HomeMy WebLinkAboutEngineer's OWTS Design PlanK-CROAII(P.(). Box 4o
Mack, CO Bt
g|o. zSo.oiT 2 f kathayl a.crorifr @rourlooft.conr
Onsite Wasteweter Treatment System Desrgn
October 7,zOZs
Lucero Project
1000 cR252
Rifle, CO 81650
Parcel No. 2I29-0I4-00-050
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) that will remain in use. The owner of the property wishes to construct a new one-bedroom
accessory dwelling unit (A.D.U.) to be served by a separate OWTS.
The site consists of approximately 4.19 acres of uncultivated native soil. Drainage is approximately 30Yo
to the northeast. A soils evaluation and site study were conducted on the property of reference on 08113125
by Kachayla R. Cronk". Soils evaluation trench A was located approximately 75' southwest of the northeast
property line and approximately 50' southeast of the northwest 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.
Development of Design Parameters
Soils evaluation trench A was extended to a depth of 60" below ground surface (BGS). There was no
evidence of ground water or periodically saturated soils in the open excavation to a depth of 60" BGS. The
limiting layer has been identified as Type R soils located throughout the soils profile. The soils evaluation
indicates one distinct soil horizon underlies the site. A lithological description follows:
depth (in.) description
0" - 60" loamy sand w/ pebbles to cobbles to boulders (>35yo rock), brown
(Soil Type R-l/1, USDA - loamy sand, single grained, structureless)
Soils evaluation trench B was extended to a depth of 36" below ground surface (BGS) and showed the same
soils lithology as described for trench A above.
Based on the results from the 08113125 soils evaluations, Soil Type R-1/1 and corresponding long term
acceptance rate (LTAR) will used for overall system sizing of a pressurized unlined sand filter soil treatment
area (STA) designed to discharge to subsoils below the 48" depth.
u Kachayla R. Cronk holds a Certificate of Attendance and Examination from the CPOW Visual and Tactile
Evaluation of Soils Training.-l-
Svstem Design
A pressurized unlined sand filter soil treatment area (STA) is proposed for discharge of septic effluent at
the site. Construction of the system will consist of removing the native soil from the area underlying the
bed of the proposed STA. Gradins during construction mav affect slope. therefore contractor shall
verifv slope at time of installation. Soil treatment area orientation mav be adiusted per site variations
to facilitate consistent bed depth runnins parallel to final contours. The initial excavation shall be
continued to a level depth of 48" BGS (see Soil Treatment Area Cross Section). If consistent bed depth
cannot be maintained" excavation may continue to 36" minimum and 72" maximum BGS. A lift station will
be employed to discharge septic effluent into the soil treatment area.
Following completion of the initial push out, the open excavation will be backfilled with24" (min. depth)
of secondary sand (generally sold as ASTM 33 concrete sand) to a surface elevation of 24" BGS. A
date must be submitted to the
Garfield Countv to assure the sand conforms to secondary sand standards (Garfield County OWTS
Regulations 43.11.C.d.3; effective size: 0.15-0.60 mm, uniformity coefficient: <7.0, percentage fines
passing #200 sieve: S 3.0). The sand used to construct the unlined sand filter must be completely settled
prior to installation ofcomponents as approved by the design engineer.
Septic effluent will be introduced into the soil treatment area through pressurized distribution laterals
installed within chambers as shown in the included graphics. The orifices in the distribution laterals will be
drilled at 12:00 o'clock to direct effluent up for dispersal against the top of the chamber. Additional holes
will be drilled at the beginning and terminal ends of each laterals facing 06:00 o'clock to allow for effluent
to drain out of the laterals and prevent freezing. Orifice shields must be installed at these holes to prevent
the pressurized effluent from compromising the infiltrative surface of the STA.
The distribution laterals will 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
transferred from the pump chamber to a manifold and then the laterals via a pressure transport main. All
pressurized lines will be constructed of min. SCHD 40 PVC. Any non-draining pressure line shall be
installed 36" or more below ground surface to prevent freezing.
The pressurized distribution system will be installed in accordance with the manufacturer's specifications,
available here for Infiltrator Quick4 Standard Chambers:
://www.ir-rfi
After the chamber distribution system is installed, non-woven geotextile filter fabric will be placed over the
chambers and the system will be covered with a soil cap. The soil cap will consist of approximately 12"
min. of sandy loam. The soil cap will be mounded 5%o above the existing ground surface to promote surface
run off away from the soil treatment area.
A 1,000 gallon, two compartment, primary septic tank is required to provide a minimum of 48 hours
retention time for sewage generated from the proposed project. A 50O-gallon, single compartment pump
chamber will be placed down-gradient of the primary tank. Alternatively, a 1,0)0-gallon, concrete, two-
compartment septic tankmay be usedwithout the pump chamber. The tanks must be approved and accepted
by CDPHE for use as a septic tank. A list of such tanks may be found here:
https://cdphe.colorado.gov/OWTS under "Regulation 43: product acceptance lists". Provide water-tight
risers to surface with securely fitted lids for access to all compartments of the septic tank. If applicable, a
non-corrodible filter shall be installed at the final outlet tee of the primary septic tank to limit the size of
-2-
solids and sludge passing into the pump chamber. The filter must be accessible for cleaning and replacement
from the ground surface. A screened effluent pump will be placed in the pump chamber.
According to Section 43.11.C.3(2), the maximum hydraulic loading rate for TLI effluent to "Secondary
Sand Media" in an unlined sand filter is 0.8 gal./sq.fr..lday, or the long term acceptance rate (LTAR) of the
receiving soil for TL3 (Table 10-1), whichever results in the larger area (design LTAR must be less than or
equal to 0.8 gal./sq.ftJday).
DESIGN CALCULATIONS
DESIGN LOADING RATE OF 1 BEDROOM @ 150 GAL./BEDROOM-DAY: 150 gal.lday
DESIGN SOIL TYPE R-I/1
DESTGN LONG TERM ACCEPTANCE RATE (LTAR) TL3 :0.80 GAL./SQ.FT./DAY
A: a . wHERE.LTAR'
A = SOIL TREATMENT AREA (SQ. FT.)
Q: DESTGN FLOW (GAL./DAY)
LTAR: LONG TERM ACCEPTANCE RATE (GAL./SQ.FT./DAY)
A:#= L87'5sQ'Fr
REQ,D: UNLINED SAND FILTER SIZED AT ONE BED 9' X 21, [N SIZE MINIMUM
DESIGN CALCULATION _AREA OF DISTRIBUTION MEDIA
LTAR OF UNLINED SECONDARY SAND FILTER:0.80 GAL./DAY-SQ. FT.
A =# = L87.5 SQ.FT.
SOIL TREATMENT AREA ADJUSTMENT FACTOR FOR PRESSURE BED DESIGN : 1.0
SOIL TREATMENT AREA ADJUSTMENT FACTOR FOR USE OF CHAMBERS:0.7
soIL TREATMENT AREA: 187.5 X 1.0 X 0.7 :131.25 SQ. FT.
REQ'D: 131.25 SQ.FT. / 12 SQ.FT. PEP. INFILTRATOR: 11 INFILTRATORS
USE 3 ROWS OF 4 QUICK4 STANDARD INFILTRATORS (or equivalent) EACH, FOR A TOTAL OF
12 UNITS
TOTAL BED AREA OF 9' x 2l'
As shown in the attached graphics, the unlined sand filter will consist of one bed 9'x2f in lateral
dimensions and encompass a total area of 189 sq. ft.
-3-
Installation - Setbacks. Notifications. and Inspections
The owner and installer shall be aware of and comply with the following installation and system operation
requirements.
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.
The installer must be approved and licensed by Garfield County for the installation of onsite
wastewater treatment systems.
All installation activities shall be conducted in accordance with current Garfield Countv OZZ^S
Resulqtions. If at any time during construction. subsurface site conditions are encountered
which differ from the design parameters previously described. construction activities will stop"
and the design engineer and Garfield Counfy will be contacted to address any necessary design
modifications.
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.
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. Minimum setbacks for system components are:
Septic Tank,
Dosins Tank
Building Sewer,
Effluent Lines
STA
sorin s/well/cistern 50 50 100
notable water sunplv line l0 5 25
structure w/ crawlspace 5 0 20
structure w/o crawlsDace 5 0 l0
property lines, piped or
lined irrisation
l0 l0 10
subsurface drain,
intermittent irrieation
l0 10 25
lake, water course,
irrigation ditch, stream
50 50 50
cut slope steeper than
3H:lV
l0 l0 25
septic tank 5
o Four-inch,2-way SCHD 40 clean out must be installed within 5 ft of the outside ofthe building.
. Gravi8 sewer lines that transport solid waste material must maintain a minimum fall of 114"
per foot (2Yo slope); gravity effluent lines that transpoft only liquid waste material must
maintain a minimum of 1/8" per foot (1% slope).
o All gravity sewer/effluent piping shall meet minimum ASTM-3034 PVC standard, be 4-inch
in diameter, and have glued joints. Gravity sewer lines that transport solid waste material shall
employ sweep 90's or 2-45's at all turns. Sewer/effluent lines under driveways shall meet
minimum SCHD 40 PVC standards. Additionally, sewer/effluent lines in traffic areas with less
than24" of cover shall be encased in 6" CMP or flow fill and covered with minimum 2" high
density blue board insulation.
a
a
a
a
a
4-
r Sewer/effluent 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.
o Four-inch clean outs shall be installed at maximum 100'intervals in all gravity sewer lines that
transport solid waste material that exceeds 100' in length.
o 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.
o 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.
e Storage capacity in excess of the high-level alarm shall be 6" above the pump-on float level.
o 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.
o 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 ofthe excavation by hand ifnecessary.
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.
Every month:
o Inspect backfill over the septic tank and soil treatment area for signs of settling - provide
additional mounding as needed.
o Inspect area of septic tank and soil treatment area for signs of intrusion by burrowing animals
and deep rooted plants and take measures to prevent future intrusions as needed.
Every year:
o Remove tank lids and inspect outlet effluent filter in pump vault for damage and clean/replace
as needed.
o Inspect soil treatment area through the ports provided at the beginning and ends ofbed for signs
of excessive moisture or pooling water.
. Log pump cycle number or pump run time.
r Inspect pump components.
o Perform squirt test and flush laterals to prevent excess buildup of material within pipe system.
Every four years:
e Remove accumulated sludge from the septic tank by pumping f compartments - intervalmay
be adjusted to less than four years or more than four years depending on family specific usage
and habits
a
a
-6-
OWTS Component Descriptions :
Component:Model:Notes:
Septic Tank Infiltrator IM-1 060-2CP + IM-540-1 CP
pump chamber. or equivalents
Altemative: 1,000 gallon, two
compartment concrete septic tank
Tank Riser Infi ltrator EZsnap Riser SNAPIS -24##
&Lid, or equivalent
2", 6", & 12" available
Optional Safety Star: SNAPSAFT-
2400
Pump Package Orenco BioTube ProPak BPP30DD-
CW-SX-ETMCT
PF3000l I pump
PVU57-1819-L vault
SIETMCT control panel
10O-eallon min. dose per cycle
Effluent Filter Orenco Model FTW0436-28
Pressure Main &
Manifold
I.II2" SCHD 40 PVC
Lateral Size &
Orifice
1" SCHD 40 PVC with ll4" orifices
spaced 36" o.c.
Orifice Shield Orenco Model OSl00
Distribution
Media
Infiltrator Quick4 Standard Chambers *
endcaps. or equivalent
Filter Fabric Non-woven permeable geotextile fabric
(max. 2 oz. lsq. yd), or equivalent
-7 -
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, 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 cument 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
Kq{l^qia,I?. Crod<'
Kachayla R. Cronk, P.E.
70/o7/202s
Date
NOTE: This OWTS design is meant to include the following seven pages:
1) plot plan
2) septic layout plan
3) project notes
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.
-8-
oz
D cI
lo 7/20
6il40
oneo o€
neference
I
I
I
I
0
\
opproxinrote
Iocotlon of
pnoposed wett
\o
eoe
ttlN
A
solts evotuotion
tnenches
4,19 ocres
3d/'
exlstlng OHE with
ossuned eosenent(see note)
rK-CRONK
t l+ori'fi-otrih.ottt ------------n-
NOTE
CONTRACTIR T! ENSURE ND
IVTS CIMPDNENTS ARE PLACEI)
V]THIN EX]STING EASEMENTS
NETE
DVNER,/INSTALLER TE DBTAIN
SURVEY AND PROVIDE .STRING
LINE TN IDENTIFY LICATION OF
IHE EASEMTNT FOR INSPECTIRrE MEASURE EFFSETS FREIV1
NDTEI
CONTACT DESIGN ENGINEER AT
KACHAYLA,CRONKEIUTLDOK.CI14
PRIDR TD INSTALL T! IBTAIN
ENTIRE OVTS DESIGN DECUMENT
DRAVINGS I4UST BE USED IN
CENJUNCTIEN VlTH'LUCERO
PROJECT OVTS DESIGN' DATED
ICTOBER 7, ?O?5
bt
proposed
ADU
RO PRDJECT
COUNTY RDAD E52 I
N!RTH
9- 014 -00-050
1'=30'
SHEET 1 DF 5
PLAN
BER 7, a0a5
NDTEI
CINTACT DESIGN ENG]NEER AT
KACHAYLA.CRONKEEUTLOIK,COI.4
PRIOR TE INSTALL TE EBTA]N
ENTIRE OVTS DESIGN DI]CUMENT
DRAVINGS I.4UST BE USED IN
CENJUNCTINN VITH'LUCERO
PRDJECT DVTS D[S]GN' DATED
OCTEBER 7, ?O?5
NITE,
REPAIR AREA VILL BE LOCATED
IN SAME PLACE AS PREPESED
STA, SHOULD A REPAIR BE
REAUIRED ]N THE FUTURE,
EX]STING SATURATED SOILS AT
THAT TIME VILL BE REMOVED
AND REPLACED.
NDTE
CALL 811 FOR UTILITY LI]CATES
NOTE
PRIVIDI MIN. 12' CDVER (18'
RECII"II4ENDED) EVER ALL GRAVITY
DRAINING EFFLUENT LINES AND
I'1IN 36' FROST PROTECTION
CEVER EVER ALL NEN-DRA]NING
PRESSURE LINES, TYPICAL
proposed ADU
B
oppnoxinote
Iocation of
pnoposed wett
c!o6
wrz
€9e
tsN
.s
E
aa
o
A ai
solts evo.tuqtlon
tnenches
SCHD 40 soi( tneo.nt o.neo (STA)
cleon out conslstlng of qn untined
sond fifter 9'x?1' ln size,;
fs wlth pressune dlstnibution
systefl
1,000 gotton, two
compontnent
concrete septic
tonk w,/ effluent
punp (see note)
Pnes(see
sure tnonsport noln
note qddnessing cover)
4,19 ocnes exlstlng IHE with
osEuned eosement(see note)
30'/'
LUCERI PREJECT
1OOO CIUNTY ROAD 252
4129-014-00-050
SEPTIC LAYIUT PLAN
ECTIBER 7, ?O?5
SCALE' i'=20'
ERAPHIC SHEEI 2 EF 5
NIRTH
N!TE
ALTERNATIVELY, A 1,OO() GAL.TVI CNMPARTMENT PILY SEPTIC
TANK I.4AY BE USED ALDNG VITH
A sOO.GAL, PILY PUMP CHAMBER
N!TE
CONTRACTOR TO ENSURE NO
OVTS COI4PNNENTS ARE PLACEI}
VITHIN EXISTIN6 EASEMENTS
NDTE
EVNER/INSTALLER TO DBTAIN
SURVEY AND PRDVIDE STRING
LINE T[ IDENTIFY LOCATIDN DF
OHE EASEI"IENT FDR INSPECTDR
TO I4fASURE EFFSETS FROM
NITE
THE FOLLIVING SETBACKS MUST BE MAINTAINED,
SEPTICTANK STA
SPRINGS,/VELLS 50,
LAKE./STREAlvl/IRRIG, DITCH
-
50/
INTERMITTENT IRRIG, D]TCH-10/
GATED PIPE 10'
SOLID PIPI,/L]NED DITCH
DDMESTIC VATER CISTERN
-50DEMESTIC VATER L]NE
-
10'
STRUCTURE V/CRAVLSPACE
-
5'
STRUCTURE V/!CRAVLSPACE- 5'
PRDPERTY LINE 10'
100'
50'
cJ'
?5'
10'
100'
?0'
10'
10'
-K-CROIVKt_haria.?2,rih'ol//-=T--
K-CRO;VK f.1). ffir,1 1-g1r
llirelr. tlt) .\r
t;, o,.ti{),() ili,1 li rr'lt,r-l'/,r.t'nul/irr,rrrtrt /rut.t'(t,n
NOTES FOR YOUR INSTALLER
This is a STAMPED. ENGINEERED design - yoS, septics are "simple" and water runs downhill.
However, like anything that is engineered, it is critical that you follow the design so the system
performs as intended - I cannot approve a system that was not installed to plans!
If, FOR ANY REASON, you need to:
1 Change the location/rotation of the septic tank (i.e. plumbing was stubbed out of
different wall, etc.)
2. Change the location/rotation of the soil treatment area (i.e. slope differed from the
design, owner has changed the site plan, etc.)
YOU MUST CONTACT THIS OFFICE FOR A REVISED DESIGN!
The revision must be submitted and approved through the County (with a County $ revision
fee) prior to calling in for inspection. Revisions take timeo so please be prompt when
contacting us to ensure the project is not delayed.
Next, and I cannot stress this enough - DO NOT install the chambers DEEPERthan the maximum
depth stated in the design - the depth is determined by factors that the design engineer cannot
control. This includes SATURATED/POOR SOIL CONDITIONS & COUNTY OWTS
CODE. Our designs give the widest range of depth possible for the specific site - if the required
depth cannot be met, other options may need to be explored.
If the soil treatment area is installed at a depth greater than allowed, there are very few solutions
to resolve the problem. Examples include:
o Removing all components and reinstalling them in a different location at correct depth.
. Backfilling trenches to an acceptable depth (using WASHED CONCRETE SAND
ONLY), installing a pump chamber, effluent pump, and pressurizingthe system.
Please reach out at any time during the installation process if you have any questions - this office
has experienced several installations that have failed County inspections due to issues described
above - I would like to see every system PASS without comment as this makes everyone's job
easier.
Z O*,rZ
Kachayla Cronk, P.E. - (970) 250-0572
-a
{
\',,
o
:-.tU=tvp,
€O
l\__
i-
-\
G
tol\^
pressune (otenots, typ,
one (1) of three (3)
pres
nanif otd
pnessure tronsport
nqin Iine
septic inftuent fron
tift stotion
x, ?1' w/ endcops,
of chonbers,
penineten of
untined sand filter
perlneter
of chomberE
' untined sond fit
pnovide lnspection port
of eoch endcop as shown
three (3) rows of four (4) INFILTRATER
OUICK4 STANIARD chonbers (or equivolent)
for o tota[ of twetve (12) units, oven o
9'x21' untined sond fitter
u!
0,
A.?
d
U
C
0i!
G
oc
6
LN
z
0,tc
J
o
fosten odjocent chqnbers w/
<3) 3/4' screws ot
opproximotety 10 o'ctock, 12
o'clock, ond 2 o'ctock position,
tvp.
S[]L TREATMENT AREA - PLAN VIIV
SCALET 1'=10'
LUCERE PROJECT
1000 cR 252
2129-014-00-050SIIL TREATMENT AREA PLAN VIEV
UCTIBER 7, ?O?5
GRAPHIC SHEET 3 t]F 5
-K-CRONKt_t^ott*<,efi/.4/l_-------,-
SCREV DETAIL
NTS
NITEr
CONTACT DESIGN ENG]NEER AT
KACHAYLA,CRONKEIUTL[!K.COM
PRIIR TE ]NSTALL TE IBTAIN
ENTIRE EVTS DESIGN DOCUMENT
DRAViNGS MUST BE USED IN
CONJUNCTIIN VITH'LUCERO
PREJECT EVTS DESI6N' DATEI)
ICTIBER 7, ?O?5
non-woven,
geotextlte
Infittnotor Quick4 Standord
chonbers, or equivotent
disk or scori
pnovide inspection port
of eoch endcop o.s shown
r{'
,il.'"o'"uo-T_
nc'rP
o{+s i
provide sondy toom
solt cop (nound 52)
tvp'existing gnound
sunface
&o
-60'
..o'
"a"*
,5'J,
9',nd fitter
SOILS LE6
(SEE NOTES)
1-1./2', SCHD 40 PV
pressure nonifotd
1-1l2', SCHD 40 PV
pressure moln
-K.CRONI(U4^'h.oqnhPl/t-v-
N0TEr
IF CINSISTENT TRENCH DEPTH
CANNOT BE MAINTAINED, CHAMBERS
MAY 3E INSTALLED LEVEL AT 12'
I.4IN, AND 48' I4AX BGS,
SIIL TREATMENT AREA _ CROSS SECTION
SCALET 1'=5'
LUCTR! PRIJECT
1000 cR ?52
2129-014-00-050
SOIL TREATMENT AREA CRI]SS SECTIIN
ICTIBER 7, ?O?5
GRAPHIC SHEET 4 OF 5
NITfl
CINTACT DESIGN ENGINEER AT
KACHAYLA,CRONK@OUTLD!K.C!M
PRIIR T! INSTALL TI] OBTAIN
ENTIRE OVTS DESIGN DOCUI,IENT
DRAVINGS MUST BE USED IN
CINJUNCTIDN V]TH "LUCERO
PREJECT OVTS DESIGN' DATED
OCTDBER 7, ?O?5
4'PVC
INSP
PORT
THREAD CAP
SOILS LOG NITES
#1 SOIL TYPE R-I/l, USDA - LDAIV1Y SAND, SINGLE GRAINED, STRUCTURELESS
N! GRIUNDVATER [R EVIDENCE OF PERIEDICALLY SATURATED SOILS PRESENTT! A DEPTH OF 60' BELOW GREUNI SURFACE (BGS)
ELIVATIIN DESIGN SPECIF]CAT]IINS
IESIGN DISTANCE FREM FOUNDATIDN L]Nt T! SEPT]C TANK = 5,
IESIGN DISTANCE FREI"I SEPTIC TANK T0 PUMP CHAI*4BER = N,/A
ASSUI,4ED INVERT ELEVATION OF SEVAGE LINI AT IXIT FROM FOUNDATION LINT =
INVERT ELEVATI0N EF SEVAGE LINE AT INTRY T0 STPTIC TANK = 98,90'
INVERT ELEVAT]IN OF SEVAGE L]NE AT EXIT EF SEPTIC TANK = N,ZA
INVERT ELEVATIIN OF SEVAGE L]NE AT ENTRY TI PUMP CHAMBER = N,ZA
100,00'
SEIL CAP
PRESSURE LATERAL CONSTRUCTION DETAIL
SCALE:1"=1'
ORIFICE AT BEGINNING AND
SVEEP
90
SUSPEND PRESSURE LATERAL
VITH ALL VEATHER PLASTIC
P]PE STRAP VITH 120 LBS
TENSILE STRENGTH AT EVERY
CHAMBER CENNECTIDN, TYP.
1' SCHD 40 PVC PRESSURE
LATERAL VITH 1/4' HELES
SPACED 36' O,C. DRILL HELES
AT 12 D'CLOCK TO D]RECT
DISCHARGE UP FER DISPERSAL
AGAINST TOP NF INFILTRATIR
TERMINAL ENDS OF LATERALS
TO BE DRILLED AT 6 O'CLOCK
VITH ORIFICE SHIELD FER
I}RAINAGE
Effluent Pumping System for Cold Weather Applications (cw style)SYSTEMS
Scale: 1" = 2'Control Panel
Model SlETMCT
Top View (NTS)
Simplex Pumping System
PVC Splice Box w/Cord Grips
Tank Lid , Typ.
(occessible ot surfoce)
Slope Ground
Awoy from Riser
I i
o, mox olorm
r
ON
18'
t_
OFF
FLOAT DEIAIL
not to scole
Assembly
Tank Shield (opt.
Lid Rise(s)
Peo Grovel Bockfill
** Provide 1/4" Droin Hole
Effluent Dischorge (below frost line)
_----___-_>
Level Control
Float Assembly
N!TE:
CENTACT DESIGN ENGINEER AT
KACHAYLA.CRDNK@!UTLEUK,COM
PRIER T[ INSTALL T[ IBTAiN
ENTIRE IVTS DES]GN DICUI'4ENT
DRAVINGS MUST BE USED IN
CINJUNCTIDN V]TH'LUCERE
PRIJECT OVTS DESIGN" DATED
ECTEBTR 7, ?O?5
lnlet Tee
Flow lnducer
Voult lnlet Ports
Filter Cortridge
Orenco Effluent Pumo
BPP30DD-CW-SX-ETMCT
TK.CRC)IVK
t tq/'h'e44'i*,'ol/l----.-----T_
BiotubPPump Vault
Model PVU57-1819-L
LUCERN PRE.JICT
lOOO CDUNTY READ 252
2129-014-00-050
PUMP VAULT DETAIL
ECTDBTR 7, ?O?5
GRAPHIC SHEET 5 EF 5
* Peo Grovel Bqckfill Recommended to Help Prevent Frost Heqve** Droin Hole for Droin Bock of Tronsport Line
NDW_TD_EPS_HV_02
o
Conduit
To Control
Ponel
1,000-gallon, concrete
roc:
@ 2021, Orenco Systems, lnc Rev. 5.0 (12/22)
Pump Selection for a Pressurized System - Single Family Residence Project
LUCERO 1000 CR 252
Parameters
300Discharge 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
Galculations
1.50
50
40
1.50
None
10
b
40
1.50
J
12
40
1.00
114
3
None
0
feet
feet
inches
inches
feet
inches
feet
inches
inches
feet
feet
inches
feet
250
200
150
100
gpm
gpm
q)olt
IoF
dooI
.9
E(!
o
a!
F
Minimum Flow Rate per Orifice 1.73
Number of Orifices per Zone 15
Total Flow Rate perzone 26.1
Number of Laterals per Zone 3
% Flow Differential lsvlast Orifice 1.6
Transport Velocity 4.1
Frictional Head Losses
Vo
fps
50Loss through Discharge
Loss in Transport
Loss through Valve
Loss in Manifold
Loss in Laterals
Loss through Flowmeter
'Add-on' Friction Losses
Pipe Volumes
2.0
2.0
0.0
0.1
0.3
0.0
0.0
feet
feet
feet
feet
feet
feet
feet 0
0 5 10 15 20 25
Net Discharge (gpm)
30 35 40
Vol of Transport Line 5.3
0.6
1.6
7.5
gals
gals
gals
gals
Vol of Manifold
Vol of Laterals per Zone
Total Volume
Minimum Pump Requirements
PumpData d
PF3005 High Head Effluent Pump
30 GPM, 1/2HP
115123oV 1Q 60H2,200V 30 60Hz
Design Flow Rate
Total Dynamic Head
26.1
19.4
gpm
teet
@Orenco
SYSII:M1;@
System Curve: -
Pump Curve:'"'
Pump uptrmal l{ange:
{-}r
Operating Point: ""''
o
Design Point: