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GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit N2 3 3 9 6
109 8th Street Suite 303
Glenwood Springs, Colorado 81801
Phone (303) 945-8212
INDIVIDUAL SEWAGE DISPOSAL PERMIT
PROPERTY
O mer4
System Location
Legal Description of Assessor'
SYSTEM DESIGN
Assessor's Parcel No.
This does not constitute
a building or un permit.
Po A3 3 G/en Sigti 8itrs<-o86 t
Present Add hon.
C( 137 on Coo:tel. feceI Clem yety
0/3-a�3-co-is, S`gM As
thruLot
Septic Tank Capacity (gallon) Other
Percolation Rate (minutes/Inch) Number of Bedrooms (or other)
Required Absorption Area - See Attached
Special Setback Requirements:
Date Inspector
FINAL SYSTEM INSPECTION AND APPROVAL (as installed)
Call for Inspection (24 hours notice) Before Covering Installation
System Installer
Septic Tank Capacity
Septic Tank Manufacturer or Trade Name
Septic Tank Access within 8" of surface
Absorption Area
Absorption Area Type and/or Manufacturer or Trade Name
Adequate compliance with County
Lnty and
State regulations/requirements
Other VMwii. _ Cr144-4ZCr 4-
0
Date Inspector L -4E z g i-4.07
e S. ,1
RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE 'jg4G9 NtCJ'tD 1
•CONDITIONS: Soeri5 EAJiAeel:w914-c
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 aviolation 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 jail or both).
White - APPLICANT Yellow - DEPARTMENT
p INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION
OWNER 1\ d P. rabid f
ADDRESS PO Sox 1033 G ws Co 5l60R PHONE 9 70 - 618- 3 3S1
CONTRACTOR G R"ar g u " I d ers
ADDRESS a (3 5 C+y ROI 2 TS New Cgs -Wt PHONE 9 7o - 9 g' y - z 031
PERMIT REQUEST FOR (Q 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 G I e ni wood Cr d v
Legal Description or Address /7 i Co u&j $y R o yid (3 —]
Co ‘titG°if�'t� Size of Lot
/0 Acres
WASTES TYPE: bQ DWELLING ( ) TRANSIENT USE
( ) COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES
( ) OTHER - DESCRIBE
BUILDING OR SERVICE TYPE: House
Number of Bedrooms .3 Number of Persons 3
(X) Garbage Grinder ( ) Automatic Washer pQ Dishwasher
SOURCE AND TYPE OF WATER SUPPLY: (4 WELL ( ) SPRING ( ) STREAM OR CREEK
If supplied by Community Water, give name of supplier:
DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM:
Was an effort made to connect to the Community System? Does Not- alc;S'f" +tie re,
A site plan is required to be submitted that indicates the following MINIMUM distances:
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 SYSTEM PERMIT WILL NOT BE ISSUED WITHOUT
A SITE PLAN.
GROUND CONDITIONS:
Depth to first Ground Water Table
Percent Ground Slope
2
TYP3F INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED:
( K)) SEPTIC TANK ( ) AERATION PLANT ( ) VAULT
( ) VAULT PRIVY ( ) COMPOSTING TOILET ( ) RECYCLING, POTABLE USE
( ) PIT PRIVY ( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE
( ) CHEMICAL TOILET ( ) OTHER - DESCRIBE
FINDISPOSAL BY:
( 4 ABSORPTION TRENCH, BED OR NT ( ) EVAPOTRANSPIRATION
( ) UNDERGROUND DISPERSAL ( ) SAND FILTER
( ) ABOVE GROUND DISPERSAL ( ) WASTEWATER POND
( ) OTHER - DESCRIBE
WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE?
PERCOLATION TEST RESULTS: (To be completed by Registered Professional Engineer, if the Engineer does the
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 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
1 ear
Date $ 7-00
PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!!
3
JAt4-01-1,900 04:$3
P.02
August 4, 2000
Roy Brand
P.O. Box 3554
Aspen, CO 81611
RE: ISDS for 1944 Canyon Creek Road, Garfield County
SE Job No. 98124.01
Dear Roy:
This letter has been written as requested. I have attached the I$DS design I prepared in January of 1999.
The design was based upon a residence with five bedrooms, and a guest unit with four bedrooms. I
observed the construction of the system on two separate site inspections. The system was built per the
report and plans. The septic tank, dosing tank and leach field were in place. The pumps were not installed
at the time of my inspection. The system was built as a conventional field with gravel and 4" perforated
PVC pipe. The leach field was measured in the field as 12' X 160'. I will need to review the overall
system once the plumbing and electrical is completed and tied to the home.
