HomeMy WebLinkAbout04067GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT
108 Eighth Street, Suite 201
Glenwood Springs, Coloradof 81601
Phone (970) 945-8212
INDIVIDUAL SEWAGE DISPOSAL PERMIT
PROPERTY
Permit 4 0 6 7
Assessor's Parcel No.
0-119— 3=4-c-coz_
This does not constitute
a building or use permit.
Eith`c-3
Owner's Name '1/424 \l_L L Acts: LI present Address I` i --) 6( Ll _A_ 6 l n Phone 1 aV-ga[-h7
System Location 03Ucj Si-- jLUlt CQ.0 I —12CX (1cSS
Legal Description of Assessor's Parcel No ''"C? l l Cl - - cc) _ nmo_,
SYSTEM DESIGN
Septic Tank Capacity (gallon) Other
Percolation Rale (minutes/inch)
Required Absorption Area - See Attached
Special Setback Requirements
Date
Number of Bedrooms (or other)
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 and State regulations/requirements
Other / y/
Date / _Tl � co Inspector fALQ� � (AC • AAP
d*
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
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 a violation 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 (5500.00 fine — 6
months in )ail or both)
INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION
OWNER Si -(--,;c, San 50„)i -e--'
ADDRESS °flab y,v C{—k— Lcu ca
CONTRACTOR (acii.,c c ` Cc s- . .mac
ADDRESS Z`3 LIC -c' .14crkICCL At Q t.
PERMIT REQUEST FOR (>6 NEW INSTALLATION
PHONE C 2 E
PHONE C & cit 2.>1
( ) 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 (y(A. cr,
,‘"),• Size ofLot 4 -?4,1".4-1 E. St'
Legal Description or Address C) -b1/4 (-C -)t-", (1 , I Ac ,rc
WASTES TYPE: (y5 DWELLING ( ) TRANSIENT USE
( ) COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES
( ) OTHER—DESCRIBE
BUILDING OR SERVICE TYPE:
Number of Bedrooms 3
( ) Garbage Grinder (<) Automatic Washer
SOURCE AND TYPE OF WATER SUPPLY: ( ) WELL
If supplied by Community Water, give name of supplier:
L
Numb( . f Persons 2-
(>4 Dishwasher
( ) SPRING ( ) STREAM OR CREEK
C0+-1-1 c� (luvVIS- Cc -.Cf
DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM:
Was an effort made to connect to the Community System? NP
A site plan is required to be submitted that indicates the following MINIMUM distances:
DI1JS
Leach Field to Well:
Septic Tank to Well:
Leach Field to Irrigation Ditches, Stream or Water Course:
Septic System (septic tank & disposal field) to Property Lines:
100 feet
50 feet
50 feet
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
TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED:
(f 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
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: HP Ge-h-rrni &wS
Name, address and telephone of RPE responsible for design of the system: ?Aut. W3T1kD E 51:11u5 eSGy
101--01)tt Y.
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 famished 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 e Date
PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!!
3
10+5
r(`
L.I Pi -R TH-PAWLfrt GiE,TSf Hk-_-J.i
April 21, 2005
Revised May 17, 2005
Steve Shute
P. 0. Box 1054
Glenwood Springs, Colorado 81602
1e1't oro I, d. ,.ut,I.I h
5L 12( ,,l:a‘r....Jir•I
i ,.n . `)72 „4;.,,,.,.
Job No. 105 269
Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed
Residence, 316 Sunny Acres Road, West Glenwood Springs, Garfield
County, Colorado
Dear Mr. Shute:
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 March 28, 2005. The data obtained and our recommendations based on the
proposed construction and subsurface conditions encountered are presented in this report.
Evaluation of potential geologic hazard impacts on the site are beyond the scope of this
study.
Proposed Construction: The proposed residence will be one and two story wood frame
construction above a basement and small crawlspace area. The residence will be stepped
down the hillside and located on the site as shown on Figure 1. Basement and garage
floors are proposed to be slab -on -grade. Cut depths are expected to range between about
3 to 9 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 downhill and west of the 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 property is vacant of buildings and a driveway had been rough
graded to the proposed building area. Vegetation consists of pinon and juniper trees with
grass and weeds. The ground surface slopes steeply down to the southwest at a grade of
about 28 percent. Numerous cobbles and boulders are exposed on the ground surface.
