorado State Board of Health Individual Sewage Disposal Systems Chapter j
25, Article 10 C.R.S. 1973, Revised 1984. i
2. This permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Con- m
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. t n �
3. Any person who constructs, alters, or installs an individual sewage disposal system in a manner which involves a knowing and material 1�3
variation from the terms or specifications contained in the application of permit commits a Class I, Petty Offense ($500.00 fine — 6 3, t
months in jail or both). x
Applicant: Green Copy Department: Pink Copy y
IN D1 VIDUALSEWAGILDISPQ,SAL SYSTEM ARPLICATJON
OWNER °f •.
ADDRESS Gags \I; -k hr. PHONE Q4.c - [In l _
CONTRACTOR S-1r /AA e.,-, Tt`1 P[,e 1 _
ADDRESS PHONE _
PERMIT 12EQU 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_OE PROPOSE!) FACILITY: COUN'T'Y �rru�'
Near what City or Town r . • • in Lot 9
Legal Description L_o y v w ntic( 'A "
WASTESTYPE: (4 Dwelling ( ) Transient Use
( ) Commercial or Industrial ( ) Non - domestic Wastes
( ) Other - Describe
BUILDING OR SERVICE TYPE:
Number of bedrooms: Number of persons .t
(✓) Garbage Grinder ( ) Automatic Washer (✓) Dishwasher
SOURCE _AND_TYP_E.OEWATIEI_SLIPPLY: ( ) WELL ( ) SPRING ( ) STREAM OR CREEK
Give depth of all wells within 1 KO feet of system:
If supplied by communtiy water, give name of supplier: l il /9 t t -
OROUNP.GONDITIONS:
Depth to bedrock:
Depth to first Ground Water Table:
Percent Ground Slope:
DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM:
Was an effort made to connect to community system?
TYPE OF INDIVIDUAL. SEWAGE DISPOSAL SYS'T'EM PROPOSED:
(4' 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: .
( ) Absorption 'Trench, Bed or Pit ( ) Evapotranspiration
( ) Underground Dispersal ( ) Sand Filter
( ) Above Ground Dispersal ( ) Wastewater Pond
( ) Other - Describe:
W11.1. EFFLUENT 111 DISCI IARGIU) DIRECTLY INTO WATERS OF THE STATE? /vo
• PI RCOLATION_ EST RESLWiS: (To be completed by Registered Professional Engineer) 1
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 I No.
Nnnie, address and telephone of R PI: who made soil absorption tests: .S L . I r.A .0 lark.
_I-Vel>nc-4-ln-Pn,.r1k Genlerinn,r.4 Inc. Sn» Rd.. 154 (ainse.r�Rllmot
Name, address and telephone of It PE responsible for design of the system: SG_ ro.
Applicant acknowledges (hat Ihe completeness of the appliclion 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 inusre compliance with
rules and regulations adopted under Article 10, Title 25, C.R.S. 1973, as amended. The undersigned hereby
certifies that all statements make, 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 bre relied on by the local department of health in evlualing the same fro 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.
Signed 44 & o ;,o Dale
PLEASE DRAW _AN_ACCLRATE.MAP_ D_YQLI?LPRnL'ERTY_
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Lot 8
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Irrigation
Ditch
Lot Boundary
1 I Approximate
Lot 9 Scale
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A 13-1 1 " =80'
Profile p o P -2
v Pit
cc 1 I A P-3
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Septic
Pit 1 0 ! Disposal
o _ Site
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Building Site I Lot 10
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Pit 20
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Ranch Lane \
Lot 12 '
Bench Mark: Lot Corner
Post; Elev.= 100.0',
Assumed.
195 347 1 HEPWORTH - PAWLAK I Location of Exploratory Pits Fig. 1
GEOTECHNICAL, Inc. and Percolation Holes I
•
•
Profile Pit
Pit 1 Pit 2 Elev. =96'
Elev..97' Elev. =98'
100 100 —
— rva -
- Ill
_ WC =14.3 rN,
__95 WC =12.7 DD =110 95
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o ''.. i i --: / o
. — 90 m
m —90 -.-1;V
0 D a
ti tp Cr)
W A• . "; -
85
-85
Note: Explanation of symbols is shown on Figure 3.
195 347 I HEPWORTH- PAWLAK I Logs of Exploratory Pits l Fig. 2
OEOTECHNICAL, Inc. 1
LEGEND:
TOPSOIL; organic silty clay, dark brown.
ti
/ CLAY (CL); silty, sandy, stiff, slightly moist, medium brown, blocky, some
/ organics and porous zones, low to medium plasticity.
a i• GRAVEL, COBBLES, AND BOULDER (GC); sandy clay matrix, dense, slightly
: moist, light brown, calcareous, basalt rock to 6 feet size.
2 inch diameter hand driven liner sample.
Disturbed Bulk Sample.
Practical refusal due to boulders.
1
NOTES:
1. Exploratory pits were dug on July 27, 1995 with a Cat 416B 4 X 4 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 measured by hand level and refer to the
Bench Mark on Figure 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 excavation.
Fluctuations in water level may occur with time.
