HomeMy WebLinkAboutOriginal- Engineer's OWTS DesignK.CROTfI(P.O. Box 4o
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Onsite Wastewater Treaftnent System Desrgn
February 16,2024
Sedota Project
2255 -CR- 226
Rifle, CO 31650
Parcel No. 2127 -024-OO-I3I
Prepared By:
K-Cronk Engineering, Inc.
P.O. Box I40
Mack, CO 81525
970-250-0572
Site History
There is an existing residence on the site that is served by an existing onsite wastewater treatment system
(OWTS). The existing system is experiencing slow drainage and signs of failure, and the owner would like
to replace it. The owrs will be designed for a five-bedroom residential loading.
The site consists of approxim ately 43 .83 acres of uncultivated native soil. Drainage is approxim ately 3%o
to the southeast. A percolation (trterc) test/soils evaluation and site study were conducted on the property
of reference on0ll31l2024by Kachayla R. Cronk, registered professional engineer (R.P.E.). The perc
excavation trench was located approximately 400' south of the norlh property line and approximately
720' east of the west property line.
This OWTS design has been prepared for the project based on information disclosed during the site studies
mentioned above. A discussion of the engineered OWTS design follows. The perc test/soils evaluation are
attached for reference as Appendix A. The location of the perc excavation trench is shown on the plot plan
included in this report.
Development of Desiqn Parameters
The perc excavation trench was extended to a depth of 108" below ground surface (BGS). There was no
evidence of ground water or high seasonal water table in the open excavation to a depth of 108" BGS.
The soils evaluation indicates one distinct soil horizon underlies the site. A lithological description
follows.
depth (in.)
0"- 108"
description
highly weathered shale, grey
(Soil Type 3, USDA - clay loam, granular, strong structure)
Based on the results from the 0ll3ll24 perc test/soils evaluation (Appendix A), an LTAR of 0.35 is
chosen for overall system sizing for a pressurized infiltrator trench soil treatment area designed to
discharge to subsoils below the 36" depth.
Svstem Design
An INFILTRATOR trench soil treatment system is proposed for discharge of septic effluent at the site.
Construction of the system will consist of excavating level trenches in the area comprising the soil treatment
area. Grading during construction may affect slope. therefore contractor shall verifv slope at time of
insfallafion^Soil treatment area orientation mav he adiusted ner site vari to facilitate consistent
trench depth running parallel to final contours. The initial excavation shall be continued to a level depth
of 36" BGS (see Soil Treatment Area Cross Section). If consistent trench depth cannot be maintained.
INFIZZRIZOR 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, INFILTRAZORS (QUICK4 STANDARD or equivalent)
will be used to construct a septic effluent distribution system. The INFILTRAZOR effluent distribution
system will be installed in accordance with the "Infiltrator Technical Manual", available from Infiltrator
Systems 1nc.,723 Elm Street, Suite 12, Old Saybrook, Connecticut 0647 5. Adjacent INFILTRATORS shall
be fastened with a minimum of three (3) %" self-tapping screws to prevent movement and separation during
backfilling.
After the INFILTRATORS are installed, synthetic filter fabric (140-200 mesh) will be placed over the
INFILTRATORS and the system will be covered with a soil cap. The soil cap will consist of approximately
24" minimum of native soil backfill. The soil cap will be mounded 5%o 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 l-112" Schd 40 PVC pipe with 5132" holes equally spaced 48tr 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.
There is an existing tank on the site that has been used for sewage storage. The tank will be removed or
abandoned in place and replaced with a new tank described below. Abandonment shall consist of pumping
the tank of all solids and crushing the top and sides in before filling all void space with structural fill.
A 1,OO0-gallon, single compartment septic tank is required with a non-corrodible Orenco filter (model #
FTW0436-28) installed at the final outlet tee of the septic tank to limit the size of solids and sludge passing
into the second tank. The filter must be accessible for cleaning and replacement from the ground surface.
