HomeMy WebLinkAboutEngineer's OWTS Design PlanlGn Hr#*fi'ffi:ffi1li:''i*"'
An Employcc Owncd Co'mFsny
5020 County Road 154
Glenwood Springs, CO 81601
phone: (970) 945-7988
fax: (970) 945-8454
email : kaglenwood@kumarusa.com
www.kumarusa.com
Office Locations: Denver (HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs, and Summit County, Colorado
ONSITE WASTEWATER TREATMENT SYSTEM DESIGN
PROPOSED RESIDENCE
PARCEL 13, HrGH ASPEN RANCr{
I422HIGH ASPEN DRTVE
GARFIELD COUNTY, COLORADO
PROJECT NO. 25-7-1 14.02
MARCTT 17,2025
PREPARED FOR:
TED A}{D KAREN MILLER
1248 RIMROCK DRTVE
RTFLE, COLORADO 81650
ted@.tedmillerconsulting.com
TABLE OF CONTENTS
INTRODUCTION.
PROPOSED CON ST'RUCTION
SITE CONDITIONS..
.....- I -
I
I
1SUBSURFACE CONDITIONS
OWTS ANALYSIS ......
DESIGN RECOMMENDATIONS
SOIL TREATMENT AREA......
owTS coMPoNENTS ............
OWTS OPERATION AND MAINTENANCE
OWTS HOUSEHOLD OPERATION ............
OWTS MAINTENANCE.......
OWTS CONSTRUCTION OBSERVATION
LIMITATIONS......
FIGTIRES
FIGURE 1 _ OWTS SITE PLAN
FIGURE 2 _ USDA GRADATION TEST RESULTS
FIGURE 3 _ SOIL TREATMENT AREA CALCULATIONS
FIGTIRE 4 _ SOIL TREATMENT AREA PLAN VIEW
FIGURE 5 _ SOIL TREATMENT AREA CROSS SECTION
FIGURE 6 _ DISTRIBUTION LINE CLEANOUT DETAIL
ATTACHMENTS
VALLEY PRECAST I,OOO GALLON, THREE-CHAMBER SEPTIC TANK DETAIL
ORENCO EFFLUENT PUMP CURVE
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...- 3 -
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7
7
8
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Kumar & Associates, lnc.Project No. 25.7 -11 4.02
INTRODUCTION
This report provides the results of an onsite wastewater treatment system (OWTS) design for
the proposed residence located on Parcel 13, High Aspen Ranch, l422High Aspen Drive,
Garfield County, Colorado. The purpose of the report is to provide design details for the OWTS
in accordance with Garf,reld County Environmental Health Department Onsite Wastewater
Treatment System Regulations and Colorado Department of Public Health and Environmental
Regulation #43. The services are supplemental to our agreement for professional services to Ted
and Karen Miller dated January 9,2025. We previously performed a subsoil study for the
proposed residence at the site and submitted our findings in a report dated February 25,2025,
Project No. 25-7-114.
PROPOSED CONSTRUCTION
The residence will be a single-family structure over a walkout basement located on the lot as
shown on Figure l. The residence will have three bedrooms, and the OWTS will be designed
for three bedrooms. The proposed soil treatment area (STA) for the OWTS will be located to the
south of the residence as shown on Figure l. Water service will be provided by an onsite well
as shown on Figure l. The route of the water supply line to the residence will be outside of
setbacks to the OWTS.
If proposed construction is different than that described, we should be contacted to re-evaluate
our design recommendations.
SITE COh{DITIONS
The lot was vacant with about two feet of snow on the ground surface at the time of our field
exploration. The residence will be situated below a ridgeline trending down to the east. In the
are of the residence and OWTS, the terrain is moderately sloping down to the south at grades of
about 15 to 18%. Vegetation consists of oakbrush, grass and weeds. There is an onsite well, see
Figure I for location. No other nearby water features were visible.
SUBSURFACE CONDITIONS
The field exploration for the OWTS was conducted on February 19,2025. Three profile pits
(Profile Pits 1, 2 and3) were excavated with an excavator at the approximate locations shown on
Figure I to evaluate the subsurface conditions for the planned soil treatment area for the OWTS.
The pits were logged by a representative of Kumar & Associates. Logs of the profile pits are
provided below.
Kumar & Associates, lnc.Project No. 25-7-114.02
Depth USDA Classification
O-ly2'
1lA',-5',
TOPSOI; organic Loam, firm, moist, dark brown.