7. Laboratory Testing Results:
WC = Water Content ( %)
DD = Dry Density (pcf)
195 347 HEPWORTH PAWLAK Legend and Notes I Fig. 3
GEOTECHNICAL, Inc.
Moisture Content = 14.3 percent
Dry Unit Weight = 110 Pcf
Sample of: Sandy Clay, Blocky
From: Pit 2 @ 2 Feet
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Expansion
Upon Wetting
0 1.0 10 100
APPLIED PRESSURE - ksf
195 347 HEPWORTH- PAWLAK SWELL- CONSOLIDATION TEST RESULTS Fig• 4
GEOTECHNICAL, Inc.
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HEPWORTH - PAWLAK GEOTECHNICAL, INC
PERCOLATION TEST RESULTS
TABLE II
Job No. 195 347
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 69 20 111/2 101/2 1
10 1/2 10 1/2 0
101/2 101/4 1/4
101/4 10 1/4
10 91/2 1/2
9 1/2 9 1/4 1/4
91/4 9 1/4 80
P -2 60 10 121/4 101/4 2
10 1/4 9 1 1/4
refill 15 13 2
13 11 2
11 9 2
9 8 1
8 7 1/2 1/2
7 1/2 7 1/2
refill 13 3/4 12 1 3/4
12 11 1/2 1/2
11 1/2 11 1/2
11 10 1/2 1/2 20
P -3 60 20 121/4 111/2 3/4
111/2 101/2 1
10 1/2 9 3/4 3/4
9 3/4 9 3/4
9 8 1/2 1/2
8 1/2 8 1/2
8 71/2 1/2 40
Note:Percolation holes were hand dug in bottom of backhoe pits and soaked on July 27, 1995. Percolation tests were
conducted on July 28, 1995.
HEPWORTH- PAWLAK GEOTECHNICAL, INC. 5020 Road 154
Glenwood Springs, CO 81601
August 8, 1995 Fax 970 945 -8454
1'hone 970 945 -7988
Steve and Jan Triebel
245 Vista Drive
Glenwood Springs, Colorado 81601 Job No. 195 347
Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed
Residence, Lot 9, Lazy Diamond A, Garfield County, Colorado.
Dear Mr. and Mrs. Triebel:
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 July 19, 1995. 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 1 and 2 story wood frame
structure with a partial basement located as shown on Fig. 1. Ground floor will be
slab -on- grade. Cut depths are expected to range between about 3 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 lot consists of fallow grass and alfalfa field. The topography is
relatively flat with 2 to 3 feet of elevation difference in the building area. A field
irrigation ditch separates the house site from the septic disposal area.
H -P GEOTECH
2
Subsurface Conditions: The subsurface conditions at the site were evaluated by
excavating two exploratory pits in the house site 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 ' foot of topsoil, consist
of stiff, blocky sandy clay above dense gravel, cobbles and boulders at depths of 3 to 6
feet. The clays vary in density and are locally organic and porous. Results of swell -
consolidation testing performed on a relatively undisturbed sample of the blocky clay,
presented on Fig. 4, indicate low compressibility under existing moisture conditions and
light loading and a moderate expansion potential when wetted. The laboratory test
results are summarized in Table I. 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. The upper clays found in
the house site have variable settlement potential and should be substantially removed to
place footings on the more rocky subsoils. We expect settlement /heave of footings
should be up to about 1 inch. Footings should be a minimum width of 16 inches for
continuous walls and 2 feet for columns. 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 10 feet. Foundation
walls acting as retaining structures should be designed to resist a lateral earth pressure
H -P GEOTECH
3
based on an equivalent fluid unit weight of at least 50 pcf for the on -site soil as backfill
(excluding topsoil and rock larger than about 8 inches).
Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support
lightly loaded slab -on -grade construction. There could be some post construction
`tlement /heave of slabs placed on the upper clays. To reduce the effects of some
ential movement, floor slabs should be separated from all bearing walls and
coluiiins 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
sand and gravel base can be placed beneath interior slabs for support. 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.
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
as retaining walls and basement areas, be protected from wetting and hydrostatic
pressure buildup by an underdrain system. Shallow below grade areas, generally less
than 4 feet, should not need a foundation drain provided there is positive grading away
from the building.
H -P GEOTECH
4
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 1 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 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.
H -P GEOTECH
5
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. The percolation rates varied from 20 to 80 with an average of about
45 minu per in ch. The variation is probably due to local changes in the clay deposit.
Based on our findings, the tested site is suitable for an infiltration septic disposal
system. The disposal area should be oversized due to the variability of the clay.
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 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 soil engineer.
H -P GEOTECH
6
If you have any questions or if we may be of further assistance, please call our office.
Sincerely, ,rgtR`a,
HE PA p E -ICAL, INC.
�' �'�S 2 2 a`:*
0
Steven L. Pawlak fi''' . t" o g1 z [p�eo ri vs_
Reviewed By: 4, 4 rE Of C0
Jordy Z. Adamson, Jr., P.E.
SLP /ro
Attachments
cc: The Drawing Board - Attn: Rob Classen
Enartech - Attn: Chuck Peterson
H - GEOTECH