Subsurface Conditions: The subsurface conditions at the site were evaluated by
observing two exploratory pits in the building area and one profile pit in the septic
disposal area at the approximate locations shown on Figure 1. The logs of the pits are
presented on Figure 2. The subsoils encountered were variable and below about one foot
of topsoil in Pit 1, consist of silty sand with limestone fragments to cobble size overlying
Leadville Limestone. In Pit 2 and the Profile Pit below about one foot of topsoil, sandy
silty clay with limestone fragments was encountered to the pit depths of 8 feet. Results of
f'.rkrr X03-841-7119 c Colorado Sprints 7W.6"53-5562 o Si[verchorot• 970
swell -consolidation testing performed on relatively undisturbed samples of the silty sand
and sandy clay soils, presented on Figure 3, indicate low compressibility under existing
moisture conditions and light loading and moderate compressibility under additional
loading after wetting. The laboratory test results are summarized in Table 1. No free
water was observed in the pits 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 or limestone and designed for an allowable
bearing pressure of 1,500 psf for support of the proposed residence. The sand and clay
soils tend to compress after wetting under load and there could be some post -construction
differential foundation settlement. A bearing pressure of 4,000 psf can be used for
bearing entirely on the underlying limestone. 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 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. A sliding coefficient of 0.35 and a passive earth pressure of 350 pcf, equivalent
fluid unit weight for compacted backfill, can be used to resist lateral loading on the
foundation.
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 free -draining gravel should be placed beneath
basement level slabs to facilitate drainage. 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, crawlspace and basement areas, be protected from wetting and hydrostatic pressure
buildup by an underdrain system.
Joh No. 105 269
-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 11/4 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 he
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 may be needed uphill to direct surface runoff
around the residence.
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. Consideration should be given to the use of
xeriscape to limit potential wetting of soils below the building caused by
irrigation.
Percolation Testing: Percolation tests were conducted on March 30, 2005 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 Figure 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 Figure 2 and consist of two
feet of topsoil overlying sandy silty clay. The percolation test results are presented in
Table 2. Based on the subsurface conditions encountered and the percolation test results,
the tested area should be suitable for a conventional infiltration septic disposal system.
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 express 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 Figure 1, the proposed type of construction and our experience in
Job No. 105 269
Ge&ech
the area. Our services do not include determining the presence, prevention or possibility
of mold or other biological contaminants (MOBC) developing in the future. If the client
is concerned about MOBC, then a professional in this special field of practice should be
consulted. 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.
Respectfully Submitted,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
Louis E. Eller
Reviewed by:
Steven L. Pawlak, P.E.
LEE/ksw
attachments Figure 1 — Location of Exploratory Pits and Percolation "fest Holes
Figure 2 — Logs of Exploratory Pits
Figure 3 — Swell -Consolidation Test Results
Table 1- Summary of Laboratory Test Results
Table 2 — Percolation Test Results
cc: Sopris Engineering — Attn: Paul Rutledge
Job No 105 269
APPROXIMATE SCALE
1" = 40'
6170
6160
P 2
A\ PQ
P 3 \
N • PROFILE
\ PIT
6150
6180
\
PROPOSE
GARAGE
N.
PIT 2
6140 - — —
6190
6200
PIT 1
PROPOSE
RESIDENCE \
6170
20' ACCESS
EASEMENT
105 269
HEPWORTH—PAWLAK
GEOTECHNICAL, INC.
LOCATION OF EXPLORATORY PITS AND
PERCOLATION TEST HOLES
Figure 1
0
5
10
LEGEND:
L1
EMI
MO
PIT 1
ELEV.= 6183'
PIT 2
ELEV.= 6169' •
9
WC -1 6.9
DD -92
PROFILE PIT
ELEV.= 6162'
/
/ --
J / - J --2001.146
l LL••32
/ PI -10
/
0
5
10
TOPSOIL; slightly gravelly sand and silt, loose, slightly moist to moist, dark brown to brown.
SAND (SM); silty, gravelly, limestone fragments to cobble size, loose to medium dense, slightly
moist to moist, light brown.
CLAY (CL); sandy, silty, with limestone fragments, medium stiff, slightly moist to moist, mixed
browns, slightly to moderately calcareous.
UMESTONE BEDROCK; hard, moist, gray. Leadville Limestone Formation.
2" Diameter hand driven liner sample.
Disturbed bulk sample.
