HomeMy WebLinkAbout03548_., 11'·'' ·=-&~1"' :.1 .. _,·~>.~"/' '~, -,~" -... ,. -. i • iV . "'-""'"" ..(11
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Permit N~ 3548
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l _. 109 8th Sfieet Suite 303
I Glenwood Springs, Colorado 81801
ABSessor's Parcel No.
{ .J Phone (303) 945·8212
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. J•1NDIVIDUAL SEWAGE DISPOSAL PERMIT
This does not constitute
a building or use permit.
I PROPERTY
I Owner's NameSBu i System Lcl_catlon 0"2.55' S4ut!..QWE;j2 l.rpp,
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' Legal Description of Assessor's Parcel No. --------------------------------t
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SYSTEM DESIGN
_____ 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
Septic Tank Capaclty ______________ =----------------------
Septic Tank Manufacturer or Trade Name ______ __,,,_5_J::,,.__,,i ___ Zl'-'-rnL-'---"'1(=-,_tHd]L..C··==-+-<'----"-------
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-----------------------------------------
Date \\1-pr QI Inspector ,Sqiu\ ~q<11Jlli-f-((1~17
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 compiled with County zoning and building requirements. Con·
nectlon 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 dlspoSal 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 -6
months In jail or both) .
White" APPLICANT Yellow -DEPARTMENT
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INDIVIDUAL SEWAGp DISPOSAL SYSTEM APPLICATION
OWNER_-"-"""-"'--"-'LJ......"'-'-'"1-LL...J---'=i=='-"'=-':>---------------------
ADDRESS~D~C~~~'*'r'~"-Jn+..-k~'l.!.._.Ll_-+--
ADDRESS 4£~1~&~'--"""~~_,,C~J~+rh~e~N~J~&~f~t~---v-'-~ PHONE ·3 79--2 sCJP •
PERMIT REQUEST FOR (~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~~JE=· ~/ <h~=e-~h~e-=-<Jf--------,,--------,,.....-"'S=ize"-""of""'L""o._t -"'2""'.'-<9"----'3=-,_/ __
Legal Description or Address (!_ r (I s £ f?(.1-tve h Lo + b I D ,15CZ sl{ nt'I <>WO(_
WASTES TYPE: ( ~LLING ( ) TRANSIENT USE l <>t> IP
( ) COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES
( )OTHER-DESCRIBE ______________ ..,.-~
BUILDING OR SERVICE TYPE: S rNa fr. FJbni/"" Li BJ room 14me 2 -S. B#f#....s Iv ~ / +-
Number of Bedrooms L/-Number of Persons _.:;,~-----
(~age Grinder (\,Yl\utomatic Washer ~ L.yr5ishwasher
SOURCE AND TYPE OF WATER SUPPLY: ( ~L ~C>l'lt '<:) "'slJRmo ( ) STREAM OR CREEK
If supplied by Community Water, give name of supplier: t!o m V1't lit ,Alt /y We-I/ f hlllk I ~
DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: ___________ _
Was an effort made to connect to the Community System? > 1 1 hn-r-4;/,l w...// 711ef 'ft?/'l'We.
A site olan 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 ____ _,__.c.i..._._ ___________________ _
2
T::;: INDIVIDUAL SEWAGE DISPOSAL.SYSTEM PROPOSED:
· ( SEPTIC TANK ( ) AERATION PLANT ( ) VAULT
( ) VAULT PRIVY ( ) COMPOSTING TOILET ( ) RECYCLING, POTABLE USE
( ) PITPRIVY ( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE
( ) CHEMICAL TOILET ( ) OTHER -DESCRIBE
FINAL DISPOSAL BY:
( ~SORPTION TRENCH, BED OR PIT ( ) EV APOTRANSPIRATION
( UNDERGROUND DISPERSAL ( ) SAND FILTER
( ) ABOVE GROUND DISPERSAL ( ) WASTEWATER POND
( ) OTHER -DESCRIBE
WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE?____,,l'r6'--"'-----
PERCOLATION TEST RESULTS: (To be completed by Registered Professional Engineer, ifthe Engineer does the
Percolation Test)
Minutes, ____ -"er inch in hole No. 1 Minutes ______ .per inch in hole NO. 3
Minutes er inch in hole No. 2 Minutes er inch in hole NO.
Name, address and telephone ofRPE who made soil absorption tests: ______________ _
Name, address and telephone ofRPE 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 appli ion an · n legal acti n for perjury as provided by law.
Date.___../z"'--~..,,.J._K ___ -_0_./ ___ _
PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!!
3
May22, 2001
Sandesigns Incorporated
Attn: Ron Sande
0046 Summit Loop, Unit B4
Carbondale, Colorado 81623
Hepworth-Pawlak Geotechnlcal, Inc.
5020 County Road 154
Glenwood Springs, Colorado 81601
Phone: 970-945· 7988
Fax: 970-945-8454
hpgeo@hpgeotech.com
Job No. 101 354
Subject: Percolation Testing, Proposed Septic Disposal System, Lot 61, Cerise
Ranch, Sunflower Loop, Garfield County, Colorado.
Dear Mr. Sande:
As requested, a representative of Hepworth-Pawlak Geotechnical, Inc. conducted
percolation testing at the subject site to evaluate the feasibility of an infiltration septic
disposal system. The results of our work are presented in this report. The work was
done in accordance with our agreement for professional services to Sandesigns
Incorporated, dated May 8, 2001.
A profile pit and four augered percolation test holes had been excavated by the client at
the locations shown on Fig. 1. The test holes had been soaked by the client prior to our
testing. The soils exposed in the percolation holes are similar to those exposed in the
profile pit and consist of about 2 feet of topsoil and 5 'h feet of medium stiff to stiff
sandy silty clay overlying relatively dense, silty sandy gravel with cobbles to the profile
pit depth of 9 feet. Groundwater was not observed in the profile pit and the soils were
slightly moist to moist.
Percolation tests were performed on May 10, 2001 by a representative of Hepworth-
Pawlak Geotechnical, Inc. The percolation test results are presented on Table I. There
was 6 and 7 inches of water in test holes P-1 and P-2, respectively, at the time of our
test from the previous soaking by the client. The percolation test results indicate an
infiltration rate between 20 and 120 minutes per inch.
If there are any questions or if we may be of further assistance, please let us know.
Sincerely,
Rev. by: DEH
JZA/ksw
attachments
cc: Sopris Engineering -Attn: Paul Rutledge
LOT 60
101 354
..... SlJNFz. ..... o~
Loop
PROPERTY
BOUNDARY --
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I BUILDING ----/ •• -./_.FNVELOPE -I
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I FOOlPRINT I
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I • I P-1 I PROFILE P-3 I /:::,. I PIT /:::,. I
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I LOT 61 I
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LOT 62
I APPROXIMATE SCALE:
HEPWORTH-PAWLAK
GEOTECHNICAL, INC.
I P-4
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LOCATION OF PROFILE PIT AND
PERCOLAllON TEST HOLES
1 "==20'
Fig. 1
--------- - - - - - - - - - - - - - - - - - - - - - - - -
HEPWORTH·PAWlAK GEOTECHNICAL, INC.
TABLE I
PERCOLATION TEST RESULTS JOB NO. 101 354
p 1 f 2 age 0
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) jlNCHES) (INCHES) (MIN./INCHI
P·1 32 15 11 y, 11 y. y,
11 y. 11 y. 0
11 y. 11 y.
11 11 0
11 10 % y.
10 % 10 % 0 120
P-2 31 15 10 % 10 % y.
10 y, 9% %
9% 9 y. y.
9 Yz 8% %
8% 8 Yz y.
8 y. 8 y. 40
P-3 34 16 14 y, 14 y. y.
14 y. 14 y.
14 13 % y.
13 % 13 y, y.
13 y, 13 y. y.
13 y. 13 y. 60
Note: Percolation test holes were hand augered and soaked by the client prior to our testing.
Percolation tests were conducted on May 10, 2001. The average percolation rates were
based on the last two readings of each test.
HEPWORTH-PAWL'AK GEOTECHNICAL, INC.
TABLE I
PERCOLATION TEST RESULTS JOBNO. 101 354
p 2 f 2 age 0
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) .UNCHES) (INCHES) (MIN ./INCH)
P-4 32 15 12 y, 11 y. 1 1A
11 y. 10 y. 1
10 y. 9 y. 1
9 y. 8 y, %
8 y, 7% %
7% 7 % 20
Note: Percolation test holes were hand augered and soaked by the client prior to our testing.
Percolation tests were conducted on May 10, 2001. The average percolation rates were
based on the last two readings of each test.
Ron Sande
Sande Design
Lot 61, Cerise Ranch
0046 Summit Loop, Unit B4
Carbondale, CO 81623
cou V\4-q
I June 21, 2001 /
RE: Park Residence-Proposed ISDS System, Lot 61, Cerise Ranch, Sunflower Loop,
Garfield County, CO
SE Job No. 21080.01
Dear Ron:
Pursuant to your request, attached herewith is a Jetter/report presenting our findings in regard to the
feasibility and design for an Individual Sewage Treatment System (ISTS) at 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 recommendations are in accordance with Garfield
County and the State of Colorado ISDS Regulations. Garfield County must permit any proposed
improvement to the site. We have reviewed the information forwarded to us, conducted a site visit,
formulated an ISDS design and created a site plan 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 ISTS system is feasible in
accordance with the Regulations of Garfield County and the State of Colorado. We recommend that a
new 1500-gallon septic tank equipped with an approved wastewater treatment unit installed in the tank per
Association standards. The treated effiuent will discharge to a distribution box to be equally distributed
across a 745 square foot soil dispersal field system. The soil absorption/dispersal system can be installed
in natural soils and will be located within the building envelope down-gradient of the proposed house, 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:
The subject site is located in the Cerise Ranch Subdivision at Lot 61, on Sunflower Loop approximately
350 feet west of Cerise Ranch Drive, North of State Highway 82 in Garfield County, Colorado. The site is
situated in Section 32, T 7 S, R 87 W of the 6'h P.M. The Site comprises approximately 2 acres. The site
is bounded on the north and south by Sunflower Loop and S H 82 respectively. The site is bounded on the
east and west by adjacent undeveloped single-family lots (62 & 60 respectively).
I 502 Main Street• Suite A3 •Carbondale, CO 81623 • (970) 704-0311• Fax (970) 704-0313
SOPRIS ENGINEERING • llC civil consultants
Existing Site Conditions:
Ron Sande
SE Job No. 21080.01
June 21, 2001
Page2
The site is located on previously undeveloped, irrigated agricultural lands. The site has a gentle slope (2%)
toward the southwest toward the existing drainage ditches and Blue Creek. The existing ground surface
in the proposed septic area has an approximate slope of 2%. The site has been regraded and was
previously covered with hay fields and pasture grasses. Domestic water will be supplied by a central water
system. The majority of the lot is delineated as a common area/open space easement. A section of Blue
Creek runs through the southern portion of the site. A relocated drainage ditch and easement runs across
the lot approximately 45 feet south of the southern building envelope line. Additional drainage easements
run along the east and west property lot lines.
Proposed Site Conditions:
It is our understanding that you intend to construct a 2278 SF, two-story, 4-bedroom single-family home
with an attached. The maximum number ofrooms to be utilized as bedrooms in the structure is 4. The
proposed improvements will include a new ISTS system with appropriate site grading. The new structure
is to be generally located as shown on the plan. The site is required to have an engineered sewage
treatment system to be installed and maintained in accordance with specifications and regulations approved
by the Association.
Basis of Sewage Treatment System Requirement
Pursuant to Section 4.15 Wastewater Treatment contained in the Declaration of Covenants, Conditions,
Restrictions and Easements for the Cerise Ranch Subdivision (Covenants) certain provisions for the
design, installation and maintenance ofISTS for individual lots are required. " Wastewater treatment shall
be supplied to each Lot by individual sewage treatment system (ISTS) installed by each Owner in
accordance with the ISTS Design and Performance Standards set forth in Section 17 .1.D. and maintained
by the Association in accordance with the provisions of the ISTS Maintenance Plan set forth in Section 9.4.
The Association shall be responsible for setting all rates, fees or charges for inspecting, maintaining and
repairing each individual system and such rates, fees or charges assessed by the Association against each
Jot for such inspection, maintenance and repair shall be a personal obligation of the Owner thereof which
the Association shall have the power and duty to enforce."
Development of the site's ISTS will be in accordance with the above referenced design and Performance
Standards. It is our understanding that the standard system may be adopted for use on all the lots within
the subdivision. We are assuming that the approved system will be installed in a standard concrete septic
tank with minor modifications. We recommend installing the Orenco Systems Advantex-AX-10 unit.
Subsurface Conditions:
Ron Sande
SE Job No. 21080.01
June 21, 2001
Page 3
Attached herewith are the results of the subsurface investigation and percolation tests conducted on May
10, 2001 by Hepworth-Pawlak Geotechnical, Inc. The report is dated May 22, 2001. The subsoil
encountered at the site consists of 2 foot of topsoil and 5 Yi feet of medium stiff to stiff sandy silty clay
overlying relatively dense, silty sandy gravel with cobbles to the profile pit depth of 9 feet. Groundwater
was not encountered in the profile pit.
Percolation testing, utilizing four test holes, was performed to determine an average absorption rate. The
fastest measured rate was 120 minutes per inch and the slowest measured rate was 20 minutes per inch.
The average percolation rate is 60 minutes per inch and is suitable for a conventional absorption system.
Design Criteria:
I<
The proposed single family home contains 4 bedrooms. The minimum design requirement at Cerise Ranch
is 4 bedrooms. The design flow is calculated as follows:
Single family home -equivalent 4 bedroom population @ 2 person /bedroom = 8 persons.
From the Garfield County I. 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 8 people daily population
Qd = 8*75*1.5* =900 gal/day
Septic Tank Design:
Based on Design Flow Qd.
Qd = 900 gal/day
Volume (V) of tank= Design Flow* 1.25
(30 hour retention time)
V = 900 gal/day* 1.25 days= 1125 gallons
To provide for future changes in use of the facility and accommodation of the treatment unit
we recommend a minimum tank size of 1500 gallons.
Use one 1500-gallon, concrete, dual compartment septic tank.
Treatment System Criteria:
Ron Sande
SE Job No. 21080.01
June 21, 2001
Page4
Pursuant to Section 17.1.D, in the Covenants, the engineered system shall be designed to service at least
(4) bedrooms utilizing an approved advanced treatment system. The advanced treatment system may be a
recirculating trickling filter, sequencing batch reactors and/or other accepted on-site wastewater treatment
system technologies. The system shall be capable of producing effluent quality which meets or exceeds the
requirements of the US EPA for secondary wastewater treatment (30mg/L BOD and 30 mg/L suspended
solids). All absorption fields shall be sized to adequately service ( 4) bedrooms. All ISTS components
shall be accessible from the surface to facilitate system testing and maintenance. Appropriate isolation
valves or a distribution box is required. We recommend installing the Orenco Systems Advantex-AX-20
unit.
Treatment System Design:
Several treatment options have been considered however due to effluent quality, maintenance and
operation requirements, a compact recirculating trickling filter treatment system packaged in and on the
septic tank is the preferred method of treatment. The Orenco Systems Advantex-AX-20 is a ready to
install pre-manufactured package system that provides economical, quiet, odor free operation that provides
wastewater treatment which, exceeds secondary standards.
Raw sewage inters a standard 2-compartment septic tank for conventional primary treatment. Clear zone
effluent is filtered and pumped to a distribution manifold in the Advantex filter pod via a pump/filter vault
assembly installed in the secondary septic tank compartment. Effluent percolates down through textile
media and is collected in the bottom of the filter pod. The vertical textile media provides approximately
40,000 SF of surface area for bio-mat attachment. The treated effluent is discharged out of the filter pod to
a recirculating splitter valve (RSV) which, splits the flow between return flow back to the septic tank and
flow to the dispersal/absorption field. During periods of no sewage loading all of the discharge is returned
to the tank. The return flow is discharged back to the secondary compartment or if nitrogen removal is
desired the return flow is discharged back to the primary compartment. The Advantex recirculating pump
typically runs only 90 minutes per day. The Advantex AX-20 is designed to provide treatment resulting in
effluent water quality parameter levels of 15 mg/L BOD and 15 mg/L TSS based on a design flow of900
gpd.
Effluent Dispersal System Design:
The treated effluent will be disposed of underground by distribution to a soil absorption bed sized to
adequately disperse the treated water into the ground. We do not anticipate that a conventional bio mat
will form on the bed surface and recommend using it for a dispersal mechanism. The bed will provide a
means for achieving tertiary treatment (polishing). However for sizing the trench system we are utilizing
the guidelines approved by the State of Colorado for sizing of absorption field.
Percolation Test Results:
Ron Sande
SE Job No. 21080.01
June 21, 2001
Page 5
Attached with this report are the percolation test results from Hepworth -Pawlak Geotechnical, Inc., dated
May 22, 2001. The results of percolation tests indicated the average percolation rate of 60 minutes per inch
(mpi). The first test hole PT-1 which had a percolation rate of 120 mpi, may be an anomaly as compared to
the other test hole results. We believe that the design average percolation rate is conservative. The
dispersal field is sized by using the standard absorption area equation. A soil absorption/dispersal bed
system, utilizing gravelless chambers is recommended. The chamber units may be installed in native soils.
The State allows a maximum 40% area reduction for the use of gravelless infiltration chambers in a bed
configuration however since the sewage is being pretreated we believe that a maximum allowable 50%
reduction in the dispersal area is appropriate. Based on the average percolation rate of the receiving soils
and the expected limited amount of bio-mat to be formed in the dispersal field we estimate that the long
term recovery rate of the daily peak loading will be less than 2 hours. The field area will be adequate to
maintain long term acceptance of the treated effiuent. The chamber units may be installed in native soils.
Soil Dispersal/Absorption System Design:
Based upon the percolation test rates, the standard absorption area equation is:
A (SF) = Od *Ct) y,
5
: where A= Area; Qd =Design flow (gal/day)
t = time in minutes
This design calculation results in a recommended minimum absorption area:
A= 900 *(60) y, = 1394 sq. ft.
5
Apply a 50% reduction for utilizing gravelless infiltration chambers.
1394 x 0.5 = 697 sq. ft.
Use 697 SF of trench with gravelless chambers: Assume 3-foot wide by 6.25-foot long chamber units.
Assume 15.5 square feet per chamber: 697 sq.ft. = 45 chambers Use 48 chambers for 744 SF.
15.5 sq.ft/chamber(50%)
We recommend using a bed system composed of6 rows 50 feet long and 18 feet wide, containing 8
standard infiltration chamber units in each row. Excavate absorption field to accommodate a minimum
900 SF of interior surface area. This design is conservative based on the estimated recovery rate and the
high quality of effluent applied to the bed.
Effluent Distribution System:
A gravity distribution system will be utilized to transport effluent from the new septic tank and treatment
system to the dispersal field's leaching chambers. An effiuent filter pump system vault will be installed in
the secondary compartment of the septic tank to circulate filtered effluent through the trickle filter
treatment media above the tank, which will reduce the biological loading to the absorption field. An
in) Iii) fi.1 fC 1j? Ron Sande
i.!/J uU tk If' U SE Job No. 21080.01
June 21, 2001
Page 6
automatic float operated discharge valve open per demand to allow treated effluent to be discharged to the
field. A 4" effluent discharge line will discharge effluent to a flow splitter basin installed up-gradient and
adjacent to the dispersal field. The 4" PVC transport line will be installed with a minimum I% slope. The
effluent will be equally distributed from the flow splitter basin through individual discharge pipes to each
pair of chamber rows in the system. The discharge pipes will incorporate perforated risers in the flow
splitter basin to insure equal distribution into each discharge pipe. The discharge pipes will connect to the
head of each chamber row. A splash plate shall be installed on the trench bottom below each trench inlet
to prevent scouring. An inspection port should be installed on the top mid-point cut out on the comer end
chambers in the outer rows. This will allow for checking the performance of the system over time.
Infiltration Hydraulic Loading Analysis
The design spreads effluent volume out to provide a maximum loading rate of 1.2 gallons per SF per day
based on an absorption surface of744 SF. The suitability of the soil to accept this loading rate is based on
Darcy's Law utilizing a hydraulic conductivity based on the average soil percolation rate. The hydraulic
conductivity is assumed to be the soil's ability to conduct water during periods of near saturation. The
assumed hydraulic conductivity for this design was derived by applying a factor of 2 to the average soil
percolation rate.
Darcy's Equation:
q=kiA
Where; q = Volumetric flow rate through soil over a horizontal cross sectional area of field normal to the
direction of flow (assume flow is vertical) in units offt3/hr.
k =Hydraulic conductivity or coefficient of permeability in units of ft/hr. Derived from the inverse
of the average percolation rate.
i = Hydraulic gradient -assumed to be I ft/ft.
a= Horizontal surface area of the trench bottom (length x width) in units offt2 •
Average Percolation Rate: 60 min/in
_I_= 0.017 in x 60 min x 1 ft = 0.08 ft
60 min 1 hr 12 in hr
Q(design flow)= 900 gal/day 900 gal x
day
I ft 3 = 120
7.48 gal
A(minimum) = Q_
ki
= 5.0 ft 3/hr = 2.82 ft 2
0.08 ft/hr (I)
Q = kiA = (0.08ft/hr)(l)(744ft2) = 60 ft3/hr
ft 3 x
day
.L.@y
24 hr
:::: 5.0 ft 3
hr
Apply a factor of2 to the hydraulic conductivity for worst case condition during spring runoff.
K = 0.08 ft/hr I 2 = 0.04 ft/hr
Q = kiA = (0.04 ft/hr)(l)(744ft2) = 30 ft 3/hr
Recovery Analysis
Ron Sande
SE Job No. 21080.01
June 21, 2001
Page 7
Recovery analysis based on the daily design flow divided by Darcy's volumetric flowrate:
Recovery time (T) in days
q = Darcy's volumetric flowrate in the onsite soil
V d = daily design flow = 120 ft3
T=Vd = 120ft3 =2 hrs
q (semi-saturated) 60 ft3/hr
T= Vd = 120 ft3 =4 hrs
q (saturated) 30 ft 3/hr
During brief periods of reduced soil capacity the soils can recover the application volume applied.
Maintenance Protocol:
Pursuant to Section 9.4, ISTS Management Plan, in the Covenants, the engineered system shall be
inspected on a regular basis and be properly maintained. Ownership of the system and responsibility for
construction, repair and maintenance will remain with the Lot Owner. The Association shall retain the
services of qualified personnel to inspect the ISTS's and to perform all maintenance and repairs necessary
to ensure that the system is installed properly, is in good operating condition and is in compliance with the
performance requirements set forth within Section 17.1.D. The operating components of the ISTS system
will be inspected within 30 days of being placed into operation and thereafter at least quarterly. The
treated effluent being discharged shall be sampled and tested for BOD and TSS content at least biannually.
Administration of these requirements is delineated in Section 9.4.
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 line from the house.
4) The system shall be plumbed to distribution effluent into the bed 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 infiltration chambers shall be installed level in the bed. A splash plate shall be installed on the
bed's bottom surface below the inlet in each row 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.
~~~~~~~~~~------------------
Ron Sande
SE Job No. 21080.01
June 21, 2001
Page 8
8) The field 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 field must be sodded or covered with vegetative ground cover.
10) The treatment unit shall be installed by in accordance with the manufactures specifications and
installation guidelines by qualified personal.
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 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
0000/Pl~lr
Paul E. Rutledge
Design Engineer
Yancy Nichol, P.E.
Project Engineer
•
Ron Sande
Sande Design
Lot 61, Cerise Ranch
0046 Summit Loop, Unit B4
Carbondale, CO 81623.
November 12, 2001 I
RE: As-Built ISTS System, Lot 61, Cerise Ranch, Sunflower Loop, Garfield County, CO
SE Job No. 21080.01
Dear Ron:
Pursuant to County Regulations, this letter provides documentation that the new individual sewage
treatment system (ISTS) 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 treatment system installer, SCG Enterprises,
Inc. and Hughes Excavation, the contractors that built the system. The system was inspected prior to
backfilling and after all installations were completed. The as-built conditions and installation of the new
ISTS components is in compliance with the permitted design specifications for the system. The as-built
size and location of the new ISTS system was generally installed as delineated on the record drawing.
The System was installed in accordance with Garfield County Regulations; the design presented in the
Sopris Engineering Report dated August 14, 2001, and the design drawing, dated October 10, 2001. A
1500-gallon dual compartment septic tank was installed with an Orenco Systems, Inc. Advantex AX-20
treatment system installed with the septic tank. The Advantex re-circulating packed bed filter assembly
was installed by SCG, Inc. A Two-year inspection and maintenance agreement is in place, which call for
service and inspections every 6 months. The systems control box is connected with a remote telemetry unit
connected by a phone line. A 24" diameter distribution box was installed to provide equal treated effluent
discharge to the dispersal field.
The Dispersal field was constructed with 3 trenches containing 2 rows of 8 chambers each 50' in length as
generally delineated on the site plan. Flow is split equally between the 3 trenches. Inspection ports were
installed on each corner end chamber and on alternate ends of the middle trench rows. The overall
dimensions of the dispersal field is 45' by 30' approximately 36" in depth. Each trench was installed
level in suitable soil consistent across the trench. An Orenco distribution box was installed between the
dispersal field and the septic tank/treatment system to provide for equal distribution of the treated effluent
from the Advantex unit to the field. The construction was completed utilizing specified materials installed
according to design. The minimum setback distances have been maintained.
Advantex AX-20
Pursuant to Section 17.1.D, in the Covenants, the engineered system is designed to service at least (4)
bedrooms utilizing an approved advanced treatment system. The advanced treatment system installed is an
Orenco Systems Advantex-AX-20 unit (re-circulating trfokling packed bed filter). The system is capable of
producing effluent quality which meets or exceeds the requirements of the US EPA for secondary
I 502 Main Street • Suite A3 • Carbondale, CO 81623 • (970) 704-0311 • Fax (970) 704-0313 I
SOPRIS ENGINEERING • llC civil consultants
• •
Ron Sande
SE Job No. 21080.01
November 12, 2001
Page 2
wastewater treatment (30mg/L BOD and 30 mg/L suspended solids). The dispersal field is sized to
adequately service ( 4) bedrooms. All ISTS components are accessible from the surface to facilitate system
testing and maintenance. The return flow is discharged back to the secondary compartment for nitrogen
removal. The Advantex re-circulating pump typically runs only 90 minutes per day. The Advantex AX-20
is designed to provide treatment resulting in effluent water quality parameter levels of 15 mg/L BOD and
15 mg/L TSS based on a design flow of900 gpd.
Maintenance Protocol
Pursuant to Section 9.4, ISTS Management Plan, in the Cerise Ranch Covenants, the engineered system
shall be inspected on a regular basis and be properly maintained. Ownership of the system and
responsibility for construction, repair and maintenance will remain with the Lot Owner. The Association
shall retain the services of qualified personnel to inspect the ISTS' s and to perform all maintenance and
repairs necessary to ensure that the system is installed properly, is in good operating condition and is in
compliance with the performance requirements set forth within Section 17.1.D. The operating components
of the ISTS system will be inspected within 30 days of being placed into operation and thereafter at least
quarterly. The treated effluent being discharged shall be sampled and tested for BOD and TSS content at
least biannually. Administration of these requirements is delineated in Section 9.4.
If you have any questions or need any additional information, please call.
Cc: Garfield County
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