HomeMy WebLinkAboutEngineer's OWTS Design PlanI
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Onsite Wastewetet teaffnent System Design
June 19,2024
Slafkes Ptoject
I BB7 County koad 237
Silt, CO 81652
Parcel No. 2127 -252-00-013
Prepared By:
K-Cronk Engineering, Inc.
P.O. Box I40
Mack, CO 81525
970-250-0572
Site Historv
There is an existing four-bedroom residence on the site that is served by an existing onsite wastewater
treatment system (OWTS) that will be abandoned. The owner of the property wishes to construct a new
two-bedroom accessory dwelling unit (A.D.U.) and install a new OWTS that is designed to accommodate
both the existing residence and the A.D.U.
The site consists of approximately 3.5 acres of uncultivated native soil. Drainage is approximately 3Yoto
the south. A soils evaluation and site study were conducted on the property of reference on 05129124 by
Kachayla R. Cronku. The soils evaluation trench was located approximately 225'north of the south property
line and approximately 145'west of the east property line.
This OWTS design has been prepared for the project based on information disclosed during the site study
mentioned above. A discussion ofthe engineered OWTS design follows. The location ofthe soils evaluation
trench is shown on the Plot Plan included in this report.
Develonment of Design Parameters
The soils evaluation trench was extended to a depth of 96" below ground surface (BGS). There was no
ground water or evidence of high seasonal water table to a depth of 96" BGS. The soils evaluation indicates
one distinct soil horizon underlies the site. A lithological description follows:
depth (in.)
0" -96"
description
sandy loam, light brown
(Soil Type 2A, USDA - sandy loam, granular, moderate to weak structure)
Based on the results from the 05129/24 soils evaluation, Soil Type 2,4. and corresponding long term
acceptance rate (LTAR) of 0.50 is chosen for overall system sizing for a pressurized infiltrator trench soil
treatment area design to discharge to subsoils below the 30" depth.
u Kachayla R. Cronk holds a Certificate of Attendance and Examination from the CPOW Visual and Tactile
Evaluation of Soils Training.
I
Svstem Desiqn
An INFILTRATOR trench soil treatment system is proposed for discharge of septic effluent at the site.
Construction ofthe system will consist of excavating level trenches in the area comprising the soil treatment
area.
installation. Soil treatment area orientation mav adiusted ner site variations to facilitate consistent
trench depth running parallel to final contours. The initial excavation shall be continued to a level depth
of 30" BGS (see Soil Treatment Area Cross Section). Ilconsistent trench depth cannot be rnaintained.
1|IFIIZRIZOR chambers may be installed level at 24" minimum and 48" maximum BGS. A lift station
discharging into pressurized effluent distribution laterals will be employed to discharge septic effluent into
the soil treatment area.
Following completion of the initial excavation, INFILTRATORS (QUICK4 STANDARD or equivalent)
will be used to construct a septic effluent distribution system. The INFILTRATOR effluent distribution
system will be installed in accordance with the "Infiltrator Technical Manual", available from Infiltrator
Systems [nc.,723 Elm Street, Suite 12, Old Saybrook, Connecticut06475. AdiacentINFILTRATORSshall
be fastened with a minimum of three (3) %" self-tappine screws to prevent movement and separation durins
backfilline.
After the INFILTRATORS are installed, synthetic filter fabric (140-200 rnesh) will be placed over the
INFILTRATORS and the system will be covered with a soil cap. The soil cap will consist of approximately
18" minimum of sandy loam backfill. The soil cap will be mounded 570 above the existing ground surface
to promote surface run off away from the soil treatment area.
Septic effluent will be introduced into the soil treatment area through pressurized distribution laterals
installed in each row of INFILTRATORS as shown in the included graphics. The injection laterals will
consist of 1" Schd 40 PVC pipe with 5/32" holes equally spaced 48" o.c. along each row of
INFILTRATORS. Holes in the injection laterals will be drilled at 12:00 o'clock to direct effluent up for
dispersal against the top of the chamber. Injection laterals shall be suspended from the top of the chamber
with all-weather plastic pipe strapping (min. 120 lbs tensile strength) at every chamber joint connection.
Septic effluent will be delivered to the distribution laterals through a 2" (Schd 40 PVC) pressure manifold.
