HomeMy WebLinkAboutEngineer's Designl(t i'ffiiffi:nËsniiiå*"'
Àn Employca Cnrncd Compony
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
LOT 1, RIVER RIDGE
TBD RIVER RIDGE DRIVE
GARFTELD COUNTY, COLORADO
PROJECT NO. 23-7-407.02
SEPTEMBER 8,2023
PREPARED FOR:
JAMES GORNICK BUILDING SPECIALISTS
ATTN: JIM GORNICK
1OO5 COOPER AVENUE
GLENWOOD SPRINGS, COLORADO 81601
i eornickl 988@email.com
TABLE OF CONTENTS
INTRODUCTION
PROPOSED CONSTRI ICTTON
SITE CONDITIONS......
SUBSURFACE CONDITIONS
OWTS ANALYSIS ...
DESIGN RECOMMENDATIONS ........
SOIL TREATMENT A.R84...............
owrs coMPoNENTS .....................
OWTS OPERATION AND MAINTENANCE
OWTS HOUSEHOLD OPERATION
OWTS MAINTENANCE.......
OWTS CONSTRUCTION OBSERVATION
LIMITATIONS........
FIGURES
FIGURE 1 _ OWTS SITE PLAN
FIGURE 2 - SOIL TREATMENT AREA CALCULATIONS
FIGURE 3 _ SOIL TREATMENT AREA PLAN VIEW
FIGURE 4 _ SOIL TREATMENT AREA CROSS SECTION
FIGURE 5 - DISTRIBUTION LINE CLEANOUT DETAIL
ATTACHMENTS
VALLEY PRECAST I,OOO GALLON, THREE.CHAMBER SEPTIC TANK DETAIL
ORENCO PF3OO5 PUMP PERFORMANCE CURVE
1
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Kumar & Associates, lnc.Project No. 23-7 -407.02
INTRODUCTION
This report provides the results of an onsite wastewater treatment system (OWTS) design for a
proposed residence to be located at Lot l, River Ridge, TBD River Ridge Drive, Garfield
County, Colorado. The project site is shown on Figure l. The purpose of the report is to provide
design details for the OWTS in accordance with the Garfield County Environmental Health
Department Onsite Wastewater Treatment System Regulations and the Colorado Department of
Public Health and Environmental Regulation #43. The services ware supplemental to our
agreement for professional services with James Gornick Building Specialists dated August 18,
2023.
PROPOSED CONSTRUCTION
The proposed residence will be a one story wood-frame structure with a detached garage located
on the site as shown on Figure l. The residence will have two bedrooms and the detached
garage will have bathroom facilities. The OWTS will be designed for a total of three bedrooms.
The soil treatment area (STA) for the OWTS will be located to the south of the residence as
shown on Figure 1. Water service is provided by a public supply from River Ridge Drive. The
route of the water service line is not yet designed.
If proposed construction is different than that described, we should be contacted to re-evaluate
our design recommendations.
SITE CONDITIONS
The site was vacant at the time of field exploration. The terrain has been graded relatively flat in
the proposed building area. The ground surface at the proposed STA appears natural. The
overall ground surface of the site is moderately sloping down to the south. Vegetation consists
of grass and weeds. There are no visible surface water features in the vicinity of the site.
SUBSURFACE CONDITIONS
The field exploration for the OWTS was conducted on August 4,2023. Two profile pits (Profile
Pits I and 2) 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 proflrle pits are provided
below.
Kumar & Associates, lnc.Project No, 23-7 -407.02
a
Log of Profile Pit I
Log of Profite Pit 2
The soils encountered in profile pits consisted of about I foot of Topsoil overlying Very
Gravelly Loamy Sand down to the pit depths of 8 feet. No free water was encountered in the pits
nor indications of seasonal high groundwater were observed at the time of the pit excavations.
Based on the subsurface conditions, the soils at the STA have been classified as Type I and R-0
per State regulations, which equates to a long-term acceptance rate (LTAR) of 0.80 gallons per
square foot per day.