If you have any questions or need additional information please give me a call_
Sind ttrrrreela
SS t.) ' . r"IV/It. r.1 1
ifrt
377
)chol
JO NAL va.
G, LLC
' 502 Main Street • Suite A3 • Carbondale, CO 81623 • (970) 704-0311 • Pax (970) 704-0313
SOPRIS ENGINEERING ;LLC
civil consultants
• January 15, 1999
Roy Brand
CIO Joseph Edward
P. 0. Box 3554
Aspen, CO 81612
RE: Individual Sewage
Brantt'Residenc
SE Job No. 9812
Dear Mr. Edward;
System Design for
yon Creek Road, Garfield County, Colorado
Attached herewith is a report of our findings and includes a design for the subject site improvements. We
have received some information about the proposed improvements from Hepworth - Pawlak Geotechnical,
Inc. and an existing conditions plan from High Country Engineering, Inc.
Existing Site Conditions:
The subject site is located just off County Road 137 at 1944 Canyon Creek Road in Garfield County,
Colorado. The site is currently vacant and located on the easterly facing slope above Canyon Creek. The
Williams irrigation ditch is located northwest of the proposed building site. The existing ground surface
near the area for the proposed septic system varies in slope to the east between 20% and 25% grade.
Vegetation consists of grass and weeds with juniper trees. Scattered boulders are visibly exposed on the
ground surface.
Proposed Site Conditions:
The current owner intends to build a structure of one story for residential housing with five bedrooms in
the main unit and a two story "Bed & Breakfast" unit with four bedrooms. The total number of bedrooms
for the design of the proposed system will be nine (9) unless noted otherwise.
Subsurface Conditions:
Attached herewith are the results of the subsurface investigation and percolation tests conducted by
Hepworth-Pawlak Geotechnical, Inc. dated November 30, 1998. The subsoil encountered at the site
consists of about one (1') foot of topsoil consisting of dense sandy gravel and cobbles with boulders up to
three (3') feet in diameter. The groundwater table was not encountered at the bottom of the exploratory
profile pit. The gravel and cobble subsoil extends to the profile pit depth of 4 1/2' where digging refusal
occurred. The soils were found to be slightly moist with no free water.
502 Main Street • Suite A3 • Carbondale, CO 81623 • (970) 704-0311 • Fax (970) 704-0313
SOPRIS ENGINEERING LLC
civil consultants
Page 2
Brand Residence
SE Job No. 98124.01
Final System Design:
A site plan is provided to detail the various components of the proposed sewage disposal system. Please
note that the size of the proposed leach field system is based on the County's regulation for Boarding and
Rooming houses for the "B&B" portion of the structure. The following pages detail the technical criteria
utilized in design of the proposed system.
Design Criteria:
Proposed residence is a five (5) bedroom house with a Bed & Breakfast unit. This part of the house will
add a maximum four (4) bedrooms to the site. The design flows are calculated as follows:
Residence unit - 5 bedrooms @ 2 person /bedroom = 10 person* use 75 gppd
Guest unit - 4 bedrooms @ 2 person /bedroom = 8 person ** use 50 gppd
Total # of occupants = 18 person
From the Garfield County I. S. D. S. Regulation;
Design flow (Q) = # of people x 1.5 x (avg. flow)gallperson/day x gal/person/day
Q=10*75* 1.5 = 1.125 gal/day
Q = 8*50*1.5 = 600 gal/day
Q (total) = 1725 gal/day
Septic Tank Design:
Q (total) = 1725 gal/dav
Volume (V) of tank = Design Flow (Q)* 1.25
V = 1725 gal/day * 1.25 = 2157 gallons
Use one 2500 gallon tank for the structure.
(30 hour retention time)
Note: Total allowable tank capacity from L S. D. S. Regulation based upon number of bedrooms:
1250 + (5*250) = 2500 gallons.
Percolation Test Results:
Attached herewith are the results of the subsurface investigation and percolation tests conducted by
Hepworth-Pawlak Geotechnical, Inc. dated November 30, 1998. Three test holes were used with varying
absorption rates with the average rate of absorption measured at 31 minutes per inch. The subsoil
encountered at the site consists of about one (1') foot of topsoil consisting of dense sandy gravel and
cobbles with boulders up to three (3') feet in diameter. The gravel and cobble subsoil extends to the
profile pit depth of 4 1/2' where digging refusal occurred. The results of the percolation tests for this site
indicate the subsoil is acceptable for a conventional absorption field system.