The pressure manifold will be centrally located in the soil treatment area (see attached soil treatment area
plan view). As shown in the attached graphics,2" ball valves will be used to balance pressurized flows to
each INFILTRATORtTench to assure equal distribution of septic effluent to the STA.
There is an existing tank on the site that has been used to service the four-bedroom residence. The tank will
be removed or abandoned in place. Abandonment shall consist of pumping the tank of all solids and
crushing the top and sides in before filling all void space with gravel, and, or compacted soil.
A lift station will be required to pump sewage from the proposed A.D.U. to the proposed septic tanks. A
30O-gallon minimum, single compartment tank will be used as a pumping chamber for the lift station. A
one-horsepower Barnes grinder pump (Model No. Rv101A) (or equivalent) will be placed in the tank to
service the lift station. The grinder pump must provide at least 14 feet of Dynamic Head at a discharge rate
of 30 gallons per minute.
A 2" Schd 40 PVC pressure fransport line will be used to transfer septic effluent from the grinder pump to
the proposed septic tanks. The installer shall provide avelocity dissipator consisting of 8'of 4" Schd 40
PVC at the entry of the 1,500 gallon tank described below. The pressure main will be self-draining or be
buried a minimum of 36" below ground surface to prevent freezing.
2
A 1,5O0-gallon, single compartment septic tank placed upgradient and in series with a 1,000 gallon, two-
compartment septic tank (or equivalent, as described) is required to retain sewage generated from the
existing residence and proposed A.D.U and the displaced volume of the screened effluent pump. The total
tank volume must be greater than or equal to 1,900 gallons, with the first compartment holding atleast 50o/o
of total volume. A screened effluent pump will be placed in the final down-gradient compartment of the
septic tank. The effluent pump system will employ an OSI high head, non-clog (3/4" solids handling
capability), effluent pump (OSI model no. PF500511) and screened pumping vault (OSI model no. PVU57-
1819-L).
A 2" Schd 40 PVC pressure transport line will be used to transfer septic effluent from the pumping system
to the STA. The pressure main will be self-draining or be buried a minimum of 36" below ground surface
to prevent freezing. All pressure piping and construction shall be completed in accordance with the attached
graphics.
As shown in the included graphics, the trench soil treatment system will consist of six (6) trenches 3' wide
x 30" deep x 52'long with thirteen (13) INFILTRATOR (or equivalent) units each for atotal of seventy-
eight (78) units. The soil treatment area will encompass an effective area of 1677.43 sq. ft..
DESIGN CALCULATIONS
DESIGN LOADTNG RATE OF 3 BEDROOMS @150 GAL./BEDROOM-DAY:450 gal.lday
PLUS 4'h BEDROOM @ 75 GAL./BEDROOM-DAY: 525
PLUS 2 BEDROOMS @ 150 GAL./BEDROOM-DAY: 825 gal./day
DESIGN SOIL TYPE 2A.
DESTGN LONG TERM ACCEPTANCE RATE (LTAR):0.50 GAL./SQ.FT./DAY
A: o . wHERE.LTAR'
A = SOIL TREATMENT AREA (SQ. FT.)
Q: DESTGN FLOW (GAL./DAY)
LTAR: LONG TERM ACCEPTANCE RATE (GAL./SQ.FT./DAY)
A:ffi= 1650 sQ'Fr'
SOIL TREATMENT AREA ADruSTMENT FACTOR FOR PRESSURE TRENCH DESIGN : 0.8
SOIL TREATMENT AREA ADJUSTMENT FACTOR FOR USE OF CHAMBERS = 0.7
ADJUSTED SOrL TREATMENT AREA: 1650 SQ.FT. X 0.8 X 0.7 :924 SQ. FT.
LENGTH OF 3' WIDE TRENCH REQ'D :924 SQ.FT. / 3 FT. = 308 FT.
USE 6 TRENCHES WITH 13 QUICK4 STANDARD INFILTRATORS (or equivalent) EACH, FOR A
TOTAL OF 78 UNITS
sorl- TREATMENT AREA SrZED AT 6 TRENCHES 3 FT. WrDE X 52 FT LONG:936 SQ. FT,
aJ
Installation - Setbacks. N fications- and Insnections
The owner and installer shall be aware of and comply with the following installation and system operation
requirements.
The installer must be approved and licensed by Garfield County for installation of onsite
wastewater treatment systems.
All installation activities shall be conducted in accordance with current Garfield Coun8 O[/ZS
Reealarions. If at anv time during construction. subsurface site conditions are encountered
which differ from the design parameters previously described. construction activities will stop.
and the desisn ensineer and Garfield Counf.v will be contacted to address any necessary design
modifications.
The final cover shall not be placed on sewer lines, septic tank, or the soil treatment area until
the system has been inspected and approved by the design engineer and Garfield County. The
installer shall provide 48-hour notice for all required inspections.
Installation procedures including grade,location, setbacks, septic tank size, and soil treatment
size shall conform with the attached graphic details. Construction activities and system
components will not encroach upon existing easements or utility corridors. A minimum of 5
ft of undisturbed soil shall be maintained between individual absorption elements and the septic
tank. A minimum of 4' of undisturbed soil shall be maintained between adjacent absorption
elements.
The installer must maintain all setbacks to utility lines, easements, property lines, or other
adverse conditions, whether they are known and shown on the attached graphics or have been
disclosed during construction. Vehicle traffic and parking is to be prevented over the soil
treatment and repair area. Minimum setbacks for system components are:
Septic Tank,
Dosine Tank
Building Sewer,
Effluent Lines
STA
sorins/well/cistern 50 50 t00
potable water supply line 10 5 25
structure w/ crawlspace 5 0 20
structure w/o crawlspace 5 0 l0
property lines, piped or
lined irrieation
10 10 l0
subsurface drain,
intermittent irrigation
10 10 25
lake, water course,
irrigation ditch, sheam
50 50 50
cut slope steeper than
3H;1V
10 10 25
septic tank 5
a All gravity flow sewer lines and effluent distribution piping shall be 4 inches in diameter and
have glued joints. All lines discharging sewage from the residence to the septic tank shall
maintain a minimum fall of 1/8 in. per foot and shall employ sweep 90's or 2-45's at all turns.
Sewer lines from the dwelling to the septic tank and at least 6 ft from the septic tank outlet
must meet minimum standard ASTM-3034. Lines discharging from the septic tank to the soil
treatment area shall maintain a minimum fall of 1/8 in. per foot. Sewer lines under driveways
shall meet the minimum Schedule 40 PVC standards. Additionally, effluent piping in traffic
4
a
a
a
a
a
areas with less than 24" of cover shall be encased in 6" CMP or flow fill and covered with
minimum 2" high density blue board insulation.
Sewer lines or domestic water lines shall be encased in minimum SCHD 40 with water-tight
end caps or a minimum of 6" of flow fill at all points with less than 5' separation between sewer
and domestic water lines.
Four-inch clean outs shall be installed at maximum 100' intervals in all gravity flow effluent
lines exceeding 100'in length.
A minimum of 12" of soil cover (18" recommended) shall be maintained over all gravity
draining OWTS components to prevent freezing of septic effluent (excepting septic tank access
ports which must be extended to the ground surface).
A minimum of 36" of soil cover shall be maintained over all non-draining pressure effluent
line.
The septic effluent pumping system shall consist of OSI components (OSI, non-clog (3/4"
solids handling capability) effluent pump model no. PF500511 and OSI screened pumping
vault model no. PVU57-1819-L) as detailed in the attached effluent pumping system detail.
The effluent pump control panel shall be Orenco model no. SIETM. Electrical wiring shall be
continuous cable with all connections made in a weatherproof box. Limit switching shall
consist of: l) low level/pump off,2) high level/pump on, and 3) high level alarmlsystem failure.
The high-level alarm shall be both audible and visual and shall be easily detectable by
occupants. Emergency notification information (e.g., telephone numbers of owner, Garfield
County, service personnel) shall be posted near the high-level alarm.
The effluent pump shall be configured with a minimum dose volume of 100 gal (4.80" float
differential for two-compartment, 1,000 gal. tank). Storage capacity in excess of the high-level
alarm shall be 6" above the pump-on float level.
All access manholes on septic tanks and dosing chambers will be child proof and contain
appropriate warning labels if accessible to the public. Confined space entry precautions should
be observed by maintenance personnel.