OWTS ANALYSN
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
treatment of the wastewater effluent. An aggregate bed overlying a minimum of 3 feet thick
sand filter will be used. The STA will be sized for three bedrooms (six persons) and an average
daily flow of 75 gallons per person, and an LTAR of 0.80 gallons per square foot per day for the
natural Very Gravelly Loamy Sand soils. We assumed a third bedroom for the bathroom
facilities at the detached garage.
The efÍluent will gravity flow from the residence and the detached unit to the septic tank for
primary treatment and then pressure dosed to the STA for dispersal and final treatment. The
STA will consist of an aggregate bed over the sand filter.
There are no known potable water supply lines in the vicinity of the proposed STA. The
required setback to the potable water supply line is l0 feet from the septic tank, 5 feet from
sewer and effluent lines, and25 feet from the STA. We should be notified for additional
recommendations if these minimum setbacks cannot be met.
0-1'TOPSOL; organic Sandy Loam, firm, slightly moist, brown.
1'-8'LOAMY SAND; very gravelly, dense, slightly moist, mixed brown.
o
o
Bottom of pit @ 8feet.
No sroundwater or redoximorphic features observed at time of pit excavation.
i,i,,1 ltriìit i i,:,.: t l,_,..fi : I
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i¿ ;t¡.:i ir il r r.ìt,i ij i r ¡ ¡ :
0-l'TOPSOIL; organic Sandy Loam, firm, slightly moist, brown.
l'-8'LOAMY SAND; very gravelly, dense, slightly moist, mixed brown.
a
a
Bottom of pit @ 8feet.
No sloundwater or redoximorphic features observed at time of pit excavation.
i.,),,ì l,r r'r,f I j þ r¡1.1;1; 1ii: 1 q:.¡,i t+; I:frri,r-¡ijir
Kumar & Associates, lnc.Project No. 23-7 -407.02
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DESIGN RECOMMENDATIONS
The design recommendations presented below are based on the proposed construction, the site
and subsurface conditions encountered and our experience in the area. A layout ofthe proposed
OWTS components is provided on Figure l. 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
o The STA will consist of a l-foot-thick aggregate (gravel) bed that is 47 feet long by
12 feetwide (564 square feet) constructed over a three feet thick sand filter. The
aggregate area size is based on an LTAR of 0.80 gallons per square foot per day for
Soil Type 1.
o A pressure distribution system will be used to dose the effluent to the STA at regular
intervals.
o Soil treatment area calculations are shown on Figure 2.
. 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 of the material.
o The base of the excavation should be scarified prior to sand filter placement.
o The sand flrlter material should be placed in lifts not exceeding 10 inches thick. Each lift
should be bucket compacted until settlement ceases.
o Distribution lines, consisting of 1.5-inch diameter Schedule 40 piping with 3/ro-inch
orifice holes drilled at 4-feet spacings, should be installed as shown on Figure 3. The
fîrst 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 eleven holes in each distribution line. The
distribution lines should be installed level in the aggregate bed. The orifice holes should
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 4Y' inches above the lines for a total thickness of
at least I foot. The aggregate should consist of clean, graded gravel which may range in
size from Yzinchto2Yz inches, see Figure 4 for gradation specifications.
. The bed should be oriented lengthwise along the ground contours to minimize soil cut
and cover.
Kumar & Associates, Inc.Project No. 23-7 - 407.02
4
. The top ofthe aggregate bed should be at or below the existing ground surface.
o Prior to placement of the cover soil, a Hanes Geocomponents Pro Silver 2 ounce/yard
filter fabric, or equivalent, should be placed over the aggregate bed. Mirafi l40N or
160N filter fabric is not suitable for this use.
. A 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 I vertical or flatter. A shallow swale to
divert surface water flow away from the STA may be needed along the upslope side.
o Disturbed soil should be re-vegetated as soon as possible 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.
. Four-inch diameter inspection ports should be installed vertically into each comer of the
aggregate bed. The inspection port piping should extend down to the sand filter and not
be connected to the distribution 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.
