HomeMy WebLinkAboutOWTS Designe ll29 -2¡h Road
Cront Constructlon lnc,Grand Junctlon' CO 8t5O5
Grand Junction (9?0) 245-0577. Glenwood SpringslAspen (970) 640-5029 . Montrose/Deha (970) 640-5029
Fax: (970) 257-7453. Em¡il: ccigi@msn.com
ONSITE 1ryASTEWATER TREATMENT SYSTEM DESIGN
Date:June 30,2016
Prepared by:Thomas A. Cronk, P,Ë.
Cronk Construction Inc.
I129 -24- Road
Grand Junction, CO 81505
245-0577
Type of Design: residential
Client:Royle Stillman
580 JB Court
Glenwood Springs, CO 8160t
970-779-4027
Property address: 580 JB Couf, Glenwood Springs, CO 8ló01
Ta,xscheduleNo.: 2t23-253-00-048
Legal Descript.:
GCI ENoINEERING
1.0 Site llisto_ry
The sitc cortsists of approximately 8.72 acrcs of uncultivated native soil. Drainage is approxirnalely 20ç/a
to the west/southwest. A percolntion tesfsoils evnluation rvas conducted on the property of reference on
06128t16 by Tonr A. Cronk, registered professional engineer (R,P.E.). Tlrc perc çxcavution lrench
(excavation A) was located approximately 5 I 0' north of the south propeny line and approximately 200'
west of the east propeúy line. Additional perc lroles were located 40' north of the trench (excavation B)
and 50' south of the trench (excavation C).
The orvners wish to construct a four bedroom residence at the site. The 06130116 site investigation rvas
conducted to provide subsurface design parometers for an onsite wastervater treatment system (OWTS) to
serve the proposed residence.
Based on results frorn the A613ü/16 site investigalions, an engineered OWTS design has been prepared for
the property. A discussion of developed subsurface design parâmeters and the engineered OWTS design
follows. The site layout and location of the 06128116 perc teslsoils evaluations are shown on the attached
plot plan. Results of the perc test/soils evaluatiorrs are âtlached for refere¡rce as Appendix A.
2.Q* Development of Design.Paramclers
A perc cxcavation trench (excovation A) rvas exterrded to a depth of 120" below ground surflace (BAS).
There was no evidence of ground waler or high seasonrl water table in the open excavntion to a depth of
120. BCS. Tlre soils evaloatior indicntes three distinct soilhorizons underlie the site. A lithological
description follorvs:
depth lin.) description
0'- 18"
lg"-4g'
4g'* 120*
sandlclayey sand, red; (USDA-sandy loarn. blccky, moderate strucfure)
light red sand/clayey sand (USDA-loamy sand, blocky, moderate structure)
minor gravel ( l0mm- l00rnm) ¡n light red sandlclayey sand matrix (USDA-sand,
singte grained)
As based on the resul¡s frorn the 06/30116 site investigations (,{ppendix A), a design perr rate of l5
minlin. and corresponding long term acceptonce rûte {LTAR) of 0.80 are chosen fior overall system sizing
for ¡n ínfìltr¡fsr trench absotptiurr field rlcsigrrctl tu rJisclrurge tu subsuils l¡eluw tlle 48" tlcptlr.
')
3.0 S!,¡ste¡n Design
An INFILTR¿llOrR absorption tre¡rch is proposed for discharge of septic effluent ât the s¡te. Construction
of the system wiltconsist of excavating level trenches in the area comprising the absorption field. As
s¡orvn in the anached septic tayout plan, the trenches will be oriented perpendicular to the natural slope to
minimize the depth of excavation along lhe trench length. Each trench excavation sl¡all be continued to a
maximum dept! of 48" BCS at the uphill side of the trench {see absorption field cross-section). After
removat of surlace soits, the open excâvittions rvill be disked or scarified to promote subsurface
absorption.