The system contractor shall be aware of the potential for construction activities to reduce soil
permeabilities at the site through compaction, smearing, and shearing.. The following
precautions and construction procedures should be employed during installation to minimize
disfurbance to native soils:
i. Excavation should proceed only when the moisture content of the soil is below the
plastic limit. If a sample of soil forms a rope instead of crumbling when rolled
between the hands it is too wet and should be allowed to dry before excavation
continues.
ii. Excavation and backfill equipment should work from the surface where at all
practical'to avoid compaction of the soils at depth.
iii. The bottom and sidewalls of the excavation should be left with a rough, open
surface. The appearance should be that ofbroken or ripped soil as opposed to a
sheared, smeared, or troweled surface. Any smoothed or smeared surfaces should
be removed with a toothed rake or shallow ripper, taking care to remove loose
residues from the bottom ofthe excavation by hand ifnecessary.
iv. Care should be taken in placing fill materials in the excavation to avoid damaging
the exposed soil surfaces.
a
a
a
a
a
5
Operation - Maintenance and Inspections
The owner shall install a structural barrier if necessary and take precautions to prevent vehicular
traffic, excessive surface watering, accidental flooding, or other activities in the vicinity of the
soil treatment area which may compact, safurate, or otherwise alter the subsurface soil
parameters used in designing the septic system.
The owner will plant and maintain grass or other shallow rooted cover crop to prevent erosion
and promote evapotranspiration over the soil treatment area.
The owner will inspect and maintain the required mounding and drainage away from the soil
treatment areato prevent saturation from precipitation and surface flows.
To mitigate the generation of preferential flow channels which may compromise the operation
of the system, the owner will inspect and prevent intrusion of burrowing animals and deep-
rooted plants into the soil treatment area.
The septic effluent pump and the effluent pump filter shall be inspected and cleaned as
necessary every six (6) months.
The owner will conduct periodic maintenance of the septic system by removing accumulated
sludge from the septic tank every 3-4 years to prevent clogging of the soil treatment area.
a
a
a
a
a
a
6
Limitations
This report is a site-specific design for installation of an onsite wastewater treatment system and is
applicable only for the client for whom our work was performed. Use of this report under other
circumstances is not an appropriate application of this document. This report is a product of K-Cronk
Engineering, Inc. and is to be taken in its entirety. Excerpts from this report may be taken out of context
and may not convey the true intent of the report. It is the owner's and owner's agent's responsibility to read
this report and become familiar with the recommendations and design guidelines contained herein.
The recommendations and design guidelines outlined in this report are based on: l) the proposed site
development and plot plan as furnished to K-Cronk Engineering, Inc. by the client, and2) the site conditions
disclosed at the specific time of the site investigation of reference. K-Cronk Engineering, Inc. assumes no
liability for the accuracy or completeness of information furnished by the client. Site conditions are subject
to external environmental effects and may change over time. Use of this plan under different site conditions
is inappropriate. If it becomes apparent that current site conditions vary from those anticipated, the design
engineer and Garfield County should be contacted to develop any required design modifications. K-Cronk
Engineering, Inc. is not responsible and accepts no liability for any variation in assumed design parameters.
K-Cronk Engineering, Inc. represents this report has been prepared within the limits prescribed by the
owner and in accordance with the current accepted practice of professional engineering in the area. No
warranty or representation, either expressed or implied, is included or intended in this report or in any of
our contracts.
SEAL
Ka.cja4/e A C'r,Z
o
Date
NOTE: This OWTS design is meant to include the following eight pages:
1) plot plan
2) septic layout plan
3) notes for your installer
4) soil treatment area plan view
5) soil treatment area cross section
6) soil treatment area const. details
7) pump vault detail
8) pump curve
The plan is not to be implemented in the absence of these sheets.
7
LI
16 401
orunu
/
/
I
3,519 ocres
s observotlon
ench
oPpnox,of exlst
0,
o-o
VI
Nrt I
I
T
e
reslde
opprox,of exls
-x_-l
locotlon EVTS
tlng tank a exlstlng
shed
t,
uproposed 4 *goa
ao(]
A,D.U.I
drl Ietl \
Or')({
----
SLAFKES PRI]JECT
1887 -CR- 237
e1a7-e52-00-013
PLBT PLAN
JUNE 19, 2024
SCALET 1'=100'NERTH
NITE
EXISTING SEPTIC TANK T[ BE
ABANDNNED IN PLACE OR REMIVED.