. The STA must be a minimum of 25 feet from any potable water supply line.
. The STA must be a minimum of 20 feet from the residence.
. The STA must be a minimum of l0 feet from property lines.
o The STA must be a minimum of 5 feet from the septic tank.
o A plan view of the STA is presented on Figure 3 and a cross section of the STA is
presented on Figure 4.
o Cleanouts are required at the end of each of the three distribution lines. See Figure 5 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 consttuction.
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.
. The tank must be a minimum of 5 feet from the residence.
Kumar & Associates, lnc.Project No. 23-7 - 407.02
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o The tank must be a minimum of l0 feet from any potable water supply line.
o The tank must be a minimum of 10 feet from any property line.
o The tank must be a minimum of 5 feet from the STA.
. 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.
o The tank lids must extend to final surface grade and made to be easily located.
o Install the tank with2 feet minimum cover soil for frost protection. Maximum tank soil
cover is 4 feet.
Sewer Pipe
o The sewer lines 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 stronger. Schedule 40 PVC pipe is
required beneath any driveway surfaces.
o The sewer pipe should be sloped between 2o/o to 4o/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
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 compacted'A-inch road base or native soils provided
that the native soils contain no angular rocks or rocks larger than 2Yz-inches in diameter
to help prevent settlement of the pipe. Sags in the pipe could cause standing effluent to
freeze and damage the piping.
. Install cleanout pipes within 5 feet of the building foundation, where the sewer pipes
bend 90 degrees or more and every 100 feet of sewer pipe.
o All 90-degree bends should be installed using a 90-degree long-sweep or by using two
45-degree elbows.
o The sewer lines should be joined with a wye-joint.
¡ The sewer line location shown on Figure I is considered conceptual. We assume that
there will be only one sewer line exiting each structure. 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 buildings.
Kumar & Associates, lnc.Project No. 23-7 -407.02
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Effluent Transport Piping
o L5-inch diameter Schedule 40 effluent transport piping should be sloped at2Yo minimum
to drain to the STA from the tank.
. The effluent transport pipe should be bedded in compacted34-inch road base or native
soils provided that the native soils contain no angular rocks or rocks larger than
2Yz inches in diameter to help prevent settlement of the pipe. Sags could cause standing
effluent to freeze and damage the piping.
¡ A 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
least2 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 double encased with larger diameter Schedule 40 PVC pipe
underneath driveway surfaces and be provided with at least 48 inches of soil cover and be
insulated on top 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 PF3005, I l5-volt, submersible effluent pump with a 1.50-inch diameter
discharge assembly, or equivalent, will be required for effluent pumping.
o The maximum effluent transport distance from the pump discharge to the manifold is
estimated to be 15 feet.
. The elevation difference from pump discharge up to the manifold is estimated to be
3 feet.
o The pump should be enclosed in an Orenco Biotube Pump Vault for effluent filtering and
protection of the pump from vibration.
. An equivalent pump must be capable of operatin g at 32.2 gallons per minute at 12.2 feet
of total dynamic head. A pump performance curve is provided as an attachment to this
report.
. The floats should be set to provide a dose volume of approximately 60 gallons. To
achieve the desired dose volume, the upper ("ON") and lower ("OFF") floats should be
set approximately 6 inches apaft.
o The flow differential between the first and last orifices is estimated to be 1.0%.
. The high-water alarm float 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.
Kumar & Associates, lnc.Project No. 23-7-407.02
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OWTS OPERATION AND 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
¡ Use of high efficiency water fixtures is recommended to decrease the hydraulic load on
the OWTS system.
. Fix plumbing leaks immediately as this may cause a hydraulic overload of the soil
absorption system.
¡ Do not irrigate the area on top of or directly upgradient of the soil absorption field as this
may cause a hydraulic overload.
¡ Do not dispose of household waste down drains as this may clog or damage OWTS
components. Examples of household waste includes: dental floss, cotton swabso coffee
grounds, paper towels, feminine products and many other kitchen and bath items.
o 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.
o Do not dispose of household chemicals, greases, oils, paints, hot tub water or water
softener backwash in household drains. A separate drywell, if feasible, may be necessary
for hot tub water or water softener backwash disposal'
o 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
¡ Inspect the septic tank, dose 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.
¡ 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.
Kumar & Associates, Inc.Project No, 23-7 -407.02
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. 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 CONSTRUCTION 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 backfill. The number of site visits required for the inspection will depend on the
installer's construction schedule.
LIMITATIONS
We have prepared this design in accordance with generally accepted engineering principles and
practices in this area at this time. We make no warranty 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 area. Variations in
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 notifred 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 information. 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 veriS, that the rccommendations
have been appropriately interpreted. SignifTcant 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 1- Common Minimum Horizontal Setbacks from OWTS ents
Lake,
Irrigation
Ditcho
Stream
Dry
Ditch or
Gulch
Septic
TankWells
\ilater
Supply
Line
Occupied
Dwelling
Lined
Ditch
25 5100'25',20 t0'50'STA
l0'5'l0'50 10'Septic Tank 50'
5'0'l0'50 l0'Buildins Sewer 50'
Kumar & Associates, lnc.Project No. 23-7 -407.02
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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.
Respectfu lly Submitted,
Kumar &
Shane M. Mello, StaffEngineer
Reviewed
David A. Young,
SMMlkac
6
Gz3
Kumar & Associates, lnc.Project No. 23-7 -407.02
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LOT
TBD
1, RIVER RIDGE
RIVER RIDGE DRIVE
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,-zJo()
NOUTS
PROPOSED VALLEY
PRECAST 1,OOO-GALLON
THREE-CHAMBER SEPTIC
ANK WITH DOSING
PUMP IN THIRD
CHAMBER.
PROPOSED SOIL TREATMENT
AR EA (srA)
GREGATE
CONSISTING OF AN
BED OVER A THREE
FEET THICK SAND FILTER. 12
FEET WIDE BY 47 FEET LONG.
564 SQUARE FEET TOTAL.
SCALE-FEET
23-7-407.02 Kumar & Associates OWTS SITE PLAN Fig. 1
OWTS SOIL TREATMENT AREA CALCULATIONS
In accordance wfrlh the Gafield County OWTS Regulatbns and the Colorado Depaftment of Public Health
and Environment's Reguhtbn #43, the soil treatment area was calculated as follows:
CALCULATION OF OWTS DESIGN FLOW:
q = 1F)(N)
WHERE:
Q = DESIGN FLOW
F = AVERAGE FLOW PER PERSON PER DAY
B = NUMBEROF BEDROOMS
N = NUMBER OF PERSONS: 2 PERSONS PER BEDROOM
f=
$=
[\=
Q=
75 GALLONS PER DAY
3 BEDROOMS
6 PERSONS
450 GALLONSPERDAY
CALCULATION OF OWTS TREATMENT AREA:
MINIUMUM DISTRIBUTI9N çELL AREA = Q + SOIL trAR
WHERE:
Q=
SOIL LTAR (SOIL TYPE 1)=
450 GALLONS PER DAY
0.80 GALLONS pER SQUARE FOOT PER DAY
MINIMUM SOII TREATMENTAREA =563 SQUARE FEET
OWTS DESIGN TREATMENT AREA:
BED LENGTH =
BED WIDÏH =
TOTAL SOIL TREATMENTAREA =
47 FEEI
12 FEET
s64 SQUARE FEET
23-7-407.02 Kumar & Associates SOIL TREATMENT AREA CALCULATIONS Fi1. 2
1.5 INCH DIAMETER
NON-PERFORATED SCH 40
PVC EFFLUENT TRANSPORT
PIPE SLOPED AI 2%
MINIMUM TO DRAIN TO
FIELD.
1.5 INCH DIAMETER
NON-PERFORATED SCH
40 PVC MANIFOLD PIPE
INSTALLED LEVEL.
1.5 INCH DIAMETER PERFORATED
SCH 40 PVC DISTRIBUTION
LATERAL tt'lllP' 3/tø 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 ORIFICES PER
LATERAL). INSTALL ORENCO
ORIFICE SHIELDS AT EACH ORIFICE.
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.
Notes:
1 FOOT THICK
AGGREGATE BED
PLACED ON 5
FEET THICK
SAND FILTER.
1.5 INCH DIAMETER
NON-PERFORATED
H 40 PVC
LOOPED END PIPE
INSTALLED LEVEL.
Aggregate specif ications
Standard Sieve Sizes
2!r'
(1/2" drain gravel is suìtable for this application)
% Passing by Weight
100%
CLEANOUT INSTALLED AT
THE END OF EACH
DISTRIBUTION LATERAL.
SEE FIGURE 5 FOR
DETAIL.
5
SCALE-FEET
1
Yì' o'5/"
2. Aggregate bed placed on 3 feet of concrete sand placed in 1O-inch lifts on scarified natural ground.
3. Secondary sand media specifications (concrete sand is suitable for this application)
Effective size: 0.15-0.60 mm
Uniformity coefficient; < 7.0
Percent fines passing #200 sieve: < 3.0
4. Care should be taken by the contractor to avoid compaction of the native soils in the bed area. The base and side walls of bed
excavation should be scarified prior to sand filter placement.
S. Fill placed over the soil treatment area should be properly benched into the hillside.
6. Changes to this design should not be made without consultation and approval by Kumar and Associates.
7. AII Piping should have a rating of Schedule 40.
8. Refer to the Garfield County Onsite Wastewater System Regulations for other applicable specifications.
l/u 3'
23-7-407.02 Kumar & Associates SOIL TREATMENT AREA PLAN VIEW Fig. 3
\ / l:l
NATIVE SOIL
1 FoOT MrN./s FEET
MAX. COVER SOIL.
UPPER 6 INCHES
SHOULD BE TOPSOIL.
4 INCH DIAMETER OBSERVATION
PORT INSTALLED TO THE BASE OF
THE AGGREGATE. ÏHE PORTION
THAT LIES IN THE AGGREGATE
SHOULD BE PERFORATED.
HANES GEOCOMPONENTS PRO
SILVER FILTER FABRIC OR
EQUIVALENT OVER AGGREGATE
BED.1 FOOT THICK LAYER OF
1/z INCH SIZE AGGREGATE
WITH 6 INCHES BELOW
PIPING AND 4/z INCHES
ABOVE.
3 FEET THICK
SAND FILTER
SCARIFY GROUND
PRIOR TO SAND
PLACEMENT.
1,/Z INCH DIAMETER
SCH 40 PVC
DISTRIBUTION
LATERAL PIPES.
Notes:
1. Distribution lateral piping should be installed level in aggregate bed on top of 3
feet of concrete sand. The base and sidewalls of the bed should be scarified
prior to sand placement.
2. Care should be taken 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 & Associates.
2.5 0
SCALE-FEET
23-7 -407 .42 Kumar & Associates SOIL TREATMENT AREA CROSS SECTION Fis. 4
lnslqll 6" volve
box ol grou
surfoce
Bockf ill volve
box lo botlom
lnsulole lid
¡lh 2" bluê
Ground
Surfoce
of cop
onsile
with
soil
boord
5" sch. 40,
reoded cop
1.5" Sch
40, 90'
or
g-sweeP
lwo 45'
elbows
Notes
NOT TO SCALE
1. All piping, fitiings and valves should be Sch. 40 PVC.
2. lnstall distribution line cleanouts at the end of each distribution line.
23-7 -407 .02 Kumar & Associates DISTRIBUTION LINE CLEANOUT DETAIL Fis. 5
IOOO Gallon Top $eam - 3GP
with High Head Pumplû¡m #
looor€GP.Hll
(l5OO Gallon Total Volune)
32t-Top
View
DESIGN NO'IES¡ Design per performonce test par ASTM
c1227¡ Top surfoce oreo 62.3 ft¿¡ fc O 28 do)6; concrete = 6,000 PSI
M¡n.
lDstoü.q$oDi-o Tonk to be set on 5' mln, sond
bed or pao grovel¡ Tonk to be bockfilled uniformly on
oll sides in lifts less thon 24'ond
mechonlcılly compocted. Excovoted moterlol moy be used for
bockflll, provlded lorge stones ore
removedr Excovotion should be dowotered ond
tonk f¡lled with wotor prlor to bêÌng
put in servlce for lnstollotlon wilh
woter toble less thon 2'below groder Mcets c16¡t4-06 for reslllênt
connoctors¡ lnlet ond Outlet identified obotæ pipe¡ Delivered complete wlth intemol plpingr Control Ponel to be mounted in sight
line of tonk¡ 4' Moxlmum bury depth
JN6i
BæI
AI.IOWABLE BURY
(Bosed on Woter Toble)
WA1ER TABLE ALLUIYAtsLL
FARTH FII I
o'- o'3'- o"
1'- 0'3'- 0'
2'-o"4 -0"
g'- o'c-0'
DRY 4-o"
*Seruice contracts available for maintenance"
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1 1
Digging Specs lnvert Dimensions Net Copocity Net Weiqht
13' Long x I'Wide
56' below inlet
lnlet Outlet I enoth width
Mtn.
Heioht lnlet Middle 0utlet Totol Lid Tonk Totol
56 54'or73'132'68'92"ô66 gol 132 gol 5OS gol 1501 gol 3600 lbs 11756 lbÉ 5556 lbs
Phone: 719.395{70¡l
Ful'.719-396€|12l
Webclb: www.valleyprccastæm
E¡nall: frontlesk@valleyprccastcomBuene Vlrta, Colo¡ado
ffi PRTCAS[¡rnc.
Pump Selection for a Pressurized System - Single Family Residence Project
23-7-407.02 / Lot l, River Ridge
Parameters
300
Discharge Assembly Size
Transport Length
Transport Pipe Class
Transport Line Size
D¡stribut¡ng Valve Model
Max Elevation Lift
Manifold Length
Man¡fold Pipe Class
Man¡fold 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' Fr¡ction Losses
Calculations
1.50
15
40
1.50
None
3
o
40
1.50
41
40
1.50
3/1 ô
4
5
None
0
feet
inches
inches
feet
feet
250
150
100
50
PumpData
5 10 15 20 25
Net Discharge (gpm)
30 35 40
inches
feet
inches
inches
feet
feet
inches
feet
200oolt
+
ct
d(!o
.9
Et!Ê
c¡
6
o
Minimum Flow Rate per Or¡fice 0.97
Number of Orifices per Zone 33
Total Flow RaÌe perZone 32.2
Number of Laterals per Zone 3
% Flow Differential lsvLastOr¡fice 1.0
Transport Velocity 5.1
Frictional Head Losses
gpm
gpm
o/o
fps
Loss through Discharge
Loss in Trensport
Loss through Vâlve
Loss in Manifold
Loss in Laterals
Loss through Flowmeler
'Add-on' Friclion Losses
Pipe Volumes
3.1
0.9
0.0
0.1
0.1
0.0
0.0
feet
feet
feet
feet
feet
feet
feet 0 0
Vol of Transport Line
Vol of Manifold
Vol of Laterals per Zone
Total Volume
1.6
0.6
13.0
15.2
gals
gals
gals
gals PF3005 H¡gh Head Effluent Pump
30 GPM, 1/2HP
115123OV 1ø 6OHz,200V 3ø 60HzMinimum Pump irements
Design Flow Rate
Total Dynamic Head
32.2
12.2
gpm
feet
l
I
7
System Curve:-
Pump Curve:-
Pump Optimal Range:-
operating Point, O
o
Des¡gn Point:
SY