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Slgnaturc Date
DatßSates Proftsslonal
SllgüäturiÉ Date
7960 County Road 301
Parachuteo CO 81635
Parcel No. 2405 -054-00-022
Proposed 4-BR Single-Family Dwelling
Onsite Wastew ater Treatment System Design
Prepared for:
CMH Homes Inc.
5000 Clayton Road
Maryville, TN 37804
June 2023
Prepared By:
ôNest Water E n g i n eeri n g
ê consulting Engineers & Scientiis
2sr6 FORESIGHT CIRCLE #1 GRAND JUNCTION, COLORADO 8T505 (e7 ol 241 -7 07 6 - F AX (97 Ol 241 -7 O97
1.0 SITE CONDITIONS
The new onsite wastewater treatment system (OWTS) will serve a proposed 4-BR single-family
residence located on a 4.O-acre alpine parcel with an existing dry cabin located at7960 County
Road (CR) 301, Parachute, Colorado (Figure Al). The new O\ù/TS serving the proposed 4-BR
single-family dwelling will use a total of 90 Quick4 Plus Infiltrators@ configured in five (5) Q4
trenches each with 18 units in a minimum 31' x 75' footprint (Figure A2). Proposed soil
treatment area (STA)/leachfield is east on a lower bench in an area sloping approximately 2'3o/o
east. Cache Creek is located approximately 300 feet east of the percolation test site.
Soils and percolation information were collected by WestWater Engineering June 2,2023 in
accordance with Garfield County On-Site V[astewater Treatment Regulations (Regulations).
Soil profile in 7.0-foot soils observation pit shows clayey silty sand loam from 0.0-3.0 feet
overlying silty sand clay 3.0-7.0 feet maximum depth of excavation (Appendix A). Groundwater
was not encountered in soils observation pit, high seasonal groundwater table estimated to be
greater than 7.0 feet below ground surface (bgs).
Percolation rates for the 3 percolation test holes completed on benches prepared 0.0 to 3.7-feet
below existing grade show percolation rates range from 44 to 64 minutes per inch (min/in)
percolation rate with a 56 min/in average. Site soils providing secondary wastewater treatment
are classified as Soil Type 3 in accordance with the Table 10-l of the Regulations. This is based
on the following soil characteristics: sandy clay loam texture, massive to laminar granular
structure and percolation rates mainly falling within the 4l-60 min/in range. Long-term
acceptance rate (LTAR) used to design the OWTS (Table l0-l Regulations) is 0.35 gallons per
day per square foot area (Wd/ft').
2.0 WASTEWATER FLOWS
A Flow
Maximum Daily Wastewater Flow (gpd): 4-BR Single-Family Dwelling 7 Person Occupancy
3 BRs x 150 gpd/bedroom * I BR x 75 gpd/person
: 450 gpd+ 75 gpd:525 gpd
Septic Tank
3.0
Septic tank capacity (minimum) required for a 4-BR dwelling is 1,250 gallons in accordance
with Table 9-1 of the Regulations. Septic tank volume corresponds with a 48-hour (2 day)
particle detention time for design capacity of proposed OWTS. Use a 1,250 gallon, two-
compartment septic tank approved for Garfield County per Regulations.
OWTS DESIGN
Sandy clay and clayey silty sand loam occurringatthe2.0 to 3.0-foot depth interval will be used
for upper infìltrative surface for proposed STA (Figure A3). Maximum trench depth must not
Page 1
exceed 4.0 feet in accordance with the Regulations. Trench excavation will remove
approximately 2.0 to 3.0 feet of soil and upper root mass to prepare level surface for installing
infiltrators on receiving soil infiltrative surface providing secondary treatment of discharged
wastewater. Soil should not be wet at time of excavation. Sandy clay and clayey silty sand
loams covering STA must be crowned over proposed trenches or match existing grade so water
runs off, and is not ponded over any area of STA/leachfield. Prior to backfilling final soil cover,
a pervious soil barrier of non-woven geotextile fabric or similar pervious material shall be
installed over the STA to prohibit soil intrusion.
All setback distances in accordance with the Regulations are applicable to septic system
installation. The septic tank must be at least 5 feet and STA at least 20 feet from existing and
future plumbed structure(s) to be served. STA's must be outside any easements and at least l0
feet from property lines. Setback distances also apply to natural and artificial waterways,
including a 5O-foot setback from STA to open irrigation ditches, creeks (i.e., Cache Creek), and
ponds. The proposed potable water supply well must be located 100 feet and potable waterline
to house must be at least 25 feet from nearest corner of the leachfield. Designated repair
leachfield area must be retained per Regulations as idle land set aside for future use once primary
leachfield fails and no longer accepts wastewater.
The new 1,250 gallon (minimum) septic tank will be maintained to provide at least 48 hours
detention time for received wastewater flow from the structures they serve. Internal septic tank
inlet and outlet tees must be installed per Regulations. An effluent filter must be installed
instead of tee on the septic tank outlet. Use the Orenco Systems Biotube Effluent Filter OSI
Model FTW0444-36. Effluent filters typically require cleaning and maintenance every 6
months.
The following design calculations propose to discharge septic tank effluent to five (5) Quick a
Plus Infiltrator trenches each with eighteen (18) units for a total minimum disturbed area of
about 31 feet by 75 feet. A total of 90 Quick 4 Standard Plus Infiltrator units will be installed in
the five (5) proposed trench configuration generally oriented north to south conforming with
topographic contours.
Soil Absorption Area Calculations
STA Area (A) : Design Flow (Q)/LTAR
Field percolation rate (t): 44 to 64 min/in
Leachfield Area:A: Q/LTAR,
Vy'here:
A: Leachfield area square feet
Page2
Q: Desig¡ Floilmaximum daily wastewater flow
: max. daily wastewater flow for total of 4-BR occu. 7 People
: (3 BRs x 150 gpd/BR) + (l BR x75 gpd/person): 525 gpd
LTAR: Long Term Acceptance Rate (max. hydraulic loading rate)
:0.35 gallons per daylft2
A:525 gpd/0.35 Wd/tr : 1,500ft2
Ouick4 Trench Confizuration:
1,500 ft2 x 1.0 (app. method adjustmentt¡ x 0.7 (distribution media adjustment2) : 1,050 ft2;
1,050 ft2 ll2 fC : 87 .5 Q4 units; Use 90 units.
I Regulations Table l0-2 size adjustment factor for Methods of Application in STA
2 Regulations Table 10-3 size adjustment factor for Types of Media in sTA
Note: County and State approved bottom chamber area for Quick 4 Plus Standard Infiltrator
Unit: 12 fC.
The five (5) Quick 4 Infiltrator trenches will use a total of ninety (90) units. The trenches will
have eighteen (18) Q4 chamber units in each trench. Wastewater flow into the proposed S-trench
system will be split using a distribution box. Use the top port of Infiltrator faceplate for all
influent piping. Each trench must be covered with geotextile fabric or similar material to
prohibit soil intrusion into chamber unit louver vents.
4.0 SYSTEMINSTALLATIONREOUIREMENTS
Minimum setback requirements must be in accordance with the Regulations. All sewer pipe
couplings must be completed with solvent weld or bell and spigot joints using 4-inch SDR 35
PVC pipe. Schedule 40 PVC 4-inch pipe with a minimum l-foot soil cover must be used if pipe
is installed in a vehicular traffic crossing. Drain-waste-vent (DWV) rated Schedule 40 PVC pipe
is called out for crossings but may also be used instead of SDR 35 PVC pipe.
Buildiug sewel'pipc must bc set at a slopc bctwccn l/¿-inch ond l4-inch per foot slope (1 to 296),
preferably using the Yo-inchper foot slope as recommended by the Intemational Plumbing Code
(IPC) as administered by the County. Fittings should use sweep 90-degee curves or two (2) 45-
degree elbows at all influent pipe turns. Fittings must be DWV for schedule 40 PVC pipe.
Clean-outs (2-way) are required between dwelling and tank and beyond tank where pipe lengths
exceed 100 feet from tank to STA/leachfield.
Page 3
Installer must adhere to minimum depth requirements for leachfield and ensure gravity drainage
into all septic system components to avoid using a lift pump. System components must be
placed on native soils or re-stabilized soils in excavated areas.
Trenches must be dug level to ensure prepared infiltrative surface is level along entire length of
STA. Solid 4-inch pipe is used in the header network out of distribution box.
The owner will ultimately be responsible for septic system maintenance including pumping
septic tank once every 3-4 years and cleaning effluent filter every 6 months.
5.0 SYSTEM INSPECTION
WestWater Engineering is responsible for inspecting OWTS to ensure construction conforms to
design plan and meets all aspects of County Regulations to include:
o Inspect system prior to backfilling including piping and septic system components.
o Complete as-built drawing of system.
6.0 DESIGN LIMITATIONS
The OV/TS design is based on site specific soil conditions and percolation data collected in
vicinity of proposed drainfield and local experience of designing OWTS's in Colorado. The
design is only valid for proposed new OWTS serving the proposed dwelling at referenced
location provided in this report. Vy'estWater Engineering assumes no liability for inaccurate
information or conditions that vary from design assumptions listed above. Notify WestVy'ater
Engineering and/or the Garfield County official immediately if actual site conditions differ from
those assumed here in.
Please do not hesitate to contact us if you have any questions regarding this report.
Respectfully,
Dean Goebel, M.S., P.G. Hydrogeologist
Reviewed By:
318Keith
Page 4
APPENDIX A
SOILS AND PERCOLATION DATA
ôNest Water En g i neeri n g
ê consulting Engineers & scientiis
25T 6 FORESIGHT CIRCLE, #1 GRAND JUNCTION, COLORADO 81 505 19701 241 -7076-- FAX (970) 241-7 097
A1. SOILS AND TION REPORT
Date:June 2,2023
Consultant:Dean Goebel, M.S., P.G. Hydrogeologist
WestWater Engineering
2516 Foresight Circle #1
Grand Junction, CO 81505
(970) 241-7076
Client:CMH Homes Inc.
5000 Clayton Road
Maryville, TN 37804
Land Parcel: 7960 CR 301, Parachute, CO 81635
2405-054-00-022
A2, SOILS LOG
Site soils were investigated atthe 4.}-acre partially developed alpine parcel to collect site-
specific design criteria for an onsite wastewater treatment system (OWTS) to serve a proposed 4-
BR single-family dwelling located at7960 County Road 301. Percolation testing procedures
were conducted in accordance with Garfield County On-Site Wastewater Treatment System
Regulations (Regulations). The Percolation Test Site is located approximately 120 feet south of
the north property line and 230 feet east of the west property line (Figure Al).
The proposed soil treatment area (STA)/leachfield is located in the north-central portion of the
parcel in an area sloping approximately 2-3o/o east, Cache Creek drainage is approximately 300
feet east of the percolation test site. The excavated soils observation pit shows clayey silty sand
topsoil overlying silty sandy clay. Groundwater was not encountered in the 7.O-foot soils
observation pit. Estimated high seasonal groundwater is greater than 7.0 feet in proposed STA.
The soils profile log is summarized below and in Table Al. Dark reddish brown (5YR 3/3)
clayey silty sand loam with occasional cobble and small boulders occurs from 0-1.4 feet. Dark
reddish brown (5YR 3/4) silty sandy clay occurs from I .4-4.5 feet overlying brown clay (7.5YR
414) with sub-angular to sub-rounded clasts pebble- to boulder-sized from 4.5-7.0 feet maximum
depth of excavation. Groundwater was not encountered in the 7.O-foot soils observation pit;
estimated seasonal high water table is greater thanT .0 feet. Evidence of prolonged soils
saturation or high antecedent water content was not observed near the 6.6 to 7.O-foot depth
interval in soils pit.
A1
Table 41. Soil Log Description
vf : very fine; f : fine; m: medium and; crs: coarse for sand sized particles
Percolation rates summarized in Table A2 show arange from 44 to 64 minutes per inch (min/in)
with an average of 56 min/in. Based on percolation data and macroscopic/tactile soil analysis,
the bottom of leachfield (top of infiltrative surface) should be approximately 2.5 feet but no
deeper than 4.0 feet per Regulations. Site soils are categorized as Type 3 soils based on sandy
clay loam texture, massive to laminar granular strucfure, and percolation rates mainly falling
within the 4l-60 min/in range. Soils should not be excavated under wet conditions to avoid
compaction and smearing leading to a reduction in permeability.
Table 42. Percolation Test Results
Depth Interval (ft)Soil Description
0-3.0 Dark reddish brown (5YR 3/3) clayey silty sand (vf-Ð' loam with
occasional sub-angular to sub-rounded cobble- to small boulder-sized
basalt clasts; mod-high OM; granular laminar structure; dry; native grass,
sagebrush, and pinyon-juniper vegetation
3.0-4.5 Dárk reddish brown (5YR 3/4) silty sandy (vf) clay with some clasts as
described above; mod OM; massive structure; dry
4.5-7.0 Brown (7.5YR 414) clay with silt and sand (vf) with sub-angular to sub-
rounded pebble to small boulder clasts; prismatic structure; damp
ID Depth
(fÐ
Time Final
Drop
(in)
Percolation
Rate
(min/in)
l0:37
(start)
ll:07 ll:37 12:07 l2:37
(end)
I 0.0-1.0 2.5"3.5"4.25"4.87s"5.25"2.75 44
2 r.5-2.3 3.25"3.75"4.25"4.75"s.125"1.875 64
J 3.0-3.7 2.0"2.5"3.0"3.5"4.0"2.0 60
A2
APPENDIX B
FIGURES
L
I
'-'¿ Englneerlng
25 I 6 Forcsight (lircle, #l
Grand Jrurctiou. CO fJ1505
(970) 241-7076
www.wcsfwatcfc0,c0nl
FIGURE A1
7960 301 COUNTY ROAD
EXISTING OTVTS SITE PLAN
TO 301 COUNTY ROAD
(MORRTSANTA MESA ROAD)
*
;,"
EXISTING
CABIN
APPROXIMATE EXISTING PROPERÏY
LINE (4.00 ACRES)
100 50 0
ACCESS
SOILS
PERCOLATION
TESÏ SITE
3
-12
sLoPE 2-3%+.
EAST
.-c
0,Ñ
;.
DIAZ Cü14 FRONAN ¡'
POttæ DtA4, æduA
7e60 JO' COUNTY ROAO 210505,tOØ22
SCALT: '1":100'
100
ñUþstVltâte¡
êEnglneerlng
2516 Foresight Circle, #l
Grand Junction, CO 81505
(970) 241-7076
w.westwaterco.com
FIGURE A2
7960 301 COUNTY ROAD
PROPOSED OWTS LAY-OUT
PROPOSED WATER
SUPPLY WELL
NEIGHBOR PARCEL
POTABLE WATERLIN
TO DWELLING
4-rNCH
PIPE 1
COVER
2-WAY CLEANOU]
PER 1OO'OF
4_ INCH PVC PIPE
EXISTNG DRY
CABIN
EXISTING PARCEL ACCESS
NOTE:
INFILTRATOR TRENCHES
5 TRENCHES 18 Q4 UNITS EACH
90 TOTAL Q4 CHAMBER UNITS
4.0'
t
lO
40 PVC
MIN
CROSSING
CH
NEW 2-WAY
CLEAN-OUT
NEW 1,250 GALLON
SEPTIC TANK
EXISTING
PROPERTY
LINE
c
l
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I
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I
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I
I
T-
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60300 60
SCALE: 1 ":60
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latar
DISTRIBUTON BOX
RISER ACCESS
AT GRADE
INFILTRATOR
ÏH GEO-
FIGURE A3
7960 301 COUNTY ROAD
owrs cRoss sEcTroN
^\Î{estlltãJe¡êEngineering
2516 Foresight Circle, #1
Grand Jmction, CO 81505
(970) 241-7076
w-westwåterco.com
USE TOP FACEPLATE PORT
COVER INFILTRATORS WITH GEOTEXTLE FABRIC
CROWN BACKFILL
OVER TRENCHES
EXISTING
i1I 4 4'4,4'
r\3.0'
t
MAXIMUM DEPTH 3.0 FEET
MINIMUM DEPTH 2.0 FEET
SCALE 1"=5'
INSTALLATION NOTES:
1) FOLLOW MANUFACTURERS TNSTRUCTTON
www. in fil trotorsyetem s. com
2) SCREW P|PE TOp PORT CHAMBER FACEPLATE
3) SCREW FACEPLATES AND UNTTS TOGETHER
4) TNSTALL MONTTORTNG PORTS END OF TRENCHES
4 CORNERS OF BED
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CIV CO Engine ering, fnc.
Civil Engíneering Consultonts
P.O. Box 1758
3ó5 West 50 North, Suite W-l
Vernql, Utoh 84078
May25,2023
Shawn Ruse
Clayton Homes
671 23 Road
Grand Junction, CO 81505
Dear Shawn,
Subfect Soll l¡vdgadon -Dafl,Reddence at 7960 GR 3Ol' Parachute' Golorado
I am writing to report the findings of a soil investigation that was conducted at the proposed site for the
Diaz residãnce át zgoo Count! Road 301, near Parachute, colorado. The investigation entailed the
ã"ãV.¡5 ói on" soil sample that was taken at approximately the location and bearing depth of the
ór"pórãO ørndation. teåting of the soil sample included a sieve analysis 9¡d Alterbery. Limits testing'
îrré results of the soil testin-g were used to classiff the soil sample as 'CL -Lean Clay with Sand'
according to the Unified Soil Classification System. A copy of the soildata is included with this letter.
CL soils are inorganic clays of low to medium plasticity. ln addition to clay particles, GL.soils may
contain a fair amount of gräveF, sand-, and silt-sized particles. The sample tested contrained a sizable
ñp"rtù 4t3.0%) of pãrticles that are sand-sized (#200 Siere) or larger. Literature suggests that
li"äirr to àt¡tt clioits are tikely to have bearing capacities in the range of 4,000 psf. Recognizing that
no ipecmc bearing capacity teiting was performed, I recommend that a more conservative bearing
capacity of 2000 psf be used for design purposes'
Over the years, several studies have been conducted to conelate soil expansiveles.g to alterberg limit
data. Acórding to one study, soils with Liquid Limits less than 50% and Plasticity lndices that less ftan
äoÀ,, g"n"r^il/have a bw þotentialfor expansion (Snethen, Johnson, and Patrick, 1977). The soil
.ãrölãi"it"J'was founO to lrave a Liquid Limit of 36% and a Plasticity lndex oÍ 15Yo. Thus, according
to tnb reterenced study, the soil in question is anticipated to have a lower expansion potenilal. lt should
be noted that Atterberg Limits testing does not address mineralogy and thus may have a limited ability
to reliably predict soilexpansion potential.
CL soils ofren are susceptible to fost heave. Methods should be implemented to lessen the likelihood
of frost heave. Foundatiôns should extend to below frost depth or be frost-protected by some other
means. Water should be kept away from the foundation. Walkways, driveways, and ground surfaces
,nãrn be graded to flow awäy froni the foundation. Gutter down-spout outets should be kept at least
nve reet aviay from the foundaiion. Vegetation requiring significant watering should not be planted near
the foundation.
No testing was done to determine the soil's collapse potential.- ln my experience, foundation failures
due to soTl collapse are generally even more catastrophic than failures due to soil expansion. ln every
instance of soil
'collapse'failure
t-hat I have investigated, the damaged home was located at the mouth
oià pronounced drainage, such as a canyon or gully where the soil has been deposited alluvially by
intermittent runoff water flows.
Alluvially deposited soils are typically not very dense and derive their strength from mineralbonds that
torm ue'tweån soil particles. wrreninese soils become wet, the mineral bonds dissolve, allowing the
sãil partictes to coniolidate (collapse) under any load that exceeds that which existed when the mineral
bonds originally formed.
Phone (435F89-*48 * Fo< (435P89'4485
Emoil : vonceking@civcoengineering.com
. Page 2 MaY25'2023
The project site is not at the mouth of any obvious drainage. The methods mentioned earlier for
fo*"ring tn" risk of frost heave are also key to lessening the risk of soil collapse failure.
ln summary, the soil under the foundation was not specifically tested to determine its expansiveness
but results ôf atteøerg limits testing suggest that the soil has a low expansion potential Likewise, the
,|it *"g not specificaìg tested to ãetermine bearing cap,acily but was found to be of a type having
ãharacteristic bearing capacities in the range of 4000 psf' For {esign purposes, a 2000 psf bearing
;p"" ry d ie*rreñdeå. No specific testiñg was performed to determine the collapse potential of the
soil. t e homeowner should máke every erfort to keep moisture fom being introduced to the. soil near
ifre toun¿at¡on. Any future purchasei of the home should be apprised of the underlying soil
characteristics and thó importance of keeping moisture away ftom the foundation.
This concludes my report. please note that this investigation was performed for the. purpose of
pr*¡OìÃg ıãñãral
'info'mration regarding _the soil underlying the proposed home and makes no
brã¿ia¡o"n äf foundat¡onal performãnce. This report should not be.regarded as documentation of a
ı"ãìà"ft"i."l investigation äs I am not a geotechnical engineer, and this study was not conducted to
ãñv ıãnerally accepied standard of geoteóhnical engineering practice. Please cont¡act me if you have
questions regarding this rePort.
Sincerely,
Vance V. King, PE
Engineer
CIVCO Engineering, lnc'
Enclosure
Cc:Project File
Gl. C. Testing. lnc
2944 South 1500 East
VERNAL, UTAH 84078
Phone (435) 789-0220
Fax (435) 781-1876
SIEVE ANALYSIS AND ATTEBERG LIMITS
DIAZ RESIDENCE
C.TESTING
:
Project No. or Client:
Matêrial Type:
Dislânce from CL:
MF=
NATIVE Stations:
511812023 Date Tested:5t1912023
3690.8
ptv
3599.3
91.5
2.5 % Moisture
AASHTO T-89 & T-90 Atterbsrg Limit
-huld Llmit 36
Þlasl¡c Limit 2',1
tlastlc lndôx 15
:lâs lflcatlon CL
Depth:
Tested By
Date Sampled:
WetAASHTO T-27 Coarse Gradation
Sieve
Size
Weight
Ret.7o Rel.
% Total
Passinq
Sieve
Size Specs
3'1zsmm¡3'
2" (somm)
1,5" (37.smm)1.s',
1'(zsmm)
3/4'1remm¡0.0 0 100 3t4"
112'(z.smnl 25.9 4.3 95.7 1t2"
3/8'(9.5mm)4.6 0.8 94.9 318"
#4 ø.7smnl #4
.#4 l4.7snû,
WET WT.
#4 (4.7smm)
DRYWT.
Total 44 Moisture Data
WetWt.704.1
DrvWt.600.7
H20 Wr.'t03.4
H20%14.7Ùo/a
Washed DryWt.175
Fine Gradation
Sieve
Size
Weight
Ret.7o Ret.% Pass
#4 e.tsmn\27.4 4.6 90.3
,t8 (2.36mm)
#10 (z.omm)22.7 3.8 86.s
#16 lt.temm¡
#20 (ssollm)10.8 1.8 u.7
#30 (ooor¡m)
fl40 (zsvn)
É50 (3oofm)
#60 (zsopm)
#80 (t¿opm)
#100 (tsoum)25.7 4.3 75.4
#200 ttspn't 44.3 7.4 72
+200 øsum)433.4 72.1
Total 600.7 1 00.1
Remarks LEAN CLAY WITH SAND
/
/
dt
a
/
Dashed line indicates the approximate
upper limit boundary for natural soils
I
o
I
r OHMH
I
o
I
ML r o LU
LIQUID AND PLASTIC LIMITS TEST REPORT
60
50
40
x
l¡Joz
l- 30()
tr
an
JfL
20
10
0
10
LIQUID LIMIT
A
PLASTICITY
INDEX
t%l
uscsPLAST¡C
LIMIT
lo/ol
LIQUID
LIMIT
(o/.1
DEPTH
NATURAL
WATER
CONTENT
ltlrl
SAMPLE
NO.souRcESYMBOL
CL36t422o
Glient: CMO
Project: DIAZRESIDENCE
NATIVE SOIL
9-23QC TESTING, INC.