IF THE TANK IS TE ABANDINED, IT
MUST BE PUI'4PEN IUT PRII]R TU
CRUSHING, AND THE REI4AINING
VIID IS T[ BE FiLLED ViTH
GRAVEL, SAND, ER CBMPACTED SNIL
NI]TE
PROVIDE MiN, 12' CIVER (18'
RECII4MENDED) IVER ALL
GRAVITY DRAINING EFFLUENT
LINES AND MiN, 35" FRIST
PRITECTIEN CIVER IVER ALL
NIN-DRAINING PRESSURE LINES
TYP,
-.1f
soit treotnent oreq (STA)
of 6 rows of 13 QUICK4 STANDARDInfittroton units (or equivotent) foro totol of 78 unlts with pnessure
dlstnlbutlon os shown
loco
wo.ter Une
crosslng(see note
repolh oreo
w,/ endcops,
chonbers,t
solls
observotion
trench
scHD 40
pressure holn ---_-_ _ _-(see hote)
NNTE
CBNTRACTI]R TO CENFIRM LICATIDN
EF UTILITIES PRIIR TTI INSTALLATIT]N
3.519 ocres
I
T
I
I
,l
I
I
i
l
T
L
I
f
__1__
0
o-
9
UI
No
ad()\a')
-x-
\l )t-'\
(€)'
traffic qr'
opprox, tocotionof exlstlng DVTS(to be qbqndoned)(see note)
5.
4in,LX-1,000 go(ton, two
comportnent septlctonk wlth screened
efftuent punpo.c6
300-gotton nin,,
singte conportnent
septic tonk punp
chomber w/ grlnder
Pur"1p
ve(ocity
dlsslpotor
(se e
note)
1,500 gotton, singte
conportnent septic
tonk wlth efftuent
f itter\
\-*-
NITE
PRIVIDE VELECITY DISSIPATER
CINSIST]NG [F 8' [F 4' SCHD 40
PVC AT ENTRY TE TANK
NDTE
THE FDLLIVING SETSACKS MUST BE I4AINTAINEDI
SEPTICTANK STA
SPRINGS/VELLS
-
50/
LAKE,/STREAM/IRRIG. NiTCH-50'
INTERMITTENT IRRIG, D]TCH-iO'
GATED P]PE 10'
SDL]D P]PE,/LINED DITCH
-
IO'
DIMESTIC VATER CISTERN
-50/DEMESTIC VATER LINE
-
10/
STRUCTURE V/CRAVLSPACE
-
5'
STRUCTURE Vt],/CRAVLSPACT- 5'
PRIPERTY LINE
-
10/
100'
50'
?5',
CJ
10'
100'
?5'.
20'
10'
l0'
ex,
shed
N!TE
PRIV]NE MIN, SCHN 40 PVC UNDER
ALL TRAFFIC AREAS. EFFLUENT
P]PING IN TRAFFIC AREAS VITH
LESS THAN 24' [F CI]VER SHALL
BE ENCASET IN 5' CMP [R FLIV
FILL AND CI]VEREN VITH MIN, 2'
HIGH DENS]TY BLUE BDARD
INSULATIIN,
NITE
DPTIINALI PREVIDE 4' SCHD 40
SLEEVE I]VER 2' PRESSURE MAIN
UNDER DRIVE TD FACILITATE
REPLACEMENT ]N THE FUTURE
or obondoned in
ploce)
remo
A' SCHD 40
exlstlng
resldence
pressure noln(see note)
proposed
A,D,U,
cteo.
out
NETE
ENCASE VATER LINE VITH I'I]N,
SCHD 40 PVC VITH VATER-TIGHT
ENDCAPS AT ALL PNINTS VITHIN5' [F SEVER LINE, TYP,
NOTE
CALL 811 FDR UTILITY LDCATES
SLAFKES PRIJECT
1887 -CR- 237
?I?7-?5?-00-013
SEPTIC LAYDUT PLAN
+
fr
NIRTHUNE 19, 2024
CALEI l'=40'
dnive
\
1(-CROI\rK P.O. Bo.r- r-1o
.\4act, C0.3r
g7o. 211). () i7 2 f kncl'tay I a.o ortft gaott rlo.t/t.cotrt
NOTES FOR YOUR INSTALLER
a Please veri$/ slope at the time of system installation - the orientation of the
STA shown in this design has been determined based on existing site
conditions at the time of the original site investigation, but that may have
changed during construction and pre-construction grading of the site.
a The depth of the trenches is determined by percolation rates and soil
conditions relative to the existing ground surface at the time of the soils
investigation. If the site slope or grading of the ground surface at the time of
installation differs significantly from what was initially observed, the trench
depths may have to be adjusted to make sure the infiltrative surface remains
in the desired soil layer, and portions of the trenches don't end up too deep or
too shallow.The deoth of the soil cao relative to finished s is not oart
of the OWTS desisn criteria.
o Please provide K-Cronk Engineering with a copy of the septic tank
manufacturer's specification sheet veriffing maximum backfill depth. Tanks
must be backfilled according to manufacturer's specification.
Pressurized System Notes
o Please provide K-Cronk Engineering a copy of the sand sieve analysis, if
relevant,dated within 30 DAYS of installation before purchasing/installing
the sand so we can check thatitmeets Garfield County OWTS standards.
o Pump floats do not come pre-set from the factory. Please refer to the Pump
Vault Detail for the distance needed between the on/off floats.
Please reach out at any time during the installation process ifyou have any questions!
KacJa4/e re. Crt,rZ
Kachayla Cronk - (970) 250-0572
solt treotment oreo (STA)
of 6 rows of 13 AUICK4 STANIIARDInflttrotor unlts (ot' equlvotent) fonq totql of 78 unlts wlth pressure
distributlon os shown
preSsure
Iines
1" SCHD 40 PVC pressure lotero.ts
with 5,u32' hotes spoced 48' o,c, lritt
hotes ot 12100 o'ctock to dlrect dlschorge
up to disperse ogoinst top of chonber,
typ, two (2) of twetve (12)
\
w,/ endcops
I
typ
2' of chornbers, t
2' bolonclng botl votve,vp,I of 12, see
u
U'6
c
U
E
Eo
U0
!
bo
2' SCHD 40tronsport H
Uttvp,
1' SCHD 40
pressure nonifotd
pnovlde ventlng ond obsenvotion,/
bolonclng ports of eoch end of
INFiLTRATUR bed os shown (see
detqll on soll treotr.rent or eo. cross
section)
SOIL TREATMENT AREA - PLAN VIEW
SCALE: 1"=2O'
SLAFKES PRIJECT
1887 CR 237
2127-25-00-013
SIIL TREATMENT AREA - PLAN VIEV
JUNE 19, EOE4
SCALET i'=20'
sF
sept
tif t ic inftuent fron
stotlon
EJt
c
E
bo
INFILTRATIR (OUICK 4 STANDARD ER
EOU]VALENT), INSTALL IN ACCDRDANCE
VITH "INFILTRATIR TECHNICAL
INFILTRATIR SYSTEMS INC., 123 ELI'I
STREET, SUITE 12, DLD SAYBRII]K,
CUNNECTICUT 06475
SYNTHETIC F]LTER FABRIC
(140-2OO MESH) IVER
iNFILTRATERS, TYP,
1' SCHD 40 pressune
loterots wlth 5,232' hotes
spoced 48' o,c, ot 12t00
