HomeMy WebLinkAbout03714~ i·.
~NTY BUILDING ~ND SANITATION DEPARTMENT
109 8th Street Suite 303
Glenwood Springs, Colorado 81801
Phone (303) 945-8212
INDIVIDUAL SEWAGE DISPOSAL PERMIT
SYSTEM DESIGN
______ Septic Tank Capacity (gallon) ______ •Other
______ Percolation Rate (minutes/inch) Number of Bedrooms (or other) ____ _
Required Absorption Area • See Attached
Special Setback Requirements
Permit N~ 3714
Assessor's Parcel No.
This does not constitute
a building or use permit.
Date __________ ~ Inspector __ L_-_;J,_~_'_~S,-=i'fr...!i£Lfuv,.=-<-"-'~------------
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 _______ lt-,.,-c1gr-~-=0Jrr.,,__ _____________________ _
~ Inspector ~./J.e{ 5 /F@G?. Date ~TAIN WITH RECEIPT R~DS 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 ($500.00 fine -6
months in jail or both).
White -APPLICANT Yellow -DEPARTMENT
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INDIVIDUAL SEW AGE rJlSPOSJ.L SYSTEM APPLICATION
OWNER LU"'--\tr&m~' }[,C\N\f2.5
ADDRESS I S--t> s~u!ll.. OJ,i}tt.\.5;171Jc.,vcr, (b_ <lo:i72 PHONE sog-tflfl~ '!'15 b
CONTRACTOR CB G"§..i... lt Ocr.~y.J -:Le.
ADDRESS ?--1i ~rk. &.« S'oi-k_ 3011?~ Co rt 6z./ PHONE 7'::?7-S'Yj. (
PERMITREQUESTFOR ~ NEWINSTALLATION ( ~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_,bt. ... ~ 1 CC> Size of Lot Liz (T() o ~ ~
Legal Description or Address L<o+ ~l C~l'""rSe.lk~ ~ <b<f9 U1/K5{Lif DA'~
WASTES TYPE: bq_ DWELLlNG ( ) TRANSIENT USE
( ) COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES
( )OTIIER-DESCRIBE. ______________ _
BUILDING OR SERVICE TYPE: $1'°'6 I"' 'fP.,....,j ly ~;dei.-.-1-JeJ
Number of Bedrooms 3 Number of Persons _....,.L/ ___ _
~ Garbage Grinder ~Automatic Washer 9<J_ Dishwasher
SOURCE AND TYPE OF WATER SUPPLY: ~ WELL ( ) SPRING ( ) STREAM OR CREEK
f
If supplied by Community Water, give name of supplier: Gn.r~Ket~ ? lLC eu .o
DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM:_.....:~=--"'°"'.....:..:....;1-e.;:;.£,__ _____ _
Was an effort made to connect to the Community System?_---'~'-----------
A site olan is required to be submitted that indicates the foDowing MINIMUM distances:
Leach Fieltl to WeD: 100 feet
Septic Tank to Well: 50 feet
Leach Field to Irrigation Ditches, Stream or Water Course: 50 feet
Septic System tu Property Lines: (septic tank & leach field )18 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
.. ,
' TYPErOF INDIVIDUAL SEWAGE DISPOSAL SYs~ROPOSED:
( ) SEPTIC TANK ( ) AERATION PLANT ( ) VAULT
( ) VAULT PRIVY ( ) COMPOSTING TOILET ( ) RECYCLING, POT ABLE USE
( ) PIT PRIVY ( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE
( ) CHEMICAL TOILET '(<-) 01HER-DESCRIBE_~r_=y"--'-7~~~------
FINAL DISPOSAL BY:
( ) ABSORPTION TRENCH, BED OR PIT
( ) UNDERGROUND DISPERSAL
( ) ABOVE GROUND DISPERSAL
( ) EV APOTRANSPIRATION
( ) SAND FILTER
( ) WASTEWATERPOND
( ) 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. I Minutes ____ __,.per inch in hole NO. 3
Minutes per inch in hole No. 2 Minutes per inch in hole NO. _
Name, address and tel~hone ofRPE who made soil absorption tests: HP ~--heh --:s~..-Jy
91/~-7?~i
Name, address and telephone ofRPE responsible for design of the system: S'Oo ft< Etr' "SP ri ""?
'ilwt "Kv+/e.J,e fl' 70(/-031 I I '
Applicant acknowledges that the comi>leteness 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~~~~
I
Date £---'(--o Z.-
PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!!
3
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May 31, 2002
C & B Construction
Attn: Chuck Brown
298 Park Avenue, Suite 301
Basalt, Colorado 81621
j
Hepworth-Pawlak Geoteclmical, Inc.
5020 County Road 154
Glenwood Springs, Colorado 81601
Phone: 970-945-7988
Fax: 970-945-8454
hpgeo@hpgeotech.com
Job No. 102 224
Subject: Percolation Testing, Proposed Septic Disposal System, Lot 2, Cerise
Ranch, Garfield County, Colorado.
Dear Mr. Brown:
As requested by Paul Rutledge with Sopris Engineering, LLC, Hepworth -Pawlak
Geotechnical, Inc., performed percolation testing at the subject site. We previously
conducted a subsoil study for the proposed residence and presented our -findings in a
report dated April 19, 2002, Job No. 102 224.
Two shallow backhoe pits were excavated on May 13, 2002 at the locations shown on
Fig. 1. The test holes (about 2 feet in 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.
Screened rock was placed in the bottom of the test holes prior to soaking. The subsoils
_ exposed in the percolation holes are similar to those exposed in the adjacent Boring 2
and consist of about 1 foot of topsoil overlying soft to medium stiff sandy silty clay.
Relatively dense slightly silty sandy gravel with cobbles and boulders was encountered
beneath the clay at a depth of 91h feet to the drilled depth of 14 feet. Groundwater was
encountered in the nearby boring at a depth of 5 feet. The upper soils were slightly
moist to moist.
Percolation testing was conducted on May 14, 2002, by a representative of Hepworth -
Pawlak Geotechnical, Inc. The percolation test results are summarized on Table I. The
percolation test results indicate an infiltration rate of 9 and 10 minutes per inch. Based
on the subsurface conditions encountered, primarily the shallow groundwater
conditions, we recommend a civil engineer design the septic disposal system.
If you have any questions or need further assistance, please call our office.
Sincerely, -
Rev. By: DEH
JZAJksw
attachments
cc: Sopris Engineering, LLC -Attn: Paul Rutledge
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APPROXIMATE SCALE
1" = 50'
-6352
LOT 1
H-P GEOTECH
JOB NO. 101 755
6350
-
---
---
r
--/
/
/ --~-~~ . I BUILDING
ENVELOPE
LOT 2
--
--
LEGEND:
£::,. PERCOLATION TEST HOLE
FOR THIS SIUDY.
e EXPLORATORY BORING DRILLED
FOR PREVIOUS SIUDY.