A second, 1,000-gallon, two-compartment septic tank will be placed down-gradient of the single
compartment tank. A screened effluent pump will be placed in the second compartment of the down-
gradient tank. The effluent pump system will employ an OSI high head, non-clog (3/4" solids handling
capability), effluent pump (OSI model no. PF50051 l) 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.
2
As shown in the included graphics, the trench soil treatment system will consist of four (4) trenches 3'wide
x 36" deep x 80' long with twenty Q0) INFILTRATOR (or equivalent) units each for a total of eighty (80)
units. The soil treatment area will encompass an effective area of 1714.29 sq. ft.
DESIGN CALCULATIONS
DESIGN LOADING RATE oF 3 BEDROOMS @ rs} GAL./BEDROOM-DAY :4s0 gat.tday
PLUS 4h & 5h BEDROOMs @75 GAL./BEDROOM-DAY :600 gat.tday
DESIGN LONG TERM ACCEPTANCE RATE (LTAR) = 0.35 GAL./Se.FT./DAY
A= Q .WHERE.
A = SOIL TREATMENT AREA (Se. FT.)
Q= DESIGN FLOW (cAL./DAy)
LTAR = LONG TERM ACCEPTANCE RATE (GAL./Se.FT./DAY)
A=# = 1714'29sQ'FT'
SOIL TREATMENT AREA ADJUSTMENT FACTOR FOR PRESSURE TRENCH DESIGN = 0.8
SOIL TREATMENT AREA ADJUSTMENT FACTOR FOR USE OF CHAMBERS : 0.7
ADJUSTED soIL TREATMENTAREA = 1200 se.FT. x 0.8 x 0.7 =960 se. FT.
LENGTH OF 3', WIDE TRENCH REQ'D : 960 SQ.FT. / 3 FT. :320FT.
USE 4 TRENCHES WITH 20 QUICK4 STANDARD INFILTRATORS (or equivalent) EACH, FOR A
TOTAL OF 80 LTNITS
soIL TREATMENT AREA SIZED AT 4 TRENCHES 3 FT. WIDE X 80 FT LONG:960 SQ. FT.
aJ
Installation - Setbacks" Notifications" and Inspections
The owner and installer shall be aware of and comply with the following installation and system operation
requirements.
a
o
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 County OZZ,S
Regzlafions. If at any time during construction. subsurface site conditions are encountered
which differ from the design parameters previously described. construction activities will stog
and the design engineer and Garfield County 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:
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Source
domestic water line
domestic well
domestic water cistern
property lines
structure w/crawl space
structure w/o crawl space
irigation ditch
open
intermittent irrigation
gated
solid pipe/lined
Soil Treatment Area
25',
100'
1 00'
l0'
20'
10'
Septic Tank
l0'
50'
50'
l0'
5'
5'
50'
10'
l0'
l0'
50'
2s',
25',
l0'
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
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.
4
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Sewer lines or domestic water lines shall be encased in minimum SCHD 40 with water-tight
end caps or aminimum 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 72" of soil cover (18" recommended) shall be maintained over all gravity
draining OWTS components to prevent freezingof 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 (314"
solids handling capability) effluent pump model no. PF50051 1 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. S1ETM. Electrical wiring shall be
continuous cable with all connections made in a weatherproof box. Limit switching shall
consist of: 1) low level/pump off,2) high level/pump on, and 3) high level alarm/system 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
disturbance 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 of the excavation by hand if necessary.
iv. Care should be taken in placing fill materials in the excavation to avoid damaging
the exposed soil surfaces.
5
Operation - Maintenance and Inspections
The owner shall install a structural barrier ifnecessary 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, saturate, 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 area to 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 ofthe soil treatment area.
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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: 1) the proposed site
development and plot plan as furnished to K-Cronk Engineering, Inc. by the client, and 2) 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. Ifit 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
A O-r,Z
Kachayla { Cronk, P.E.
Date
NOTE: This OWTS design is meant to include the following seven 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) pump vault detail
7) pump curve
The plan is not to be implemented in the absence of these sheets. In addition, results from the
percolation test and soils evaluation are included for reference as Appendix A.