Page 3
Brand Residence
SE Job No. 98124.01
Absorption Field Disposal System Design:
A (SF) =Q/5 * I t : where A = Area; Q = Design flow (gallday)
't = square root of time of absorption rate (minJinch)
This design will give a recommended minimum absorption field area:
A = (1725/5) * -431 = 1.921 sq. f(,
Use: Minimum 12' x 80' absorption field or dimensions to obtain 1,921 sq. ft. minimum.
Note: A dosing tank is required for systems exceeding 1800 square feet.
Site Improvements Layout;
A dosing tank of 600 gallons capacity is recommended due to the size of the absorption area and have
automatic liquid level controls. A grinder pump will be needed to pump sewage to the distribution field
and sufficiently sized to maintain a discharge velocity of 5 feet per second. The dosing tank is fed from the
2500 gallons capacity septic tank serving the entire house and Bed and Breakfast. Regarding the septic
system layout designed above, we recommend using one 12' wide by 160' long leach field which can
follow the contours of the existing ground.
General Notes:
1) All materials and installation practices shall conform to the Garfield County Individual Sewage
Disposal Regulation.
2) All sewer lines in the system shall be Schedule 40 or SDR -35 PVC unless specified otherwise on the
plans.
3) The contractor shall ensure that the concrete septic tank, dosing tank and sewer lines are completely
watertight.
4) The leach bed area must be protected to prevent damage from vehicular or livestock traffic and must be
crowned or sloped to divert drainage runoff away from the bed.
5) The leach bed may be planted (sod or mulch seeding) with suitable vegetative cover but no irrigation is
allowed within the leach field.
6) Add a two-way cleanout on the service line from the housing structure.
7) Livestock should not be confined in the field area.
8) The existing conditions survey was provided to Sopris Engineering by High Country Engineering, Inc.
9) A minimum 100' of separation must be maintained between the leach field and any potable water
supply lines or wells.
Page 4
Brand Residence
SE Job No. 98124.01
Our design and recommendations are based upon data supplied to us by others. If subsurface or site
conditions are found to be different from those decided in this report, we should be notified to evaluate the
effect it may have on the proposed ISDS. If the County Environmental Health Department requests
changes or modifications to this design, we should be contacted to evaluate the effect on the ISDS.
If you have any question or need any additional information , please call.
Sincerely,
SOPRIS ENGINEERING, LLC
1
Loo
�s�0�NAL 1a4Gv•
ytllLl
Yancy Nichol, P.E.
Project Engineer
Raz Brandt
November 30. 1998 ,.
Page 3
during times of heavy precipitation or seasonal runoff. Ftucwt ground during spring
runoff can create a perched condition. We recommend below -grade consuuction, such
as retaining walls and basement 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 ball
surrounded above the invert level with fm -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 underdtain 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' 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 consuuction.
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. Granular wall backfill should be
capped with about 2 feet of finer graded soils to reduce surface water
infiltration.
3) The ground surface surrounding the exterior of the building should he
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 fust 10 feet in pavement
and walkway arras.
4) Roof downspouts and drains should discharge well beyond the limits of
all backfill.
Percolation Testing: Percolation tests were conducted October 28, 1998 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. Depth of the profile
pit was limited to about 41 feet due to boulders and digging refusal. 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 clayey silty sandy gravel and cobbles with boulders. The percolation test
results, presented in Table I, indicate infiltration rates between about 26 and 36 minutes
per inch, with an average infiltration rate of about 31 minutes per inch. Based on the
subsurface conditions encountered and the percolation test results, the tested area should
DEC -02-1998 10:44 970 945 8454
Hsi/ GEOTEC}t
94: P.03
Roy. Brandt r
November 30, 1998
'Page 4
•
be suitable for a conventional infiltration septic disposal system. Additional subsoil
profile information to about 8 feet of depth may be needed.
Limitations: This study has been conducted in accordance with generally accepted
geotechnical engineering principles and practices in this arca 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 un Fig. 2. the proposed type
of construction. and our experience in the area. Our fundings 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 notifted 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.
Mark Mackie, E.I.
Reviewed by:
David A. Young. P.E.
