HomeMy WebLinkAboutOWTS ReportOWTS RrpORr
RECEIVED
GAhTI.IËLD ÜÜi..INTY
{:OMMUNITY DEVELOPMËNT
0231 CouNrY Ronp
GnnnELD CouNTY, Co¡-onADo
August2Q22
Revised November 2022
Prepared by
Calìber Engíneering, lnc,
0233 Countv Rood 265
Riflê, CO El65O
s70.625.+3+4
Col ibrEngineerln g@Ou tlook. com
OWTS Reponr
0231 CouNrY Rono
GnnnELD CouNTY, CoLoRADo
"l hereby affirm that this Onsite Wastewater Treatment System (OWTS) report for 0231County
Road, Garfield County, Colorado was prepared by me, or under my direct supervision, for the
Owners thereof in accordance with the provisions of Garfield County's OWTS Regulations and
approved variances and exceptions listed thereto. I understand the County does not and will not
assume liability for OWTS facilities designed by others."
l.^^--..** f n-'-l'ø
Licensed Professional Engineer, State of Colorado
License ruo.
(Affix Seal)
Reviewed By:
Terry Bendetti, P.E.
Caliber Engineering Project # 2022-003.001
2
t
Tnalr or Co¡rrrENTS
1.0 lntroduction
2.0 Preliminary lnvestigation
2.2 Topography
2.3 Soil Data
2.4 Location of Physical Features
2.5 Additionallnformation
2.6 Landscape Position
2.7 Natural and Cultural Features
2.8 Current and Historic Land Use
3.0 Detailed Soil lnvestigation
3.1 Visual Evaluation
3.2 Tactile Soil Evaluation
4.0 Recommendations
4.1 Design Concept
4.2 Design
4.2.1. Sewer lnfluent Pipe
4.2.2. Septic Tank
4.2.3. Access Risers
4.2.4. Pump Basin
4.2.5. Pump
4.2.6. Automatic Distribution Valve (ADV)
4.2.7. Effluent Transport Lines
4.2.8, Effluent Distribution Lines
4.2.9. Soil Treatment Area (STA)
5.0 lnstallation Observations
6.0 Operation and Preventative Maintenance Schedule
6.1 Septic Tanks
6
6
6
7
7
7
I
I
I
I
I
I
9
11
'11
1',1
11
13
13
13
14
14
14
14
t5
15
t6
3
6.2 Effluent Filter
6.3 General
7.0 Limitations
16
16
16
4
Appendix
OWTS Site Plan Sheet 1
OWTS Details Sheet 2
FlRMette Panel 0802331 091 C
NRCS Soils Map
NRCS Absorption Field Soils Data
NRCS Textural Triangle
Caliber Engineering, lnc. Detailed Soil lnvestigation
OWTS Design Spreadsheet
Pump Design
Orenco Products
5
1.0 l¡'¡troductlo¡r
At the time this report was developed the subject property
r ls classified as Vacant Land.o Comprises 2.89 acres.. Located in the Dunsdon Minor Subdivision, Garfield County, Colorado.
It is being proposed by the current Owner for development by constructing a two bedroom, single
family residence on the subject property.
The purpose of this report is to present the preliminary investigation, reconnaissance information
and design for the onsite wastewater treatment system (OWTS) that will treat wastewater
generated from the proposed residence, as required by Garfield County's Regulation 43 (Reg 43).
Personnel contributing to this report are:
. Terry Bendetti - PE/CPOW Certified Competent Technician/NAWT Certified Designer
2.0 Fre[!r'nÊnary !ftvestågation
2.1 Property lnformation
PhvsicalAddress: 0231 County Road, Garfield County, Silt, Colorado 81652.
Leqal Description: Lot 1 of the Dunsdon Minor Subdivision, Section 3, Township 6, Range 92.
County's Account Number for the property is R200309 and the Parcel Number is 2179Q3201001.
Existinq Structures: There are no existing above ground structures on the property. However,
there is an existing 1200 gallon septic tank installed on the subject property.
Domestic Water: There is an existing well on the property. Sheet 1 shows the approximate
location of the existing well according to data provided by the Colorado Department of Water
Resources. The existing well permit No. is 274932 and it:
o ls categorized as residential for domestic use
. Was constructed 1011512007.
Sepfic; There are no existing septic systems on the subject property. However, a septic system
was going to be installed circa 1980, but only the tank was installed. The existing tank has two
compartments and a capacity of 1,200 gallons. Under existing conditions, the top of the concrete
tank is exposed; under proposed conditions the cover over the tank's top will be at least 1.0' in
thickness, but not over 4.0', measured from the top of the tank's lid to the proposed surface.
2.2 Topography
There is limited area on the site to install a soil treatment area (STA), most of the site has slopes
steeper than 30 percent. However, there are two benches where slopes are conducive to install
a STA, but only one where required setbacks per Reg 43 can be met. Site Topography in the
6
vicinity where the new OWTS STA will be located slopes from west towards the east at an average
grade of between 4lo 7 percent.
2.3 Soil Data
According to the Web Soil Survey developed by the Natural Resources Conservation Service
(NRCS), soils associated with the subject property are classified as map units 34. NRCS soil unit
34 is lldefonso Stony Loam, which has grades of between 25lo 45 percent. This data agrees
with field observation, but the proposed STA is to be located on a bench having grades between
4 fo 7 percent.
NRCS soil data indicates soil unit 34 is very limited for septic tank absorption fields due to steep
slopes and large stones. This agrees with field observations. As described in the previous
subsection, most of the site is covered by steep topography. ln addition, larger stones were
encountered in the test pits. However, by observation, it is the opinion of Caliber Engineering,
lnc. that an OWTS for this site can be designed and installed per the requirements of Reg 43.
Plotting the percentages of clay, sand and silt published by the NRCS for soil unit 34 on the USDA
Textural Triangle indicates the soilwould classify as a loam. However, in the field the soils could
be molded, which is a characteristic of a silt or clay loam soil. Silt loam soils have a classification
of type 2 or 2A and clay loam soils have a classification of type 3 or 34, both are suitable for
absorption fields. The long term application rate (LTAR) for type 2 and 2A soils are 0.6 and 0.5
gallons per day per square foot of area (gpd/ft2), respectively; type 3 and 3A soils are 0.30 and
0.35 gpd/ft2, respectively.
2.4 Location of Physical Features
Physical features on the subject property that will require minimum horizontal setbacks are shown
in the following Table. All distances are in feet.
Well Potable
Water
Supply Line
102
5
Structure with
Basement, Crawl
Space, Footing
Drains
Lined Ditch, Dry
Gulch, Cut Bank,
FillArea
Property
Lines
Septic
Tank
Septic Tank 502
Effluent Line 502
STA 1OO
5
0
2o252
10
102
25
10
102
10 E
2Crossings or encroachments may be permitted at the points as noted above provided that the water or wastewater
conveyance pipe is encased for the m¡n¡mum setback distance on each side of the crossing. A length of pipe with a minimum
schedule 40 rating (ASTM Standard D 3034-16 (2016 version)) of sufficient diameter to easily slide over and completely
encase the conveyance must be used. Rigid end caps ofat least schedule 40 rating (ASTM Standard D 3034-16 (2016
version)) must be glued or secured in a watertight fashion to the ends of the encasement pipe. A hole of sufficient size to
accommodate the pipe must be drilled in the lowest section of the rigid cap so that the conveyance pipe rests on the bottom of
the encasement pipe. The area in which the pipe passes through the end caps must be sealed with an approved underground
sealant compatible with the piping used. Other methods of encasement that provide equal protection are allowed, but must be
approved by the local public health agency.
2.5 Add¡t¡onal lnformation
a. Easements: Existing easements on site are shown on sheet 1
7
b. Floodplain Maps: According to FEMA (Federal Emergency Management Agency) the
floodplain panel for this location is 0802051 091C. The subject property is in zone X, which
is an area of minimal flood hazard.
2.6 Landscape Position
The landscape position for the STA is considered summit and the slope shape is concave - linear
(CL) towards the east.
2.7 Natural and Cultural Features
No natural or cultural features were identified in the site reconnaissance.
2.8 Current and Historic Land Use
The subject property has been historically zoned rural and is expected to remain rural in the future.
3.t ûetaEled Soil Investågation
A detailed soil investigation to determine the depth to the limiting layer, if any, and properly classify
the soil type was conducted on April 12,2022. Visual evaluation of two soil profile test pits were
conducted in the field and samples collected from each test pit.
Test pits were excavated within the vicinity for the proposed STA location, see sheet 1 . Visual
evaluation of both test pits was conducted under adequate light conditions, with the soil being in
an unfrozen state.
3.1 Visual Evaluation
Two test pits, TP-1 and TP-2 were excavated on the subject property by the Owner's Excavator.
These test pits were used to determine soil types, limiting layer and the best depth for the
infiltrative surface. Caliber Engineering, lnc. personnel were on site during the excavation to
evaluate and log the test pits.
Test pit TP-1 exhibited topsoilwith a root zone for the first 0 to 12 inches. Two horizons between
the bottom of the topsoil zone and bottom of the pit were observed. The upper horizon lies
between 12 inches to 24 inches and the lower between 24 inches to 96 inches. ln both horizons
the soil exhibited characteristics of sandy clay loam (sicl). ln the second horizon larger rocks
were observed, estimated to be between 20 to 25 percent of the soil makeup. A soil sample was
collected from this pit.
Test pit TP-2 exhibited topsoil with a root zone for the first 0 to 10 inches, again with two horizons
lying between the bottom of the topsoil zone and the bottom of the pit. The upper horizon lies
between 10 inches to 42 inches and the lower horizon between 42 inches and g6 inches. Both
horizons exhibited characteristics of sicl, however the lower horizon contained an estimated 30%
large rock. A soil sample was collected from this pit.
Excavation was terminated at a depth of 96 inches (8 feet) for both test pits. Neither pit showed
signs of:
8
a A limiting layer
. The presence of groundwater.
Soil observation logs and photos can be found in the Appendix.
All measurements are from ground surface.
3.2 Tactile Soil Evaluation
On 5/1312022, Caliber Engineering, lnc. conducted a soil textural byfeel evaluation on the soil
samples collected from test pits TP-1 and TP-2. Results of the soil gradation revealed:
1. Total sample size = 1,000 ml, both samples.
2. Percent rock in sample TP-1 = 3A%;IP-2 = 33o/o
3. Soils are not type "R".
Performing the soil texture by feel methodology on the non-rock portion of the sample are shown
in the following table.
*Weak < 1 inch; Moderate 1-2 inches; Strong > 2 inches
Results shown in the above table indicate a USDA soil classification of sandy clay loam, soil type
3 or 34.
To determine the proper soil type, the USDA soil structure type and grade were used. The
following Table shows the soil's USDA structure type and grade determined for the sample.
SAMPLE
USDA Soil
Structure
Tvpe
USDA Soil
Structure
Grade
ïP-1 Granular Moderate
TP-2 Granular Moderate
According to Table 10-1, section 43.10 of Reg 43, soil types 3 and 3A can have a granular
structure type, but only soil type 3 can have a moderate soil structure grade. As such, the soil
to receive the effluent waste is classified as soil type 3. Soil type 3 has a LTAR of 0.35 gpd/ft2
for the application of effluent treated to treatment level 1 (TL1).
4.û Recor¡rT'¡endations
Using an LTAR of 0.35 gpdlft2, determined from the tactile soil evaluation, and a design flow of
300 gallons per day (GPD), the unadjusted size for the STA is calculated to be 857 ft2. The
following table illustrates adjusted sizes for the STA using allowable size adjustment factors found
in Tables 10-2 and 10-3 of Reg 43.
I
SAMPLE
Sample
Depth from
Ground
Surface lftl
Does Soil
Form a Ball
(yes/no)
Does Soil
Form a
Ribbon
lves/nol
*Type of Ribbon
Formed (Weak,
Moderate,
Stronq)
How Does the Soil Feel
(G ritty/Smooth/Ne ither)
TP-1 4.0 Yes Yes M Grittv
TP-2 4.0 Yes Yes M Gritty
Tvpe of Absorption Area Adiusted Area (ft2)
Trench Usinq Gravity and lnfiltrators 600
Trench Using Dosing and lnfiltrators 540
Trench Usinq Pressure Dosinq and lnfiltrators 480
Bed Usinq Gravitv and lnfiltrators 720
Bed Using Dosinq and lnfiltrators 660
Bed Usinq Pressure Dosing and lnfiltrators 600
As described previously in this report, the location for a STA is limited to one area, which needs
to be shared for locating the proposed residence and driveway. ïo meet setback requirements
described in table 7-1 of Reg 43 there is approximately 500 square feet available, at best, for the
STA. The available area has a length of 41.67' and a width of 12.00' . Therefore, the best OWTS
design for this site will require a STA footprint less than or equal to 500 square feet.
From the above Table the only design option that will meet the allowed on-site area is a trench
using pressure dosing as the method of effluent application in combination with infiltrator
chambers. The number of infiltrators required for this option would be 32, each having a length
of 5 .0' and width of 3.0'. The total length of infiltrators would be 160.0' (32.0' x 5.0'), which would
require 4 trenches (160.0'/ 41.67'). Four trenches would require a total footprint area of 960
square'feeL24.O'in width by 40.0' in length, which includes 4.0' of separation between trenches.
The onsite area for this type of OWTS is not available. Therefore, design of a higher level
treatment system, a sand filter, was reviewed to see if it would fit on the limited area available for
a Sï4.
ln accordance with subsection 43.11.C.3.b.(2), the maximum LTAR for a secondary sand filter is
0.8 gallft2lday or the LTAR of the receiving soil for TL3 (treatment level 3), whichever results in
the larger area. The LTAR of TL3 treatment for type 3 soils is 0.65 gallfl2lday. Using the LTAR
of 0.65 gallft2lday results in a STA footprint of 462 square feet. This area meets the available on-
site area for the STA. Further, the sand filter will be in a bed absorption area having a width of
12.0'. This makes the length of the STA bed 38.5' (462.0'112.0'), which also meets the available
length for the STA.
Per the above discussion, an OWTS meeting the higher level treatment system requirements for
a sand filter is suitable for this site. At a minimum, the OWTS shall have:
o 4" diameter PVC SDR-35 influent lines from the residence to the septic tank. See section
4.2.1.
. A 1,000 gallon septic tank with two compartments. The first compartment must have a
capacity of at least 500 gallons. See Section 4.2.2.
. Tank risers, two 24" diameter, two 18" diameter. All risers to have locking lids. See
Section 4.2.3.
. 24" diameter x 60" high PVC pump basin with lockable lid. See Section 4.2.4.
. Orenco Biotube EasyPak Pump Package or equal. See Section 4.2.5.
o A2-valve automatic distribution valve with housing. See Section 4.2.6.
. 1-114" diameter solid wall PVC schedule 40 transport lines. See Section 4.2.7.
o 1-114" diameter solid wall schedule 40 PVC distribution lines with 3132" diameter orifices
drilled at a spacing of 3.0' on center. See Section 4.2.8.
o A sand filter having a thickness of 2.0'. See Section 4.2.9.
10
4.1 Design Concept
Wastewater influent from the residence will be conveyed through the 4" diameter influent line, by
gravity, from the residence to the first compartment of a septic tank where solids will be deposited.
Transfer of effluent from the tank's first compartment to its second compartment will be through a
baffle system separating the compartments. From the tank's second compartment effluent will
be transferred to a pump basin by a length of 4" diameter SDR-35 pipe. From the pump basin
the effluent will be pumped by a high head effluent pump to a 2-valve automatic distribution valve
(ADV). From the ADV, effluent will be conveyed through 1-114" solid wall schedule 40 PVC to the
sand filter distribution lines. The distribution lines will be 1-114" solid wall PVC pipe with 3/32"
diameter orifices drilled in the pipe at the 12 o'clock position at a spacing of 3.0' on center.
However, every Sth orifice shall be drilled at the 6 o'clock position to allow drainage of the lines.
The distribution lines will distribute effluent onto the surface of the sand filter.
4.2 Design
The proposed residence is a 2-bedroom single family residence. Per Table 6-1 of Reg 43 the
design flow rate will be 300 gpd (gallons per day).
The OWTS STA site elevation is approximately 5,612.5 feet above sea level (NAVD 88) and will
be located south of the proposed residence. The septic tank is installed south of the proposed
residence. Both locations are shown on sheet 1.
4.2.1. Sewer Influent Pipe
Sewer lnfluent pipe shall be 4" solid wall SDR-35 PVC installed per plans, but may be adjusted
in the field as conditions warrant. The minimum grade for service lines shall be 2% and the
maximum grade as shown on the plans. Joints shall be solvent welded. Cleanouts are
required:
1) Within 5 feet of the proposed structure.
2) At spacing not to exceed 100 feet.
3) Upslope of two or more bends closer than 10 feet.
All 90 degree bends shall be constructed using two 45 degree fittings. The pipe shall be
properly bedded per the typical trench detail presented on sheet 2.
4.2.2, Septic Tank
An existing 1,20Q gallon septic tank was installed on the subject property circa 1980.
However, this tank was never connected and used. The tank was inspected in the field and
meets criteria outlined in Reg 43 sections 43.9 for:
Watertightness. The tank was tested in the field per specification 9.2.2, Water-Pressure
Testing, of ASTM Designation C1227-22. The tank was sealed and filled with water to the
# Bedrooms Occupancy (# of
Persons)
Wastewater Flow per
Person Design Flow (gpd)
2 4 75 300
a
11
elevation of the tank's outlet. Atter 24 hours the water surface in the tank had not changed,
the water level was held.. Sizing requirements. The minimum capacity for a septic tank serving a 2 bedroom
residential structure is 1,000 gallons. The existing tank has a capacity oI 1,136 gallons,
calculated from the tank's floor to the liquid surface at the outlet elevation.o Compartments. The tank has two compartments, with the first having a capacity greater
than 213 of the liquid volume of the entire tank. The first compartment has a capacity of
709 gallons and the second a capacity of 427 gallons, calculated from the tank's floor to
the liquid surface at the outlet elevation. ln addition, a pump basin having a capacity of
87 gallons will be installed as an extension of the tank's second compartment, basin
capacity calculated from the basin's floor to the basin's inlet invert.
o lnleVOutlet lnverts. The tank's inlet invert is 4.0" higher than its outlet invert.¡ lnlet baffle. The inlet baffle extends over 5.0" above the liquid surface, over 8.0" below
the liquid surface, but does not extend to a depth of more than 40 percent of the liquid
depth, measured from the liquid surface.o Outlet baffle. The outlet baffle extends over 5.0" above the liquid surface, over 14.0 inches
below the liquid surface, but does not extend to a depth of more than 40 percent of the
liquid depth, measured from the liquid surface.o Distance between outlet invert and underside of tank top. The distance from the outlet
invert to the underside of the tank top is greater than 10.0".. Liquid depth. The liquid depth is greater than 30.0", but less than the tank's length.
o Liquid transfer. Transfer of liquid from the first compartment to the second compartment
is greater than 30 percent, but less than 40 percent, measured from the liquid surface.o Access openings. The tank's lid has four openings, three observation openings and one
access opening. The access opening is greater than 20.0" and is above the first
compartment. There is an observation opening over the inlet baffle, the transfer baffle
and the outlet baffle, dimensions are 12.0" x 12.0", 12.0" x 16.0" and 8.0" x 14.0",
respectively. Since a pump basin will be installed as an extension of the second
compartment, an access opening is not required over the second compartment. The
pump basin will house the pump vault, which will contain the effluent filter and pump. ln
addition, the pump basin has an access opening greater than 20.0". Maintenance of the
tank's second compartment, i.e., pumping effluent, can be accomplished from either the
observation opening over the transfer baffle or the one over the outlet baffle.. Liquid surface area. The septic tank has over 25 square feet of liquid surface area and
over 6.0' of separation between inlet and outlet.. Concrete proof testing. The tank was installed circa 1980 and has withstood external
loads without degradation or deformation of the concrete. ln addition, the expected
internal load was applied for a period greater lhan 24 hours with no adverse effects to the
tank's concrete.
All observation ports and access openings will be required to have access risers installed,
with locking lids, to finished grade.
The septic tank:
1) ls located down gradient of the home.
2) Will have a covering of no more than 4.0 feet in depth, nor less than 1.0 foot, measured
from the top of the tank lid to finished surface grade.
3) ls located for accessible pumping and maintenance.
12
4.2.3. Access Risers
lnsulated, watertight access risers having lids that can be secured shall be installed on the
existing tank's lid. There shall be two 24" diameter risers and two 18" diameter risers. One
24" riser shall be installed over the existing 20" diameter access opening above the tank's first
compartment and one overthe existing observation port above the transfer baffle. One 18"
riser shall be installed over the inlet observation port and the other over the outlet observation
port.'
4.2.4. Pump Basin
A24" diameter x 60" high pump basin shall be installed at least 4.0' downstream of the existing
septic tank. The basin shall have a lockable lid and 4" diameter inlet piping per "Existing 1200
Gallon Septic Tank with New Pump Basin and Pump Vault" detail shown on sheet 2.
4.2.5. Pump
It is recommended that a pump package like Orenco's Biotube EasyPak be installed in the
pump basin. The package comes with:
. A high head submersible pump
o A control panel.
¡ Float switches.. A splice box.¡ A discharge assembly.
Other packages can be used, or the system can be piecemealed if all components are
installed.
The pump shallbe an Orenco model PVA 1005 HH Submersible Effluent Pump, orequivalent,
with the following specification.
o Design gallons per minute (GPM) to be 10 gpm
o Horsepower to be 0.5.
. Phase to be single.. Voltage to be 1 15.
. Design flow amps to be 12.4.
o Discharge diameter to be 1-114".
An equivalent pump may be used if it meets the above minimum specifications.
A float switch assembly shall be installed to activate the pump. ïhe assembly will have
¡ An "ON" float.. An "OFF" float.. A "High Water Alarm"
The float switch assembly shall be installed on a float tree
13
An alarm system shall be used to control the pump system and sound an alarm if the pump
system malfunctions. lt is recommended that Orenco's S-Series Simplex Alarm Panel be
used. Other systems of equal specifications may be used.
The float switch assembly will be connected to the alarm system using an external splice box.
It is recommended that Orenco's External Splice Box be used. Other manufacturers of equal
specifications may be used.
4.2.6. Automatic Distribution Valve (ADV)
The ADV shall be centered as shown on sheet 1. Transport lines from the septic tank to the
ADV and from the ADV to the STA shall be per the alignments shown on sheet 1. The ADV
shall be an Orenco V4402, or approved equal.
o The valve shall have a 1-114" inlet/outlet connections.
. The valve shall have two discharge connections.
¡ Fit in a 24" diameter basin.
4.2.7. Effluent Transport Lines
Effluent transport lines shall be schedule 40 PVC solid wall pipe having an internal diameter
of 1-114". All pipe connections shall be solvent welded, unless othenryise directed on the
drawing sheets.
4.2.8. Effluent Distribution Lines
Effluent distribution lines shall be 1-114" schedule 40 PVC solid wall pipe. The pipe shall have
3/32 inch orifices drilled every 3 feet on center at the 12 O'clock position. Every fifth orifice
shall be drilled in the 6 O'clock position to drain the distribution line. Flushing assemblies shall
be installed at the distal end of each lateral and be accessible from finished grade.
4.2.9. Soil Treatment Area (STA)
The STA was sized using criteria found in section 43.11 of Reg 43 for a 2-bedroom residential
home using:
. An unlined sand filter.. Effluent application by pressure dosingo TL3 level treatment for type 3 soils.
The following table summarizes sizing of the STA.
No.
Bedrooms
Daily
Design
Flow (qpd)
LTAR STA
Size (sf)
2 300 0.65 462
The sand filter STA shall be excavated and installed as field conditions require using the
following guidelines.
14
1 . One sand filter bed, 12.0' wide x 38.5' long x 3.83' thick. The layering thickness shall be
made up of:
a. 2.Q' of secondary sand having an effective size of 0.15-0.60 mm, a uniformity
coefficient <= to 7.0, and the percentage of fines passing the #200 sieve <= 3.0.
b. Non-woven permeable geotextile fabric over the sand layer.
c. 0.83' of clean, graded gravel meeting AASHTO M 43 No. 3 coarse aggregate.
Gravel shall be placed with a minimum of 6" below piping and 2" over piping.
d. Non-woven permeable geotextile fabric over the gravel layer.
e. '1 .0' of type 1 or type 2 final soil cover.
The final soil cover shall be as described on sheet 2 of the OWTS drawings. This may mean
that the STA cover will need to be 16" +l- when initially placed to allow for settlement over the
freeze-thaw of a winter season. The surface of the STA shall be seeded after installation of
the system. A native, upland seed mix should be used. These mixes do not require irrigation
and develop a growth 10"to 15" high. No automaticsprinklersystem shall be installed over
the STA. Vehicular traffic and livestock shall be kept off the STA. No landscaping, impervious
surfaces or plastic sheeting can be installed over the STA, which will reduce performance of
the STA.
5.t Insta[åat[on Observat!ons
lnstallation observations must be made for:
o The cleanout within 5' of the residence.
o The risers installed on the existing tank lid.
. The inlet/outlet connections to the existing tank.
. lnstallation of the pump basin and connection to the existing tank.
. lnstallation of the pump, floats, control panel, splice box, and discharge assembly in the pump
basin.o lnstallation of the transport line to the ADV.
. lnstallation of the ADV.
¡ lnstallation of the sand filter.¡ lnstallation of the distribution lines.
lnstallation of these features should be substantially complete and ready to be backfilled prior to
requesting individual or simultaneous observation inspections for these features. Backfill can be
completed upon approval by the Garfield County Public Health Department.
ln addition, operation of the pressurized system must be observed by the design engineer prior
to covering the distribution laterals.
Our office shall be notified by calling 970-625-4344 at least three days in advance to schedule
personnel to observe installation of these features and operation of the distribution laterals.
6.û Operation and PreventatFve MainterÌance Schedule
The goal of an operation and maintenance schedule is to observe the operation, and perform
minor maintenance to the onsite wastewater system to allow for proper, long-term functioning of
the system.
15
6.1 Septic Tanks
The scum and sludge accumulation in the septic tanks shall be monitored yearly. Once the
cumulative scum or sludge thickness reaches 25% of the tank depth, the entire tank shall be
pumped. A pumping frequency of 1 to 3 years is expected at design flows. An alternative is a
regular pumping frequency of every 2 years.
6.2 Effluent Filter
The effluent filter at the pump basin shall be cleaned at the time of pumping, or as needed
6.3 General
System users must realize that an on-site wastewater treatment system is different from public
sewer service. The system is not designed for handling plastics or other non-biodegradable
material.
ln addition, the system is designed on the regulatory flows noted in the attached calculations for
the treatment of domestic sewage only. The system is not designed for swimming pool or spa
water. These increased flows may hydraulically or organically overload the OWTS, causing
premature failure.
Excessive daily loading could flood and irreparably harm the STA. Water use shall be monitored
so that toilets are not allowed to leak when seals malfunction. To illustrate the point, a
malfunctioning toilet can discharge more than 1,000 gpd. ln addition, allowing fixtures to flow
continuously to prevent water lines from freezing is not acceptable. Although the proposed
system can accommodate variable flows, spreading water use over several hours and eliminating
peak flows is recommended to preserve the longevity of the system.
Caliber Engineering, lnc. recommends against installation of a water softener. The chemical and
hydraulic loading from the backwash of a water softener would be damaging to the STA, so if a
softener is installed, a separate drywell shall be constructed for the backwash waste.
No landscaping or plastic can be used over the STA, which would reduce the performance of the
STA.
7.û Limltations
Our investigation, layout, design, and recommendations are based on site visits and the best
information available at the time. The contents of this letter shall not serve as the basis for any
third party engineering design. lf conditions that are considerably different from those described
in this report are encountered, Caliber Engineering, lnc. shall be called to evaluate the conditions.
lf the proposed construction is changed, Caliber Engineering, lnc. shall be notified to evaluate the
effect of the changes on the OWTS prior to the changes being made. All construction shall be in
accordance with the Garfield County OWTS Regulations. Pipe type and size, burial requirements,
septic tank construction, and other specifications, which are not depicted in our report, shall
conform to the requirements of the County's OWTS Regulations. The installer of the system shall
be acceptable by the County's Environmental Health Department.
16
Appendix
OWTS Site Plan Sheet 1
OWTS Details Sheet 2
FlRMette Panel 0802331 091 C
NRCS Soils Map
NRCS Absorption Field Soils Data
NRCS Textural Triangle
Caliber Engineering, lnc. Detailed Soil lnvestigation
OWTS Design Spreadsheet
Pump Design
Orenco Products
17
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PVCINSPECTIONPIPEPVC CAP1" DEEP SAW cUTINSUUTEDVALVE BOXÈò{NOT TO SCALEPVC CAPATED LID FLUSHHNISHED GRADEBOXRIAL,/4"PIPEFINISHED CRADEt-t/4" PVC SL1PADAPTERV PLUGFINISHED SURFACE1, DEEP SAW CUTTNSPECTION PORT; 47SCHEDULE 40PERFO&ATED PVC PIPE.PERFORAT|ONS TO BE AM|N|MUM OF t/4'. -JkSËËÈas\èRN*t*ìt-t/4' BALLVALVEr-t/4" PVC swEEP90'BENDUNDISTURBED SO4LV)ÈilINOT TO SCALEscALE t' : 2'SEPTIC TANK NOTES:I. THE EXISTING SEPTIC TANK IS BURIED, BUT THE LID, INLET AND OUTLET HAVE BEEN EXPOSED. THESE ARÐCS SHALLREMAIN UNCOVERED UNNL INSPECTED AND APPROVED FOR COVERING BY THE GARFIELD COIJNTY PUBLIC HEALTHINSPECTOR..j -::... (-j2. MAXIMUM COVER DEPTH, MEASURED FROM TANK TOP TO SURFACE COVER, TO BE 4.0" MINIMIJM î.O"
FIRMette Panel 0802331091C
National Flood Hazard Layer FlRMette/,.À\'-MFEMA Legend107o40,4trW 39033'52ùN *Feet0 250 500 1,000 1,500 2,000SEE FIS REPORT FOR DEÍAILED LEGEND AND INDETMAP FOR FIRM PANEL LAYOUTSPECIAL FLq)DHAZARDAREASOTHER AREAS OFFLOOD HAZARDn7Íl/5JW¡thout Base Flood Elevatlon (BFE)Zone A, V, 499With BFE or Depth zone Æ,, Ao, aH. vE, ÀRReÉulatory Floodway0.2% Annual Chance Flood Hazard, Areaof 17o annual chance flood with averagedepth less than one foot or with drainagrareas of less than one squaÌe mile zone )Future Conditions 17o AnnualChance Flood Hâzatd zone xArea with Reduced Flood R¡sk due toLevee. See Notes. zone XArea ìr¡ith Flood R¡sk due to Leveezone DNO SCREENArea of M¡n¡mal Flood Hazard zone xEffective LOMRSArea of Undeterm¡ned Flood Haza¡d zoneOTHER AREASGENERALSIRUCTURES- - - - Channel, Culvert, or Storm SewerI I I I I I I Levee, D¡ke,orFloodwallOTHERFEATURESH cross sect¡ons w¡th 1% Annual chance-1?!q Water Surface Elevations- - - CoastalTransects¡38 Base Flood Elevation Line (BFE): Limitof StudyJurisdiction BoundaryCoastal Transect BaselineProfile BaselineHydrographic FeatureMAP PANELSDigital Data Ava¡lableNo Dig¡tal Data AvailableUnmappedThe pin displayed on the map is an approximat€point selected by the user and does not represean authoritative property location,this map compl¡es with FEMA'S standards for the use ofdigitalflood maps if it is not void as descr¡þed below.The basemap shown complies wlth FEMA's basemapaccuracy standardsThe flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA, This mapwas exported on 5/13/2022 at 1;31 AM and does notreflect changes oÌ amendments subsequent to th¡s date andtime. The NFHL and effective information may change orbecome superseded by new data over time.This map image is void if the one or more of the following mapelements do not appear: basemap imagery, flood zone labels,legend, scale bar, map creat¡on date, commun¡ty ¡dent¡f¡ers,FIRM panel numþer, and FIRM effective date. Map images forunmapped and unmodernized areas cannot be used torregulatory purposes.Nç1:6,000
NRCS Soils Map
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Soil Map-Rifle Area, Colorado, Parts of Garfield and Mesa Counties
(Tony Zarlingo)
Web Soil Survey
National Cooperative Soil Survey
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Page 'l of 3
39. 3340" N
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USDA:-Natural ResourcesConservation ServiceSoil Map-Rifle Area, Colorado is of Garfield and Mesa Counties(Tony Zarlingo)Web Soil SurveyNational Cooperative Soil Survey5t12t2022Page 2 of 3MAP LEGENDMAP INFORMATIONThe soil surveys that comprise your AOI were mapped at1:24,000.Warning: Soil Map may not be valid at this scale.Enlargement of maps beyond the scale of mapping can causemisunderstanding of the detail of mapping and accuracy of soilline placement. The maps do not show the small areas ofcontrasting soils that could have been shown at a more detailedscale.Please rely on the bar scale on each map sheet for mapmeasurements.Source of Map: Natural Resources Conservation ServiceWeb Soil Survey URL:Coordinate System: Web Mercator (EPSG:3857)Maps from the Web Soil Survey are based on the Web Mercatorprojection, which preserves direction and shape but distortsdistance and area. A projection that preserves area, such as theAlbers equal-area conic projection, should be used if moreaccurate calculations of distance or area are required.Th¡s product is generated from the USDA-NRCS certified data asof the version date(s) listed below.Soil Survey Area: Rifle Area, Colorado, Parts of Garfield andMesa CountiesSurvey Area Data: Version 14, Sep 2,2021Soil map units are labeled (as space allows) for map scales1:50,000 or larger.Date(s) aerial images were photographed: Aug 25, 2021-Sep5,2021The orthophoto or other base map on which the soil lines werecompiled and digitized probably differs from the backgroundimagery displayed on these maps. As a result, some minorshifting of map unit boundaries may be evident.Area of lnterest (AOl)i - -i Area of lnterest (Aol)SoilsI ì Soil Map Unit Polygonst*t, Soil Map Unit Linest Soil Map Unit PointsSpecial Point Featureset BlowoutEI Borrow PitX Clay Spot,1 Closed DepressionX Gravel Pit¡ Gravelly Spotð Landfillt\" Lava Flow4L Marsh or swampR¡ Mine or Quarrye Miscellaneous WaterÕ Perennial Wateriì$? Rock Outcrop+ Saline Spot:.: Sandy Spotê Severely Eroded Spotf SinkholeÞ, Slide or Slipø Sodic Spot€ Spoil Area6 Stony SpotS3 Very Stony Spotf Wet Spot,ôn Olhert- Special Line FeaturesWater FeaturesStreams and CanalsTransportationRails€* lnterstate HighwaysUS Routes- Major RoadsLocal RoadsBackgroundI Aerial Photography
Soil Map-Rifle Area, Colorado, Parts of Garfield and Mesa Counties Tony Zarlingo
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
34 lldefonso stony loam, 25 to 45
percent slopes
14.3 37.4o/o
54 Potts loam, 1 to 3 percent
slopes
23.4 613%
55 Potts loam, 3 to 6 percent
slopes
0.5 1.2%
57 Potts-lldefonso complex, 3 to
1 2 percent slopes
0.0 0.1o/o
Totals for Area of lnterest 38.2 100.0%
USDA
-
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5t12t2022
Page 3 of 3
NRCS Absorption Field Soils Data
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Septic Tank Absorption Fields-Rifle Area, Colorado, Parts of Garfield and Mesa Counties
(ïony Zarlingo)
271æo 2711æ 271Xn 271270
Map Scale: 1:2,820 if printed on A poû"it (8.5" x 11) sheeL
' 33',40" N
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USDA
-
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5t12t2022
Page 1 of 5
390 33' 22" N
271yo
39.33'22'N
USDA-Natural ResourcesGonservation ServiceSeptic Tank Absorption Fields-Rifle Area ,orado, Parts of Garfield and Mesa Counties(Tony Zarlingo)Web Soil SurveyNational Cooperative Soil Survey5t12t2022Page 2 of 5MAP LEGENDMAP INFORMATIONArea of lnterest (AOl),- ì Area of lnterest (AOl)SoilsSoil Rating Polygons|| Very limitedBackgroundI Aerial Photographyïhe soil surveys that comprise your AOI were mapped at1:24,000.Somewhat limitedWarning: Soil Map may not be valid at this scale.Enlargement of maps beyond the scale of mapping can causemisunderstanding of the detail of mapping and accuracy of soilline placement. The maps do not show the small areas ofcontrasting soils that could have been shown at a more detailedscale.n Not limitedNot rated or not availableSo¡l Rating L¡nestryt Very limitedr t Somewhal l¡mitedNt Not limited. t Not rated or not availableSo¡l Rat¡ng PointsI Very limitedtr Somewhat limitedt Not limitedE Not rated or not availableWater FeâturesStreams and CanalsTransportationRai¡s,é lnterstate HighwaysUS Routes' Major RoadsLocal RoadsPlease rely on the bar scale on each map sheet for mapmeasurements.Source of Map: Natural Resources Conservation ServiceWeb Soil Survey URL:Coordinate System: Web Mercator (EPSG:3857)Maps from the Web Soil Survey are based on the Web Mercatorprojection, which preserves direction and shape but distortsdistance and area. A projection that preserves area, such as theAlbers equal-area conic projection, should be used if moreaccurate calculations of distance or area are required.This product is generated from the USDA-NRCS certified data asof the version date(s) listed below.Soil Survey Area: Rifle Area, Colorado, Parts of Garfield andMesa CountiesSurvey Area Data: Vers¡on 14, Sep 2,'202'lSoil map units are labeled (as space allows) for map scales1:50,000 or larger.Date(s) aerial images were photographed: Aug 25, 2021-Sep5.202'lThe orthophoto or other base map on which the soil lines werecompiled and digitized probably differs from the backgroundimagery displayed on these maps. As a result, some minorshifting of map unit boundaries may be evident.
