HomeMy WebLinkAboutOWTS Design@ CCI ENGTNEERTNG ll3{ -24- Road
Grand Junction' GO 8{505Cronk ConstructÍon lnc'
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Email: ccigi@msn.com
ONSITE WASTEWATER TREATMENT SYSTEM DESIGN
Date:August 19,2022
Prepared by:Kachayla R. Cronk, P.E.
Cronk Construction Inc.
Il3l -24- Road
Grand Junction, CO 81505
970-250-0572
Type of Design: New Residential
Client Jose Ortega
27653 Hwy 6, #1701
Rifle, CO 81650
970-309-4348
Joshgonza.3 @hotmail.com
Property Address -TBD- Jewell Ln., Silt, CO 81652
Tax schedule No.: 212-73-31-01-002
Legal Descript.:
I
1.0 Site History
The site consists of approximately 10.22 acres of cultivated native soil. Drainage is approximately lYoto
the east. A percolation test/soils evaluation was conducted on the property of reference on 08ll0l22by
Kachayla R. Cronk, registered professional engineer (R.P.E.). The perc excavation trench was located
approximately 230' north of the south properly line, and approximately 400' west of the east property
line.
The area surrounding the initial perc exçavation trench did not provide adequate space to meet requited
offsets to the existing well and electrical easement located on the property. On 08/l 8/22, a soils
observation trench was excavated along the north side of the property, approximately 55' south of the
north property line and 100' west of the east property line. The soils observation trench was extended to a
depth of 96" below ground surface (BGS). No groundwater or high seasonal water table (HSWT) was
observed to a depth of 96" BGS, and the soils lithology of the observation trench matched that of the perc
excavation trench.
The owner of the property wishes to construct a three-bedroom accessory dwelling unit (A.D.U.) on the
site now, and a five-bedroom residence in the future. An onsite wastewater treatment system (OWTS)
sized for an eight-bedroom residential loading is proposed to treat sewage waste generated by the project.
An OWTS design has been prepared for the project based on information disclosed during the 08110122
and 08118/22 site investigations. A discussion of the engineered OWTS design follows. The 08/10122
perc testlsoils evaluation is attached for reference as Appendix A. The site plan and location of the
08/10122 and 08/18/22 soils excavation is shown on the attached plot plan.
2.0 Development of Design Parameters
The perc excavation trench was extended to a depth of 108" below ground surface (BGS). There was no
evidence of ground water or high seasonal water table to a depth of 108" BGS. The soils evaluation
indicates two distinct soil horizons undedies the site. A lithological description follows:
depth (in.) description
0" *36"
36"- 108"
sandy loam, light brown; garbage and waste present
(USDA - sandy loam, granular, weak structure)
sandy loam, light brown; granular
(USDA - sandy loam, granular, weak structure)
The 08/18/22 soils obseruation trench showed similar soils to that of the perc test, with the exception of
garbage and waste being present in the first 36" of depth.
Based on the results from the 08110122 (Appendix A), a design perc rate of 37 min/in. and comesponding
long term acceptance rate (LTAR) of 0.50 are chosen for overall system sizing for an infiltrator trench
soil treatment area designed to discharge to subsoils below the 48" depth.
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3.0 S)¡stem Design
A STANDARD INFILTRATOR trench soil treatment system is proposed for discharge of septic effluent at
the site. Construction of the system will consist of excavating level trenches in the area comprising the
soil treatment area. As shown in the attached septic layout plan, the trenches will be oriented
perpendicular to the natural slope to minimize the depth of excavation alons the trench lensth.
Contractor Ís to verifv slopel soil treatment area is to be adiusted per site variations to facilitate
consistent trench depth runnÍng parallel to natural contours. The initial excavation shall be
continued to a depth of 48" BGS (see soil treatment area cross-section).
Following completion of the trench excavations, INFILTRATORS (STANDARD rnodel) will be used to
construct a septic effluent distribution system in the open excavations. The INFILTRATOR efÍluent
distribution system will be installed in accordance with the "lnfiltrator Technical Manual", available from
Infiltrator Systems \nc.,123 Elm Street, Suite 12, Old Saybrook, Contrecticut06475. Adjacent
INF'IZZRIZOI?S shall be fastened with a minimum of four (4) 3i4" x #8 selÊtapping sheet metal or bright
brass deck screws to prevent movement and separation during backfilling. As shown in the Construction
Detail, the bottom of the INFILTRATOR seepage trenches will be located at a depth of 48" below ground
surface.
After the INFILTRATORS are installed, synthetic filter fabric (140-200 mesh) will be placed over the
trenches and the system will be covered with a soil cap. The soil cap will consist of approximately 36" of
native soil backfill. The soil oap will be mounded 5%o above the existing ground surface to promote
surface run off away from the soil treatment area.
The installer should confirm the feasibility of gravity discharge of sewage effluent from the foundation
line to the soil treatment area by freld verification of assumed design parameters. Assumed design
parameters with respect to gravity discharge include:
¡ distance from exit of sewage pipe at the foundation line to soil treatment area - 520' or less,
¡ elevation of ground surface at entry to soil treatment area must be 87" or more below the
invert elevation of sewage pipe at exit from the foundation line.
If field measurements do not confirm these design assumptions, gravity discharge of septic effluent from
the proposed structure cannot be assured and a lift station may be required. Please contact the design
engineer to address any design modifications necessary if these design assumptions are not upheld.
The installer must also confirm the setbacks from property lines, building envelopes, and existing
easements shown in the attached graphics are maintained. Four-inch clean outs shall be provided at
maximum 100' intervals in all effluent lines exceeding 100'in length. Vehicle traffic and parking is to be
prevented over the soil treatment and repair area. Provide minimum schedule 40 PVC under all trafftc
areas. Additionally, effluent piping in traffic areas with less than 24" of cover shall be encased in 6"
CMP or flow fitland covered with minimum 2" high density blue board insulation. The sewer line shall
be encased with minimum 6" PVC with water-tight end caps a minimum of 5' to either side of all
domestic and irrigation water line crossings. Finally, any unknown utility lines, easenrents, or other
adverse conditions disclosed during construction must maintain the required setbacks listed on page 5 of
this document.
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A 1,250 gallon, two compartment septic tank will be used to provide a minimum of 48 hours retention
time for sewage generated from the three-bedroom A.D.U. A second, 1,500 gallon, two-compartment
septic tank will be used in the future to provide a minimum of 48 hours retention time for the sewage
generated by the proposed five-bedroom residence. A non-corrodible Orenco filter (model # FTW0436-
28) shall be installed at the final outlet tee of the septic tank or in the effluent line between the septic tank
and the soil treatment area to limit the size of solids and sludge passing into the soil treatment area. The
filter must be accessible for cleaning and replacement from the ground surface. A distribution box is
required to provide equal distribution of septic effluent from the septic tank to the soil treatment area
laterals. The distribution box must be placed on stable native soil or compacted structural fill to prevent
settling and assure equal distribution of septic effluent. The distribution box must be accessible for
cleaning and replacement from the ground surface.
As discussed above, an INFILTRATOR trench soil treahnent system is proposed to discharge septic
effluent to the underlying sub-soils. As shown in the attached graphics, the trench soil treatment system
will consist of six (6) trenches 3'wide x 48" deep x 84'long with twenty-one (21) STANDARD
INFILTRATOR (or equivalent) units each for a total of one-hundrcd and twenty-six (126) units. The soil
treatment area will encompass an effective area of 2160 sq. ft.
Calculations and design parameters used to size the absorption field follow
DESIGN CALCULATIONS
DESIGN LOADING RATE OF 6 BEDROOMS @ 150 GAL./BEDROOM-DAY:900 gal./day
PLUS 2 BEDROOMS @ 75 GAL.iBEDROOM-DAY: 1050 gal./day
DESIGN PERCOLATION RATE : 37 MIN./INCH
DESTGN LONG TERM ACCEPTANCE RATE (LTAR):0.s0 GAL./DAY-SQ. FT
o: #*,wHERE,A: SOIL TREATMENT AREA (SQ. FT.)
Q: DESIGN FLOW (GAL./DAY)
LTAR: LONG TERM ACCEPTANCE RATE (GAL./DAY-SQ. FT.)
A:1050 :2Ioo
0,50
SOIL TREATMENT AREA ADruSTMENT FACTOR FOR GRAVITY TRENCH DESIGN : I.O
SOIL TREATMENT AREA ADruSTMENT FACTOR FOR USE OF CHAMBERS = 0.7
ADJUSTED SOIL TREATMENT AREA :2100 X 1,0 X 0.7 :1470 SQ. FT.
USE 126 QUTCK4 STANDARD INFILTRATORS CONFIGURED IN SERIAL DISTRIBUTION
sorl. TREATMENT AREA SIZED AT SIX TRENCHES 3FT. X 84 FT: 1st2 SQ. FT.
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4.0 Site Specific Installation/Operation Requirements
The owner and system contractor shall be aware and comply with the following installation and system
operation requirements.
4.1 Installation - Setbacks" Notifications. and Inspections
¡ The system contractor must be approved and licensed by Garfield County for installation of
onsite wastewater treatment systems'
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All installation activities shallbe conducted in accordance with cunent Garfield Counf.v
ó¡rI4T¡ Aegzla¿io¡zs. [f at any time durine construction. subsurface site conditions are
enco_untered which differ from the design parameters developed in Section 2.0" construction
activiiièi will stop and the design engineer and Garfield County will be contacted to address
an)¡ necessary design modifications.
Installation procedures including grade, location, setbacks, septic tank size, and soil treatment
areasize shâllconform with the attached graphic details. Construction activities and system
components will not encroach upon existing easements or utility corridors. A minimum of 5
ft olundisturbed soil shall be maintained between individual absorption elements and the
septic tank. A minimum of 4' of undìsturbed soil shall be maintained between adjacent
absorption elements. Minimum site-specific setbacks for system components are:
Source
dornestic water line
domestic well
domestic water cistem
properly lines
dry gulch
subsurface drain
structure w/o crawl space
structure w/crawl space
irrigation ditch
open
intermittent irrigation
gated
solid pipe/lined
Septic Tank
l0'
50'
50'
l0'
l0'
l0'
5'
5'
50'
l0'
l0'
lo'
50'
25',
25'
t0'
Soil Treatment Area
25'
I 00'
1 00'
l0'
2s',
2s',
l0'
20'
a
To avoid surface flow infiltration and saturation of the new soil treatment area, abandonment
of irrigation in the vicinity of the disposal system is required. Diversion ditches necessary to
divert surface flows around the new soil treatment area must maintain the minimum setbacks
listed above.
All sewer lines and effluent distribution piping shall be 4 inches in diameter and have glued
joints. All lines discharging sewage from the residence to the septic tank shall maintain fall
ãf b"t*""n li8 in. and lJ4 in. per foot and shallernploy s\¡/eep 90's or 2-45's at all turns.
Sewer lines from the dwellingto the septic tank and at least 6 ft. from the septic tank outlet
must meet minimum standard ASTM-3034. Sewer lines under driveways shall always meet
minimum Schedule 40 PVC standards. Additionally, effluent piping in traffic areas with less
than} ,, of cover shallbe encased in 6" CMP or flow fill and covered with minimum 2" high
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density blue board insulation.
The sewer line shall be encased with minimum 6" PVC with water-tight end caps a minimum
of 5' to either side of all domestic and pipedilined imigation water line crossings.
Aminimum of 72" ofsoilcover(lS"recommended)shallbemaintainedoverallOWTS
components to prevent freezing of septic effluent (excepting septic tank and distribution box
access manholes must extend to the ground surface).
The installer shall not place the Infiltrators in the open excavation until inspected and
approved by the design engineer. Additionally, the final cover shall not be placed on sewer
lines, septic tank, or the soil treatment area until the system has been inspected and approved
by the design engineer and Garfield County. The installer shall provide 48-hour notice for all
required inspections.
Four-inch clean outs shall be installed at maximum 100'intervals in all effluent lines
exceeding 100' in length.
A non-corrodible Orenco filter (model # FTW0436-28) shall be installed at the final outlet
Tee of the septic tank or in the effluent line between the septic tank and the soil treatment
area to limit the size of solids and sludge passing into the soil treatment arca. The filter must
be accessible for cleaning and replacement from the ground surface.
The distribution box shall be set level on undisturbed native soil or a structural pad (e.g.,
compacted fill or concrete) to prevent settling and promote unifom distribution of flow to the
soiltreatmentarea. A 45-degree bend shall be turned down on the septic influent line to damp
surge flows from the septic tank and promote equal distribution. The distribution box must
be accessible from ground surface.
The effluent distribution system shall be constructed in accordance with the "Infiltrator
Technical Manual" available from [nfiltrator Systems Inc., 123 Elm Street, Suite 12, Old
Saybrook, Connecticut 0647 5.
The surface cap shall be mounded 5olo over the soil treatment area to promöte sutface runoff.
The system contractor shall be aware of the potential for construction activities to reduce soil
permeabilities at the site througl¡ compaction, smearing, and shearing. The following
precautions and construction procedures should be employed during installation to minimize
disturbance to native soils:
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Excavation should proceed only when the moisture content of the soil is below
the plastic limit. If a sample of soil forms a rope instead of crumbling when
rolled between the hands it is too wet and should be allowed to dry before
excavation continues.
Excavation and backfill equipment should work ftont the surface where at all
practical to avoid compaction of the soils at depth.
The bottom and sidewalls of the excavation should be left with a rough, open
surface. The appearance should be that of broken or ripped soil as opposed to a
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ill
sheared, smeared, or troweled surface. Any smoothed or smeared surfaces
should be removed with a toothed rake or shallow ripper taking care to remove
loose residues from the bottom of the excavation by hand if necessary.
Care should be taken in placing fill materials in the excavation to avoid
damaging the exposed soil surfaces.
4.2 Operation - Maintenance and lnspections
The owner shall install a structural barrier if necessary and take precautions to prevent
vehicular traffic, excessive surface watering, accidental flooding, or other activities in the
vicinity of the soil treatment area which may compact, saturate, or otherwise alter the
subsurface soil parameters used in designing the septic system.
The owner will plant and maintain grass or other shallow rooted cover crop to prevent erosion
and promote evapotranspiration over the soil treatment area.
The owner will inspect and maintain the required mounding and drainage away from the soil
treatment area to prevent saturation from precipitation and surface flows.
To mitigate the generation of preferential flow channels which may compromise the
operation of the system, the owner will inspect and prevent intrusion of burrowing animals
and deep-rooted plants into the soil treatment area.
The septic effluent filter shall be inspected and cleaned as necessary every six (6) months
The owner will conduct periodic maintenance of the septic system by removing accumulated
, sludge from the septic tank every 3-4 years to prevent clogging of the soil treatment area.
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5.0 Limitations
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 performed. 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 Incorporated 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. It is the owller's and owlter's
agent's responsibility to read this report and become familiar with the recommendations and design
guidelines contained herein.
The recommendations and design guidelines outlined in this report are based on: l) the proposed site
development and plot plan as furnished to CCI Engineering/Cronk Construction Incorporated by the
client, and 2) the site conditions disclosed at the specific time of the site investigation of reference. CCI
Engineering/Cronk Construction Incorporated assumes no liability for the accuracy or completeness of
information firnished 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. If it becomes apparent
that current site conditions vary from those anticipated, the design engineer and Garfield County should
be contacted to develop any required design modifications. CCI Engineering/Cronk Construction
Incorporated is not responsible and accepts no liability for any variation in assumed design parameters.
CCI Engineering/Cronk Construction Incorporated represents this report has been prepared within the
limits prescribed by the owner and in accordance with the current accepted practice of the civil
engineering profession in the area. No warranty or representation either expressed or implied is included
or intended in this report or in any ofour contracts.
SEAL
, P,E.
NOTE: This individual sewage disposal plan is meant to include the following four pages of,
graphics including: I) plot ptan,2) septic layout plan,3) soil treatment area plan viewu and 4) soil
treatment a¡:ea c!"oss section. The plan is not to be implemented in the absence of these related
graphics. In addition, results from the percolation test and soils evaluation are included for
reference as Appendix A.
8
pnoPosedA,D.U.H\l"¡l(¡(?){C'ot/,bc?o\{)e)future\,Proposedresidencestope\I:T10,22 ocnessolts observrtlontnench $A/18/22>tn..\\-\/ \\,/\ \\rood, J ) Ieosenent I Ilzo'lweU{\u!ò(uÊrl4 o,UËI¡ùtnsı: o,LO,{'e{\\\\\\\I(\l5tuI(,5u)QOQo(¡frJfr¡penc testexcovotlon1OCCeSS -gÈsenent \\ -\óexlstingGI]NZALEZ PROJECT-ÏBÐ- JEVELL LANE212-73-31-01-00ePLET PLANAUGUST T9, ?02?SCALET 1'-100'ÅNi]RTHhoy shed64?,64'. N89'58',e4',E
NNTECDNTRACTER TU VERIFY SLTPEJABSNRPTIÛN FIELD ORIENTATIÛNTB 3E AI}JUSTE¡ PER SITEVARIATITNS TI] FACILITATECTNSISTENT TRENCH TEPTH,RUNNING PARALLEL 1Ú NATURALCI]NTEURSNTTECALL 811 Ft]R UTILITY LI]CATES\1250 gotton septlctonk (on equlvalent)w/efftuent fitter(ûSI ModetFTV0436-28)NNTE4' CLEAN-OUTS SHALL 3EPRNVIDES AT MAX. 1OO'TNTERVALS IN ALL EFFLUENTLINES EXCEENING 1OO' TNLENGTHcteonoutþ'þ,,'n.,T-¿iI_.rL¡l('ìì*+C')ot/)soll treat¡'rent oreo6 rows of 21 Qulck4ofinflttrotors (or equlvotent) fon o.totot of 126 unltsconslstlngStondondt\outfuture\pnoposedresldence\oq(¡.o1500 gotton septictonk (or equivotew/efftuent fitter(USI ModelFTVû436-¿8)(to be lnstotled wlthfutune buitding)nt)solls obsenvotlontrench (08/18/2?):c.- --r,z,/,,"oo¿ J \\ eosenent I\ /:0,)'IlI(\ctlf : ù(¡rÊ.{-,!4 0,UEhùr¡oı5'l-o+q1Z stope(see note)10.22 ocres,/-.y_ -1Von.\'¡rÂl\ *"'sFit"., /\iV,- pA¡Fqt!,o\\ìfl(q^e^ /\\Ànt(¡,àt/,aaeUlNrrlK-\\1penc testexcrvo.tlonoccesseosernentexistingGI]NZALEZ PRTJECT-TBÐ- JEVELL LANE212-73-31-01-002SEPTIC LAYI]UT PLANAUGUST 19, 2O?2SCALET 1'=100'ItNt]RTHNOTEGRAVITY DISCHARGE EF SEVAGEEFFLUENT FRUM THE RESITENCET[ THE DISPT]SAL SYSTEM 1SBASED I]N THE FOLLOVING DESIGNASSUMPTTÛNSILENGTH ¡F SEVAGE PIPTNGFRTM EXIT AT FTUNTATII]NLINE T[ ENTRY T[ ABSTRPTIENFIEL] = 5e0' ER LESSELEVATION TF GREUN! SURFACEAT ENTRY T[ ASSERPTINN FIELD= 87' tR M0RE SELÛV THEINVERT ELEV, NF SEVAGE PIPEAT EXTT FRN| TIUNDATINN LTNED]SCLAIMERIF THESE DESIGN ASSUMPTTINS ARENNT UPHELT TURING CINSTRUCT]i]N,GRAVITY DÏSCHARGE CAN NIT BEASSURED AND A LIFT STATIIN MAYBE REAUIREI)THE FELLEVING SETBACKS MUST 3E MAINTAINEDISPRINGS,/VELLS - 50,LAKE/STREAM,/IRRIG, ¡ITCH - 50'ÏNTERI"IITTENT IRRIG, ¡ÍTCH-10'100'50'z5'25',10'100'25'cu10'10'SBLID P]PE,/LINED DITCH -10'¡oMESïïC VATER CISTERN - 50,¡I]MESTIC VATER LINESTRUCTURE V/CRAVLSPACE-5'STRUCTURE VD/CRAVLSPACE-5'IU1UGATEN PIPEPREPERTY L]NEASSORPTITNFIEL¡SEPTÏCTANKhoy shed64?,64' N89'58',e4'E
,t
rt eoch end of Inflttnotor
trenches os shown
SEIL TREATMENT AREA - PLAN VIEV
SCALE¡ 1'=10'
GI]NZALEZ PRI]JECT.TBD- JEVELL LANE
ele-73-31-01-002
SOIL TREATMENT AREA_PLAN VIEV
AUGUST 19,2022
SCALE¡ 1'=10'
ı
0,l-L
a,q
0,l.o
6\o
ci
.p
ú(Ð
provlde lnspectlon/ventlng ports
o !r
o
soll treot¡qent oreo (STA)
conslstlng of 6 rows of el
QLrlck4 Stondqrd Inflttrrtors(or equlvotent) fon o tototof i26 unlts
o I
fosten odJocent Inflltnotorsw/ G) 3/4'x*8 setf-topplng
sheet netoL or bnlght bross
deck screws, typ,
distnlbutlon
box
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o
48', typ,
<10'-12' neconnended)
4' nln,
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#1
#2
SBIL CAP (MIUND 52)
PRNVITE VENTING,/INSPECTINN
PI]RTS AS REOUIRE¡ BY
INFILÏRAÏNR INSÏALLATION
GUIDELINES, TYP, AT ENDS t]F
EACH ROV (DNE t]F TVO)
EXISTiNG GRNUND
ú(¡ó\t
-36'
DISK ER SCARIFY, TYP,
OUICK 4 SÏANDARD INFILTRATTR, INSTALL IN
ACCIRDANCE VITH'INFILTRATTR TECHNICAL MANUAL,
INF]LTRATER SYSTEMS INC,, 1E3 ELM
STREET, SUITE 12, ELD SAYBRNEK,
CONNECÏICUT 06475
MIN.,ÏYP.
SI]ILS(SEE NETES)
GINZALEZ PRIJECT_TBD- JEVELL LANE
?re-73-31-01-002
ST]IL TREATMENT AREA _ CRDSS SECTION
AUGUST 19, 202"
SCALET 1'=5'
*l-- 36. --*l
RED) I ISYNTHETIC FILTER
FABRIC NVER
INFILTRATTR, ÏYP.
\E' PREFR
SEIL TREATMENT AREA _ CROSS SECTIüN
(TYPICAL 3 TF 6)
SCALET 1'=5'
EUTLETS AS REOUIRED
4' 4S'-BEND SURGE
FLEV SUPPRES
DISTRIBUTIT]N Bt]X DETAIL
SCALE'1'=1'
ELEVAÏ]NN I¡EST6N SPECIFICATIINS
DESIGN DISTANCE FRBM FI]UNDATII]N LINE TD SEPTIC TANK = 10,
DESIGN DISTANCE FREM SEPTIC TANK Tn DISTRIBUTITN BnX = 510'
ASSUMED ELEVATIIN [F GRUUND SURFACE AT ENTRY T[ SÛIL TREATMENT AREA =
ELEVATI0N 0F INFILTRATIVE SURFACE 0F SIIL TREAïMENï AREA = 96,00'
INVERT ELEVATIDN DF SEVAGE LINE AT EXIT FRTM DISTRIBUTION BI]X = 96,58,
INVERT ELEVATITN [F SEVAGE LINE AT EXIT FRIM SEPTIC TANK = T06,7A,
INVERT ELEVATINN OF SEVAGE LINE AT EXIT FRNM FEUNÐATION LINE = 107,23,
100,00'
\INLEÏ
CIMPACTED NATTVE SDIL OR
FILL Tt] PREVENT SETTLIN
SEILS LIG NITES
#1 - SANDY LDAM, LIGHT BROVNI GARBAGE AND VASTE PRESENI
(USÐA - SANÐY LI]AM, GRANULAR, VEAK STRUCTURE)
#2 - SANDY LtrAM, LIGHT 3RUVN, GRANULAR(USDA - SANDY LDAM, GRANULAR, VEAK STRUCTURE)
NN GREUNDVATER OR HIGH SEASTNAL VATER TABLE TE A DEPTH
NF 108' BELNV GRIUND SURFACE (BGS)
APPENÐIX A
SOILS AND PERCOLATION REPORT
CCI ENGINEERING/CR.ONK CONSTRUCTION INCORPORATED
9
CCI ENGTNEERTNc 1131 -24- F.oad
Grand Junction, GO 81505Cronk Gonstruction lnc,
Grand Junction (970) 640-5029. Glenwood Springs/Aspen (970) 640-5029. Montrose/Delta (970) 640-5029
Email: ccigi@msn.com
SOILS AND PERCOLATION REPORT
Date August 10,2022
Prepared by Kachayla R. Cronk, P.E.
I 131 -24- Road
Grand Junction, CO 8l 505
(970) 2s0-0s72
Client:.lose Ortega
27653 Hwy 6, #1701
Rifle, CO 81650
970-309-4348
Joshgonza.3 @hotmai l.com
Property address:
Tax schedule No.:
Legal Descript.:
1.0 Soils Evaluation
0" - 36"
36"- 108"
The site consists of approximately 10.22 acres of uncultivated native soil. Drainage is approximately lYo
to the east. A percolation tesUsoils evaluation was conducted on the property of reference on 08/10/22by
Kaclrayla R. Cronk, registered professional engineer (R.P.E.). The perc excavation trench was located
approximately 230' north of the south property line, and approximately 400' west of the east prnperty
line.
The perc excavation trench was extended to a depth of 108" below ground surface (BGS). There was no
evidence of ground water or high seasonal water table to a depth of 108" BGS. The soils evaluation
indicates two distinct soil horizons underlies the site. A lithological description follows:
depth (in.) description
-TBD- Jewell Ln., Silt, CO 81652
212-73-31-01-002
sandy clay loam, light brown; garbage and waste present
(USDA - sandy clay loanr, granular, moderate structure)
sandy clay loam, light brown; granular
(USDA - sandy clay loam, granular, moderate structure)
10
Percholeswere constructed at a depth of approxim ately 36 in. and 72 in. The holes appeared to be well
saturated at the time of the test. Results of the percolation test are shown in Table 1 .
TA,BLE 1
Percolation Test Results
-TBD- Jewell Lane
Depth Time on 08/10/2022 Time
Drop
Perc
Rate
min/inO9:49 l0:45
12-44"8.5 I1.25 56/2.75 20
72"-84"t.5 3.0 56/1.5 37
2.0 itations
This document is representative of the site conditions disclosed at the specific time of the site
investigation. Site conditions are subject to change from external events both manmade (irrigation or
water feature construction) and naturally occuring (flooding or excessive precipitation). CCI
Engineering/Cronk Construction Incorporated is not responsible and accepts no liability for any future
variation in site conditions.
CCI Engineering/Cronk Construction Incorporated represents this report has been prepared within the
limits prescribed by the owner and in accordance with the current accepted practice of the civil
engineering profession in the area. No warranty or representation either expressed or implied is included
or intended in this report or in any ofour contracts.
SEAL
P
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