NOTES:
1. Exploratory pits were excavated prior to our site visit on March 29, 2005.
2. Locations of exploratory pits were estimated by pacing from features shown on the site plan provided.
3. Elevations of exploratory pits were obtained by interpolation between contours shown on the site plan
provided.
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 observed in the pits. Fluctuation in water Ie'el may occur with time.
7. Laboratory Testing Results:
WC = Water Content ( % )
DD = Dry Density ( pcf )
—200 = Percent passing No. 200 sieve
LL = Liquid Limit ( % )
PI = Plasticity Index (% )
Depth — Feet
105 269
HEPWORTH—PAWLAK
GEOTECHNICAL, INC.
LOGS OF EXPLORATORY PITS
Figure 2
Compression %
Compression %
0
1
2
3
0
1
2
0.1
1.0 0
APPLIED PRESSURE — ksf
100
Moisture Content = 16.9 percent
Dry Density = 92 pcf
Sample of: Sandy Cloy with Limestone
Fragments
From:Pit 2 at 3 Feet
Coo�o movement
pon
wetting
0.1
1.0 0
APPIJED PRESSURE — ksf
100
105 269
HEPWORTH—PAWLAK
GEOTECHNICAL, INC.
SWELL—CONSOLIDATION TEST RESULTS
Figure 3
Moisture Content = 27.1 percent
Dry Density = 80 pcf
Sample of:Silty Sand with Limestone
Fragments
From:Pit 1 at 3 Feet
------CNDC
No movement
upon
wetting
0.1
1.0 0
APPLIED PRESSURE — ksf
100
Moisture Content = 16.9 percent
Dry Density = 92 pcf
Sample of: Sandy Cloy with Limestone
Fragments
From:Pit 2 at 3 Feet
Coo�o movement
pon
wetting
0.1
1.0 0
APPIJED PRESSURE — ksf
100
105 269
HEPWORTH—PAWLAK
GEOTECHNICAL, INC.
SWELL—CONSOLIDATION TEST RESULTS
Figure 3
Job No. 105 269
Li
Z
W
2 W
W ~
H
0 0
Y • d
gW0
J m
co
a•LL
2 0
0 cc
a 2
L11
2
SOIL OR
BEDROCK TYPE
Silty Sand with Limestone
Fragments
Sandy Clay with Limestone
Fragments
Very Sandy Clay with II
Limestone Frnom Pntc
U
i
UNCONFINED
COMPRESSIVE
STRENGTH
(PSF)
ATTERBERG LIMITS
LIQUID PLASTIC
LIMIT INDEX
(%) (%)
10
N
PERCENT
PASSING
NO. 200
SIEVE
48
Z
r
a
0
g
0
z d.
71
6
NATURAL
DRY
DENSITY
((
a
Go
92
NATURAL
MOISTURE
CONTENT
(%)
27.1
0
9
II SAMPLE LOCATION
DEPTH
(R)
3
3
4 thru 5
a
a
I)
wt
O p.,
0.,
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE 2
PERCOLATION TEST RESULTS
JOB NO. 105 269
HOLE NO.
HOLE DEPTH
(INCHES)
LENGTH OF
INTERVAL
(MIN)
WATER
DEPTH AT
START OF
INTERVAL
(INCHES)
WATER
DEPTH AT
END OF
INTERVAL
(INCHES)
DROP IN
WATER
LEVEL
(INCHES)
AVERAGE
PERCOLATION
RATE
(MIN./INCH)
P1
38
15
8 1/2
7
1 1/2
23
7
6 1/4
3/4
6 1/4
5 1/2
3/4
5 1/2
4 3/4
3/4
4 3/4
4
3/4
4
3 1/2
1/2
3 1/2
2 3/4
3/4
2 3/4
2
3/4
P2
42
15
Water Added
10 1/2
8 1/4
2 1/4
17
8 1/4
7 1/2
3/4
7 1/2
6 1/2
1
8 3/4
7 3/4
1
7 3/4
7
3/4
7
6
1
6
5 1/8
7/8
5 1/8
4 1/4
7/8
P3
39
15
111/2
91/2
2
15
9 1/2
8
1 1/2
8
6 3/4
1 1/4
Water added
10 3/4
9 3/4
1
9 3/4
8 1/2
1 1/4
8 1/2
7 1/2
1
7 1/2
6 1/2
1
6 1/2
5 1/2
1
Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on
March 29, 2005. Percolation tests were conducted on March 30, 2005. The average
percolation rates were based on the last three readings of each test.