Septic Tank Absorption Fields-Rifle Area, Colorado, Parts of Garfield and Mesa Counties Tony Zarlingo
Septic Tank Absorption Fields
Map unit
symbol
Map unit name Rating Component
name (percent)
Rating reasons
(numeric
values)
Acres in AOI Percent of AOI
34 lldefonso stony
loam, 25 to 45
percent slopes
Very limited lldefonso (90%)Slope (1.00)14.3 37.4%
Large stones
(1.00)
54 Potts loam, 1 to
3 percent
slopes
Very limited Potts (85%)Slow water
movement
(1.00)
23.4 61 .3o/o
tt Potts loam, 3 to
6 percent
slopes
Very limited Potts (85%)Slow water
movement
(r.00)
0.5 1.2o/o
57 Potts-lldefonso
complex, 3 to
12 percent
slopes
Very limited Potts (60%)Slow water
movement
(1.00)
0.0 0.1%
lldefonso (30%)Large stones
(1.00)
Slope (0.04)
Totals for Area of lnterest 38.2 100.0%
Rating Acres in AOI Percent of AOI
Very limited 38.2 100.0%
Totals for Area of Interest 38.2 100.0%
USDA
-
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5t12t2022
Page 3 of 5
Septic Tank Absorption Fields-Rifle Area, Colorado, Parts of Garfield and Mesa Counties Tony Zarlingo
Description
Septic tank absorption fields are areas in which effluent from a septic tank is
distributed into the soil through subsurface tiles or perforated pipe. Only that part
of the soil between depths of 24 and 60 inches is evaluated. The ratings are
based on the soil properties that affect absorption of the effluent, construction
and maintenance of the system, and public health. Saturated hydraulic
conductivity (Ksat), depth to a water table, ponding, depth to bedrock or a
cemented pan, and flooding affect absorption of the effluent. Stones and
boulders, ice, and bedrock or a cemented pan interfere with installation.
Subsidence interferes with installatron and maintenance. Excessive slope may
cause lateral seepage and surfacing of the effluent in downslope areas.
Some soils are underlain by loose sand and gravel or fractured bedrock at a
depth of less than 4 feet below the distribution lines. ln these soils the absorption
field may not adequately filter the effluent, particularly when the system is new.
As a result, the ground water may become contaminated.
The ratings are both verbal and numerical. Rating class terms indicate the extent
to which the soils are limited by all of the soil features that affect the specified
use. "Not limited" indicates that the soil has features that are very favorable for
the specified use. Good performance and very low maintenance can be
expected. "Somewhat limited" indicates that the soil has features that are
moderately favorable for the specified use. The limitations can be overcome or
minimized by special planning, design, or installation. Fair performance and
moderate maintenance can be expected. "Very limited" indicates that the soil has
one or more features that are unfavorable for the specified use. The limitations
generally cannot be overcome without major soil reclamation, special design, or
expensive installation procedures. Poor performance and high maintenance can
be expected.
Numerical ratings indicate the severity of individual limitations. The ratings are
shown as decimalfractions ranging from 0.01 to 1.00. ïhey indicate gradations
between the point at which a soil feature has the greatest negative impact on the
use (1.00) and the point at which the soil feature is not a limitation (0.00).
The map unit components listed for each map unit in the accompanying
Summary by Map Unit table in Web Soil Survey or the Aggregation Report in Soil
Data Viewer are determined by the aggregation method chosen. An aggregated
rating class is shown for each map unit. The components listed for each map unit
are only those that have the same rating class as listed for the map unit. The
percent composition of each component in a particular map unit is presented to
help the user better understand the percentage of each map unit that has the
rating presented.
Other components with different ratings may be present in each map unit. The
ratings for all components, regardless of the map unit aggregated rating, can be
viewed by generating the equivalent report from the Soil Reports tab in Web Soil
Survey or from the Soil Data Mart site. Onsite investtgation may be needed to
validate these interpretations and to confirm the identity of the soil on a given
site.
USDA
-
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5t12t2022
Page 4 of 5
Septic Tank Absorption Fields-Rifle Area, Colorado, Parts of Garfield and Mesa Counties Tony Zarlingo
Rating Options
Aggregation Method: Dominant Condition
Aggregation is the process by which a set of component attribute values is
reduced to a single value that represents the map unit as a whole.
A map unit is typically composed of one or more "components". A component is
either some type of soil or some nonsoil entity, e.9., rock outcrop. For the
attribute being aggregated, the first step of the aggregation process is to derive
one attribute value for each of a map unit's components. From this set of
component attributes, the next step of the aggregation process derives a single
value that represents the map unit as a whole. Once a single value for each map
unit is derived, a thematic map for soil map units can be rendered. Aggregation
must be done because, on any soil map, map units are delineated but
components are not.
For each of a map unit's components, a corresponding percent composition is
recorded. A percent composition of 60 indicates that the corresponding
component typically makes up approximately 60% of the map unit. Percent
composition is a criticalfactor in some, but not all, aggregation methods.
The aggregation method "Dominant Condition" first groups like attribute values
for the components in a map unit. For each group, percent composition is set to
the sum of the percent composition of all components participating in that group.
These groups now represent "conditions" rather than components. The attribute
value associated with the group with the highest cumulative percent composition
is returned. lf more than one group shares the highest cumulative percent
composition, the corresponding "tie-break" rule determines which value should
be returned. The "tie-break" rule indicates whether the lower or higher group
value should be returned in the case of a percent composition tie. The result
returned by this aggregation method represents the dominant condition
throughout the map unit only when no tie has occurred.
Component Percent Cutoff: None Specified
Components whose percent composition is below the cutoff value will not be
considered. lf no cutoff value is specified, all components in the database will be
considered. The data for some contrasting soils of minor extent may not be in the
database, and therefore are not considered.
Tie-break Rule: Higher
The tie-break rule indicates which value should be selected from a set of multiple
candidate values, or which value should be selected in the event of a percent
composition tie.
t.isDA
-
Natural Resources
Conservation Service
Web Soil Survey .
National Cooperative Soil Survey
5t12/2022
Page 5 of 5
NRCS Textural Triangle
BASED ON REGUIÁTION 43 TABLE 1&1
For Soils with Less Than 35 Percent Rock Fragments. Rock Fragments are larger than 2 millimeters.
Soll Treatmcnt Arca Long Term Acceptânce Rates by SollTexturc, Soll Structure, Percol¡tlon Rates and Tre¡tment Lcvel
Soil Type, Texture, Structure ¡nd Pcrcolrtlon Rrte Rtnge Long-tcrm Acccptancê Rrtc (tTARl
G¡llons per day per squtrc foot
Soll Typc USDA Soil f.nür.
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SOII PROFITE TEST PIT TOG
lA SEPARATE tOG SHAtt BE COMPIETED FOR EACH SOll PROFTIE TEST Prn
t !: f :-"¿
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Property Address:-,
Test Pit Number;- . : i-Date of
R¡lr3c of Dcpth of Soil
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Notes:
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ls there a llmltlng layeras deflned ln Regulation 0-17? El Yes Ù6
lf yes, deslgn document must explaln how the llmltlng oondltlon ls addressed
ls Dawson Arkose (DAl or C¡mented Sand (CS) present? tr Yes El No
lf yes, please answerthe followlng:
ls materlal fractured and/orjolnted? tr Yes E No
What ls the cementatlon class?