Follorving completiorr of the initial puslt-outs, QUICKi STANÐARÐ INI;ILTRATORS rvill be used to
constructì septic efiluent distribution system in the open excavations. Tbe INFILTR.4?"O¡Î effluent
distribution sys¡em rvill be installed in accordunce with tl¡e "lnfiltralor Technical Manual", av¿ilable from
lnfiltrator Systems lnc., 123 Etm Street, Suite ¡2, Old Saybrook, Connecticut 06475. Adjacent
INFILTI¡TO|.S shall be fastencd with a minimum of four (4\314" x #8 selÊtapping sheet metalor bright
brass deck screws lo prevent movemenl ond separation during backfilling.
Septic efiluen¡ will be transferred from the upper trench to eacl¡ cf the adjacent dorvnhill trenches through
a serial distribution network as shown in the attached constri¡ction details. The serial distribution
connections between adjacent trenches will facilitate the saturation of the uphill trench before septic
effluent is ¡llowed to flow to e¿¡ch of the adjacent downhill trerrches. As shown in the attached
Absorption Field Cross Section, the bottom of the,S7X.üD,,1Rþ INI;lL7'n¿TOlì seepage trenches will be
located a maximum of 48" belorv ground level'
After the IN\LTA¿TORS are installed, synthetic filter fabric ( 140-200 mesh) will be placed over lhe
trenches and the system will be covered with a soilcap. The soilcap rvillconsist of 36" of native soil
backfill. The soil cap rvill be ¡nouneled 57o above the existing ground surface to promote surlace run off
away from the absorption fìelds.
The installer should confirm the feasibility of graviry discharge of sewage efiluent from the existing
septic tank ro the âbsorption field by field verification of assumed design pârameters. Assumed design
pårometers rvith respect to gravity discharge include:
distance from the seivage pipe at exit from the loundation to the absorption field - 150' or
less,
¡ etevation of the ground surface at entry to the absorption field shall be no more than 6" above
the invert elevation of the servage pipe at exi¡ from the foundation line.
lf field measuremËnts do not confinn these design üssumpt¡ons, gravity dischnrge of septic effluent from
the proposed structure cannot be assured and a lift stât¡on tnay be required. Ple¿se contact the design
engineer to address any design modifications necess¿rry if these design assumptiotts âre not upheld.
The installer rnust also confirm the setbacks from property lines, building envelopes, and existing
easements showlr in the attached graphics nre maintained. Four inch clean outs shall be provided at
maximum 100' intervals in all eflluent lines exceeding 100' in lenglh. Vehicle traffic and parking ¡s to be
prevented over tlre absorption and repair area. Provide minimum scl¡edule 40 PVC under all traffic areas.
Additionally, effluent piping in traffic areas with less than 36" of cover shall be encased in 6" CMP or
3
a
florv fill at¡d covsn d with minirnum 3" high dcnsity bluc bo¿rd insulation. Finally, ony unknorvn util¡ty
lines, easements, or othcr odverse conditions disclosed during construction ¡nust mailttain the requircd
setbacks listed on page 5 of this document.
A 1,250 gallon, two compartment, concrete septic tank will be used to provide a nrininrunt of 48 hours
retention time for sewûge generated from the proposed four bedroom home. A non-corrodible Orenco
fìlter imodel # FTW0444-36) shall be installed at the final outlet {ee of the existing sept¡c tank or in the
effluent line between the septic tank and the absorption field to limit the size of solids and sludge passing
into tlre absorption field. Tl¡e fiher must be accessible for cleaning and replacetnent fronl the ground
surface.
As discussed above, lN}'lL'l'RÁf08 absorption trenches are proposed to discharge septic effìuent to the
underlying sub-soils. As shown in the attached graphics, the absorption renclres will consist of three (3)
trenches 3' wide x 480'deep x 60' long with lÌfteen ( l5) STANDARD /¡ûfl¿TRATOR (or equivalent) units
each for a total of forty five (45) units. The absorption field rvill encompass an effective area of 771 .43
sq.ft.
Calculstions and design paramet€rs used to size the absorption freld follow.
DESICN CALCULATIONS
DESICN LOADING RATE OF 4 BEDROOMS x 150 GAL./BEDROCIM*DAY = 600 CAL.IDAY
DËSlüN PË,|(üOLAI'lON RATE * l5 MIN./INCH
DESIGN LONC TERM ACCEPTANCE RATE (LTAR) ..,0.80 CAL.IDAY-SQ. FT.
o = #ñ,, wllËRE,
A * ABSORPTION FIELD AREA (SQ. FT.)
Q= DESICN FLOVV (CAL./DAY)
LTAR = LONO TERM ACCEPTANCE RATE (CAL./DAY-SQ. FT.)
A=#= ?50
ABSORPTION FIELÐ AR.EA ADJUSTMENT FACTOR FOR CRAVITY TRENCH DESICN - I.O
ABSORPTION FIELD AREA ADJUSTMENT FACTOR FOR USg OF CHAMBERS., 0.7
ADJUSTED ABSORPTION FIELD ARËA = 750 X 1.0 X 0.7 " 525 SQ. FT.
USE 45 QUICK4 STANDARD INFILTRATORS AS 3 TRËNCHES OF I5 UNITS EACH
CONFIGURED IN SERIAL D¡STRIBU'NON
ABSORPTION FTELD ADDITION slzED AT 3 TRÊNCHES 3 FT. x 60 FT * 540 sQ. FT.
"l
4.0 S ite Spec i fic I nslallationl0peration Requ irements
The owner and systern contrûctor shall be aware and comply with the follorving installation and system
operation reqüirements.
The system eoÍtractor must be approved and licensed by Garfield County for installation of
onsite wastewater tr€atment syslems.
All instqllation activities shall_be conducled in accordance with current Garfield eountv
OII¡L9 Âesulalio¡rs. lf at any time duri¡rfi construction. subqurfâce site conditions sre
encountered which differ from the design paraneters developed in Seçtion 2.0. construction
activities will stop and the dgsign engineer will be çontac¡ed to addrcss any necessarv design
modifìcatipns.
lnstallation procedures including grade, location, setbûcks, septic tank size. and absorption
field si¿e shall conform with the anached graphic details. Construction activities and system
components will not encroach upon existing eûsements or ut¡l¡ty corridors. A minimum of 6
ft of undisturbed soil shall be maintained between individunl absorption elements and the
sept¡c tcnk and/or adjacent absorption elements. Minimurn site specific setbacks for system
components are:
a
a
a
a
a
Source
domestic rva¡er line
domestic well
domcstic water cistcrn
property lines
unoccupied structure
occupied structure
irrigation ditch
open
intermittent irrigation
gated
solid pipe:lined
Septic Ta¡lk
l0'
50'
50'
l0'
5'
t0'
Absgrption Field.
?5'
I 00'
100'
l0'
5',
20'
Buildine Sewer
¡0'
50'
t0'
t0'
r0'
50'
2'',
?s',
l0'
To avoid surface flow infiltration and saluration of the new absorption system, abandonment
of irrigation in the viciniry of the disposal systenr is required. Diversion ditches necessary ¡o
divert surface florvs around the nerv absorption bed must maintain the minimutn setbflcks
listed above.
All gravity flow server lines and effluent distribution piping shall be 4 inches in diameter and
have glued joints. All lines discharging servage I'rom the residence to the septic tank shall
maintsin fall of betrveen ll8 in. and ll4 in. per foot and shall employ sweep 90's or 2-45's at
all turns. Sewer lines from the dwelling to the septic tank and at least 6 ft from the septic
tank outlet must meet minimum stand¡lrd ASTM-3034. Server lines under driveways shall
ahvays meet minimum Schedule 40 PVC standards. Additionally, effìuent piping in traflic
areas with less than 36" of cover shall be encased in 6" CMP or florv lill and covered rvitlt
minimum 2" high density blue board insulation.
5
a
a
a
a
a
a
a
A minimum of 10" of soil cover (18" recommended) sholl be maintaincd over all gravity
draining ISDS components to prevent freezing of septic effluent (excepting septic tank Bccess
ports which must be extended to the ground surface).
The installer shall not place the lnfiltrators in the open excavation until inspected and
approved by the desigrr engineer. Additionally, the final cover shall not be placed on server
lines, septic tank, or the absorption area until the system has been inspected and approved by
the design engineer. The installer shall provide 48 hour notice for all required inspections.
Four inch clean outs shall be installed nt maximum 100' intervals in all gravity lìorv eff'luent
lines exceeding 100' in length.
A non-corrodible Orenco filter (model # FTW0444-36) shall be installed at the final outlet tee
of the septic tank or in the effìuent line betrveen the septic t¡nk and the absorption field to
limit the size of solids and sludge passing into the absorption field. The filter must be
aecessible for cleaning and replacenrent from the ground surf¡ce.
The effìuent distrihution sysfern shall he conslruclerl in nccorrlancc rvith tl¡e "lnlillrnfor
Technical Manual" available fiom lnfìltrator Systems lnc., l?3 Elm Strect, Suite 12, Old
Saybrook, Connecticut 0647 5.
Adjacent absorption field trenches shall be connected by a serial distribution system to Bssure
saturation ofthe upgradient trench before effluent is passed to lhe adjacent dorvngradient
trench (see attached absorption field plan view and cross section detuils).
Tlre INFILTRATORS rvillbe covered rvith synthetic filler fabric (140-200 mesh) and
covered rvith a surface cap. The surface cap shall be mounded 5% over the absorption field.
The system contrâctor shall be arvare ol the polential for construction ac¡ivities to reduce soil
pernreabilities at the site through compaction, smearing, and shearing. The follorving
precautions and construction procedures should be employed during installation to minimize
disturbance to native soils:
i. Excavation shoutd proceed only rvhen the ¡noisture content of the soil is below
the plastic limit. lf a sample of sc¡il forms a rope instead of crumhling when
rolled between the hands it is too wet and should be allowed to dry before
excavation continues.
ii. Excavation and backfill equipment should rvork from lhe surlace where at all
practical ¡o *void compaction of the soils at depth.
¡i¡. The bottom and sidewalls olthe excavation should be left rvith a rough, open
surface. The appearance should be lhat ofbroken or ripped soil as opposed to a
sheared, smearçd, or trorveled surflace, Any smoothecl or smeared surfhces
should be removed with a toothcd rake or shallorv rippcr taking cars to remove
loose residues from the bottom of the excavation by hand if necessary.
iv. Care should be taken in placìng fill materials in the escavation to avoid
damaging the exposed soil surfaces.
6
4.2 Operation -.Maintenance and lnspections
The owner shall install a structural barrier if neeessary and take precautions to prevent
vehicular trafÏic, excessive surface watering, accidental flooding or other activities in the
vicinity of the absorption field which may compact, sâturate, or otherw¡se alter the subsurface
soil parnmeters used in designing the septic system.
The owner witl plant and maintain grass or other shallow rooted covff crop to prsvent erosion
and promote evapotranspiration over the absorption field.
Tþe orvner will inspect and msintain the required mounding and drainage arvay from lhe
absorption field lo prevent saturat¡on from precipitat¡CIn and surface flows.
To mitigate the generation of preferential flow channels rvhich may compromise the
operation of the system,lhe owner will inspect ond prevent intrusion of burrowing animals
and deep rooted plants into the absorption field.
The septic effluent fìlter shall be inspected and cleaned as n€cessary every six {6} rnonths.
The owner rvill conduct periodic maintenanee of the septic system by rentoving accumulated
sludge from the septic tank every 3'4 years to prevent clogging of the absorption field.
a
a
a
a
a
t
7
5.0 Ljmit¡tions
This report is a site specific design for installation of an onsite wastewater treatment system and is
applicable only for the client for whom our work was perfonned. Use of this report under other
circumstances is not an appropriate application of this document. This report is a product of CCI
Engineering/Cronk Construction lncorporated and is to be taken in its entirety. Excerpts from this report
may be taken out of context and may not convey the true intent of the report. lt is the owner's and ownels
agent's responsibility to read this report and become familiar with the recommendations and design
guidelines contained hcrein.
The recommendations and design guidelines outlined in this report are based on: l) the proposed site
development and plot plon as furnished to CCI Engineering/Cronk Consruction Incorporated by the
client, and 2) the site conditions disclosed at the specific time of tlre site investigation of reference. CCI
Engineering/Cronk Construct¡on lncorporated assumes no liability for the accurûcy or completeness of
information furnished by the client. Site conditions are subject to external environmental effects and may
change over time. Use of this plan under different site conditions is inappropriate. lf it becomes apparent
that cunent site conditions vary from those anticipated, tlre design engineer should be contacted to
develop any required design modifications, CCI Engineering/Cronk Construction lncorporated is not
responsible and accepts no liability for any variation in assumed design parameters.
CCI EngineeringlCronk Construction lncorporated represents this report has been prepared rvithin the
limits prescribed by the owner and in accordance with the current accepted practice of the engineering
profession in the arca. No warranty or rcprcscntation either expressed or implied is included or intended
in tlris report or in any of our contracts.
Thomas A. Cronk,E.
(}
Date
NOTE¡ This ual sewage disposal plan is mÊant to include the fiollorving four pages of
graphics including: l) plot plan,2) septic layout plan,3) absorption fiekl plan vierv, nnd 4)
absorption liekl cross section. The plan is not to be implemented in the absence of these rclated
graphics. ln additiono results from fhe percolation tcst and soils evaluation are included for
reference as Appendix A.
I
4*o
tr¿
NoïfGRAV¡TY D¡SCHARG{ OT SEVAGEETTLUTNT TRüÞI THC RISI¡ENCITO THg DISFOSAL SYSIEil tS8AS€D TN THE TOLLOIr'¡Nü DESI6N,qSSUftPTltñS'LTNGTH OF SÊ!/A6E PIPINGFRflu extT A1 FtxJNt)âï¡oNLIilE Iü f,NTRY TO ABSMPT¡ONFICLD : 150' 0R LISSILEVATION OF GRBU}¡N SURFACËAT ENTRT 1g AåSORPTION TIELDNI¡ ¡I{¡RE THâN 6' ÂBTVT INVERTELf,VATISN OT SÊVå68 PIPT åTEX¡T rRolt r&rNllAÏttlr.t LINENISCLAIMTNIT THÊSE ÛfS¡ûN ASSUXPT¡ONS ARENCT UPHTLÐ ÛUNIN6 CONSÏÊUCT¡I¡N,GRAVITY DISCHAE6T CAN III}I B€ASSUR|I} AND A LITÎ STAT¡gN ¡lAYTf, PETUIRIDul,t1;lrìIIconyôrì cr€çklr/IItIIIt\NOTETxt r0LLov,N6 serBAcKs Hus¡ Bf r.rAlNrAl.!Í&SfPIIC ABSÊRFÎIITNÏANK TIFI NsPR,lN6S/Vf,LLSLA([/STR[AI'I/¡RRI6, DITCH - 50'INTERMITTENT IRRT6. DIICII_ tO'Sf]LtD PIPE/LINSD D¡TCHDTfiÊST¡C \/ATER C¡STIÊN -50¡ÛSMTST¡C VATER LINEoctuPttD slRucruRt ._** t0,uiluccuPlÊÐ sÏßr-c¡uREPRÛPIRTY LINE _ 10.tm'50'a5'e5'l0'¡tt'e5'2n.t0'¡0'ÛATED P¡PENNTEpRovtnÊ 4" cLfAN ours Ar r.lAx¡Hur.l¡OO' INTIRVALS I¡I ALL ET'IUENTLINÊS EXCSCD¡Nû IOO' ¡N LSNûTHf.loTÊCALI gII TNR UT¡L¡IY LOCATCSffiprovldê ¡in. SCHD 40 PVCûlt trral,lc ûreog - enc{¡se in6' tl1P or flor fitl çi-lh nìn ã'mrÊ¡lh¡gh densityover ot otlloon insulotionpo¡nts y¡th lê55outgâltðnfluentlitf'Tv04 44-tonk{0slthon 36' cover, typ.rbsôrpt¡ón field conslstüâg o1 3ro¡s of 13 Olilck4 lnFiltrotars(ór equÌvotent) Êo¡ s totûl oF45 unlts conflgured ¡n ser¡ôldistr¡butlıñ os shornrepoìr orgoÊ.7ã ocres,¿1ûooilL-ìdrivet1ü?t,ñin"\ ,/- y"lj"e9., / rrrlgô Tron\ u¡tc¡.rop€ ?07'-?-'TILL¡'AN PROJEâ]+ûJI CTURT. GLCNVOID SPRGS-e53-0û-048LAY{¡TJT PLAN30, a0¡6NOÊT1{,lperc tËstexcûvôtlÞn