7
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perc
excovo 43,83 acres
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resldence
locotion
of exlstlng
cteon out
te locatlon
exlstlng EVTS
---
Coa^t,
'oqc/ee6
exlstlng
shed
SEDOTA PREJECT
2255 -CR- a26
?127-O24-OO-L3L
PLOT PLAN
FEBRUARY 16, ?024
SCALET 1'=200'NERTH
perc
exco,vo,tion
)!t
NOTE
PROVIDE MIN. 12' COVER (18' RECOMMENDED)
OVER ALL GRAVITY DRAINING EFFLUENT
LINES AND MIN, 36' FROST PRETECTIEN
COVER OVER ALL NON-DRAINING PRESSURE
oneo
solt treotnent oreo(STA) conslstlng of 4
rows of 20 Oulck4
Stondord In€lttrqtors(on equlvotent) fon ototol of 80 unlts wlth
pressune dlstrlbutlon
os shown
1,,000 9o(ton, two
NETE
CALL 811 FOR UTILITY LECATES
SEDDTA PROJECT
22ss -cR- 266
?r27-024-00-131
PLET PLAN-EBRUARY 16, 2O?4
SCALET 1'=40'NERTH
NOTE
EXISTING SEPTIC TANK TE
BE ABANDONED IN PLACE
OR REMOVED, IF THE TANK
IS TE BE ABANDONED, IT
MUST BE PUMPED OUT
PRIDR TN CRUSHING, ANI)
THE REMAINING VO]D IS TO
BE FILLED V]TH GRAVEL,
SAND, ER COMPACTED SOIL
1,,000 gotton, slngte
conportment septlc
tonk w/ effluent
fll.ten (0SI Mode(
FTV0436-28)
O5,
oF t/
or.
e5,
k7
compontnnent septlctonk w/ screenedeffluent purnp ln
second chomber obqndon exlstlng
DVTS ln ptoce
exlstlhg
resldenc€
43,83 ocnes
at3/t4/
'l
note o.ddressing cover)
2' SCHD 40 pnessure
tnonspont noln (see
Nt]TE
THE FOLLOVING SETBACKS MUST BE MAINTAINEDI
SEPTICTANK STA
LAKE/STREAM,/IRR16, DITCH
-
50/
INTERMITTENT IRRIG, DITCH-iO,
100'
50'
25',
?s'.
10'
r00'
25'
20'
10'
10'
SELID PIPEILINED DITCH
DDMESTIC VATER CISTERN
-
50i
DT]MESTIC \./ATER LINE
STRUCTURE V,/ CRAVLSPACE-5'
STRUCTURE V,/[ CRAVLSPACE_5'
50'
10'
10'
SPRINGS/VELLS
GATED PIPE
PROPERTY LINE
K-CROAII(P.O. Box 4o
Ivlat:k, CO Bt
g Zo. 25o. o jZ 2 f ka ch ay la. cr on k @ ou tlaok. t-t nt
NOTES F'OR YOUR INSTALLER
o Please veri$/ slope at the time of system installation - the orientation of the
STA shown in this design has been determined based on existing site
conditions at the time of the original site investigation, but that may have
changed during construction and pre-construction grading of the site.
o The depth of the trenches is determined by percolation rates and soil
conditions relative to the existing ground surface at the time of the soils
investigation. If the site slope or grading of the ground surface at the time of
installation differs significantly from what was initially observed, the trench
depths may have to be adjusted to make sure the infiltrative surface remains
in the desired soil layer, and portions of the trenches don't end up too deep or
too shallow.The denth soil can relative to finished sradins is not oartofthe
of the OWTS design criteria.
o Please provide K-Cronh Engineering with a copy of the septic tank
manufacturer's specification sheet veri$'ing 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 that it meets 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!
Ka"iz'/e E. C,*nZ
/
Kachayla Cronk - (970) 250-0572
solt tneotr4eht oreo (STA)
conslstlng of 4 nows of 20
Oulck4 Stqndord Inflltnatons(on equlvolent) for o totoLof 80 unlts wlth pnessure
dlstrlbutlon systen os shown
fosten odJo
w/ (9 3/4'
1-112' SCHD 40 PVC pnessure
lqterqts wlth 5/32' hotes spoced48' o,c, Ilnltt hotes ot 1?100 o'ctockto dlrect dlschonge up to dlspense
ogolnst top oF chornben, typ. two(2) of elsht (8)
\
I
I
I
85' w,/ endcops,
of chonbens,
septlc lnftuent
fnon tift stqtlon
pnovlde ventlng ond observatlon/botonclngports ot eqch end of Inflltnoton
trenches o.s shown (see detoll on Sol[
Treotment Aneo - Cnoss Sectlon)
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SEIL TREATMENT AREA - PLAN VIE\^/
SCALET 1'=10'
SEI}OTA PRDJECT
2255 -CR- 2e6
21?7-024-00-t3t
SOIL TREATMENT AREA-PLAN VIEV
FEBRUARY 16, 2OE4
SCALET 1'=10'
cent In€lttrotors
scnews qt
SCRE\r' DETAIL
NTS
opproxlnotety 10 o'ctock, 12
o'ctock, ond 2 o'ctock posltlon,
typ,
aL \_
o
o J__
o
o
\.,
(10' reconmended)
o
+
\o(,48', typ,
H
4' nin,
a' scHD 40
no.ln
pressure
tnonspont2' SCHD 40
pnessune
nonlfold
INFILTRATDR (OUICK 4 STANDARD [R
EOUIVALENT), ]NSTALL IN ACCI]RDANCE
VITH'INFILTRATOR TECHNICAL MANUAL,
INFILTRATDR SYSTEMS INC,, 1A3 ELM
STREET, SUITE 1E, ILD SAYBRIEK,
CONNECTICUT 06475
SYNTHET]C FILTER FABRIC
(140-EOO MESH) IVER
TNFILTRATERS, TYP,
2' SCHD 40 PVC
1-1,/?' SCHD 40 pressure
loterots wlth 5/32' hotes
spoced 48' o.c, qt 12100
o'clock to dlnect dlschorge
up for dlspenslon ogolnsttop of chomben (typ. 1 of 8)
PROVIDE VENTING/INSPECTION
PtrRTS AT EACH END AS SHOVN
PRI]VIDE NATVIE SNIL
CAP (MNUND 5Z), TYPICAL
EXISTING GREUND SURFACE
DISK OR
NETEI
IF CDNSISTENT TRENCH IEPTH
CANNET 3E MAINTAINEI,
INFILTRATOR CHAMBERS MAY 3E
INSTALLEI LEVEL AT 24' MIN.
AND 48' MAX. BGS
PRESSURE MANIFOLD,
INSTALLATINN DII4ENSIONS
TYPICAL [F ALL TRENCHES
(10' pnefenred)
PROVIDE MIN, 1/8' FALL PER
12' RUN FOR DRAIN BACK T[
LIFT STATION FOR ALL LINES
ViTH LESS THAN 36' OF
CEVER, TYPICAL
-108',
SEILS LEG
(SEE NITES)
E' SCHD 40 PVC PRESSURE
TRANSPERT LINE FRIM LIFT
STATIEN
SEIL TREATMENT AREA - CROSS SECTIEN
(TYPICAL 4 trF 4>
SCALET 1'=10'
SOILS LDG NOTES
#1 - HIGHLY VEATHERED SHALE, GRAY
(USDA-CLAY LOAI"I, GRANULAR, STRONG STRUCTURE)
NE GROUNDVATER OR H]GH SEASONAL VATER TABLE OBSERVED TN A
DEPTH OF 108' BELEV GREUND SURFACE (BGS)
SEDETA PRIJECT
2255 -CR- 226
2127-024-OO-13r
SOIL TREATMENT AREA - CRESS SECTIEN
iEBRUARY 16, EO?4
SCALEI AS SHIVN
4' SCHD 40 PVC
VENT/INSPECTIEN
Pt]RT
SOIL CAP 3/4' THREAD CAP
ELEVATIEN DESIGN SPECIFICATIDNS
DESIGN DISTANCE FRDi4 SEPTIC TANK T[ S[]L TREATMENT AREA = 260'
ASSUMED ELEVATIEN tF GRTUND SURFACE AT ENTRY T0 SIIL TREATMENT AREA = 100.00'
ELEVATIIN OF INFILTRATIVE SURFACE EF SIIL TREATMENT AREA = 97'OO,
ASSUMED INVERT ELEVATION DF SEVAGE LINE AT EXIT FRIM SEPTIC TANK = 91.80,
INVERT ELEVATIIN !F SEVAGE LINE AT ENTRY T[ SEPTIC TANK = 92,50'
3/4' THREAD TEEPRESSURE MAIN, TYP.