ls the Dawson Arkose or Cemented Sand llmltlng layer per sectton g.7L,Zof È17? El yes tr No
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ls the D¡w¡on Arko¿e or Ccmcntcd Sand llmltlng bycr pcr tcctlon 8.78.2 of G17? O Ye¡ O ¡¡o
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OWTS Design Spreadsheet
Zarlingo Single Famility Residential OWTS Unlined Sand Filter Design
Design
Flow
(GPD)
# Bedrooms
Auxilliary Bldngs
Bath/Shower
Dishwasher
Kitchen Sink
w/Garbage Grinder
Laundry Washer
Lavatory
Water Closet (to¡let)
Total Design Flows
SITE CRITERIA
SoilType
t
2
2A
3
3A
4
4A
5
Soil Loading Rate =
SoilTreatment Area = STA = Design Flow/LTAR
300
300 spd
0.6s
462
LrAR (TL3)
0.65
Based on Table 10.L
Ít
2
X
Septic Tank Size =1000 gallons
Pump Design
Pump Selection for a Pressurized System - Single Family Residence Project
Zarlingo
Parameters
250
.:harge Assembly Size
Transport Length Before Valve
Transport Pipe Class
Transport Line Size
Distributing Valve Model
Transport Length After Valve
Transport Pipe Class
Transport Pipe Size
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
1.25
AR
40
1.25
4402
4
40
1.25
I
1
40
1.25
40
1.25
1ta)
Ã
None
'10
inches
inches
feet
inches
feet
inches
feet
inches
inches
fèet
feet
inches
feet
200
150
100
50
0
PumpData
8
Net Discharge (Spm)
feet
feet
oo
ll-
IoF
Go
-L
.9
E
agc
o
E
o
Minimum Flow Rate per Orifice
Number of Orifices per Zone
Total Flow Rate per Zone
hlumber of Laterals per Zone
'low Differential lsUlast Or¡fice
lransport Velocity Before Valve
Transport Velocity After Valve
Frictional Head Losses
0.24
26
6.4
1
1.6
1.4
1.4
gpm
gpm
o/o
fps
fps
0
feet
feet
feet
feet
feet
feet
feet
feet
gals
gals
gals
gals
gals
gals
Loss through Dischargê
Loss in Transport Before Valve
Loss through Valve
Loss in Transport after Valve
Loss in Manifold
Loss in Laterals
Loss through Flowmeter
'Add-on' Friction Losses
Pipe Volumes
0.3
0.4
1.2
0.0
0.0
0.2
0.0
10.0
4 12 16
d
PVA1005 High Head Effluent Pump
1O GPM, 1/2HP
115V 1ØVol of Transport Line Before Valve 5.3
Vol of Transport Line After Valve 0.3
Vol of Manifold 0.'1
Vol of Laterals pet Zone 5.9
Total Vol Before Valve 5.3
Total VolAfter Valve 6.4
quirements
@)renco
6.4 gpm
feet
$YSTEMS
@ @
System Curve:-
Pump Curve: .*-
Pump Optimal Range:-
1\
Operating Point: U
o
Design Po¡nt:
25.2
Orenco Products
a
Biotube@ EasyPaK" 60-Hz Pump Package
C :-,:
panei
Control
External
splice box
Discharge
assembly
Flow inducer
Filter cartridge
handle
4-in (100-mm)
submersible
effluent pump
BiotubP EasyPak'" 60-Hz Pump Package
Applications
The Biotube@ EasyPaK' Pump Package is designed to filter and pump
effluent from a pump tank to gravity or pressurized dispersal lts low-
profile, submersible design makes it well-suited for applications requir-
ing large reserve volumes and for pumping from near the bottom of a
tank,
Packages for on-demand dosing or timed dosing at 1 0-, 20-, 30-, and
50-gpm (0.6-, 1.3-, 1.9-, and 3.2-Usec) and 50-Hz applications are
available
General
Orenco's patented. Biotube EasyPak Pump Package makes it simple
to select and install the correct pump and controls package for the
pump tank.
This document provides detailed information on the EasyPak pump
vault and effluent filter cartridges. For more information 0n other
EasyPak components, see the following 0renco technical documents:
. S-Seriæ Simplex ControlPanels (NTD-CP-S-1)
. MVP Simplex Control Panel (NTD-CP-MVP-1)
c External Splice Box (NTD-SBEX-1)
. Splice Boxes (NTD-SB-SB-1)
. Discharge Assenblies (NTD-HV-HV-1)
. PF-Series Submersible Effluent Pumps: 1-Phase, 60-Hz, 4-inch
(1 00-mm) (NID-PU-PF-] ). PVA-Series 4-in, (100-mn) Submersible Effluent Pumps
(NTD-PU-PVA-1 )
-U.5. Patents #4,439,323 and #5,492,635 (additi1nal U.S. and ¡nternat¡)nal patents pend¡ng)
Float bracket
Float stem
Float collar
switches
(2 or 3)
Filter caftridge
Pump vault
Float
Orenco Syslems@ o 800-3¿18-9843. +1 541-459-4449. wwworenco,com f'ITD-BEP-1
Rev.4 @ 12120
Page 1 ot 3
TM Pump Vault Biotube@ Filter Cartridge
.aterials of Construction Materials of Construction
Vault body PVC Filter tubes Polypropylene
Vault top ABS Cartridge end plates Polyurethane
Vault base Fiberglass Handle PVC
Flow ìnducer PVC Dimensions, in. (mm)
Liftìng strap Hollow-braided poly A - Cartridge height 12 (305)
Dimensions, in. (mm)B - Carlridge width 10.3 (262)
A - 0verall height (adjustable)64 (1625)Performance
B - Vault height 15 (380)Number of filter cartridges c
C - lnlet hole center height 12 (305)Biotube@ mesh opening, in (mm)0.125 (3)
E - lnlet hole diameter (8 total)
D - Vault diameter 15.75 (400)Total filter flow area, ft2 (m2)4.5 (0.4)
1.38 (35)Total filter surface area, ft2 (m2)14 (1 .3)
Maximum flow rate, gpm (Usec)75 (4.7)
l*F-l
Filter
cartridge
handle
Filter
cartridge
Flow
inducer
Vault
top
A
Filter cartridges in vault, top view
B
Biotubf filter cartridge, front view
t_
îI
c
B
A E
I\
F - Flow inducer diameter, nominal 4 (100)
EasyPakrM pump vault
Orenco Systems@.800-348-9843 . +1 541-459-4449 . www.orenco.comNTD.BEP-1
Reu.4 @ 12120
Page 2 ot 3
.:l ITechnical Ðata Sheet
SYSTEMS
Product Gode Diagram
BEP .-[t-[t-
Discharge assembly; details:
SDl = HVl OOBCFCX; field-cut, l -in. PVC, ball valve, check valve, flow control, 1 O-gpm pumps only
SD2 = HVl 00BCX; field-cut, 1 -in. PVC, ball valve, check valve, 1 0- 0r 20-gpm pumps
SD3 = HVl25BCX; field-cut, 1.25-in, PVC, ball valve, check valve, 30-gpm pumps
SD4 = HV200BCX; field-cut, 2-in. PVC, ball valve, check valve, 50-gpm pumps
CWl = HVlO0BCFCX+HVCW]00-KlT; field-cut, l-in.PVC,ball valve,checkvalve,flowcontrol, lO-gpmpumpsonly
CW2= HVl00BCX+HVCWl00-KlT,field-cut, 1-in,PVC,ball valve,checkvalve, 10-0r20-gpmpumps
CW3= HVl25BCX+HVCW]25-KlT; field-cut, l.25-in.PVC,ball valve,checkvalve,30-gpmpumps
CW4 = HV200BCX + HVCW2OO-KIT; field-cut, 2-in, PVC, ball valve, check valve, 50'gpm pumps
DB1 = HVl 008-DB; field-cut, 1 -in, PVC, ball valve, drainback, I 0- or 20-gpm
DB2 = HV125B-DB; field-cut, 1.25-in. PVC, ball valve, drainback, 30-gpm
DB3 = HV200B-DB; field-cut,2-in, PVC, ball valve, drainback, 50-gpm
Splice box options:
SX = External splìce box
SB = lnternal spÌice box
Float switch & pump cord lengths, ft (m):
10 = 10 (3)
2n - 2n (^\
Control panel; float switches:
511 = 51;3P
S12 = SIETMCT;3P
S13 = SIHR;2P
S14 = S1PTRO;2BN
S15 = SIPTROETMCT;2BN
516 = S1R0;3PN
S17 = S1R0ETMCï;3PN
SlB = SIROETMCTSA;3PN
S19 = SlROMTSGR-NC;3PN
MVP-SI DM; 3P
MVP-S] DMHT; 3P
MVP-SIDMHTSA;3P
MVP SlDMHTMTSGF-NC; 3P
MVP-S1 DM(DEMAND); 3P
MVP-S2DM; 3P
MVP-S2DMHT; 3P
MVP-S2DMHTSA; 3P
M11
ll12
Mt3
Ml4
Ml5
\1t21
M22
tvl23
Submersible effluent pump:
POB = PF200511; 20 gpm (1.3 Usec), 1l2hp (0.37 kW, 120V
P90 = PV4100511; l0 gpm (0.6 Usec), 1l2hp(0.37 kW),120V
P91 = PV4300511; 30 gpm (1.9 Usec), 1l2hp (0.37 kW), 120V
P92 = PVA500511; 50 gpm (3.2 Usec), 1l2hp (0.37 kW, l20V
Biotube@ EasyPak'"'
orenco Systems@ . 800-348-9843 . +1 541 -459-4¡149 . www.orenco,com NTD-BEP.I
Rev.4 @ 12120
Page 3 of 3
,¡
Float Switch Assemblies
Applications
Float switches are used to signal liquid level positions for alarm and
pump control applications. Orenco float swilch assemblies can be
mounted in pump vaults, effluent screens, pump basins, and risers.
Float collar
Sel point
Y
Float tether
Float stem
The "0n" and ")ff" pls¡tilns descr¡be normally open floats.
For nornally closed floats, the functions are reversed.
Materials of Construction
Float housing lmpact-resistant, nonconosive polypropylene for use in
liquids up To 140" F (60" C)
Float cord Flexible, 2-conductor (UL, CSA) SJOW; CPE cord jacket
with EPDM insulated conductors
Float collar ABS
General
All models listed are UL listed and CSA certified for use in water or sew-
age. Non-mercury float switches (models B, C, N, and P) are used where
components containing mercury are prohibited,
Float switches are typically ordered in assemblies that ìnclude one or
more switches mounted on a 1-inch PVC float stem ABS float collars
are used to provide secure mounting that is easily adjustable
Normally-open "P" float switches have a blue cap for easy ideniifica-
tion; normally-closed "N" float switches have a red cap.
Standard Models
B,C,G,N,P
Product Code Diagram
lI
X
0n
=o
=(gâ
0ff
MF t l-t It t-
Cord length
Elank = 1020 =2030 =3050 =50
field set
elbow-style (base-inlel filt€rs 0nly)
pump basin
pumD vaull (standard llOal settinqs)
Standard float settinos for STEP
Slandard fl0at settings for STEP wiih redundant off
Slandard floal settings for VCoIV simplex
option:
ft (3 m), standard
m)
m)
5m)
ft (6
fr (9
Ít (1
Application:
FS
FIL
PB
STEP
STEPR0 =
SVCOM =
Float stem lenoth:
Blank = no floât stem (floals and collars only)
19, 21, 27, 33, 37, 39. 45, 51, 57, 66 = stem length, in.
5, 1 1 = stem length, ¡n. (for elbow'slyle floal brackeìs)
Float swltch models (listeri in order from the tOp 0f lhe float stem down):
B,C.G,N,P
Number 0f fl0at swilches (when Lrsing n.ìultiples of the same floal switch m0del):
Blank = n0 mulliples ol lhe same lloat switch mOdel
Floal swÌlch assembiy
Note:
When ordering float switch assemblies, remember to list float switches
from the top of the floal stem down, An "MFPBN ' product code indi-
cates one "P" switch at the top of the stem, one "8" in the middle of
the stem, and one "N" switch at the bottom of the stem; an "[VìF2PN'"
indicates "P" switches at the top and middle of the stem, and one "N"
switch at the l¡ottom of the stem,
-/
.o-
O
o
a\
Orenco Systems@ lnc, ,814 Airway Ave,, Sutherlin, 0R 97479 USA . 800-348-9843 . 541-459-4449 . www,orenco.com NTD-MF-MF-1
Rev.5.0, @ 09/19
Page 1 of 2
Signal- and Motor-Rated Float Switch Matrix
Statelil
Signal-rated mechanical floats4 (for control switch applicatlons)
a. Su¡table fot use w¡th VC]M and MVP
b. Standard tether length
Notes
Volts Tether I X Y I Drawdown3
nla nla 2.00 in 1.50 in 0.50 in.2.00 inP Model'Normall\¡ open lVechanical Yes nla
nla nla 2.00 in 1.50 in 050in 2.00 inN Model'NormallV closed |\/echanical Yes nla
Motor-rated floats4 (for pump switch applicati0ns)
134 112np 2.00 in,b 2.50 in | .5U tn 400in1 20V
134 300in 3.00 in 1.50 in 4,50 in240Vlhp
No
400in 3.25 in 1.50 in 4.75 in
B Model Normaìly open lVechanical
1 20V 134 112 np 2,00 in 300in 2,50 in 5,50 in
240V 154 2hp 3,00 in.b 350in 300in 6,50 in
400in 400in 350in 7.50 in
500in 450in 400in 8.50 in
No
600in 5.25 in.4.25 in 9.50 in
C Modeì Normally open Mechanical
1 20V l5A 314 ip 2.00 in | .5U tn.3.00 ìn 4,50 in
240U 154 2hp 3.00 in,b t./5 tn.3,00 in 4.75 in
Yes
4.00 in 2.00 in.3.50 in 5,50 in
G lVodel Normally open Mercury
-'ate: n0rmally 0pen 0r normally closed
The defaLlt state 0f a lloat - nornall), open 0r n]nnally cl1sed refers t0 the cjntact
p1siti1ns ¡n the fl1at when the ll1al is restitg (down). Fl1at switches have an internal cantact.
The tenns "n1nnally 1pen' (N/0) and "nonnally cl1sed' (N/C) refet ta the state af the fl1at
switch c1ntact in the down p1sit¡on. A nonnally open fl)at switch has an open c1ntacl (ofl) ¡n
the d\wn p1siti1n and a nonnally cl1sed fl1at sw¡tch has a cl1sed c1ntact (0n) in the djwn
pos¡ti1ti. D¡fferent panel futlcti1ns require diÍferent types 0l Íl1at switches. L40st appl¡cat¡ons
require fl1at sw¡tches tltat are n1rmally 1pen. )ne notable except¡1n is the redundant )ff and
l7w-level alarm funct¡1n thaî requires a n)nnally cl1sed fl1al svritch, except with MVP and
VC]M panels.
t lR (¡ntr¡ß¡caily safe relay)
Approved Í0t use w¡th ¡ntr¡nsically safe. Class L D¡vis¡1n 1 appl¡cati0ns, where rcl¡able floal
switch )perati1n with ver), 1014, current ¡s rcqu¡rcd.
3 Drâwdown
Drawd1wn (iD inches) refers to the difference ¡n l¡qu¡d level between a fl1at switch's activat¡1tl
and deact¡vati1n points. Drawd1wn can be altered by adjusting the tether length 0f fhe float
swttch c1rd. When selecting fl)at switches, keep in nt¡nd that any fl1at switch that can dtrectl)t
start and stop a punp (1ne that has no nút7r'c1ntact)t in the c1ntrcl panel) should have a
drawdown capabil¡ty. ta avjtd rapid cycling of the punip.
' S ¡g nal - rated or moto r- rate d
Ever)t float has a naxinunt an1unt oÍ cunent ¡l caù handle. Exceed¡ng these linl¡ts nay cause
prematLrre faÌlure. Signal rated 0r "c1ntr1l" fl1ats are used t0 act¡vate punp contrcl panels
aild alams. 0nly lovv-ou,rtruot s¡gnals pass thr1ugh these Íl1al sw¡tches. hence the float
sw¡tch ¡s "signal-rated." All 0renc1 panels tlnt use not1t contact1rs can use signal'rated fl)al
sw¡lches. lti s1ne systenß. a fl1al switch ¡s used t0 directly staft and st1p a punlp. ln this
applicati1n. the currenl that ¡s running the pLrnÌp passes through the fl1at sw¡tch as well. and
the ll1at switch nusl be n1tar'rated. ln nlost instances. a not1r rated fl1al switch can be
used as a signal float switch.
NTD-MF-MF-1
Rev.5.0, O 09/19
Page 2 ot 2
orenco Systems@ lnc. , 814 Airway Ave., Sutherlin, 0R 97479 USA . 800-348-9843 . 541 -459-4449 . www.orenco.com
.-,External Splice Box
l
Applications
0renco's External Splice Box is engineered specifically for pressurized water and
wastewater treatment systems and is especially suiled for use in locations prone to
high groundwater and other wet conditions. ll attaches outside the access riser of an
underground tank.
Attached outside the riser, )renco's
External Splice Box allows an electrician
to access pump wiring without opening
the riser lid.
The Extemal Splice Box is
ntolded PVC.
ll has a UL Type 6P listing for
prolonoed subntergence.
To Order
Find your nearest 0renco Distributor by calling 0renco at 800-348-9843 or clicking
"Distributor Locator" at orenco,com.
Standard Features & Benefits
¡ Wateftight for pro-
longed submergence
per UL listing fl"ype
6P)
. Attaches outside of
access riser to allow
inspection without
opening riser lid
. Allows more equip-
ment or increased
working room in riser,
or use of a smaller-
diameier riser
. Volume of 126 in.S
(2065 cm3) allows
easy wiring access
and accommodates
multiple wiring
conf igurations
Bottom entry allows
conduit or direct-
bury cable to always
remain below mini-
mum burial depth
Molded of
UV-resistant PVC,
suitable for cold
weather exposure and
outdoor applications
lncludes a riser
adapter designed to
provide a wateftight
connection between
the splice box and
riser
lncludes three cord
grip plugs to seal
unused cord grips
a
a
a
a
Onlional Feaftrres & Benefits
. Can be supplied with
divider plates that
separate the splice
box into two compaft-
ments, with two cord
grips and one conduit
hub in each
compartment
. Allows for two sets of
wiring runs (Class I
and either Class ll or
Class lll) for high and
low voltage; includes
a PVC conduit plug
for closing off the
second conduit hub if
not used
@rencoSYSTEMS
APS.SBEX-1
Rev.4 @ 04/20
Page f
0renc0 Systems@. 800-348-9843 . +1 541-459-4449. www.orenco.com
External Splice Box Gomponents
Riser
adapter
-Threaded
cap
I
I
Cord grip
plugs (3)
Cord grips
(4)-
Conduit hub (2)
Conduit hub
plus (1)t
Physical Specifications Materials of Gonstruction
\/olume of junction box 126 in.3 (2065 cm3)Splice box PVC
4d grips Cord grip Nylon
Uord grip pluqs J Cord grip plugs EPDM rubber
Cord diameters
accommodated
0.170-0.470 in.
(4.3-1'1.9 mm)
0-rings Buna rubber
Conduit hub plug PVC
Conduit hubs 2 Riser adapter ABS
Conduit hub plug
Conduit sizes accommodated % in. (with fitting or bell end)
3Áin.
Model Gode for Ordering
External Splice Box
SBEX1.4.
1 in. (with couplinq)
Diameter of hole into riser 5 in. (127 mm); hole-cutting
template provided
Blank = no divider plates
P = divider plales
External splice box
Distributed By
APS.SBEX-1
Rev.4 O 04/20
Page 2
0renco Systems@. 800-348-9843. +1 541-459-4449 . www.0renco.com
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S-Series Simplex Gontrol Panels
Applications
Orenco@ S-Series Simplex Control Panels control single pumps in
effluent sewer (STEP) systems, onsite septic systems, and for pump
control into conventlonal gravìty sewer systems,
General
0renco@ S-Senes Simplex Control Panels are electromechanical
panels for controlling single pumps Slandard features include an
Automatic/0ff/Manual (Auto/0ff/Man) toggle switch, controls circuit
breaker, pump circuit breaker, automatic motor control operatton, and
an audible/visible high water level alarm wìth auto reset, Specifications
for standard and optional features are lisled on page 2.