6352 ------
/
/
/
/
/
6350
LOT 3
WETLANDS
BOUNDARIES
102 224 HEPWORTH-PAWLAK
GEOTECHNICAL, INC. LOCATION OF EXPLORATORY BORINGS Fig. 1
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HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE I
PERCOLATION TEST RESULTS JOB NO. 102 224
HOLE NO. HOLE DEPTH LENGTH OF WATER DEPTH WATER DEP1ll DROP IN AVERAGE
(INCHES) INTERVAL AT START OF AT END OF WATER PERCOLATION
!MINI INTERVAL INTERVAL LEVEL RATE
llNCHESI !INCHES) llNCHESI IMIN./INCHI
P-1 31 10 6 3 3
w-edded 81/2 & 1/2 1
5 1/2 31/2 2
w-added 8 43/4 11/4
water added 8 3/4 5 1/2 1 1/4
5 1/2 41/4 1 1/4
w-lldded 81/2 & 1/2 1
5 1/2 41/2 1 10
P-2 31 70 81/2 31/2 3
31/2 21/4 11/4
21/4 3/4 1 1/2
w-edded 8 43/4 1 1/4
43/4 4 3/4
4 2314 1 114
23/4 1 1/2 1 1/4
w-edded 8 5 1 9
Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on May
13, 2002. Percolation tests were conducted on May 14, 2002. The average percolation
rates were based on the last two readings of each test.
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' FfR-22-2002 12•38 H-P GEO I EOl J 1
~cch
SUBSOil. &'TUDY
FOR FOUNDATION DESIGN
PROPOSED :RBSIDENCE
LOT~ CERISE RANCH
GARFIELD COtJNTY, COLORADO
JOB NO. un 224
APRIL 19, 2902
PREP.ABED FOR:
C Ir B CONSTRUCTION
ATTN: CllUCIC BROWN
2'8 PARK AVENUE, StllTE 301
BASALT, COLORADO 81621
P.02/17
• • Ff'R--22-2002 12:39 J I
HEPWORTH· PAWLAK GEOTECBNICAL, INC.
April 19, 2002
C & B COllSttUClion
Aun: Chuck Brown
298 Park A ve:aue, Suite 301
Basalt, Colorado 81621 Job No. 102 224
Subject: Report Tmsmjttal, Subsoil Study for Foundation Delign, Proposed
:Residence, Lot 2, Cerise ~. Gartield County, Colorado.
Dear Mr. Brown:
As requested, we have CODducted a subsoil study for the proposed R:Sideace at the
subject site.
Subsurface cnnditiOtl5 enCOl11lte1'ed in the exploratory borings drilled in the proposed
building area consist of about 1 foot of topsoil overlying soft to medmm stiff' sanely silty
clay. Rclatively dense, slightly silty to ruty aandy gravel with cobbles and boUlders
was CllCOUlltered beucalh the clays at deptbB of 9¥.. mt 12* feet. Groundwater was
measured 111 BodDgs 2 8lld 1 at deplhs of S mi 6 feet, zapectively.
The proposed realde:nce can be founded on apread foodDgs placed on the uatutal clay
aolls and~ fOr an allowable bearillg pmsme Of 1,000 psfwith a risk of
settlement and distreaa. The settlem=t risk can be mluted by use of compacted
structma1 fill below the fumidatim or with a strucmral slab (mat) fOUlldation. The
ground floor or a:awlspace grade should be kept at least i feet above high groundwater
level.
The report which follows deaaibes our exploration, summarizes our fiMinp, and
presents our tewili!Mik4ationa. It Is impaumn tbat we provide COllS1l1WioJl dllriDg
design. and field servia::a during comtruction to review aud monitor the implementation
of the geotechnical rerommeM•tiO'!S.
If you have any questiODS regardiDg this report, please coutact us.
Sl:acerely,
OR.'l'H -PA WI.AK GEOTECHNICAL, INC.
P.03/17
' ' l+-P GEOTEOi J )
TABLE OF CONTENTS
PURPOSE AND SCOPE OF STUDY ............. ; • . .. . . • . . . . . . . . .. 1
PROPOSED CONSTRUCTION . . • . • . . . . • • . : . . . . • . . . . . . • • . . • • . . • • . I
SITE CONDmONS . • . . . . . . . . . . . . . . . ." . . . . • . • . . . . . • • . . . . . . . . . . 2
SUBSJDENCE .POTENTIAL • . . . . . . . . . . . . . • • . . . . . . . . . . . . . • • . . . . • • 2
FIELD EXPLORATION • . . . . . . . . . . . . . . . . . . • • . . • • • . . . . . • . • . • . . . 2
SUBSURFACE CONDmONS •.•..............................•. 3
BEARING AND GROUNDWATER. CONDmONS • • . • . . . . . • . • . . . . . . . . . 3
DESIGN RECOMMENDATIONS • • • • . . • • • • . . . . . • . . • • . . • • . • . . . . • . • 4
FOUNDA110NS ..••••••......••••••.•••••.....•••.....• 4
FLOOR SLABS . . • . . . . . . . . . . . . . . . . . . . • • . . . . . . . . . . . . . . · . !I
SURF ACE DRAINAGE . • • . • • • • . . . . . • . , . . . . . . . . . . . . . . . • • . . 6
~ATIONS .. I .................. f •• " ...... f •••••• I • • • • • • • • • • 6
FIGURE 1 ·LOCATION OF EXPLORATORY BORINGS
FIGURE 2 ·LOGS OF .EXPLORATORY BORINGS
FIGURE 3 -LEGEND AND NOTES
FIGURES 4 &: S ·SWELL-CONSOLIDATION TEST RF.SUI.TS
TABLE I -SUMMA.RY OF LABORATORY TEST RESULTS
H-P GEOTECH
P.04/17
• .. H-f' GEOTECH I )
PURPOSE AND SCOPE OF STllDY
This report presents the results of a subsoil study for a proposed rcsidem:c to be
l<Xmd on Lot 2, Cerise Ranch, Garfield Cooney, ColoradO. The project site is shown
on Fig. 1. The purpose of the study was to develop recommendarious for rhe
foundation design. The study was CODduc:ted in accordance with our ~t for
geot.eclmical engiDeeriDg services to C &: B CODStrUction dmd March 27, 2002. A
preliminary geotechnical investigation wu peifonncd for die Cerise Ranch development
by CTLJTho.mpson, lllc. datedJamiary 27, 2000, their Job No. GS-2933.
A field exploration program consisting of exploratory borings wu conducted to
obtahi information on sabsurtace conditions. Samples of the subsoils obtained durin&
the field exploration were ti:sted In tbe laboratory to determine their classification.
compnMibllity and Olher eugineeriDg dlaract.erislics. The rcsaltB of the field
explotlltfon and laboratory testing w= analyzed to develop reccn1111eodatiotla for
ibundation types, depths and allowable presames for the proposed building foundation.
This report summari7.es die data oblaincd durlng this study and presems our
COJ!Clusions, design n:wuw.mdatiODS and other georecb.uica1 engineeriDg comidetatiOD.S
based on the proposed construction and the subsoil conditions ericountered.
PROPOSED CONST.RUCTION
The proposed ~klen<:e will be a two story wood frame strncmre wilh an
attached garage. Ground floor will be structural over a aawlspace for the residence
and slab-on-grade ln 1he page. GndiDg for the structme is assumed to be rclatively
minor with cut depths between about 3 to 4 feet. We auun:te relatively light foundation
Joadfn11, typical of tbc proposed type of ~on.
If building loadings, location or grading plam c!imge signifinurtJy from tbosc
described above, we sboald be notified to rc-evaluatc the 1eoc@11iewlati1JDS contained in
this report.