SANDY LOAM; very gravelly, moderate blocky structure, dense, slightly moist,
brorvn.
t Disturbed bulk sample obtainedfrom 3 to 4 feet.o Bottom of pit @ 5 feet, where digging refusal with the excavator occurred.o No groundwater or redoximorphicfeatures observed at time of pit excavation.
1-L-
Log of Profile Pit 1
Log of Profile Pit 2
Log of Profite Pit 3
The soils encountered in the profile pits, below about I to l% feet of organic topsoil, consisted of
very gravelly Saldy Loarn consisting primarily of basalt fragments in a sandy loam matrix. No
free water was encountered in the pits nor indications of seasonal high groundwater observed at
the time of the pit excavations. The results of a gradation/hydrometer analyses performed on a
bulk sample of the soils is provided on Figure 2. The tested sample (minus No.10 size sieve
fraction) classifies as Sandy Loam per the USDA system. No free water was encountered in
the pits nor indications of scasonal high groundwater were observetl at the tiure of the pit
excavations.
Based on the subsurface conditions and the laboratory testing, the soils at the STA have been
classified as Type 2 and R-l; Option I per State regulations, which equates to a long-term
acceptance rate (LIAR) of 0.80 gallons per square foot per day for Treatment Level 3.
OWTS ANALYSIS
Based on the profile pit evaluations and our experience in the area, the soils contain greater than
35 percent rock-sized material and a sand filter on the natural soils will be needed for adequate
Depth USDA Clasrification
0-IY2'TOPSOL; organic Loam, firm, moist, dark brown.
lY2'-2'SANDY LOAM; very gravelly, moderate blocky structure, medium dense, slightly
moist, grayish brown.
O
a
Bottom of pit @ 2 feet, where digging refusal with the excavator occurred.
No groundwater or redoximorphic features observed at time of pit excavation.
Depth USDA Classification
0- 1'TOPSOI; organic Loam, firm, moist, dark brown
l'-2'SANDY LOAM; very gravelly, moderate blocky structure, medium dense, slightly
brown.
o Bottom oJ'pit @ 2 feet, where digging refusal with the excavator occurred.o No groundwater or redoximorphic.features observed at time of pit excavation.
Kumar & Associates, lnc.Project No. 25-7 -11 4.02
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treatment of the wastewater effluent. An aggregate bed overlying a minimum 2 feet thick sand
filter will be used to provide adequate treatment of the effluent from the residence. The STA
aggregate bed will be sized for 3 bedrooms using an LTAR of 0.80 gallons per squlre foot per
day. There is adequate elevation difference from the ground floor of the residence down to the
septic tank for gravity flow of the sewer effluent.
The effluent will gravity flow from the residence to a septic tank for primary treatment and then
be pressure dosed to the STA for dispersal and final treatment. The STA will consist of an
aggregate bed over the sand filter.
The route of the water supply line is not currently designed. The required setback to the water
supply line from the septic tank is l0 feet, 5 feet for sewer and effluent lines, and 25 feet from
the STA. We should be notified for additional recommendations if the water supply line is
within these minimum setbacks.
DESIGN RECOMMEIIDATIONS
The design recommendations presented below are based on the proposed construction, the site
and subsurface conditions encountered and our experience in the arca. A layout of the proposed
OWTS components is provided on Figure 1. If conditions encountered during construction are
different than those that are described in this report, we should be contacted to re-evaluate our
design recommendations.
SOIL TREATMENT AREA
. The STA will consist of a I foot thick aggregate (gravel) bed that is 47 feet long by
12 feet wide (564 square feet) constructed over a two feet thick sand filter. The
aggregate areasize is based on an LTAR of 0.80 gallons per square foot per day for
Soil Type 3-TL3.
o A pressure dishibution system will be used to dose the effluent to the STA at regular
intervals.
. Soil treatment area calculations are shown on Figure 3.
o The sand filter material should meet the requirements of the current Garfield County
OWTS regulations for "secondary sand media." ASTM C33 concrete sand is suitable.
A sample of the sand media should be obtained within I month prior to installation for
gradation analysis with the sample provided to us for testing, or the test results provided
to us, for approval ofthe material.
o The base of the excavations should be scarified prior to sand filter placement.
r The sand filter material should be placed in lifts not exceeding 10 inches thick. Each lift
should be bucket compacted until settlement ceases.