MMlkk
attachments
cc: Joseph Edward & Associates - Attn: Joseph Edward
DEC -02-1998 10:45 970 945 8454
H -P GEOTECH
93'/. P.04
i
APPROXIMATE SCALE
1" a 50'
900
980
970
1
0
10f
ea
0- 0
J
\ \ 980
LEGEND: s.• \ ` —
• EXPLORATORY PIT —
▪ PERCOLATION 1LST HOU
940 950 -
\
930 ( \ ••
4 \
( \
i \ PROPOSED
( POND
PROPOSED
GARAGE
4"
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PIT 2
9?0
N.
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1 — 960
- 950
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PROPERTY
_
BOUNDARY
P2 a QP7 -�
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198 6SD I IfEI'WORTH - PAWI AK 1 LOCATION OF FXPLQRA1QRY PITS
GFO1CCHNICAL, INC. AND PERCOLATION TCSI iwtrs
\
930
DEC -02-1998 10:45
970 945 8454
95%
Fig. 1
P.25
Depth — teat
0
5
.,,••••, 10
LFGEND:
ras
746
T
NOTES:
PIT 1
LI EV. - 933'
PIT 7
ELEV. - 921'
PROFIT PIT
ELEV. - 916'
TOP50I1.: organic root sone. sandy silty clay with grovel and cobbles, moist, brown.
0
Ss
10
GRAVEL AND COBBLES (GM -0C); with boulders to about 3 feet diameter, sandy. clayey, silly,
dnnse to very dense, Sightly moist, brown, rucks ore subangular ter subraunded.
Disturbed bulk sample.
J
Practical backhoe refusal digging in n confined pit due to materiot sin and density.
1. Exploratory plts were excavated ori October 23, 1998 with a backhoe.
2. Locations of exploratory pits were measured approximately by pacing from teoturos on the site
plan provided.
3. Elevations of the explorntory pita were obtained by interpolation between contours on the site pion
provided. Logs are drawn to depth.
4. The exploratory pit locations and devotions should be considered accurate nnly to the degree
implied by the method used.
5. the lines between materials shown on the exploratory pit logs represent the approximate
boundaries between materiel types and transitions may be gradual.
6. No froe water was encountered in the pits at the time of excavating.
Fluctuations in water level may occur with time.
7. Laboratory Testing Results!
t9 r Percent retained on No. 4 sieve
- 200 r Percent passing No. 200 sieve
1 I. :_ t iquid I imit ( % )
PI - Plasticity Index ( )
Deptn — Feet
198 630
HLPWORTH - PAWLAK
GEOTECHNICAL, INC.
I OGS OF L XPLORATORY PIIS
Fig. 2
DEC -02-1996 1946
970 945 8454
94%
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Dec 02 98 10:04 No.009 P.07
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DIAMLIER 01 PARTICLES IN MILLIMLrERS
115
a IT TO Sill
GRAVEL 54 X SAND 30 X
UOUID LIMIT 20 X
SAMPLE OF: Clayey Silty Sandy Gravel
and Cobbles
198 830 ( IIEPWOR 11 I — PAW! AK 1
CEO IC CHNICAL, INC.
SILT AND CLAY 17 X
PLASTICITY INDEX 4 Z
FROM: Pit 1 from 4 to 6 Feet
GRADA ZION ICSL RLSULTS f Fig. 3
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE 1
PERCOLATION TEST RESULTS
JOB N0. 198 630
4
HOLE NO.
HOLE DEPTH
(INCHES)
LENGTH OF
INTERVAL
(MINI
WATER
DEPTH AT
START OF
INTERVAL
(INCHES)
WATER DEPTH
AT END OF
INTERVAL
tINCHE61
DROP IN
WATER
LEVEL
(INCHES)
AVERAGE
PERCOLATION
RATE
IMINJINCHI
P•1
44 14
15
10 A
9 'A
14
30
9'A
9
'A
9
8 'A
14
8 14
8
8
714
%
7 14
7
14
7
614
14
P•2
I
60
16
9 A
8 'A
1
26
811
734
'H
734
714
%
7'14
6 %
%
6'A
6
%
6
5 A
3
5%
434
)4
r
r P•3
32
15
8
734
14
36
734
7Y
%
7 %
7
y4
7
634
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614
6'h
'A
614
6
%
6
6'h
y,
Note:
Pertolotan test holes were hand dug in the bottom of backbite pits on October 23, 1998. Thu holes wore pre-soaked
on October 27, 1996 and permutation tests were conducted on October 28, 1998 by H -P Geotech. Average percolation
rates were determined using tho lest throe readings at each site.