SUSPEND PRESSURE LATERAL
VITH ALL WEATHER PLASTIC
PIPE STRAP VITH 120 LBS
TENSILE STRENGTH AT EVERY
CHAMBER CONNECTIEN, TYP,
1-1lA' SCHD 40 PVC PRESSURE
LATERAL VITH 5/34' HOLES
SPACED 48' E.C, DRILL HELES
AT 12100 E'CLBCK TE IIIRECT
DISCHARGE UP FER DISPERSAL
AGAINST TEP OF INFILTRATER
lUT AND PRESSURE BALANCING
(END EF LATERAL ONLY)
3,/4' THREAD NIPPLE
TE SURFACE FER CLEAN
PREVIDE MIN. 1/8' FALL PERlE' RUN FIR DRAIN BACK TO
=4-#
-
__+1+_-ttf-+---ti---_ilt-=
PRESSURE I.ATERAL CONSTRUCTION DETAIL
SCALE: 1"='l '
Effluent Pumping System - 2nd Compartment Drawdown
Effluent Pumping System for Cold Weather Applications (cw style)
tu
*tr
Orenco Systems
lncorporated
Conduit Seol
Slope Ground
Awoy from Riser
PVC Splice Box with
Cord Grips
lnsuloted Gosketed
Lid with Stoinless Steel Bolts
@
814 AIRWAY AVENUE
SUTHERUN, OREGON
97479-9012
TELEPHONE:
(541) 4s9-444e
FACSIMILE:
(s41) 45e-2884
EDW_TD-18
Rev. 1 .0 (2/s8)
lnspection Access
Riser ond Lid (ot
ground surfoce)
l5'*utY
PVC Riser with Grommets
(bond to tonk odopter with
recommended odhesive)
Peo Grovel Bockfill
Provide 1/4' Droin Hole
Efflueni Dischorge
Below Frost Line
(2" schd 40)
Tonk Adopter
(.0 st or bolted)
lnlet T
Potents # 4,439,323 & 5,492,635
Foreign Potents Pending
@ 1997, 0renco Systems, lnc.
Tonk Adopter
(cost or bolted)
Level Control
Floot Assembly
lnducer
Check Volve
Voult lnlet Ports
Filter Cortridge
Effluent Pum
(trlooet ersoost t
roin Port
* Peo Grovel Bockfill Recommended to Help Prevent Frost Heove
p
)
SEDNTA PREJECT
2255 -CR- 226
?r27-0?4-00-r3r
PUMP VAULT DETAIL
FEBRUARY T6, ?O?4
conduit to *
Control Ponel
(uoaet srnu)
high level olorm set to trigger mox.
6" obove pump-on floot level
pump-on/pump-off floot differeniiol set
to provide dose volume of 100 gollons
(4.80' floot differentiol for 1,000 gol. tonk)
ONE PIECE, TWO COMPARTMENT,
I,OOO GALLON SEPTIC TANK
Liouid Level 17 T olorm
b,mox
l
/
4.80 l
FLOAT DITAIL
not to scole
Biotube@ Pumo Voult
(uoaer evusz-1819-L)
Pump Selection for a Pressurized System - Singte Famity Residence Project
SEDOTA -2255 CR 226 / RTFLE, CO 8'1650
Parameters
160Discharge Assembly Size
Transport Length
Transport Pipe Class
Transport Line Size
Distributing Valve Model
Max Elevation Lift
l\4anifold 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
Galculations
2.00
300
40
2.00
None
30
21
40
1.00
JO
40
1.50
5132
4
2
None
0
inches
feet
feet
feet
inches
inches
feet
inches
inches
feet
feet
inches
feet
140
120
100
80
60
40
20
PumpData
0 10 20 30 40 50
Net Discharge (Spm)
60 70 80
gpm
gpm
ool!