Kumar & Associates, lnc.Project No. 25-7 -11 4.02
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o Distribution lines, consisting of 1.5-inch diameter Schedule 40 piping with s/:z-inch
orifice holes drilled at 4-feet spacings, should be installed as shown on Figure 3. The
first hole should be 6 inches from the manifold and the last hole should be 6 inches
from the looped end. There should be a total of I I holes in each distribution line. 'l'he
tlistribution lines should be installed level in the aggregate bed. The orifice holes shoulcl
face down.
o Orenco Orifice Shields, or equivalent, should be installed on the effluent distribution
piping within the aggregate bed at each orifice location to limit potential masking of the
holes by the gravel.
. The aggregate bed will consist of a minimum of 6 inches of aggregate below the
distribution lines and extend to at least 4r/z rnches above the laterals for a total thickness
of at least 1 foot. The aggregate should consist of clean, open graded gravel which may
rango in size fromYz inch to 2Yzinches. Minus lYz"-size drain gravel is suitable.
o The bed should be oriented lengthwise along the ground contours to minimize soil cut
and cover.
o Prior to placement of the cover soil, a Hanes Geocomponents Pro Silver2 ounce/yard
filter fabric, or equivalent, should be placed over the aggregate bed. Mirafi l40N or
160N filter fabric is not suitablc for this use.
o I minimum of 12 inches and a maximum of 36 inches of cover soil should be placed
over the aggregate bed. Backfill should be graded to deflect surface water away from
the STA and should be sloped at 3 horizontal to 1 vertical or flatter. A shallow swale
to divert surface water flow away from the srA may be needed upslope.
I Disturbed soil should be re-vegetated as soon as possihle with a native grass mix. No
trees, shrubs or other plants with deep roots should be planted on or near the STA as
this may damage the system piping.
o Four-inch diameter inspection ports should be installed vertically into each corner of the
aggtegate bed. The inspection port piping should extend down to the sand filter and not
be connected to the dishibution piping- The portion of the pipe that lies within the gravel
should be perforated. The inspection ports should extend at least 8 inches above the
finished ground surface or be protected in a valve box at finished grade.
r The srA must be a minimum of 25 feet from any potable water supply lines.
o The STA must be a minimum of 20 feet from the residence.
o The STA must be a minimum of 100 feet from the onsite well.
o The STA must be a minimum of 5 feet from the septic tank.
r { plan view of the STA is presented on Figure 4 and a cross section of the STA is
presented on Figure 5.
Kumar & Associates, lnc.Project No. 25-7-114.02
a
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Cleanouts are required at the end of each of the three distribution lines. See Figure 6
for the cleanout detail.
OWTS COMPONENTS
Recommended OWTS components provided below are based on our design details and our
experience.with the specific component manufacturers. Equivalent components may be feasible
but need to be approved by us prior to construction'
Septic Tank
o A Valley Precast 1,000 gallon, three-chamber septic tank (1,500 gallons total) should be
used for primary treatment. The first two chambers of the tank will be utilized for
treatment and settling, and the third chamber of the tank will contain the dosing pump.
A detail of the tank is provided as an attachment.
o An effluent filter should be installed in the tank outlet tee.
r The tank must be a minimum of 5 feet from the residence.
o The tank must be a minimum of 10 feet from any potable water supply lines.
o The tank mustbe a minimum of 5 feet from the proposed STA.
o The tank must be a minimum of 50 feet from the onsite well.
o The tank must be set level. The excavation bottom must be free of large rocks or other
objects that could damage the tank during placement. A road base or gravel bedding
material may be needed to prevent tank damage during placement and act as a leveling
course.
. The tank lid must extend to final surface grade and made to be easily located.
o Install the tanks with2 feet minimum cover soil for frost protection. Maximum tank soil
cover is 4 feet.
Sewer Pipe
o The sewer line to the septic tank should not be less than the diameter of the building
drains and not less than 4 inches in diameter.
o The sewer pipe should have a rating of SDR35 or shonger. Schedule 40 PVC pipe is
required beneath any driveway surfaces.
. The sewer pipe should be sloped between 2Yo to 4a/o to help limit disturbance of solids in
the tank and potential sewage bypass of the first chamber of the tank. If a steeper slope is
needed, this can be accomplished with vertical step-downs in the sewer line.
o A minimum 24 inches of cover soil should be provided over the sewer pipe. Paved areas,
patios or other areas without vegetative cover may be more susceptible to frost and we
recommend 48 inches of soil cover over the sewer pipe in these areas, and the pipe be
Kumar & Associates, lnc.Project No. 25-7 -11 4.02
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insulated on top and sides with 2-inch-thick blue foam insulation board. If adequate soil
cover is not possible, we should be contacted for re-evaluation prior to installation.
o The sewer pipe should be bedded in compacted3/+-inchroad base or native soils provided
that the native soils contain no angular rocks or rocks larger than 2Y, inches in diameter
to help prevent settlement of the pipe. Sags in the pipe could cause standing elfluent to
freeze and damage the piping.
o Install cleanout pipes within 5 feet of the building foundation, where the sewer pipe
bends 90 degrees or more and every 100 f'eet of sewer pipe.