DEC -02-1998 /0:47
970 945 8454
95%
r
JAN -01-19E0 0459
P.10
�0
.w. 5
Imn
. 10
LFGENO:
PIT 1
L1.CV. - 933'
PIT 7.
ant- 921'
PROFIT F PIT
ELEV. - 9115'
TOPSOIL.; organic root zona sandy sNty day with gravel and cobbles. moist, brown.
10
GRAVEL AND C090LF_S (CM -0C); with boulders to about 3 feet diameter, sandy. clayey. sityy,
dense to very dense. slightly moist. brown. rocks are a+darguier to subramdcd.
i Disturbed bulk sample.
1:- J
T
NOTES;
Practical backhoe refusal digging in n confined pit doe l
material size and denSty.
1. Exploratory pits were acavated an October 23, 19913 with a ba4hoe.
2, Locations of exploratory pits were measured approximately by peeing from teetered on the site
plan provided.
3. Elevations of the exploratory pits were nhtained byinterpolation orpdotian between contours an the site plan
provided. Lags are drown to depth.
i
4. The exploratory pit locations and Mevalisns should be considored acturale only to the degree
implied by the method used.
5. The lilts between materials shown on the exploratory pit logs represent the approximate
boundaries between material types and transitions may be groau4l.
6. No free water was encountered in the pits at the time of excovgting.
Fluctuations in .alar levS may occur with time.
7. Laboratory Testing Results:
t4 r Pdgnt retained on Na. 4 sieve
-200 ir Percent passing No. 200 sieve
liquid limit (X )
PI - Plasticity Index (z )
•
198 630 I HCP/NORTH " PAYYLAK
GEOT[C1iNICAL, INC. I_
AEC -02-1998 10:46
T OGS OF L'XPLORATORY P175
970 945 8454
947:
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Depth — Feet
P,06
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GRAVEL 5.5 X
UOUID UMIT 20 X
1 Ir I WSW I Mina
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PLASHUTY INDEX 4 X
FROM: 19t 1 from 4 to 6 Feet
SAMPtt; OF: Cagey Silty Sandy Crewel
and Cobbles
198 630
I IERWOR'11 l - PAWI AK
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PLASHUTY INDEX 4 X
FROM: 19t 1 from 4 to 6 Feet
SAMPtt; OF: Cagey Silty Sandy Crewel
and Cobbles
198 630
I IERWOR'11 l - PAWI AK
GEC'I L-CHNICAL. INC.
CRADA IION (rm. RLSOLTS
Fig. 3
JAN -01-1900 05:00
1101.E NO.
P•1
P.2
P.3
MOLE OATH
WCMESi
60
52
HEPWORTH-PAWL.IX GEOTECHNICAL. INC.
TABLE I i
PERCOLATION TEST RESULTS
LENGTH OF
INTERVAL
WWI
15
15
15
P.12
JOB NO. 198 630
WATER WATER OATH DROP at
warm AT i AT 1910 OP WATER
START OP j INTERVAL LEVEL
INTERVAL BNCMEE) ! sacra awes
10 S4
9A
9
8 K
a
9K
i 9
6»
8
7 A
x
SS
SS
K
K
AVWAGE
191C01ATION
RATE
IMIN.Asan
7 1 isx 14
6% a:4
K
sx j 6 x
a IB %
New: Percolation test boys wo, ►
m coluhw 27, 1998has ande d+9 in the bottom of Salim Pia tailcoat 23. 1998. Thn SAS w Ori
Mtn uweretw parcoimwn teas wso conducted on Octoba 428. 1898Avorago paeoydan
tJclaminac using tho hent three astral a each alp. by HP Gretach.
DEC -02-1998 10:47
970'945 0454
mama anciv
BED WIDTH
10'1010.441.1
SLRE m RIY 10NINJN
EarTNG RALE
C DMa PERF. PNC M11010 OF R➢
SCNEOOIE w (T91 m BE LPW.
S WHINY COVER
CROSS SECTION DETAIL
NTS
wrN
EASTNO A.1
3CR
0
\ pms[�(m I
0
1f
O
r
r
IJllG.+x
w me.)r O'
ABSORPTION BED PLAN
N. D. S.
t2/11/06 612491E.DYF O6124
W 1/16 SEC 24
FND REBAR & CAP
LS #19598
IBM ELEVATION = 1000.00'
ACCESS TO
YBWAMS RANCH
EASTERLY EDGE OF NILUAMS
CANAL EASEMENT
12' ACCESS ESMT
RECEPTION
# 366196
PARCEL 3
MAINTENANCE EASEMENT _ �lf ,l. l w \‘
// /. / •N"
�7
WELL & WATERLINE
EASEMENT
30' ACCESS & UTILITY N 39'43'00" E
EASEMENT
GENERAL NOTES:
131 66'
1) ALL MATERIALS AND INSTALLATION PRACTICES SHALL CONFORM TO
THE GARFIELD COUNTY INDIVIDUAL SEWAGE DISPOSAL REGULATION
2) ALL SEWER UNES IN THE SYSTEM SHALL BE SCHEDULE 40 OR SDR -35
PVC UNLESS SPECIFIED OTHERWISE ON THE PLANS
3) THE CONTRACTOR SHALL ENSURE THAT THE CONCRETE SEPTIC TANK,
DOSING TANK AND SEWER LINES ARE COMPLETELY WATERTIGHT
4) THE BED AREA MUST BE PROTECTED TO PREVENT DAMAGE FROM
VEHICULAR OR LIVESTOCK TRAFFIC AND MUST BE CROWNED TO DIVERT
DRAINAGE RUNOFF AWAY FROM THE BED.
5) LIVESTOCK SHOULD NOT BE CONFINED IN THE FIELD AREA.
6)
7)
6)
9)
2500 GALLON i
/ SEPTIC TANK �o
DOSING TANK
AND PUMP 1'
OAK ,BRUSH
'CLUMP cTYP)
SCALE. 1"=60'
THE LEACH BED MAY BE PLANTED (SOD OR MULCH SEEDING) Wi1H SUITABLE
VEGETATIVE COVER BUT NO IRRIGATION 15 ALLOWED IN THE BED
ADD A TWO-WAY CLEANOUT ON THE SERVICE UNE FROM THE HOUSE
THE EXISTING CONDITIONS SURVEY WAS PROVIDED TO SDPRIS ENGINEERING, LLC
VIA HIGH COUNTRY ENGINEERING. INC.
A MINIMUM 100' SEPARATION BETWEEN THE ABSORPTION FIELD(S) AND ANY WATER
SUPPLY SERVICES DR POTABLE WATER LINES MUST BE MAINTAINED.
12/11/98812491E090 98124
04/21/2005 13:54 970-704-0313
•
SOPRIS ENGINEERING
PACE 02
June 14, 2001
Roy Brandt
P.O. Box 1033
Glenwood Springs, CO 81602
RE: ISDS As -Built Documentation for 1944 Canyon Creek Road, Garfield County
SE Job No. 98124.01
Dear Roy:
Pursuant to your request, this letter provides documentation that the new ISDS agstem recently installed is
in general compliance with the permitted design. Sopris Engineering has performed a visit to inspect and
document the as built conditions of the constructed system. We have coordinated our efforts with the
convector that built the system. The as built conditions and performance of the new ISDS components is
in compliance with the design specifications.
A previous letter documenting the as -built conditions of the system was submitted by Sopris Engineering
in a letter dated August 4, 2000. The pumps were not installed at the time of the previous inspection
At the time of our most recent inspection on June 4, 2001 the pumps, automatic controls, plumbing and
electrical was installed and tied to the home. Two 2'h horsepower Zoeller sewage pumps were installed in
the dosing tank The pumps were setup to provide aitemate operation with a high water float and
visoalsudible alarm. Appropriate disconnects and valves have been installed on the distribution lines.
Additional grading and complete installation of access risers is to be completed.
If you have any questions or need additional information please give me a call.
Sincere
go?
G, LLC
P.B tity
PrinciJs1QNAt.. 000��
Cc: Garfield County Building Department
Gray Builders, Inc.
502 Main Street • Suite A3 • Carbondale, CO 81623 • (970) 704-0311 • Fax (970) 704-0313
SORBS ENGINEERING LLC
civil consultants
04/21/2005 13:54 970-704-0313
SOPRIS ENGIPEERING
PAGE 01
FAX Transmittal
TS Cathy
tat Garfield County Building Department
�m 384-3470
Me 04/21/05
Tali Peet 2
UMISellit 98124.01
Frit Paul Rutledge
Ilsgam Letter to Roy Brandt
• Original not to follow
0 Original to follow by mail
0 Original to be delivered by messenger
o Original to to picket up
502 main street • suite A3 ❑ carbondale, CO 81823 0 (970) 704-0311 fl fax (970) 704-
0313
SOPBIS ENGINEERING • LLC
Civil consultants
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