o'clock to direct dischorge
up for dlsperslon ogolnsttop of chonber (typ, 1 of 12)
PR[VIDE VENTiNG/INSPECTIIN
PBRTS AT EACH END AS SHIVN
provide sondy loorn solt
cop (stope 5Z), typicot
see note-{EXISTiNG GRI]UND SURFACE
VITH SLIPE
om
-L
DISK NR SCARIFY
2" SALANCING VALVE
VITH 6' RISER T[
GROUND SURFACE, TYP
(SEE DETAIL)2' SCHD 40 PVC
PRESSURE MANIFELD,
INSTALLATIIN DIMENSIONS
TYPiCAL DF ALL TRENCHES
NETEr
IF CINSISTENT TRENCH IEPTH
CANNET BE MAINTAINED,
INFILTRATIR CHAMBERS I.4AY BE
INSTALLED LEVEL AT 24' MIN,
AND 48" MAX BGS
PREVINE M]N, 1/8" FALL PE
12" RUN FER DRAIN BACK T[
L]FT STAT]IN FIR ALL L]NES
WITH LESS THAN 35' [F
CIVER, TYPICAL
2" SCHD 40 PVC PRESSURE
TRANSPIRT L]NE FRIM LTFT
STATIIN
SI]IL TREATMENT AREA - CRESS SECTIDN
(TYPICAL 3 OF 6)
SCALET 1'=5'
SLAFKES PRIJECT
1887 -CR- 237
2127-25a-00-013
SNiL TREATMENT AREA _ CRISS SECTIDN
JUNE 19, 2024
SCALEI AS SHIVN
96
ELEVATION DESIGN SPECIFICATIONS
DESIGN DISTANCE FRII'I EXISTING EFFLUENT L]NE TE SEPTIC TANK = 30,
DESIGN DISTANCE FROM SEPTIC TANK T[ St]iL TREATMENT AREA = 70,
ASSUMEI ELEVATIEN DF GREUND SURFACE AT ENTRY T[ SIIL TREATMENT AREA = 1OO,OO,
ELEVATIEN !F iNFILTRATiVE SURFACE !F SUIL TREATMENT AREA = 97,50'
ASSUMED ]NVERT ELEVATIIN [F SEVAGE LINE AT EXISTING EFFLUENT LINE = 96,70,
INVERT ELEVATIIN [F SEVAGE LINE AT ENTRY TU SEPTIC TANK = 95,60'
SEiLS LEG
(SEE NITES)
SEILS LEG NETES
*1 - SANDY LEAM, LIGHT SREVN
(USDA - SANDY L[AM, BLI]CKY, VEAK TE MINERATE STRUCTURE)
NI] GRNUNDVATER !R HIGH SEASDNAL VATER TABLE EBSERVED TE
A ]]EPTH [F 95' BELIV GRI]UND SURFACE (BGS)
F1ffiJ::ffi+l'il
ro
*1
4'mln.
preferred)
5b
PRESSURE LATERAL CONSTRUCTION DETAIL
SCALE:1"=1'
4' SCHD 40 PVC
VENT/iNSPECTIIN
PI]RT
SOIL CAP 3/4' THREAD CAP
SLAFKES PREJECT
i887 -CR- 237
4127-252-00-013
SDIL TREATI4ENT AREA - CINST
JUNE 19, 2024
SCALET i'=5'
DETAILS
6' PVC volve occess
nlser to gnound sufqce
with cop
2" bott votve
SCHI 40
pressune nonlfotd
BALANCING VALVE DETAIL
SCALE:1"=1'
1' SCHD 40 PVC PRESSURE
LATERAL VITH 5/32' HOLES
SPACED 48' I].C, DRiLL HELES
AT 12100 U'CLICK T0 DIRECT
DISCHARGE UP FOR DISPERSAL
AGAINST TOP OF INFILTRATER
3,/4' THREAD TEE
c
PRESSURE MAIN, TYP
TO SURFACE FIR CLEAN
3/4' THREADPIPE STRAP VITH 120 L3S
TENSILE STRENGTH AT EVERY
CHAMBER CONNECTiDN, TYP,
FASTEN ADJACENT INFILTRATORSV/ (3) SELF-TAPPING SCRE\r'S,
TYP,
PROVIDE MIN, 1/8' FALL PER
12' RUN FDR DRAIN BACK T[
IUT AND PRESSURE BALANCING
(END OF LATERAL ONLY)
Effluent Pumping System - 2nd Compartment Drawdown
Effluent Pumping System for Cold Weather Applications (cw style)
PVC Splice Box with
Cord Grips
Fibergloss lnsuloted Gosketed
Lid with Stoinless Steel Bolts
horge
G/
Orenco Systems@
lncorporated
814 AIRWAY AVENUE
SUTHERLIN, OREGON
9t 479-9012
TELEPHONE:
(s41) 4se-444e
FACSIII/ILE:
(541) 4se-2884
Conduit Seol
Slope Ground
Awoy from Riserlnspection Access
Riser ond Lid (ot
ground surfoce)Assemblv
L)
PVC Riser with Grommets
(bond to tonk odopter.with
recommended odhesive)
Minimum
Peq Grovel Bockfill
Provide 1/4" Droin Hole
Effluent Dischorge (2" Sc
Below Frost Line
hd 40)
Tonk
(cost +
lnlet T
Potents # 4,439,323 & 5,492,635
Foreign Potents Pending
O 1997, Orenco Systems, lnc.