. All 90-degree bends should be installed using a 9O-degree long-sweep or by using two
45-degree elbows.
o The sewer line location shown on Figure I is considered conceptual. We assume that
there will be only one sewer line exiting the residence. It is the responsibility of the
owner/contractors to locate all sewer line exit locations and connections to the septic
tank. We should be notified if there are other sewer lines exiting the building.
Effluent Transport Piping
o 1.S-inch diameter Schedule 40 effluent transport piping should be sloped at2o/ominimum
to drain to the STA from the tank.
o The effluent transport pipe should be bedded in compacted3/a-inchroad base or native
soils provided that the native soils eontain no angular rocks or rocks larger than
2/zinches in diameter to help prevent settlement of the pipe. Sags could cause standing
effluent to freeze and damage to the piping.
o I minimum l8 inches of cover soil should be provided over the effluent transport pipe.
Paved areas, patios or other areas without vegetative cover may be more susceptible to
frost' We recommend 48 inches of soil cover over the effluent pipe and insulation with at
least 2 inches of rigid foam insulation in these areas. If adequate cover soil is not
possible, we should re-evaluate the condition prior to installation.
o The effluent pipe should be provided with at least 48 inches of soil cover and be insulated
on tup and sides with 2-inch-thick foam insulation board.
' All 9O-degree bends should be installed using a 90-degree long-sweep or by using two
45-degree elbows.
Effluent Pumping System
o An Orenco PF5005, 1l5-volt, submersible effluent pump with a 1.5O-inch diameter
discharge assembly, or equivalent, will be required for effluent pumping.
o The maximum effluent transport distance from the pump discharge to thc manifold is
estimoted to bc 30 fbct.
Kumar & Associates, lnc.Project No. 25-7.114.02
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o The elevation difference from pump discharge up to the manifold is estimated to be
5 feet.
. The pump should be enclosed in an Orenco Biotube Pump Vault for effluent filtering and
protection of the pump from vibration.
o An equivalent pump must be capable of operating at223 gallons per minute at 12.5 feet
of total dynamic head. A pump performance curve is provided as an attachment to this
report.
o The floats should be set to provide a dose volume of approximately 66 gallons. To
achieve the desired dose volume, the upper (*ON") and lower ("OFF') floats should be
set approximately 6Yz inches apart.
o The flow differential between the first and last orifices is estimated to be 0.5%.
o The high-water alarmfloat should be placed approximately 3 inches above the "ON"
float in the dose tank. The high-water alarm must be wired on a separate electrical circuit
from the pump.
o An ls-inch diameter weep hole should be drilled in the effluent transport line prior to
exiting the dose tank so the transport line can drain back into the dose tank after each
pumping cycle.
OWTS OPERATION AT{D MAINTENANCE
The OWTS will require periodic inspection and maintenance to function properly. A properly
designed, installed and maintained system can greatly increase its lifespan. The level of
maintenance will vary depending on the complexity of the system and water use habits of the
residents. We recommend that an OWTS Operation and Maintenance (O&M) Manual be
developed. Depending on the complexity of the system, a contract with an OWTS maintenance
provider may be prudent. Below are some basic recommendations for the OWTS O&M.
OWTS HOUSEHOLD OPERATION
o Use of high efficiency water fixtures is recommended to decrease the hydraulic load on
the OWTS system.
o Fix plumbing leaks immediately as this may cause a hydraulic overload of the soil
absorption system.
o Do not irrigate the area on top of or directly upgradient of the soil absorption field as this
may cause a hydraulic overload.
o Do not dispose of household waste down drains as this may clog or damage OWTS
components. Examples of household waste includes: dental floss, cotton swabs, coffee
grounds, paper towels, feminine products and many other kitchen and bath items.
Kumar & Associates, lnc.Project No. 25-7-114.02
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Use of kitchen garbage disposals is not recommended. If a garbage disposal is utilized,
kitchen wastewater should be screened thoroughly. Many kitchen solids are not
decomposed in the septic tank and may cause increased tank pumping frequency.
Do not dispose of household chemicals, greases, oils, paints, hot tub water or water
softener backwash rn household drains. A separate drywell, if feasible, may be necessary
for hot tub water or water softener backwash disposal.
Limit the use of bleach as this may harm useful bacteria in the septic tank and soil
absorption system.
Liquid dishwasher and clothes washer detergent is recommended for households served
by an OWTS. Clay substances used as fillers in powder detergents may result in
clogging of the soils absorption system.
OWTS MAINTENANCE
o Inspect the septic tank, Biotube pump vault, effluent pump, and STA at least annually for
problems or signs of failure.
o The effluent filter for the tank should be cleaned at least annually by spray washing solids
into the first chamber of the septic tank.
o The septic tank should be pumped and cleaned every 3 to 5 years depending on use.
Longer pumping intervals may increase the amount of solids that reach the STA, which
may shorten its life span.
r Pumping of the septic tank should take place when the level of the sludge and scum
layers combined take up 25 to 33Yo of the capacity of the first chamber of the tank.
OWTS CONSTRIICTION OBSERVATION
The Garfield County Environmental Health Department requires that the designer of the system
provide a record drawing and certification of the OWTS construction (As-Built inspection).
We should be provided with at least 48-hour notice prior to the installer needing the inspections.
Prior to issuance of our certification letter, we require observation of all system components
prior to backfrll. The rturrrber of site visits required for the inspection will depend on the
installer's construction schedule. We should be provided the tank inspection report prior to or
at the time of our inspection.
LIMITATIONS
We have conducted this design in accordance with generally accepted engineering principles and
practices in this area at this [ime. We make no warrant5r either expressed or implied. The
recommendations provided in this report are based on the site conditions, profile pit evaluations
and soil texture analysis, the proposed construction and our experience in the arca. yaiatrons in
o
a
a
a
Kumar & Associates, lnc.Project No. 25.7 -11 4.02
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the subsurface conditions may not become evident until excavation is performed. If conditions
encountered during construction appear different from those described in this report, we should
be notified so that re-evaluation of the recommendations may be made.
This report has been prepared for the exclusive use by our client for design purposes. We are not
responsible for technical interpretations by others of our infonnation. As the project evolves, we
should provide continued consultation and field services during construction to review and
monitor the implementation of our recommendations, and to veriff that the recommendations
have been appropriately interpreted. Significant design changes may require additional analysis
or modifications to our design.
It is our opinion that the designed location of the OWTS components does not violate any
setback requirements of the current Garfield County Regulations. Below is a table of common
minimum horizontal setbacks to OWTS components. Refer to the Garfield County Regulations
for a complete list of required setbacks. We recommend the OWTS component locations be
surveyed by a Professional Colorado Land Surveyor.
Table I - Common Minimum Horizontal Setbacks from OWTS
Please contact us for any necessary revisions or discussion after review of this report by Garfield
County. If you have any questions, or if we may be of further assistance, please let us know.
Respectfully Submitted,
Kumar & Associates, Inc.
{Annu lfh}rt,
Shane M. Mello, StaffEngineer
Reviewed by:
David A. Young, P
SMMlkac
Cc: Brad Jordan
Wells
lVater
Supply
Line
Occupied
Dwelling
Lined
Ditch
Lake,
Irrigation
Ditch,
Stream
Dry
Ditch or
Gulch
Septic
Tank
20'l0'50'25',t5STA100'25',
l0'Septic Tank 50'10',5 10'50'
5'0'10'50'l0'Buitdine Sewer 50
Kumar & Assoclatee, lnc.Proj,ect No. 2$7-114.02
PROPOSED
THREE BEDROOM
RESIDENCE
OUT .'
PROPOSED
1,000-GALLON,
THREE-CHAMBER
EPTIC TANK WITH
DOSING PUMP
INSTALLED IN THIRD
CHAMBER.
C k J6'PROFILE
PIT 1
vAuJ6'
,IALL
NERED
J6. 8A]LDER
,tAus PROFILE
/PtT 3/ 'a/
,IWel'l
PROFILE
Ptr 2
I t
soi L TREATMENT AREA (ST e)
CONSISTI NG OF GRA VEL
SETBACK
WELL TO
(AGGREGAT E)
BY
BE D THAT S -FEET wlD E 4 7 FEET LONG 1 00'
OVER 2 FEET THIC K SAN D
FILTER
(
STA
rO
'.: E'
{c
/. a-?h-
<. \\
20:
EETSCALE-F
40
25-7 -114.02 Kumar & Associates OWTS SITE PLAN Fig. 1
HYOROMETER ANALYSIS SIEVE ANALYSIS
nuE mtxos
6VN !e!1f, dt{
24 HRS 7 HRS l TINI
u.5- failoNo s&Es SQUASE OPilIXGS
too
90
ao
70
ao
a
E50
H &
50
20
to
o
o
to
20
30
0
50
60
70
&
90
too
?
152
OF PARTICLES IN MILLIMETERS
CLAY COBBLES
mm .02 .05 .l
SAMPLE OF: VERY GRAVELLY SANDY LOAM
FROM: PROFILE PIT I AT 5 TO 4 FEET
.25 .5 I 2mm 5 76
ENTIRE SAMPLE
PARTICLE SIZE DISTRIBUTION %
COBBLES 0
GRAVEL 52
SAND 2A
SILT 13
CLAY 7
PORTION OF SAMPLE
PASSTNG #10 SIEVE
PARTICLE SIZE DISTRIBUTION X
SAND 59
SILT 26
CLAY 15
TOTAL SAMPLE RETAINED ON f,10 SIEVE: 52%
PERCENT OF ITATERIAL RETAINED ON #1O SIEVE
PASSTNG 3/1' SIEVE 37%
NOTE: Hydrometer Anolysis wos performed on o
bulk somple followlng scrosnlng ot oll mot€rlol
lorger thon lhe #10 sieve (2.0 mm) per USDA
guidelines.
Thos6 losl rosulls opply only lo lho
somDl.s which wara tcslld. Th!
lcsllig rcport lhqll nol br rcprcduccd,
oxcopl ln tull, wllhout lhr wrlllon
opprcvol of Kumor & Agsocloloi, lnc.
sieve onolysl3 hstlng 19 perfomod ln
q@ordonco wlth ASTM D422. ASTI, Cl36
otrd/or ASTM Oll4O.
GRAVELSILTSAND
COARSEV. FINE FINE MEDIUM co.v- co,FINE MEDIUMFINEco.
GRAIN SIZE
(-m)SIEVE SIZE % FINER
127.OO 5 100
76.00 100
38.1 0 1-1 /2"100
19.05 3/1"67
9.50 3/8"59
1-75 #1 56
2.OO *10 I
1.00 *18 11
0.50 #35 5E
0.25 #60 5rt
0.1 06 *1 40 26
0.053 *270 20
GRAIN SIZE
(-m)
TIME PASSED
(min)% FINER
0.057 19
0.019 4 r6
0.009 t9 13
0.005 60 10
0.002 /+55 7
0.001 t 5it5 6
25-7 -114.O2 Kumar & Associates USDA GRADATION TEST RESULTS Fig. 2
OWTS SOil TREATMENT AREA CATCULATIONS
In accordance wth the cunent 2018 Eagle County Onste Wasteuater Trcatment System Regulatbns,
the absomtbn arca was calcubted as folorrrs:
CALCULATIOI{ OF OWIIT DESIGI{ FIOW:
q = (F)(N)
WHERE:
Q = DESIGN FLOW
F = AVEMGE FLOW PER PERSON PER DAY
B = NUMBER OF BEDROOMS
N = NUMBER oF PERSONS: 2 PERSoNS PER BEDROOM FoR FIRsr 3 BEDROOMS
AND 1 PERSON PER BEDROOM FOR EACH ADDITIONAL BEDROOM
75 GATIONS PER DAY
3 BEDROOMS
6 PERSONS
45O GALLONS PER DAY
CALCULATION OF OWTS TREATMENT AREA:
MINIMUM SOILTREATMENT AREA = Q + SOIL LTAR
p=
$=
[\=
Q=
WHERE:
Q=
SOIL LTAR (SOILTYPE 2-TEl) =
MINIMUM AREA =
OWTS DESIG 1{ TREAT}.I El{T AREA:
BED LENGTH =
BED WIDTH =
TOTAT SOII TREATMENT AREA =
450 GAII-ONS PER DAY
0.80 GATIONS/Frz7p4y
563 SQUAREFEET
47 FEEI
12 FEET
564 SQUAREFEET
25-7-114.02 Kumar & Associates SOIL TREATMENT AREA CALCULATIONS Fis. 3
1.5 INCH DIAMETER PERFORATED SCH 40
PVC DISTRIBUTION LATERAL WITH %z
INCH DIAMETER ORIFICE HOLES SPACED
AT 4 FEET INTERVALS. FACE
PERFORATIONS DOWN. FIRST ORIFICE TO
BE 6 INCHES FROM MANIFOLD AND LAST
ORIFICE TO BE 6 INCHES FROM LOOPED
END (1 1 ORTFTCES PER LATERAL).
INSTALL ORENCO ORIFICE SHIELDS AT
EACH ORIFICE.
CLEANOUT INSTALLED AT
THE END OF EACH
DISTRIBUTION LATERAL.
SEE FIGURE 6 FOR DETAI 47'
41'
1.5 1NCH DIAMETER
NON_PERFORATED
SCH 40 PVC
ENT TRANSPORT
PIPE SLOPED AT 2%
MINIMUM TO DRAIN
TO FIELD.
1.5 INCH DIAMETER
NON_PERFORATED
40 PVC
MANIFOLD PIPE
INSTALLED LEVEL.
4 INCH DIAMETER PVC OBSERVATION
PORTS INSTALLED TO THE BASE OF THE
AGGREGATE. THE PORTION OF THE PIPE
THAT LIES IN THE AGGREGATE SHOULD
BE PERFORATED. INSTALL PORTS IN
EACH CORNER OF THE AGGREGATE BED.
REMOVABLE LID TO BE PLACED ON TOP
OF PIPE. PIPE MUST STICK UP AT
LEAST 8 INCHES ABOVE FINISHED GRADE
OR BE PLACED AT GRADE IN AN
ACCESSIBLE VALVE BOX.
1.5 INCH DIAMETER
NON-PERFORATED
SCH 40 PVC LOOPE
END PIPE INSTALLED
LEVEL.1 FOOT THICK
AGGREGATE BED
PLACED ON 2 FEET
THICK SAND FILTER
10 0 10
SCALE_FEET
NOTES:
1. AGGREGATE SHOULD BE A CLEAN, GRADED GRAVEL RANGING lN SIZE FROM ,4 INCH to 2k INCHES. 1/u" DRAIN
GRAVEL IS SUITABLE.2. SECONDARY SAND MEDTA SPECTFICATTONS (CONCRETE SAND rS SUITABLE FOR THIS APPLICATION)
EFFECTIVE SIZE: 0.15-0.60 MM
UNIFORMITY COEFFICIENT: 3 7.O
PERCENT FINES PASSING #200 SIEVE: 3 3.03. SAND SHOULD BE PLACED IN 10 INCH LIFTS ON SCARIFIED NATURAL GROUND.
4. CARE SHOULD BE TAKEN BE THE CONTRACTOR TO AVOID COMPACTION OF THE NATIVE SOILS IN THE SOIL
TREATMENT AREA.5. FILL PLACED OVER THE SOIL TREATMENT AREA SHOULD BE PROPERLY BENCHED INTO THE HILLSIDE.
6. ALL PIPING SHOULD HAVE A RATING OF SCHEDULE 40.
7. CHANGES TO THIS DESIGN SHOULD NOT BE MADE WITHOUT CONSULTATION AND APPROVAL BY KUMAR &
ASSOCIATES-8. REFER TO THE GARFIELD COUNTY ONSITE WASTEWATER TREATMENT SYSTEM REGULATIONS FOR OTHER
APPLICABLE SPECIFICATIONS.
25-7 -11 4.02 Kumar & Associates SOIL TREATMENT AREA PLAN VIEW Fis. 4
HANES GEOCOMPONENTS PRO
SILVER FILTER FABRIC, OR
EQUIVALENT. OVER AGGREGATE
BED.
12'' THICK LAYER OF 1.5'' SIZE
AGGREGATE W]TH 6'' BELOW
AND 4.5,' ABOVE DISTRIBUTION
PIPES.
4'' DIAMETER
OBSERVATION
PORT IN
IRRIGATION
BOX (TYPTCAL)
1.5" SCH 40
DISTRIBUTION
LATERAL
MINIMUM 12,' COVER SOIL
2' THICK
SAND FILTER
NATIVE SOILS
2, BED
SCARIFY UPPER 3''
PRIOR TO SAND
PLACEMENT.
Notes:
1. Diskibution lateral piping should be installed level in aggregate bed on iop of 2
leet of sand filter. The base and sidewalls of the bed should be scarified prior to
sand placement.
2. Care should tre laken by the contractor to avoid compaction of the native soils in
the bed.
3. Changes to this design should not be made without consultation and approval
by Kumar & Aseociatoe.
2
SCALE-FEET
25-7 -11 4.42 Kumar & Associates SOIL TREATMENT AREA CROSS_SECTION Fig. 5
lnstqll 6" volve
box of groun
surfoce
Bockfill volve
box to bollo
Ground
Surfoce
of cop wiih
onsile soil
.5" sch. 40,
threoded cop
1.5" Sch.
40, 90'
or
9-sweePlwo 45'
elbows
Notes
NOTTO SCALE
1. All piping, fittings and valves should be Sch. 40 PVC.
2. lnstall distribution line cleanouts at the end of each distribution line.
25-7 -114.A2 Kumar & Associates DISTRIBUTION LINE CLEANOUT DETAIL Fig. 6
{OOO Gallon Top Sealn - 3GP
wlth Hlgh Head Pumpttfir t
'MT€GP{III ({5OO c.Ibn Totd Volumc}
DESIGN NOTESo Deslgn per performonce test per ASTII
cl227
o Top surfoce oreo 62.3 ftro fc O 28 doys; concrete = 6,O0O PSI
Min.
lnstollotion:r Tonk to be set on 5'min. sond
bed or peo grovelo Tonk to be bockfilled uniformly on
oll sides in lifts less thon 24' ond
mechonicolly compocted. Excowted moterlol moy be used for
bockfill, provided lorge stones ore
removedo Exco\rotion should be dewotered ond
tonk filled with woter prior to beingput ln servlce for inetollotion wlth
woter toble less thon 2' below grodeo Meets C1644-06 for resillent
connactorso lnlet ond Outlet identified obove pipeo Delivercd complete with intemol piping. Control Ponel to bs mounted in sight
line of tonke 4' Moximum bury depth
Clrlcci
lfitnrn
Ra.rlbtnRbssbffi
Dhsr$
orAry
]Lbli
RD.lS-t
Section
View
Rrnp:o lowsrTSSand itnplon*dlluont$dtybf#o GomC$frtaldon(wlrhg,prel,mortrgild
r0rtrppmoedra)o Gonpbbureiarily
Net
Top
View
l"6t il
tl FI
i -' -----ii rll( ;ilDlir
:
1
Bod
ALLUV'AE LI. IJUIT I
(Bosed on Woter Toble)
IVAIER TABLE ALLOWAELE
FAR1H FII I
o -o'3-o'
t'- o'5'- 0"
2'-O'c-0"
3'- 0'4'-0"
DRY 4'- 0"
*Seryrbe contlaicts available far maintenance*
r6l
1 1
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Phono: 710€95t70lFu 719-S5-0'727
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Elrnil:
Pump Selection for a Pressurized System - Single Family Residence Proiect
25-7-114.02 / Parcel 13, High Aspen Ranch
Parameters
300
Discharge Assembly Size
Transport Length
Transport Pipe Class
Transport Line Size
Distributing Valve Model
Max Elevation Lift
Manifold Length
Manifold Pipe Class
Manifold Pipe Size
Number of Laterals per Cell
Lateral Length
Lateral Pipe Class
Lateral Pipe Size
Orifice Size
Orifice Spacing
Residual Head
Flow Meter
'Add-on' Friction Losses
Calculations
1.50
30
40
1.50
None
5
6
40
1.50
3
41
40
1,50
5132
4
5
None
0
inches
f6et
inches
feet
feet
inches
feet
inches
inches
feet
feet
inches
feet
200
250
150
100
50
PumpData
0510 15 20 25
Net Discharge (Spm)
30 35 40
ooIL
Io
!tooE
.9
Er!E
o
a6
P
Minimum Flow Rate per Orifice
Number of Orifices per Zone
Total Flow Rate perZone
Number of Laterals per Zone
o/o Flow Difierential lsulast Orifice
Transport Velocity
Frictional Head Losses
0.68
33
22,3
0.5
3.5
gpm
gpm
o/o
frs
Loss through Discharge
Loss in Transport
Loss through Valve
Loss in Manifold
Loss in Laterals
Loss through Flowmeter
.Add{n'Friclion Losses
Pipe Volumes
1.5
0.9
0.0
0.1
0.1
0.0
0.0
feet
feet
feet
feet
feet
feet
feet 0
Vol of Transport Line
Vol of Manifold
Vol of Laterals per Zone
Total Volume
Minimum Pump Requirements
3.2 gals
0.6 gals
13.0 gals
16.8 gals PF3005 High Head Effiuent Pump
30 GPM, 1/2HP
115123OV 1A 6OHZ.200Y 30 6OHz
Design Flow Rate
Total Dynamic Head
22.3
12.5
gpm
feet
g"
t-:.Ts
System Curve:-
Pump Curve: *
Pump Optimal Range:-
f,1
Operating Point: w
o
Design Point:
M