$¡fla*3IIotdesigñBd tô ossure sûterot¡onoF upêrod¡ent treñch beforeeFf¡t¡Pnt ¡s ùllÕred to lloT tôÕdjrcsnt dêrngrad¡Êñt t.enahexl6t¡n0 grôund surfôcedisk or sËoi¡Fye{¡ch inf¡¡trltor treñchx. 3/l (337,) slop?soil cûp, prov¡deñln, 5Z drôlnûgeinspection/ventiñg pÕrt6t eoch end of þ1Ê[trotortrench-r8'-48'-rê0'sfl¡Ls Lo6(stt Ntttsid¡stributioô\\omT6'nin.(10'-12' Prefered>ILLIIÀN PÊTJCCTJl c0UÊT. cleNvt]ÍlD SPFINGSSI!ËPI¡ON FIELD - CROSS SSCTIONJUNE 30, â0t6-J0U!CK4 lNflLÏÊ^TtR, ¡^Etôtl36*-1IIln cccordoncerrth'INFILTRATGR ÎËC|'{¡¡ICAL tlAt'IUAL'ovritobte fron lnliltrq;or Systenslnc., 133 flñ St¡eet, Svite l?. gldSôybrÕok, Connecticut 0ó473 \:r/typicûl lnfiltrotor trsnchcro:ç sectian (one of three)ASSÍiRPTINN TIELD . CRT]SS SICT¡TN (TYP. THRCË I]F THREE)SCALÊr l'=5'cLfvATl0N ûes¡gN sP{c¡rlcATl0NsDlSl6* DISTANCI rR0¡r T0UNDAT¡ON L¡]¡f TO SãPTIC TANK : l?'D[Sl6È li¡STANCf, rRi]¡t SCPTIC IA¡'¡X In SOIL IReAT¡lt]lr ARf ã 100'âSSUHE! ELevÁTItN nF GROUND SUâFACI år É¡lrÊY T{¡ SOIL IReATHfr.tT ,4REA = lû0.û0'SLËVâT¡IIN OT INT¡LTRATÎVT SURTACÉ OT SBIL TR:AÏ!,IENT AREA = 96.00,lNv[R: [LfvATlflN f¡f S€vAGf L¡l.lE AT CX¡T rRf]n SEPTIC TA¡{< = 98.5t'INVTR; ÉLTVATINN fTT SÊVA6E LINI AT ËXI1 FROH FOU¡¡TIATION LINÊ = 98,99,S0ILS L06 l¡0TfS (ãxCAVAItOf,l A)TI . REO SAND/CLAYEY SAND (USDâ-SANI¡Y LOAI. SLOCKY, '{SD€RAT[ STRUCIL*T)*ã - LI6HT PfB SâND/CLAY€Y SAND (USDA-L8A¡'{Y SAt¡l}, BLûCKY, l{tDtRATC SfRt CTUFC)*3 - ÞtlNOR 6RAVËL (l0m-l00nn) ¡N L¡6HT RtD SAI¡D/CLAYËY SAND MATR¡X(USÛA.SAN¡, STNCLI 6RAINTD)r¡O GRI¡UNI}VAIER OR hI6H IEASÛ}¡AL VATÊR TABLCTO IEO' BELOIJ cRIIUND SURFACC (86S)
APPENDTX A
SOTTS AND PERCOLATTON RBPOR'T
CCI BNGINEtrRING/CRONK CONSTRUCTTON INCORPORATED
9
e Cq ENGINEERING {{2e.24- Road
Cronk Constntction Inc, Grand Junction, CO 81505
Orand Junction (970) 245-0517 , Glenwood Springs/Aspen (970) 640-50?9 . MontroselDelta (970) 640-5029
Email: ccigj@msn.com
SOILS AND PERCOLATTON R.EPORT
Date:
Prepared by:
June 28,2016
Thomas A. Cronk, P.E,
I I 29 -24- Road
Grand Junction, CO 81505
245-0577
Client:Royle Stillman
58{,.18 Çourt
Olenrvood Springs, CO 81601
(970) 379-4427
Property address: 580 JB Court, ûlenrvood Springs, CO 81601
ParcelNo.: 2123-253-00-048
Legal Descript.:
l-,0 SpjJr Syaluation
The site consists of approximately 8.72 acres of uncultivated nâtive soil. Drainage is approximately 20Yo
to tlw westlsouthrvest, A percolation test/so¡ls evaluation rvâs conducted on tl¡e property of reference on
A6Q8ll6 by Torn A. Crcnk, registered professional engineer (R.P.E.). The perc excavation trench
(excavation A) rvas located approximately 510' north of the soutlr property line and approximately 200'
rvest of the e:¡st property line. Additional perc holes rvere located 40' north of the trench (excavation B)
and 50'south of the trench (excavation C).
A perc excavation trench (excnvation A) was extended to a depth of 120" belorv ground surftrce (BGS).
There was no evidence of ground water or high seasonal water table in the open excavation to a deptlr of
120" BCS. Ths soils evaluation indicates three distinct soil horizons underlie the site. A lithological
description iollows:
dsilhfhJ description
0"- l8'
l 8'- 48"
48" - 120"
sandlclayey sond, red; (USDA-sandy loam, blocky, moderate structure)
light red sandlclayey sand (USDA-loamy sand, blocky, moderate structure)
minor gravel (l0mm-l00mrn) in light red sand/clayey sand matrix (USDA-sand,
single grained)
l0
Pcrc holes were constructed in excavation A at a depth of approximately 36 in, in excavation B at a depth
of 48 in, and in excavation C at a depth of 40 in. The holes appeared to be well saturated at the time of
the test. Results of the percolat¡on test are show¡r in Table l.
TABLE I
Pcrcol¡tion Tcst Resulls
580 JB Court. Olenrvoorl S¡¡inns
kplh Timc on 06/28/ló T'ime
Drop
Perc
Role
midinI t;2ó ll:41 I l:56 12:ll l2:26
{At ló* - 52"7,25 8.75 9 875 r0.5 I 1.375 60t4 t25 t5
{B) 4S" - 66"7 t1S s.25 10.75 drv l0/3 375 I
{c} 10'- 54'7.315 lt.5 q.625 100 I t.5 60¡4.t25 r5
2.0 Limitations
This document is representative of the site conditions disclosed at the specific time of the site
investigatíon. Site conditions are subject to change from external events both manmade (irrigation or
rvater feature construct¡orr) and naturally occurring (flooding or excess¡ve precipitation). CCI
Engineering/Cronk Construction lncorporated is not responsible and accepts no liability for any future
variation in site conditions.
CCI EngineeringiCronk Construct¡on lncorporated represents this report has been prepared within the
limits prescribed by the owner and in occordance rvith the cunent accepted practice of the engineering
profession in the area. No warranty or representûtion either expressed or implied is included or ¡ntended
in this report or in any of our contracts.
SEAL
Thomas A. Cronk, P
,/"
*Å,* ^'
Oate ¿l
ll
GGI EilctNEERtNc ll29 -24. Road
Grand Junctlon, GO 81505Cronk ConstructÍon lnc.
Grand Junction (970) 245-0577 . Glenwood Springs/Aspen (970) 640'5029 'Monhose/De lt^ (97 0) 640 -S 029
Email: ccigj@msn.com
September 22,2016
CERTIFICATE OF INSPECTION AND ACCEPTANCE
Onsite Wastewater Treatment System
Stillman Project
580 JB Court
Glenwood Springs, CO 81601
2123-253-00-048
The onsite wastewater treatmcnt system of refcrcncc was inspcctcd on Scptcmbcr 22,2016. The
system was found to conform with the plans and specifications set forth in the engineered
sewage disposal system design for the aforementioned property prepared on June 30, 2016 with
the following notel an equivalent Arc 36 Biodiffi,¡sers (34"x60") were used for a total of 36unit
(180'). Swimming pools, ponds, or other water features were not included in the submitted or
approved design. Copies of the engineered plan may be obtained from the undersigned design
engineer.
Seal
Thomas A. Cronk, P.E.
lI29 -24-P.:oaÅ
Grand Junction, CO 81505
97A-245-0577
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