!oF
dooI
.c
E(tt
o
(E
o?
Minimum Flow Rate per Orifice 0.43
Number of Orifices per Zone 80
Total Flow Rate perZone 34.2
Number of Laterals per Zone 8
% Flow Drfferential lsvlast Orifice 0.4
Transport Velocity 3.3
Frictional Head Losses
o/o
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
5.9
0.0
3.1
0.0
0.0
0.0
feet
feet
feet
feet
feet
feet
feet 0
Vol of Transport Line 52.3
0.9
5U.5
83.7
gals
gals
gals
gals
Vol of Manifold
Vol of Laterals per Zone
Total Volume
Minimum Pump Requirements
PF5005 High Head Effluent Pump
50 GPM, 1/2HP
1151230V 1A 60H2,2001230Y 3@ 6AHz
PF5007 High Head Effluent Pump
50 GPM, 3/4HP
230V 1@ 60H2,20012301460V 3A 60Hz
PF5010 High Head Effluent Pump
50 GPIVI, 1HP
230V 1@ 60Hz'2001460V 30 60Hz
PF5015 High Head Effluent Pump
50 GPM, 1-1l2HP
230V 1A 60H2,200V 3g 60Hz
Design Flow Rate
Total Dynamic Head
34.2
43.4
gpm
feet
@OreneoSYSTCMS
System Curve: -
Pump Curve: *
PUmp upomal Kange:
Operating Point:
o
Design Point:
r
Appendix A
Soils and Percolation Report
K-CROI/I(P.O. Box r4o
Mach, CO
g7o.2ro.o i4z f l<achayla.cronkqoutloolLrcm
Soils and Percolation Report
January 3I,2024
Sedota Proiect
2255 -CR- 226
Rifle, CO 81650
P"t..l No. 2127 -024-OO-I3I
Prepared By:
K-Cronk Engineering, Inc.
P.O. Box I40
Mack, CO 81525
970-250-0572
Soils Evaluation
The site consists of approximately 43.83 acres of uncultivated native soil. Drainage is
approximately3Yoto the south east. A percolationQterc)test/soils evaluation and site study were
conducted on the property of reference on 01/3112024 by Kachayla R. Cronk, registered
professional engineer (R.P.E.). The perc excavation trench was located approximately 400' south
of the north property line and approximately 720' east of the west property line.
The perc excavation trench was extended to a depth of 108" below ground surface (BGS). There
was no evidence of ground water or high seasonal water table in the open excavation to a depth of
108" BGS. The soils evaluation indicates one distinct soil horizon underlies the site. A lithological
description follows.
depth (in.) description
0" - 108"highly weathered shale, grey
(Soil Type 3, USDA - clay loam, granular, strong structure)
Perc holeswere constructed atthe surface andat adepth of approximately 36" . The holes appeared
to be well saturated at the time of the test. Results of the percolation test are shown in Table 1.
TABLE 1
Percolation Test Results
2255 -CR-226
Depth Time on 0113112024 Time
Drop
Perc
Rate
min/in1l:03 ll:12 11:30 ll:45 12:03
0"-72"2.5 2.75 3.312s 3.75 4.125 60/1.625 37
36--48"5 6 6.875 7.5 8 6013 20
-1-
Limitations
This document is representative of the site conditions disclosed at the specific time of the site
investigation. Site conditions are subjectto change from external events both manmade (irrigation
or water feature construction) and naturally occurring (flooding or excessive precipitation).
K-Cronk Engineering, Inc. is not responsible and accepts no liability for any future variation in
site conditions.
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
Kachayl(R. Cronk, P.E.
o//J//L1
Date
,|
-L-