FROM : PIPELINE SOLNS INC
PHONE NO. : 970 928 9207 Oct. 05 2006 04:05PM P1
.-Pipeline Solutions, Inc.
PO Box 1054 to Glenwood Springs, CO 816D2 86
FAX
From: Steven Shute
Date: papternber 5 , 2006
txrceep-
970-928-9208 fax 928-9207
To:
Location:
'Devin N r irr
Co'toc lr-b?
Phone Number: (
Fax Number: ( ) %. 34 -to
Pages to follow:
Original will be mailed?
2
❑ Yes El -No
Lily VOW" `a.s F Cri 5WIF o.as bes+r..a
.1w flocs You OicHr Race Frw�ll+ari7
if you're not the intended recipient, please alert us that this went to the wrong place.
Problems? CaII 970-928-9208 (24 hours) fax 928-9207 pipelinerjof..net
FROM : PIPELINE SOLNS INC
PHONE NO. : 970 928 9207
Oct. 05 2006 04:05PM P2
September 1, 2006
Steve Shute
Pipeline Solutions
P.O. Box 1054
Glenwood Springs, CO 81602
RE: Shute Property Residence — As -Built -Onsite Wastewater System (OWS) 316 Charo Road,
West Genwood Springs, Garfield County, CO
SE Job No. 25097.01
Dear Steve:
Pursuant to County Regulations, this letter provides documentation that the new OWS system recently
installed is in general compliance with the permitted design. Sopris Engineering has performed site visits
to measure, inspect, and document the as built conditions of the constructed system. We have coordinated
our efforts with the contractor that constructed the system. The system was inspected prior to backfilling
and after all installations were completed. The as -built conditions and installation of the new OWS
components is in compliance with the permitted design specifications for the system.
The septic tank, distribution pipe, and absorption field installations are in accordance with Garfield County
Regulations, the design presented in the Sopris Engineering design drawing, dated September 30, 2005. A
1000 gallon dual compartment concrete septic tank was installed with 4" tee baffles and an effluent filter.
The absorption field was constructed with a total of 40 Quick -4 leaching chambers in a trench bed
configuration with (4) 22' long trench beds containing 2 rows of 5 chambers each. The chambers were
backfilled with native soil. The gravel backfill was covered with filter fabric and backfilled to the finished
surface grade with native soil. Each trench bed was installed level. Inspection ports were installed on
each corner end chamber. The chambers were installed in suitable soils consistent across the field. The
field has individual distribution lines, from a concrete distribution box, connected to each chamber pair in
each trench bed. The distribution box was installed level on compacted ground and is marked with a
buried piece of rebar and sewer pipe. The minimum setback distances have been maintained. The 4 trench
beds have a separation distance of approximately 8 feet and were installed approximately 1.5'-3.5' dcep
relative to the existing slope grades. Additional observations of the soils within the field were perforated
during construction indicating that the soils are consistent with the description in the geotechnical report.
No ground water was encountered to a depth of 10 feet.
OWS Operation and Maintenance
The owner shall periodically inspect the OWS. perform any maintenance required and periodically pump
the septic tank as necessay to ensure that the system is in good operating condition and performing as
designed.
The OWS should require minimal maintenance. Several factors influencing the need for maintenance
include: actual wastewater flows versus design flows, the volume of kitchen/domestic waste (excluding
human waste and toilet paper), excessive household chemicals and other toxic liquids. The tank, sanitary
tees and effluent filter should be visually inspected bi-annually for clogging debris, damage or leaks. in
general. for a properly utilized system; septic tanks should be pumped and inspected every 3 - 6 years. The
502 Main Street • Suite A3 0 Carbondale, CO 81623 r (970) 704-0311 a Fax (970) 704.0313
SOPRIS ENGINEERING LIC
civil consultants
FROM : PIPELINE SOLNS INC
PHONE NO. : 970 928 9207 Oct. 05 2006 04:06PM P3
effluent filter should be cleaned every six months and at the time of pumping.
maintained with suitable vegetative cover and kept free of root invasive plants.
away from the absorption field should be maintained.
if you have any question or need any additional information, please call.
Sincerely,
SOPRIS ENGINEERING, LLC SE
ArEtle
Paul E. Rutledge
Desi ttittgi rrF
Steven Shute
SE Job No. 25097.01
September 1, 2006
Page 2
Absorption fields should be
Positive surface drainage
Steve Sliute
Pipeline Solutions
P.O. Box 1054
Glenwood Springs, CO 81602
September 30, 2005
RE: Shute Property Residence — Proposed Onsite Wastewater System (OWS) 316 Chit° Road,
West Genwood Springs, Garfield County, CO
SE Job No. 25097.01
Dear Steve:
Pursuant to your request this letter/report presents our findings in regard to the feasibility and design of an
engineered Onsite Wastewater System (OWS) for the above referenced Site. This design is based on our
evaluation of the site conditions with information provided by others for use in supporting your application
to Garfield County. Our recommendat!ons are in accordance with Garfield County and the State of
Colorado 1SDS Regulations. Garfield County must permit any proposed improvement to the site. We
have reviewed the information forwarded to us, formulated an OWS design and created a site sketch with
construction details as part of our scope of work.
Conclusions
Based on our findings we believe that the design and installation of an approved OWS system :s feasible in
accordance with the Regulations of Garfield County and the State of Colorado. We recommend that a
new 1000 gallon septic tank be installed that will discharge effluent to a 395 square foot soil absorption
trench/bed system. The soil absorption system can be installed in natural soils and will be located within
the required setbacks down gradient of the proposed cabin, as delineated on the attached plan. The system
will meet all required setbacks and be installed within the general boundaries indicated on the plan. Our
Design is outlined below and delineated on the attached site plan.
Site Location and Existing Conditions
The subject site is located at 316 Charo Road, West Glenwood Springs, in Garfield County, CO. The Site
comprises approximately lacre. The site is bounded in all directions by rangelands and adjacent lots.
The site has a moderate slope (15%-35%) southward. The site is covered with native grasses and scrub
oak, brush sage, Juniper and Pinon trees. Domestic water will be supplied by central water systems.
There are no wells within 100' of the general vicinity of the absorption field.
Proposed Site Conditions
It is our understanding that you intend to construct a 3 -bedroom home. The maximum number of rooms to
be utilized as bedrooms in the structure is 3. The proposed improvements will include a new OWS
system with appropriate site grading. The new structure is to be generally located as shown on the plan.
502 Main Street • Suite A3 • Carbondale, CO 81623 • (970) 704-0311• Fax (970) 704-0313
SOPRIS ENGINEERING • LLC
civil consultants
Steve shute
SE Job No. 25097.01
September 30, 2005
Page 2
Subsurface Conditions
A subsurface investigation was conducted on March 29, 2005 by Hepworth-Pawlak Geotechnical, Inc.
(HP). The HP report is dated April 21, 2005, Job Number 105 269. The subsoil encountered at the site
consists of 2 feet of topsoil overlying sandy silty clay with limestone fragments to cobble size.
Groundwater was not encountered in the excavations to a depth of 8 feet at the time of the observations.
Percolation testing at the site was performed. The results indicate a rate of 15-23 minutes per inch. We
are using 20 minutes per inch for design purposes.
Design Criteria
The design flow is calculated as follows:
3 -bedroom house @ 2 person /bedroom = 6 persons.
From the Garfield County 1. S. D. S. Regulation:
Max. Design flow (Qd) = # of people x (avg. flow) x 1.5 gal/person/day.
Gallons per day per person for the subject house = 75 gal/person/day
Assume 6 -person population.
Qd = 6*75'1.5* =675 gal/day
Septic Tank Design
Based on Design Flow Qd.
Qd = 675 gal/day
Volume (V) of tank = Design Flow * 1.25
(30 hour retention time)
V = 675 gal/day * 1.25 days = 844 gallons
Use one 1000 -gallon dual compartment concrete septic tank
Steve shute
SE Job No. 251)97.01
September 30, 2005
Page 3
Soil Absorption System Design
The field is sized by using the standard absorption area equation. A soil absorption trench system,
utilizing gravelless chambers is recommended. The County allows a 50% area reduction for the use of
gravelless infiltration chambers in a trench configuration and 40% reduction for the use of gravelless
infiltration chambers in a bed configuration. The chamber units may be installed in native soils. Soil
replacement with sand may be used in select locations if any scattered cobbles or rocks are encountered.
We are using 15 minutes/inch for design to account for permeability through the biomat.
Based upon the design percolation rate, the standard absorption area equation is:
A(SF)=Qd*(t)w
: where A = Area; Qd = Design flow (gal/day)
5 t = time in minutes
This design calculation results in a recommended minimum absorption area:
A = 475 *(20) 1/2 = 604 sq. ft.
5
Apply a 40% reduction for utilizing gravelless infiltration chambers in a trench/bed configuration.
475 x 0.6 = 362.4sq. ft.
Assume 9.2 square feet per "Quick 4" chamber: 362.4 sq.ft. = 39 chambers Use 40 chambers
9.2 sq.ft/chamber
Use a 394 sf of surface area in trench/beds with 40 "Quick 4" chambers:
We recommend using a trench/bed system composed of 4 beds 22 feet long and 6 feet wide with 2 rows
containing 5 Quick 4 infiltrator chambers in each row. Equal distribution is required.
Effluent Distribution System
A gravity distribution system will be utilized to transport effluent from the new concrete septic tank to a
distribution box. An effluent filter will be installed in the secondary compartment of the septic tank to
reduce suspended solid loading to the absorption trenches and extend the Life of the treatment media in the
trenches. A 4" PVC effluent line will discharge effluent from the distribution box to individual header
pipes at the head of each trench/bed. The discharge pipe(s) will connect to the head of the chamber row(s)
from the header pipe. Appropriate chamber end plates shall be installed on the inlet ends to prevent
scouring of the trench bottom surface. An inspection port should be installed on the top mid -point cut out
at the end chamber in each trench. This will allow for checking the performance of the system over time.
Steve shute
SE Job No. 25097.01
September 30, 2005
Page 4
OWS Operation and Maintenance
The engineered system shall be inspected on a regular basis and be properly maintained. The
responsibility for repair and maintenance of the system will remain with the Lot Owner. The owner shall
inspect the OWS and perform maintenance and repairs necessary to ensure that the system is operating
properly. The effluent filter shall be maintained when the tank is pumped or as needed. Suitable
component handles and extensions on the filter assembly will be installed to provide easy maintenance.
We recommend a periodic inspection be performed every 6 months.
The OWS system should require minimal maintenance. Several factors influencing the need for
maintenance include: actual wastewater flows versus design flows, the volume of kitchen/domestic waste
(excluding human waste and toilet paper), excessive household chemicals and other toxic liquids. The
tank, dispersal field and other applicable treatment system components should be visually inspected bi-
annually for debris, wear, damage, leaks, or other potential problems. In general, for a properly utilized
system, septic tanks should be pumped and inspected every 2 - 4 years. The effluent filters should be
cleaned every six months and at the time of pumping. Absorption fields should be maintained with
suitable cover and kept free of root invasive plants. Positive surface drainage away from the absorption
field should be maintained.
Construction and Inspections
Prior to construction of the permitted system the engineer should be contacted by the contractor and owner
well in advance to provide adequate time to discuss the system components with the contractor, answer
questions, resolve any conflict issues and schedule inspection site visits based on construction progress.
County Regulations require that the Design Engineers of record perform site inspections of the permitted
system during construction and provide "As -Built" documentation of the installed system to the County
after construction is complete.
General Notes
1) All materials and installation practices shall conform to the Garfield County Individual Sewage
Disposal Regulation.
2) All sewer lines and distribution lines in the system shall be 4" Schedule 40 or SDR -35 PVC unless
specified otherwise on the plans.
3) Add a two-way clean out on the service lines from the house and detached barn.
4) The system shall be plumbed to distribution effluent into the trenches with equal distribution.
5) The contractor shall ensure that the concrete septic tank and sewer lines are watertight.
6) The trench area must be protected to prevent damage from vehicular or livestock traffic and must be
crowned to divert drainage runoff away from the trenches to minimize surface infiltration.
7) The leaching chambers shall be installed level in each trench. A splash plate shall be installed on the
trench bottom surface below the inlet in each trench to prevent scouring from the effluent. The top of
the backfill over the chambers shall be covered with filter fabric or other suitable pervious material to
prevent the migration of fines from the overlying topsoil layer.
Steve shute
SE Job No. 25097.01
4-
September 30, 2005
Page 5
8) The trenches must have a minimum cover of 12 inches. A final cover of topsoil suitable for vegetation,
a minimum 4" deep, shall be placed from the top of the pervious cover layer to the finished surface
grade.
9) The absorption trenches must be sodded or covered with vegetative ground cover.
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 presented in this report, we should be notified to evaluate
the effect it may have on the proposed OWS.
If you have any question or need any additional information, please call.
Sincerely,
SOPRIS ENGINEERING, LLC
Paul E. Rutledge
Design Engineer
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