All S-Series conlrol panels have a I20 VAC controls circuit
breaker 51 panels have a 120 VAC pump circuit breaker,
while 52 panels have a 240 VAC pump circuil breaker,
All S-Series panels can be used with both mechanical and
mercury f loat switches.
Listed per UL-508 and cUL-508; CE-lìsted versions of S-Series
panels are available.
Standard Models
ùr,ùz
Product Code Diagram
Standard options (lisl in order):PT = programmable timerR0 = redundant off relayDS = disconnect switch
ETM = elapsed lime meterCT = event counterHT = heater
PRL = pump run lightPL = power lightSA = Surge arrestor
lntrinsically saf e relays:
Blank = standard, no lR relayslRl = up to 2 floal switches
lR2 = up to 4 float switches
Pump voltaoe:
1 = 120VAC
2 = 120 VAC or 240 VAC
S Series simplex control panel
@
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0renco S'Series Sintplex Control Panel (51 EfMCT shown)
Materials of Construct¡on
Component Material
Enclosure UV-resistant fiberglass, Type 4X (lP 66)
Hinge Stainless steel
Latch Stainless steel
s
Specifications
Feature Specifications
Height, in (mm) 11.5 (292)
Width, in, (m¡n)I 3 (236)
Depth, in, (mm) 5.4 (137)
Sl panel ratings. I 20 VAC, t hp (0 75 kW 1 6 A, 1 -phase, 60 Hz
52 panel ratings. 240 VAC, 3 hp (2.24 kW 16 A 1-phase, 60 Hz
Puitp nt0t0rs used with these panels requirc ¡ntental )vefl)ad prctect¡0n.
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Orenco Systems@ |nc.,814 Airway Ave,, Sutherlin,0R 97479 USA . 800-348-9843 . 541-459-4449 . www.orenco.com NTD-CP-S-1
Rev.2.1, @ 04/18
Page 1 of 2
Ð r Id¡,Technical Ðata Sheet
SYSTEMS
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0renco S-Series Simplex Control Panel (SI ETMCT shown)
Standard Features
offi
Feature Specifications*
1. Motor-start contactor 1 20 VAC: 1 7 FLA, t hp (0 75 kW), 2.5 million cycles at FLA
240 VAC: 17 FLA, 3 hp (2.24 kW), 2 5 million cycles at FLA
2. Auto/Off/Man toggle switch Single-pole, double{hrow HOA switch
lontrols circuil breaker 10 A, 0FF/0N switch, single pole, DIN raìl mounting with thermal magnelic tripping characteristics
4, Punp circuit breaker 20 A, 0FF/0N switch, single pole (120 VAC) or double pole (240 VAC), DIN rail mounting with lhermal magnetic
fipping characteristics
5. Audible alarm 95 dB at 24 in (610 mm), warble-tone sound; gasketed, ULType 4X (1P66)
6. Audible alarm silence relay Automatic reset, DIN rail mount
7, Visible alarm 7ß-in, (22-mn) diameler red lens, "Push-lo-sjlence, UL Type 4X (1P66) 1 W LED lighl
8, Enclosure UV-resistant fiberglass and stainless steel, UL Type 4X (1P66)
0ptional Features
Feature Specifications*Product code adder
lntrinsically safe
control relays
Listed per UL 6984, for Class 1 Div 1, groups A, B, C, D hazardous locations
(Requires larger enclosure)
IR
Programmable timer Repeat cycle from 0.05 seconds to 30 hours; separate variable conlrols for 0FF & 0N time periods PT
Redundant off relay DIN rail mount; provides a secondary off; sounds alarm upon low level condition RO
Elapsed time meter 7-digil, non-resettable; limit of 99,999 hoursj accurate to 0,01 hours ETM
Event counter 6-digit, non-resettable CT
Healer anti-condensation heater; self-adjusting: radiates additional wattage as temperature drops HT
Pump run light 7ß-tn, (22-mn) diameter green lens; UL Type 4X (1P66) 1 W LED lighl PRL
Power light 7ß-in, (22-nn) diameter green lens; UL Type 4X (1P66), 1 W LED light PL
qrtrge arreslor Status light on unit; protects incoming power supply from electrical surges SA
.r't Switch Momentary switch for alanr testing TS
- All v1ltaqes are 120 VAC utless otherw¡se noted.
NTD.CP-S.1
Rev,2.1, @ 04/18
Page 2 ol 2
orenco Systems@ lnc. ,814 Airway Ave,, Sutherlin, 0R 97479 USA . 800-348-9843 . 541-459-4449 . www,orenco.com
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Distributing Valves
Applications
Automatic Dìslributing Valve Assemblies are used to pressurize multiple zone
distribution sysìems ìncluding textile filiers, sand filters and drainfields.
Top View
Coupling
Distribuling valve
Union
Clear pipe
Ball valve
Elbow
Side View
Elbows
Boftom View
General
0renco's Automatic Distributing Valve Assemblies are mechanically operated
and sequentially redirect the pump's flow to multiple zones 0r cells in a dis-
tribution field. Valve actuation is accomplished by a combination of pressure
and flow, They allow the use of smaller horsepower pumps on large sand
filters and drainfields. For example, a large community drainfield requiring
300 gpm (18.90Usec) can use a six-line valve assembly to reduce the
pump flow rate requirement lo only 50 gpm (3.14Usec).
0renco only warrants Automatic Distributing Valves when used in conjunc-
tion with High-Head Effluent Pumps with Biotube@ pump vaults to provide
pressure and flow requirements, and to prevent debris from fouling valve
operation. An inlet ball valve, a section of clear pipe, and a union for each
outlet are provided for a complete assembly that is easy to maintain and
monìtor ldealvalve location is at the high poini in the system, Referto
Automatic Distributing Valve Assemblies (NTP-VA 1) for more information,
Standard Models
v 4402A,V4403A V 4404A,V4605A, V46064, V6402A,V64034, V64044
v66054, V66064
Product Gode Diagram
A
I0,..'0,
Discharge connecti0ns installed:
02 = 2 connections
03 = 3 connections
04 = 4 connections
05 = 5 connections
06 = 6 connections
Availalrle discharge connections:
4 = 4availableconnections
6 = 6availableconnectrons
lnlevoutlet size, in. (mm):
4 = 1,25 \32J6 = 1.50i40)
DistribLrting valve
Materials of Gonstruction
All Fittings Sch. 40 PVC per ASTIV specification
Unions Sch, B0 PVC perASTM specification
Ball Valve Sch. 40 PVC per ASTM specification
Clear Pipe Sch. 40 PVC per ASTIVI specification
V
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orenco Systems@ lnc. ,814 Airway Ave., Sutherlin,0R 97479 USA . 800-348-9843 . 541-459-4449 . www.orenco.com NTD.SF.VA-1
Rev.2.0, @ 03/17
Page 1 of 2
,,,odel lnlet Size, in. (mm) Outlets Size, in. (mm)Flow Ranqe, qpm (Usec) Max Head, ft (m) Min. Enclosure*
v44024 1.25 (32)1.25 (32)10 - 40 (0,63 - 2 52)170 (51 816)u81217
v44034 1.25 (32)1.25 (32)10 - 40 (0.63 - 2,52)170 (51 816)v81217
u44044 1.25 (32)1.25 (32)10 - 40 (0.63 - 2.52)1 70 (51 .816)u81217
v46054 1.25 (32)1.25 (32)10 - 40 (0.63 - 2.52)1 70 (51 .816)RR241 B
v46064 1.25 (32)1.25 (32)10 - 40 (0.63 - 2.52)170 (51 .816)RR241 I
v64024 1.50 (38)r.50 (38)15-100(095-631)345 (i 05.16)RR241 I
v64034 1.50 (38)1.50 (38)15-100(095-631)345 (1 05.1 6)RR241 I
v64044 1.50 (38)1.50 (38)15-r00(095-631)345 (1 05 1 6)RR241 I
v66054 1.50 (38)1.50 (38)15-100(095-6.31)345 (1 05 1 6)RR241 I
v66064 r.50 (38)1.50 (38)15 - 100 (0 95 - 6.31)345 (1 05 1 6)RR241 I
" When us¡09 an encl1sed bas¡n, ch)\se the next larger-sized d¡aneter,
Table 1. Automatic Distributing Valve Assembly Headloss Equations
ModelSeries Equation 0perati nq Ranqe, qpm (Usec)
v44004 Hr =0085x01/5 1o - 40 (0.63 - 2.52)
v46004 Hr =0.085xQ]s 10 - 25 (0.63 - 1.54
v6400A Hr = 0,0045x 02 + 3.5x (1 - etmo)15 -70 (0.95- 4.44
\/46004 Hr = 0,0049x02 + 5.5x (1 - eù10)15 -70 (0.95- 4.42)
.>-oEo)ØØ
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E(ú6'
cÊ
30
25
20
15
10
5
0
v66004
^¿,/
-/v64004
v46004 /v44004l'-t'/.J'?
-/.r'
-/
---¿
/4 -¿
'¿t-
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/t-
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Flow (gpm)
0510152025303540455055606570
NTD-SF.VA.1
Rev. 2.0, @ 03/1 7
Pagez o1 2
orenco Systems@ |nc,,814 Airway Ave., Suthetlin,0R 97479 USA ¡ 800-348-9843 . 541-459-4449 . www.orenco.com