' • FFR-22-2002 12:39 > H-P GEDTEOi '
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Sl'n: CONDmONS
The site was vacant at the time of our field work. The iround surface is
relatively flat with a gmttle slope down ID the southwest. There is about 2 feet of
elevadon difference across the bUildlng envelope. A drainage ditch ls located along the
cutem property line. Draimge/irrigation ditches are located to the west and south of
the buildiug envelope. Vegetation consists of grus and weeds.
Bedrock of the Pcimaylvanian age Eagle Valley Evaporlte UDdetlics the Cerise
Ranch ikvdopmc:nt. These rocks are a sequence of gypsiferous sllale, fulc-~
sandstone/~ md limestone with some massive beds of gyp8lllI1. There is a
possibility that m11111ive gypsum deposits associated with the Eagle Valley Evaporlte
UDderlic portions of the lot. Dissolution of the gypsum under certain COllditions can
cause sinkholes to develop and caa produce mu of lo•:;dized subsidenu. Sinkholes
wen: not observed in the immediate area of the sabject lot. No evidew:e of cavities was
cmcountrred in the subsurface llllllelials; however, the exploratory boriDp w=
relatively sballow, for fomldatiol1 clesign only. Based on our present knowledge of the
sub8urface COllditionl at the site, it ClllllDt be said for certain that sinkholes will llOt
develop. The risk of future grouD1 subsidence on Lot 2 dJroUgbout the service life of
the proposed residence, in our opinion, is low; ho'wm!r, the owner should be I!lllde
aware: of the poteada1 for sinkhole cl8velopme.m. If funher investigation of possible
cavities in the bedrock below the site is desired, we should be c:ontacted.
FIELD EXPLORATION
The field e:xploraiion for the pzoject was CODdm:ted on April 4, 2002. Two
exploratory borlqs were drilled at the localiOJIS shown on Fig. 1 to evaluate the
subsurface conditions. The borings were lldvanced with 4 iDch diameter eontiRllous
flight augers powered by a truck-mounted Lollgyear BK-'lBD drill rig. The borings
were logged by a represematlve of Hepwotth-hwlak ~ Inc.
H-P GEOTECH
P.06/17
I
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Sample$ of the subsoils were taken with l % .inch and 2 .inch I.D. spoon
sariiplers. The samplera were driven Imo the subsoils at various depths with blows
from a 140 pound bammer falling 30 im:hes. This test is similar to the Slmldard
penetration teSt described by ASTM Method D-1586. The penetration resistance values
are an i:odication of the relative density or conslste:nc:y oftbe subsoils. Depths at which
the sample3 were llkm and the penetration lll8istance values are shown on the Lop of
Exploratory Borings, Fis. 2. The samples were reamied to our laboratory for review
by the pro~ engineer ml testing.
SUBSURFACE CONDmONS
Graphic logs of the subaw face c:Ollditions mc:ounterc:d at the site are shown on
Fig. 2. The subsoils consist of about 1 foot of topsoil overlying soft to medium stiff
sandy silty clay. Relatively dense. slightly silty to silty saody gravel with cobbles and
boulders was eJICOUlll:cRid benead1 lhe clays at depths of 91h and 12* feet. DriDIDg in
the dense r;ravel wi!h aug11r equipmml wu djfficult due to the cobbles and boulders aud
driDllJg refusal was encounteiecl in the deposit.
Laboratory t.esdna pei:formed on samples obtained from the borings inchlded
mtural lJ10isture contctt and c:leDsity. Resolts of swell-consolidation teSdng perfonned
on a nlatively 1Jildisturbed drive sample of the clay soils, presentllli on Fig. 4, indicate
moderate to high compressibility 'IUlder c:o.aditiom of loading and wetting. The sample
fro.Ill Boring 1 at 2 feet c:oulcl have been dislUibod duriDg sampling due to the hip
moisture commit. The laboratory testing is summarized iD Table I.
Grmmdwater WU encaDDtered ia the borings at depths of 51h at the time of
drillliig and the sub8oils were moist to wet beloW ground.waler. Water levels of S aod 6
m:t were measured in Borings 2 and 1, respectively, when clled:ed 8 days followinB
drilling.
BEARING AND GROUNDWATER CONDMOlll"S
The llPP« clay soils enc:mmtercd at the site are colllplessiblc upoo. loading.
Lightly loaded spread footinp pJa,;cd. on the upper natural clay soils can be used for
H·P G!OTl!CH
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boi.lding support with a risk of settlement and distress. The settlement risk can be
reduced by 1lSe of cnmpacted sttudU1'al fill below the fuwldation or with a structural
slab (mat) foundation. A low settlement risk alternate would be to support the house on
helical piers based in the dense ~ alluvium.. The measured groundwater kvels are
between 5 and 6 feet below the ground surface at the time of this study in early spring.
Tbe groundwater 1evds could rise dDring spring I1JllOff and summer field irrigation.
The ground floor or crawlspace grade sllould be kept at least 2 teet above the high
groundwater level. V eurtladOJl and. a moiatv.re barrier should. be provided in the
crawl.space.
DESIGN RECOMMENDATIONS
FOUNDA'nONS
Considering the subsoil ccmdhloos encowttered in the eitploratory borings and
the nature of the proposed comtruction, we reco11mH!!!d the building be foUllded with
spread footiugs bearing on the upper D8lUral clay soils or on compacted structural till.
If altemare ftmldatjon typeS such as maa or piers are cOllSidcred. we should be
co!llacted.
The design lllld consttuction criteria presented below should be observed for a
sprcad footing foundadon system.
P.08/17
1) Pootinp placed Oii. the Wldiaturbcd UPI* mmual clay soils or rompacred
structural till should be designed far an allowable soil beariug pzessure of .
1,000 psf. Based on experieiKle, we expect SCltlea1ent of footillgs
clesipcd and ~ as discussed in this sectioil will be about 2 to 3
Inches or mote and could oa:ur aver time. The settlement coold be
dUfetemial due to varying depths of the clay soils. The s!l'UCtlltll fill
would help to reduce the setrlemcot risk.
2) The footings should llavc a minimum width of 20 inches for continuous
walls and 2 feet for iao1alecl pads.
3) :Exterior footings and footinp beneath Ul1b.eared areas should be pNvided
with adeq!late soil cover ~ their bcariui: elevaiion for frost
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protection. Placement of foundation.s at least 36 inches below exterior
grade is typically uaed in this area.
4) Cominuous foundation walls should be heavily rehlforced top and bottom
to span local anomalies and limit the eft'ectJ of differential settlement
such as by assnmlrla an unsupported lcugdl of at least 14 feet.
Foundation walls acting as retaining structures should abo be designed to
resist a Jareral earth pressure conesp®<ling to an equivalent fluid Ullit
weigbt of SO pct.
The topsoil and any loose or disturbed soils should be removed and the
footiDg bearing level extmied down to firm aatural. soils. If water
Seep!IC is encountered, the footing areas should be dewatered before
co:uuetc placement. Structural fill placed below footillp to help mitigate
the seu:lemeDt risk should be at least 3 feet deep and wnsist of imported
grmm1ar fill, such IS road base. The strudural fill should be compacted
w at least 98 % of standanl. Proctor density at a moisture COiltent near
optimum. 'Ibe fill should extend latetally out from the fuotiDg a distance
at I.ease equal to the depth of fill below the footiDg. Teasar geogr.id or
simi1ar product may be nreded to stabilize the subgradc prior to fill
plarnnent
6} A rcpiese!lbdive of the geolCdmical en~ should oblerVe all footing
excavatiom prior to CODCtete placement to evaluare bellring cooditiom
and evaluale eompact!on of stl'llClmal fill on a tcgU1ar buis.
FLOOR SLABS
The natural on-site soils, excluaive of topsoil, are suitable to support lightly
loaded slab-on-grade COJl.StnlCtion. The ~ soils are comp1essible. To reduce the
effects of some diffcreutlal movemtnt, floor slabs should be scparatecl from all bearing
walls and columlls with expansion joinl& wbk:h allow umestrained vertical movement.
Floor slab comrol joints should be used to reduce cfa:mase due to shrinkage cracking.
The requirements for joint spaclllg and slab .reiDforcemellt should be established by the
designer based on experience and the infr:ndcd slab use. A minimum 4 inch layer of
free-drallrlai gravel lllloold be placed beneath slabs-on-grade for subgrade support. This
H·P GEOTECH
P.09/17
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material. should comist of Jlliims 2 lnch aggregare with at least 50 % retained on the
No. 4 sieve and less than 12~ pusinJ the No. 200 sieve.
All fill materials for support of floor slabs should be compacted t.o at least 9.5 %
of maximum standard Proctor de:nsit;y at a moisture c:onteut near optimum. Requited
fill can comlst of the O!Hit.e soila de\loid of vegetation, topsoil and ovenizcd rock.
SURFACE DRAINAGE
The following drainage precaotions lbouJd be observed during construction and
maintained at all times after the residence has been complered:
1) lnumlatimi of the foundation excavatiODS and umlcrslab areas should be
avoided during COllSU'UCtioD.
2) Exterior backfill sboold be adjusted to near optimum moisture ml
compacted to at least 9.5 9' Of the mujmnm Stlmdard Proctor density in
pavement and Blab areas Bild t.o at least 90% of the maximum stamlud
ProctoI deDsity in tandqpe areas.
3) The groond surface mriotuldhlg the eitterior of the buildiJJg should be
sloped to drain away from Ille fOundatlon .in all directions. We
rec;c1111n"'111f a minjmum slope at 6 inches in the first 10 feet in Ullp8.ved
arm mid a miDjmnm slope of g inches in the first 10 feet in paved areas.
4) Roof dowuspouts aD4 draim should madiarge well beyond the limits of
all l)eckfill.
LIMITATIONS
This study has been conducllld bi accoalaDce wllh generally accepted.
pote<:bnica1 ougineeriDg principles aD4 praclices in this area at this timt. We make no
warranty either expressed or Implied. 1k cooclusioas and recommcndatioDs submitted
in this report are based upo11 the data obllined from the exploratory borinp drilled at
tbe lcxatiml& iJldi.cau:d on Pig. 1, die proposed type of COllStrUClion and our experience
in the area. Our finclings IJ1clude intcrpola?ion and extiapolation of the subsurface
conditions identified at the exploratory boriDp and variatiom in the subsurfllce
conditions may not beoome cvideDt 11Dti.1 excavation IS performed. If conditions
H·P GEOTECH
P, 10/17
1-rP GEOTEa-1
-1-
encountered during CODStrUction appear different 1i"om. 1hosc desc:ribed in this report, we
should be DDtified so that re-eva1uatiol1 of the recommendatiom may be 11111de.
This report bas beeJ1 prepared for the exciusive use by our client for design
purposes. We are not responsible for tecluw:at lXltea:p1etttiom by otbm of our
information. As the project evolves, we should provide continued COJlSaltation and field
services durillg coastruction to review and monitor the fmplemeutatlon of our
rcwmrneudatiom, and to verify that the recnmmmfations have been appropriately
interpreted. Significant design cbanges may require addirioual analysis or modificatio11S
to the recommendafums presented herein. We recommezad oa-site observation of
e~ons and fcivnt!arion bearing sttata lllld testing of &tructllral fill by a
representative of the &eQtec:lmica.I engintt;T.
Siacerely,
JZA/ksw
cc: Raul Gawry's Arcbirecrure and p!ann!ng -Attn: Raul Gawry's
H-P GEOTECH
P.11/17
•
102 224
12:41 H-P GEOTE~ P.12/17
APPROXIMATE SCALE
,. -SO'
-11352
LOT 1
H-P GEOlECH
J08 NO. 101 755
8350
--
------
-
-
HEPWORTH-PA Wt.AK
GEOTECHNICAL. INC.
...... -/~--r~ I BUILDING
ENYELOPE:
LOT 2
------
LOT J
11E'TLANDS
SOU NO ARIES
LOCATION OF EXPLORATORY BORINGS Fig. 1
l!Je<>
.. • ~
I 5340.
i02 224
BORING 1
ELEV.• 6351'
2/12
ll>M.Z
DD-14
0 7/11 • -=-WC-211.4 -1X)o9I
I/II
-1
00-19
I
BORING 2
ELEV.• SJSO'
-=-0 -
Notte ExplGl'lotiorl of t)lllbal1 II shown on Ff9. J.
HEPWORTH-PAWLAK
GE01ECHNICAL, INC.
LOGS OF EXPLORATORY BORINGS
P.13/17
8355
..
~
j
!
113'!0 iii
11335
6330
Fig. 2
H-P GEOTEOi P.14/17
TOPSOIL; sandy silty doy. organic, ftrm, lllghtly moist, dork brown.
a.AY (CL); silty, sandy, mft to medium stiff. mor.t to wet below watw IM, dark brown to ;rvy.
GRA\£1. (GP-GM); IGl!dY. .ilghtly alty, wlth coilbl• and boulders, den-, wet, brown, subroUnded
to raund.t rock.
Relatlwly undlaturbed drl¥e eamplt: 2-lnch l.D. Callfornkl lfner somple.
Drlw IQ!llple; atonclanl p.netration test (SPT). 1 l/l! Inch l.D. epllt tpoon aarnple. AS'N 0-1586.
7/12
~
Driw llCITIPI• blow ..ount; indicota that 7 blows of a 140 pound hammer tolling 30 Inches wwe
required to drive the Callfamkl 01' SPT 9Cll!'lpfr 12 lnoha. .
-Free watr lewl in baring and number of da:YS following drlllfng mea1111rement WG8 token.
-Depth ot which boring had cGWd whtn dlec:ked on April 12. 2002.
T
N01ES:
1. Exploratory borings ._ drlled on Aprf1 4, 2002 with a 4-'inoh dklmeter omitlnuou1. flight
power OU9C1'.
2. Locotlonl of eicplorotary bortiga ... m-.red appn»cfmately by poc:fng from feature. .i.own on the llite
plan~-
3. 9-tioml of exploratory boringa w.-e obtained by lntwpolcltlon between contoul'9 on tile slto plan provided
ond Clleclced by instrument lewl.
4.. lh• .icploratory boring IOOGtlon• and tl-uort• 1110!,lld ~ c:an$lclered occurate only to the degree implied
by th• m.thod u...r.
IS. The llnee between materials ahown an the explanrtory boring toga rapr-t th• Clppl'Ol<lmGtt bounderfea
~ mat.rial t)t>89 and tranllltlon• moy bt gradual.
8. Wcrier JM l'llOdingv llho"" on the loge .-mode at the time and under the condition• Indicated.
Fluctuat{Qn In wcit• 1....i may a=ur with time.
7. Lab GI atol y T..tlng ".Wtl:
WC • water Content ( lll: )
DO • Ory 0-tty ( pd )
102 224 HEPWORTH-PAWLAK
GEOTECHNICAL. INC. LEGEND AND NOTES Fig. 3
' FllPR-22-2002 12:41 1t-P GEOTEa-1 P.15/17
Moisture Content • 34.2 percent
Dry Density = 84 pof
Sample of: Sandy SDty Clay
From: 8orln9 1 at 2 Feet
0
1 \
\ No mowment
,,,.... ........ upon
M 2 _.. "9ttln9
" ' / J 3 \
\ ~
4 ~
' j
s \ \I,
' e
!'\
~
7
a \
9 \
'
10 \
11 \
12
0.1 1.0 10 100
APPLIED PRESSURE -ksf
102 224 HEPWORTH-PAWLAK SWELL CONSOUOA TION TEST RESULTS Fig. 4
GEOTECHNICAL, INC.
• ' PFR-22-2002 12:42 ft-f' GEO I E0-1 P.16/17
• . .
Moisture Content • 26.4 percent
Dry Density .. ~8 pcf
Sample ot. Sandy Sllty Clay
From: Borln9 1 at 5 Feet
0
~ ~ -,
~ ,No mowment ~ ... "'~ UJIO!I
M 2 ~ wetttt9
8 \ 1 :s
Cl. \ 5
Q 4
5
0.1 1.0 10 100
APPLED PRESSURE -ksf
102 224 HEPWORTH-PAWLAK
GEOTECHNJCAL. INC. SWELL CONSOUOA~ON TEST RESULTS Flg. 5
~
-u
....
-J
.,..._.LOCATION ..,,..., -·· .......
1 2
6
10
U.IUML llATil.IAI.
-"'" ....
CON'IDn' tllNllrtV
'"' ....
34.2 84
26.4 98
36.2 79
HEPWORTH-PAWLAK GEOTECHNlCAL, INC.
TABLE I
SUMMARY OF LABORATORY TEST RESULTS
'9AMnOll .. ..,..,. ATIEAll• l...-ra --· ........ ..... Pr.ICING lllltJD kAS11C OOMPtiSSM ,,., "" .... "" """' -•TRENGlff --'"' 4'61 ... ,,
-.
-~
1
JOB NO. 102 224 ~
aoa.on
llEDftOCI TYl'E
sandy silty clay
sandy silty clay
sandy silty clay
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Chuck Brown
C & B Construction
Lot 2, Cerise Ranch
298 Park Avenue, Suite 301
Basalt, co 81621
RE: Proposed ISTS System, Lot 2, Cerise Ranch, Larkspur Drive,
Garfield County, CO
SE Job No. 22060.01
Dear Chuck:
June 25, 2002 \
Pursuant to your request, attached herewith is a letter/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 effluent will discharge to a distribution box to be equally distributed
across a 500 square foot soil dispersal field system. The soil dispersal system can be installed in natural
soils and needs to 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 2, on the south side of Larkspur Drive in
Garfield County, Colorado. The site is situated in Section 32, T 7 S, R 87 W of the 6th P.M. The Site
comprises approximately 2 acres. The site is bounded on the east and west by adjacent undeveloped
single-family lots (3 & 1 respectively).
I 502 Main Street • Suite A3 •Carbondale, CO 81623 • (970) 704-0311 •Fax (970) 704-0313
SOPRIS ENGINEERING llC civil consultants
I
)
Existing Site Conditions
. '
Chuck Brown
SE Job No. 22060.01
June 25, 2002
Page 2
The site is located on previously undeveloped, irrigated agricultural lands. The site has a gentle slope (1 % )
toward the southeast toward the existing drainage ditches and Blue Creek. The existing ground surface in
the proposed septic area has an approximate slope of 1 %. 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 or easement. A relocated drainage
ditch and easement runs across the Southern section of the lot approximately 45 feet south of the southern
building envelope line.
Proposed Site Conditions
It is our understanding that you intend to construct a 3500 SF, two-story, 3-bedroom single-family home
with an attached garage. The maximum number of rooms that could 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 Homeowners Association and the covenants of the subdivision approved by
Garfield County.
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 of ISTS 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
lot 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 a standard system(s) may be adopted for use on all the lots within
the subdivision. The approved system will be installed in a standard concrete septic tank with minor
modifications. We recommend installing the Orenco Systems Advantex-AX-20 unit. The Orenco Systems
Advantex unit is an approved treatment system.
• l ' T )
Subsurface Conditions
I I ' j
Chuck Brown
SE Job No. 22060.01
June 25, 2002
Page3
Attached herewith are the results of the subsurface investigation and percolation tests conducted on April 4
2002 and May 14, 2002 by Hepworth-Pawlak Geotechnical, Inc. The reports are dated April 19, 2002 and
May 31, 2002 (Job Number 102 224). The subsoil encountered at the site consists of 1 foot of topsoil
overlying soft to medium stiff, sandy silty clay. Relatively dense, slightly silty sandy gravel with cobbles
and boulders was encountered beneath the clay at depth of 9.5 to the profile boring depth of 14 feet.
Groundwater was encountered at 6 feet in Boring 1, located in the northeast comer of the site and at 5 feet
in Boring 2, located in the southwest comer of the site.
HP performed an additional subsurface investigation and percolation test on May 14, 2002. A profile pit
and percolation test holes were excavated on May 13, 2002. The percolation test resulted in an average
percolation rate of 10 minutes per inch. However based on the soil type a percolation rate of 20 minutes
per inch has been used for design.
Design Criteria
The proposed single family home contains 3 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.
' ' l )
Treatment System Criteria
I I I '
Chuck Brown
SE Job No. 22060.01
June 25, 2002
Page 4
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 dispersal 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
With respect to effluent quality, maintenance and operation requirements, a compact recirculating trickling
packed bed filter treatment system packaged in and on a new concrete septic tank is the preferred method
of treatment. The Orenco Systems Advantex-AX-20 is a "State of the Art" pre-manufactured package
system that provides economical, quiet, odor free operation that provides excellent wastewater treatment,
which exceeds the requirements of the EPA for secondary wastewater treatment.
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 typical residential
strength wastewater. Assuming an average BOD concentration of 150 mg/I the unit will remove 90% of
BOD and up to 85% total nitrogen removal. The Orenco Systems Advantex AX-20 is adequate to treat
wastewater from an equivalent 5-bedroom home utilizing a 1500-gallon septic tank.
Effluent Dispersal System Design
Treated effluent is discharged to the ground via a soil infiltration system allowing the infiltration of treated
effluent into the soil. The infiltration/dispersal field is sized adequately to maintain long-term acceptance
of the treated effluent into the ground. We do not anticipate that a conventional bio mat will form on the
bed surface. The bed will provide a means for achieving tertiary treatment (polishing). However for sizing
the infiltration/dispersal system we are utilizing the guidelines approved by the State of Colorado for sizing
of an absorption field. A soil infiltration/dispersal bed system, utilizing gravelless chambers is
recommended. The chamber units may be installed in native soils. The State allows a maximum 40% area
' I J I J I
Chuck Brown
SE Job No. 22060.01
June 25, 2002
Pages
reduction for the use of gravelless infiltration chambers in a bed configuration. Based on the hydraulic
loading rate of the receiving soils and the absence of a conventional bio-mat on the infiltrative surfaces in
the field we estimate that the long-term recovery rate of the daily peak loading will be less than 2 hours.
Soil Dispersal/Infiltration Field System Design
The average slope in the septic envelope location, just north of the building site, is 1 %.
The size of the infiltration bed is based on the design percolation rate of 20 minutes per inch.
Based upon the design percolation rate, the standard absorption area equation is:
A (SF) = Qd *(t) y, : where
5
A= Area; Qd =Design flow (gal/day)
t = time in minutes
This design calculation results in a recommended minimum absorption area:
A= 900 *(20) y, = 805 sq. ft.
5
Apply a 40% reduction for utilizing gravelless infiltration chambers.
805 x 0.6 = 483 sq. ft.
Use 4196 SF of bed with gravelless chambers: Assume 3-foot wide by 6.25-foot long chamber units.
Assume 15.5 square feet per chamber: 483 sq.ft. = 31 chambers. Use 32 chambers for 496 SF.
15 .5 sq .ft/chamber
We recommend using a bed system composed of 2 beds with 2 rows each 50 feet long and 6 feet wide,
containing 8 standard infiltration chamber units in each row. Excavate dispersal field to accommodate a
minimum 500 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 and to the infiltration field's leaching chambers. An effluent filter pump system vault will be
installed in the secondary compartment of the septic tank to circulate filtered effluent through the packed
bed filter treatment media above the tank, which will greatly reduce the bioJogical loading to the
infiltration field. An automatic float operated discharge valve opens per demand to allow treated effluent
to be discharged to the field. A 4" effluent discharge line will discharge effluent to a distribution box
installed near the down-gradient infiltration bed field. The effluent will be equally distributed from the
distribution box through 4 individual discharge pipes to each pair of chamber rows in the system. The
discharge pipes will connect to a tee at the head of each chamber row pair. An inspection port should be
installed on the top mid-point cut out on the end chambers in each row.
' I ~ I t j
Control Systems
Chuck Brown
SE Job No. 22060.01
June 25, 2002
Page 6
An Orenco Systems control box will control all functions and monitoring of the installed system. The
controls will record all operational cycles and will make adjustments if necessary. Alarms for the
treatment system components in the septic tank will be recorded and reset through the control box. A
Vericomm Telemetry control will be installed with the control box to allow offsite monitoring, data
collection and remote operational setting control. Each system at Cerise Ranch will be set up with this
web-based technology for use by authorized operators.
ISTS Operation and Maintenance
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. Attached is a copy of a maintenance
agreement with SCG Enterprises the company that will install the system.
The ISTS 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. Dispersal fields should be maintained with suitable
cover and kept free of root invasive plants. Positive surface drainage away from the infiltration field
should be maintained. Attached are an ISDS and Advantex operation and maintenance guide.
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.
~ I ) J
General Notes
Chuck Brown
SE Job No. 22060.01
June 25, 2002
Page7
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. 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.
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 dispersal 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 desigu 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 ISTS. If the County Environmental Health Department requests
changes or modifications to this desigu, we should be contacted to evaluate the effect on the ISTS.
If you have any question or need any additional information, please call.
Sincerely,
SOPRIS ENGINEERING, I.LC
\
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ADVANTEX TREATMENT SYSTEM NOTES:
1. EFf'LUENT TO TI-IE TANK Will BE TREAlED 'NITH AN .DRENCO SYSTEMS
INC. ADVANTEX AX-20 TREAlMENT UNIT. THE UNIT IS A REORCULATING
TEXTILE f"ILTER INSTAu..ED WITH 1HE SEPTIC TANK. lHE ADVANTEX AX-20
IS DESIGNED TO PROVIDE TREA 1MENT RESULTING IN EFflUENT WATER
QUALITY PARMETt:R LEVELS Of 15 mg/I 800 AMO 15 mg/I TSS BASED
ON RESIDENTIAL SlRENGTli WASlEWAlER.
2. THE ADVANTEX TREATMENT SYSTEM SHAU. BE INSTAU.EO IN ACCORDANCE 'MTH lrlE
MAUNUF'ACTURES SPECfflCATTONS ANO INSTALLTION GU!DELJNES SY SCG ENltRPR!SE!;,
INC., AN APPROVED INSTALLER.
•
J. THE TREATMENT SYSTEM SHALL BE lNSPEClID ON A REGULAR BASIS AND BE PROP[Rl..Y
MAINTAINED. OWNERSHIP ot THE SYSTEM AND RESPONSIBILITY FOR REPAIR ANO
MAINTENANCE 'HILL REMAIN WllH THE OWNER. THE OWNER SHALL RETAIN n.iE
SERVICES OF QUALIFIED PERSONNEL TO INSPECT Tii£ ISTS'S AND TO PERFORM ALL
MAINTENANCE ANO REPAIRS NECESSARY TO ENSURE THAT THE SYSTEM IS INSTALLED
PROPERLY, IS IN GOOD OPERAllNG CONDITION AND IS 1N COMPLIANCE WITH lHE
MANUF-'Cl\JRES PERFORMANCE REQUIREMENTS.
AdvanTeY: Treatment System
AX 20 Series -Mode 3a T 90 ' I I
I
Jll.5
NltcotoRot,mUno~-f
Discharge Filtrate A.a.-T.-r::i..,.7 11
lo1et-o LU
; Top View ~--------.t.dwnTex Filter
Inlet Ristr/Ud > / '
4 I IW U:U .::mi -1
Recirculatlng Splitter Valv$ (RS{)
with Quick Disconnect
Slope-------,_
{min. 1/8./ft.)
Inlet-
2· Dia. v.nt
z4• Dia. P\'t Riser/Ud
~
ISOS SYSTEM NOTES
1. ADO A IWO-WAY Cl.EAN OUT ON lliE SERIJICE LINE FROM lliE HOUSE.
2.. ALL MATERIALS A.NO 1NSTA1.LATION SHALL CONFORM TO P1TI<IN
COUNTY tNDt...,OUAL SEWAGE DISPOSAL SYSTEM. (ISDS) REGULATIONS.
.J. ALL SEWER LINES TO BE SDR-35 OR SCHEDULE 40 P.v.c. PIPE UNLESS
NOTED OTHERWISE.
4. THE CONlRACTOR SHALL ENSURE lHAT lHE SEWER LINES AND SEPnc T/4.NKS
ARE WATERTIGHT, ALL PLUMBING FlXTURES SHALL BE INSTALLED ANO
MAINTAINED TO AVOID EXCESSIVE WATER ENTERING THE SEPTIC SYSTEM.
5. IT IS THE RESPONSIBJLITY Of" THE CONTRACTOR TO CONTACT ALL
UTILITY COMPANIES FOR FlELO LOCATIONS OF UTIUTIES PRIOR TO
CONSTRUCTION AND EXCAVATION.
6. THE DISPERSAL TRENCHES MUST BE MARKED ANO PROTECTED TO
PREVENT DAMAGE FROM VEHICULAR AND LIVESTOCK TRAfFIC.
7. lHE TANK SHALL BE INSTAf.l.El) LEVE!... OH COMPACTED EARTH. INSTALL
WATERTIGHT RISERS AS NECESSARY TO BRING ALL REQUIRED AccESS
POINTS TO lHE FlNISHEO SURFACE QRADE.
INSTAU lHE PRETREATMENT COMPONENTS TO BE EASILY INSPECl'tO AND
MAINTAINED FROM THE TANK RISERS AND ACCESS LIDS. THE SEPTIC
TANK TO BE INSTAU.EO J FEET saow GRADE IF FEAS18LE TO
ACCOMODATE STANDARD 3 FOOT RISERS OR MOUND EAffni AROUND
RISERS AND' ADVANTEX PODS TO INSURE INSULATION FOR COLO
CUMATE APPLICATIONS.
a. THE ENTIRE INFlLTRATION BED SURFACE MUST BE REVEGATATEO.
9. THE lNFILlRATION BED SURFACES MUST BE CROMIEO TO Dl~T
SURFACE DRAINAGE AWAY FROM THE TRENCHES.
10. lHE DIMENSIONS SHO~ ON lHE PLAN INDICATE MINIMUM AREA AND
SEPARATION DISTANCES POR lHE BEDS.
tt. THE LEACHING CHAMBERS SHALL BE INST~ IN A LEVEL BED.
12. THE MINIMUM COVER OVER THE TOP OF lHE INFILTRATION FlaD
CHAMBERS SHALL BE 10 INCHES NOT TO EXCEED 24 INCHES.
13. lHE eED CHAMBERS WIU. Bf BACKFILLED Vl1lH NATIVE AND IMPORTED
MATERIAL FROM n1E EXCAVATION VOID Of ROCKS, lHE BACKFILL
MATERIAL SHALL NOT EXCEED 2 1/2. DIAM£1ER AND SHAU. BE
PlACED TO AT LEAST 15 INCHES ABOVE lHE TOP Of lHE CHAMBERS.
THE SCREENED BACKFILL SHALL BE C0\1£RED 'MTH Fll'T!R FABRIC.
A MINIMUM 4-DEPTH Of TOPSOIL IS TO 9E PLACED ABOVE THE
BACKflLL TO 11-fE SURFACE. THE 1RENCH BOTTOM SHAU. BE
SCARIFIED If SMEARING OCCURS.
14. 'vSTICAL INSPECTION PORTS SHALL BE INSTALLED FROM THE
CENT£R PRE MARKED HOLE ON lHE TOP or lHE BED ENO
CHAMBERS. ('NP. ENDS Of' EACH ROW)
15. All INSTAU.ATION Of CHAWBERS SHAU. SE lH CONFORMANCE
V11TH THE MANUFACllJRES INSTALLA.llOH INSTRUCTIONS.
16. ISTS SYSTEM TO BE INSTAU.ED ANO CONSTRUCTED TO MEET NSf-40
Cl.ASS 1 STANDARDS OR ENGINEERED EQUIVALENT.
OIS1Rf80TION SYSTEM N01E$:
1. TREATED EFFLUENT Vl1U. DISOiARGE TO A DISTRIBUTION BOX.
EFFlUENT V11U. BE EQU.til.l.Y DISlRIBUltD TO lHE lNFlLTRATION
FlEl.D 'AA INDIVIDUAL DISTRIBUTION lJHES.
2. THE DISTRIBUTION SYSTEM SHAU. OISlRfSUlE FLOW EYENL Y TO
EACH CHAM8fR BED ROW. AU. OISlRISUTION PIPING, CONNECTIONS
AND FlTnNGS SHALL BE WATERTIGHT.
-~
,.
• ..
l..OCATICl'll OF nfE lRENQt BEDS MUST BE 'M1Hll nE
PROPOSED SEP'DC ENWl.CPE AND MEET ALL COlMTY
SE1BAQ( REQIJIEIENlS. 1HE SYSlEM SHALL BE
PWMEIED FOR EQUAL DISTRIBU1ION. 1HE OiAMBERS IN
EAOt 1RENOt BED SHALL BE INSTAU.ED AT 1.£\'El.
GRADE. TtE BOTTOM SURFACE GRADE OF 1HE BED
SHAU. BE ltSTM.LED AT A MAXIMUM DEf'1H Of' 24
IH<HS BELOW THE PROPOSED FHSH CRACE. EA.at
BED SHALL HA\€ A .. SEPARA'IDI DISTANCE. ----
"
-
• -~ I V io.°"---/'
. ··, '..___ J;p~'!ff! d
""'t ------_......
--~ ENVELOPE _.... --
/ ~-f'l:f;:. -------
I
l-
\
AllSORPlKlNBEDSHAU.
BE MARKED AND PROlEClED ,_......._..'IRAFFlC
lilSPECTKIN PORT
EXCAVATION FQR BEDS TO BE 1NSPEC1ED BY 1HE
ENCINEER TO 0EJ< SCL CQNDmONS. ALL
SEPTIC S"tS1EM OCIF'CINENTS. MA'IENALS AND
BAa<Fl.l. 10 BE APPRCMD BY 1HE ENQNEER.---
I_.--_.--•• ~r _,,./:-·w:s."".:tf1i..i""" _, ,,,,,,,, ----! --__,,,.. // ----
! -_.,,..-----~,, /#
_, ..... -rrP j ~f Sf
...
' ~------Sf
. ----Sf::;;---Sf----DRAINAGE 1>10! ---
l
l
CROWN FIELD lRENCH TO
Dl\'£RT SURFACE WAlER INLET 4.1.. SOI.JO
PVC OIS'TRI~ PIPE • c><< ' , »>:::
UNDISTURBED M ,, /.,,, /::('.
12·.;.2 ... • !
EARll< -.........'y'.""
All!R FABRIC ~~\,~~
MIRAFI N-140 '
' SCREENED BACKFILL
'\.." . • / USE l.EVELINO CO ~ ' >;::---...,: >;:: SANO ANO GRA ' !
NATIVE SOIL AND
GRAVEL NOT TO
EXCEED 2-112• DIA.
.• ~'
'./}:%//)~>,/j~' ~rJ.l'.Fm.lE:Tl<ll<A
LESS THAN 4X
j< VARIES PER I OF ATIVE SOIL i STANDARD
INFlL lRA TOR
SCARIFY/TILL BOTTOM SURFACE Tl
A DEPTH Of 3" AND RAKE LEVEL
CHAMBER ROWS t
NOTE: ALL ROWS Of INFILTRATORS IN A BED MUST BE l.E\IEL
MAXIMUM DEPTH OF BEDS NOT TO EXCEED 24•, INLET AND
ENO CAPS ARE TO BE INSTALLED ON EACH END INFlLTRATOR
CHAMBER RESPECTIVl...EY. INSTALL .._ .. DISlRIBUTION PIPE AT
THE INLET PORT AT THE HEAD Of EACH ROW OF CHAMBERS.
INSTALL SPLASH F'LA1'E ON THE BOTIOM SURFACE BELOW THE
INLET TO PREVENT SCOURING. INSTALL A .._. VERTICAL
INSPECTION RISER FROM THE CENTER CUT OUT ON THE TOP
OF EACH END CHAMBER IN EACH ROW.
CROSS-SECTION STANDARD CAPACITY
LEACHING CHAMBER SYSTEM
NOT TO SCALE
INFILTRATION C
.!
SCREENED BACKFILL
NATIVE SOIL AND
GRA VEl NOT TO
EXCEED 2-112• DIA.
CENlER CUTOUT
SOLID 4• PVC
OISlRIBUTION PIPE
PLAN VIEW STANDARD CAPACITY
LEACHING CHAMBER SYSTEM
NOf 10 '°"'
SYSTEM
---------
1\1 / (,
#/
,=t
4" DISTRIBUTION ~l
GRAVITY LINE
FROM SEPTIC TANK
FLOW SPLIT
') s nh:1' --'i'-~------__ , --. -
'" • .,
.,
INSPECTION PORT
W/ CAf' (NO GLUE)
TION BOX LIO
NO SURFACE
:ATEO RISER
SOLID PVC GRA Vll'Y
STRIBUTION LATERALS (TYP.)
) ABSORPTION MOUND
n~TAll
............ .,.. ........ ...
lni.t-c 1 11 I ',
~'--~
Side View
TWO WAY a...EAN OUT
PROPOSED GRADE\\
ADVANTEX AX-20
TREATMENT SYSTEM
RECIRCULATING PUMP/flllER--"\. \ \
ASSEMBLY VAULT \ ___ _i___
PROPOSED BUILDING
.UENT DRAIN LINE
AT MINIMUM 2X SLOPE
1 1 \ r......_RECIRCULATING SPLITTER VALVE
DISCHARGE LINE
·ISTRIBUTION LINES
AT MINIMUM 1X SLOPE
CROSS SECTION SYSTEM DETAIL
N.T.S.
'
0 •' I
2 'ComPorfmenl Tank
Biotube9 Pump Poekage
EXISTING GRADE
~ ~
End View
GENERAL NOTES:
1. THE lSTS SYSlEM "5 SHO'Mll ON THE PLAN ANO THE DETAILS \\ERE
DESIGNED BY SOPRIS ENGINEERING. THE PROPOSED HOUSE. ORIV£WAY
WAS PROVIDED BY WINTER GREEN HOMES. THE EXISTING LOT
CONDITIONS. CONTOURS, SURVEY INF'ORMATION ANO PROP05£D BUtUNG
ENVELOPE WAS PROVIDED BY HIGH COUNTRY ENGINEERING, INC./
INTERMOUNTAIN ENGINEERING LlD.
2. THE CONTOUR INTERVAL ON THIS MAP tS 1 f'EET.
NO] DA TE I RE\llSION I BY
C & B CONSTRUCTION. WINTER GREEN HOMES
LOT 2 CERISE RANCH. LARKSPUR DRl\llE
GARFIELD COUNTY
OPRIS ENGINEERING. LLC.
LOT 2, ISTS SYSTEll
INDIVIDUAL SEWAGE TREATMENT SYSTEM
SITE PLAN AND SYSTEM DETAILS
Cl\llL CONSULTANTS --~'
APR-21-2003 MON 02:07 PM CB CONSTRUCTION DESIGN FAX NO. 9709276553
Chuck Brown
C & B Cons11uction
Lot 66, Cerise Ranch
298 Park Avenue, Suite. 30.i
Basalt, CO 81621
j ~ ....
P. 02
January 8, 2003 j
RE: As-Built JSTS System, Lot 2, Cerise Ranch, larkspur Drive, Garfield County, CO
SE Job No. 22060.01
Dear Chuck:
Pursuant 10 County Regulations, !his Jetter provides documcnration !hat the new individual sewage
treatment system (ISTS) recently installed is in general compliance wilh the permitted design. Sopris
Engineering has performed site visits 10 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 Snidows Backhoe Service, the contractOrs that construc1ed the system. The system was inspected
prior lo backfilling and after all installations were completed. The as-built conditions and installation of
lhe new ISTS components is in compliance with the permitted design specifications for the system. The
as-built size and location of the rw,w ISTS system was generally inslalled as delineated on lhe design
drawing. The as-built location of tbe system components is delineated on the attached as-built drawing.
The System was installed in accordance with Garfield County Regulations; the design presented in the
Sopris Engineering report and the design drawing, dated June 12, 2002. A 1500-gallon dual compartment
septic tank was installed wilh an Oicnco Systems, Inc. Advantex AX-20 treatment system in.~talled with
the septic tank. The Advantex re-circulating packed bed filter assembly was installed by SCG, Inc. The
system has a dosing pump basin installed adjacent to the septic tank to pressure dose effluent tbrougl1 a
distribution manifold to the field. A 24" diameter distribution box was installed to house the distribution
manifold and water sampling port. The systems control box bas a relJIQte telemetry unit that can be
activated by connection to a phone line. A two-year inspection and maintenance agreement is in place,
which calls for service and inspections every 6 months.
The Dispersal field was constructed wilh 2 beds containing 2 rows of 8 chambers each 50' in length as
generally delineated on the site pli!.n. One additional chamber was installed on each side row over the
minimum required. Flow is split equally between the 2 beds. Inspection ports were installed on each end
chamber and on the head comer chambeJs. The overall dimension of the dispersal field is 50' by 18'
mounded approximately 36" above the surface. The field was installed level with suitable soil below the
chamber and backfill over and around the chambers. An Orenco distribution box was installed between the
dispersal field and the septic tank/treatment system to provide for equal disttibution of the treated effluent
from the Advanlex unit to the field. The construction was completed utilizing specified materials installed
according to design. The minimum setback distanc:es have been maintained.
) 502 Main Street• Suite A3 • Carbondale, CO 81623 • (970) 704-031 f •Fax (970) 704-0313 j
SOPRIS ENGINEERING llC civil consultants
APR-21-2003 MOH 02:07 PM CB COllSiRUCTJON DESIGN FAX NJ. 9709276553
Advanlex AX-20
P. 03
Chuck Brnwn
SE Joh No. 22060.0l
January B, 2003
Pai;e 2
Pursuant to Section 17.J .D, in !he Covenants, the engineered system is designed to service at least (4)
bedrooms utilizing an appiovcd advanced treatment system. The advanced treatment system installed is an
Orenco Systems Advantex·AX·20 unit (re-circulating trickling pacl<ed bed filtel'). The system is capable of
producing effluent quality which meets or exceeds the requirements of the US EPA for secondary
wastewater treatment (30mgfL BOD and 30 mg/L suspended solids). The dispersal field is siud to
adequately service (4) bedrooms. All ISTS components arc accessible from !he 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 Advantcx AX-20
is designed to provide treatment resulting in emucnt water quality parameter levels of 15 mgfL BOD and
15 mgfl. TSS based on a design flow of 900 gpd.
Maintenance Protgcol
Pursuant to Section 9.4. ISTS Management Plan, in the Cerise Ranch Covenants, lhe engineered system
shall be inspected on a regular basis and be p1opetly maintained. Ownership of the system and
responsibility for construction, repair and maintenance will 1ernain with the Lot Owner. The Association
shall retain the services of qualified personnel to inspect the ISTS's and to perform all maintcllllnCe 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 syste1n will be i11spected 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 bihnnually. Administration of these requirements is delineated in Section 9.4.
If you have any questions or need any additional infonnation, please call.
~·ft-bil.,._ISDS..DOC