Adopter
(cost or bolted)
Level Control
Floot Assembly
Flow lnducer
Delete Check Volve
Voult lnlet Ports
Filter Cortridge
Port
Peo Grovel Bockfill Recommended to Help Prevent Frost Heove*
EDW_TD_ 1 B
Rev. 1.0 (z/e1)
SLAFKES PRIJECT
1887 -CR- e37
?L?7 -?5?-00-01.3
PUN4P VAULT DETAIL
JUNE 19, 2OE4
Conduit to ---
Control Ponel
(uoaet st nu)
h level olorm set to trigger mox
obove pump-on floot level
pump-on/pump-off floot differentiol set
to provide dose volume of 100 gollons
(+.e0" ttoot differentiol for 1,000 gol. tonk)
ONE PIECE, MO COMPARTMENT,
1,OOO GALLON SEPTIC TANK
hiq
60
I inrrid I pvpl v T olorm
6", mox
4.80"ON
OFF
FLOAT DIIAIL
not to scole
Biotube@ Pump Voult
(uoaet evusz-r819-L)
Pump Selection for a Pressurized System - Single Family Residence Proiect
SLAFKES - 1887 CR 237
Parameters
160
Discharge Assembly Size
Transport Length
Transport Pipe Class
Transport Line Size
Distributing Valve Model
Max Elevation Lift
Manifold Length
Manifold Pipe Class
Manifold Pipe Size
Number of Laterals per Cell
Lateral Length
Lateral Pipe Class
Lateral Pipe Size
Orifice Size
Orifice Spacing
Residual Head
Flow Meter
'Add-on' Friction Losses
Calculations
2.00
70
40
2.00
None
20
45
40
2.00
12
24
40
1.00
5t32
4
4
None
0
feet
inches
inches
feet
feet
inches
feet
inches
inches
feet
feet
inches
feet
140
120
100
80
60
40
(l)o
l.l-
IoF
Etgo
I
.9
E
att
o
IE
oF
Minimum Flow Rate per Orifice 0.61
Number of Orifices per Zone 84
Total Flow Rate per Zone 50.9
Number of Laterals per Zone 12
% Flow Differential lsvlast Orifice 1.1
Transport Velocity 4.9
Frictional Head Losses
gpm
gpm
fps
Loss through Discharge
Loss in Transport
Loss through Valve
Loss in Manifold
Loss in Laterals
Loss through Flowmeter
'Add-on' Friction Losses
Pipe Volumes
5.2
2.9
0.0
0.5
0.1
0.0
0.0
feet
feet
feet
feet
feet
feet
feet
20
0
PumpData
01020 30 40 50
Net Discharge (Spm)
60 70 80
Vol of Transport Line
Vol of Manifold
Vol of Laterals per Zone
Total Volume
12.2
7.8
12.9
32.9
gals
gals
gals
gals
Minimum Pump Requirements
PF5005 High Head Effluent Pump
50 GPM, 1/2HP
1151230V 1Q 60Hz,,2O0|23OV 3A 6OHz
PF5007 High Head Effluent Pump
50 GPM, 3/4HP
23OV 1g 6OHz,2O0l23Ol460V 30 60Hz
PF5010 High Head Effluent Pump
50 GPM, lHP
23OV 1O 60H2, 200/460V 3O 60Hz
PF5015 High Head Effluent Pump
50 GPM, 1-1l2HP
23OV 1Q 6OH42O0V 3g 60Hz
Design Flow Rate
Total Dynamic Head
50.9
32.7
gpm
feet
r:; \' :l : I f,i :;
System Curvg: -
Pump Curve: *-'
Pump Optimal Range:-
{}
Operating Point: ="'
o
Design Point: