HomeMy WebLinkAboutEngineer's OWTS Design Planrrr
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TOM CRONI( ENGINEERING, tnc.
1737 -24- Road, Grand Junction, CO 81509
Grand Junction (970) 640-5Q29. Glenwood Springs/Aspen (970) 640-5029 . Montlose/Delta (970) 640-5429
Email: ccigi@msn.com
ONSITE WASTEWATER TREATMENT SYSTEM DESIGN
Date
Prepared by Thomas A. Cronk, P.E.
Tom Cronk Engineering Inc.
ll3l -24- Road
Grand Junction, CO 81505
970-640-s029
Type of Design: New Residential
Client Papa Family Cabin
3s4 CR 31 1
silt, co 8t652
Property address: 354 CR 31 l, Silt, CO 8i652
Tax schedule No.: 2179-lA4-00-176
Legal Descript.:
c/o Extreme Construction
Grand Junction, CO 81505
970-2ss-81r6
1
1.0 Site History
Tlre site consists of approxirnately I 1.19 acres of cultivated native soil. Drainage is approximately lYoto
tlre soutlr. A percolation testisoils evaluation was conducted on the property of reference on 0412112025
by Tom A. Cronk, registercd professional engineer (R.P.E).
A new three bedroom residence and two RV parking spaces are proposed for the site. The proposed
construction will require installation of a new onsite wastewater treatment systern (OWTS to serve
sewage loadings from the proposed residence and RV parking spots. The 04121/2025 site investigation
will be used to provide design parameters for the new OWTS.
Arr OWTS design lras been prepared for the project based on inforrnation disclosed during the 04121DA25
site investigatioirs. A discussion of the engineered OWTS design follows. The 04/2112025 perc test/soils
evaluationis attached for reference as Appendix A. The site plan and locations of the 04/21/2025 soils
excavations are shown on the attached plot plan.
2.0 Develooment of D,esien Parameters
-
The perc excavation trenches were extended to a depth of 72" below ground surface (BGS). There was
no euidence of ground water in the open excavation to a depth of 72" BGS. The higlr seasonal water
table, at the time of inspection, was estimated at 60" BGS. The soils evaluation indicates two distinct soil
horizons underlie the site. A lithological description follows:
depth (in.) description
0" - 48" sand, gray (USDA - sand, single grained, structureless, Soil Type -1)
48u -72" minor gravel in gray sand matrix, (USDA - satrd, single grained, structureless,
SoilType -l)
As based on the results frorn the 09/01123 site investigation (Appendix A), a design perc rate of 15
rnin/in. and corresponding long tenn acceptance rate (LTAR) of 0.80 are chosen for overall system sizing
for a pressurized infiltrator trench absorption field designed to discharge to subsoils below the24" depth.
2
3.0 Systgrn Design
A pressurized INFILTRAZOR absorption trench soil treatment area (STA) is proposed for disc6arge of
septic effluent at the site. constructiorr of tlre systern will consi$t ofexoavating fevel trenches in the area
cornprising-the absorption field. Each trench excavation shall be continued toi deptli of ?4,, BGS (see
absorption field cross-section). After removal of sr"rrface soils, the open excavatioris will be disked or
scarified to promote subsurface absorptiorr. A tift station clischaqging into pressurized effluent
distribution laterals will be employed to discharge septic effluentlnt6 the absorption field.
Following completion ofthe initial excavation,INFILTRAT)RS (QUlcK4 STANDARD or equivalent)will be used to construct a septic effluent distribution system. The INFILTRAZOR effluent disiribution
system will be installed in accordance with the "lnfiltrator Technical Mannal", available frorn Infiltrator
S.vstels Inc.,I23 Elm Street, Suite 12, Old Saybrook, Connecticut 06475. Adjacont INFILTMTORS
slrall be fastened with a minimum of four (4) 314" x #8 self-tapping sheet rnetai or bright brass deck
screws to prevent movement and separation during backfilling.
After the INFILTMTORS 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
approxirnately 12" of sandy loarn soil tnounded 5olo to prornote surface run off away fronr the absorption
field^
Septic effluent will be introduced into the INFILTRATORabsorption field throurgh pressurizecl
distribution laterals installed in each row of INFILTRATORS u, ,ho*n in the attiched graphics. The
injection laterals will consist of I " Schd 40 PVC pipe with 3/16" (0.1 872s") holes eq'a-lly spaced 4g,, o.c.
along each row of /I/F'IITMTORS. Holes in the injection laterals will be clrilled at iZ:00 o'clock to
direct effluent up for dispersal against tlre top of the charnber. Injection laterals shall be suspe'ded fi.om
the top of the chamber.with all-weather plastic pipe strapping (min. 120 lbs tensile strength) at every
charnber joint connectiofl. Septic effluent will be delivered to the distribution laterals thio'gh a 2" (Schd
40 PVC) pressure rnalifold. Tlre pressure rnanifold will be centrally located in the absorption field iseeattached absorption field plan view).
A 2,000 galton, two compartment septic tank witl be used to accept sewage from the proposed 3 bedroom
residence and two RV parking spaces. Alternatively, a single compaftrneit 1,000 galion'septic tank may
be placed in series artd ahead off a second 1,000 gallon, tw6 compafturent septic tant. e screened
effluent purnp will be placed in the final down-gradient cornpartrnent of the septic tank. Tlre efflr-rentpump system will employ an OSI high head, non-clog (3/4" solids handling capability), effluelt pump(oSI model no, PF5005l l) and screened pumping vauit (oSI modelno. pVujz-1sli-L).
The site is located in the 100 year flood zone A for which no base flood elevation (BFE) levels have beenestablished' Linear interpolation of BFEs from the adjacent 100 year flood zone AE inciicate a BFE in theimrnediate vicinity of the proposed construction is 5,432'. To prevent intrusion of flood waters into theOWTS, all septic tank risers and cleanouts willbe of,water-tight construction. If possible septic
tank/pump chamber access manholes will be constructed to a lieiglrt of 1' above ttte BFE for the site(5,432'+I':5,433')- All backfill associated with the OWTS will be constructed to prevent erosion andentry of flood waters into components ofthe OWTS. Finally, the OWTS will be constrLrcted to optimize
the passage of floodwaters and prevent damning and retention of floodwater flows.
A 2" Schd 40 PVC pressure transport line will be used to transfer septic effluent frorn the pumping
system to the absorption field. The pressure main will be self-drailing or be blried a minirnum oi36"
-1
below ground surface to prevent freezing. All pressure piping and soiI treatment area construction shall
be completed in accordance with the attached graphics.
The installer must also confirm the setbacks from propetty lines, building envelopes, and existing
easements slrown in the attached graphics are maintained. Four inch clean outs shall be provided at
maximum 100'intervals in all gravity flow efflr"rent lirres exceeding 100' in length. Vehicle traffic and
parking is to be prevented over the absorption and repair area. Provide minimum schedule 40 PVC under
all traffic areas. Pressure lines under all traffic/paved areas shall be sleeved to facilitate replacement and
maintenance. A minirnum of 12" (18" recommended) of soil cover is required for all gravity flow
effluent piping, the septic tanks/lift station, and the absorption field (excepting septic tank/lift station
access ports which must be extended to the ground surface). Effluent piping in traffic areas with less thart
36" of cover shall be encased in 6" CMP or flow fill and covered with minirnuln 2" high density blue
board insulation. All non-draining pressure effluent piping must be covered with a minimum of 36" of
cover to prevent freezing. Sewer lines shall be encased with SCHD 40 PVC with water{ight endcaps at
all points within 5' of all domestic water lines. All OWTS components in traffic areas shall consist of
structural cornponents (i.e., concrcte tanks, structuml manltoles, and Schd 40 piping) capable of
supporting anticipated loads. Finally, any unknown utility lines, easements, or other adverse conditions
disclosed during construction must maintain the required setbacks listed on page 6 of this document.
As discussed above, a two-piece,2,0A0 gallon, two comparfinent septic tank or two 1,000 gallon septic
tanks placed in series will be used to receive sewage from the proposed three bedroom residence and two
RV parking spaces. The last chamber in the septic tank/tanks shall serve as a pumping chamber for the
pressurized soil treatment area. A screened effluent purnp will be installed in the final down-gradient
compartment of the septic tank/tanks and will be used to deliver septage effluent frorn the septic
tank/tanks to the soil treatment area. The septic tank/tanks will provide in excess of 48 hor.rrs retention
time in addition to the displaced purnp chamber volume for sewage generated frorn the proposed use.
As discussed above, an INFILTMIOR absorption trench is proposed to discharge septic effluent to the
r"urderlying sub-soils. As shown in the attached graphics, the absorption trench will consist of two (2)
trenches 3'wide x 24" deep x 76' long with nineteen (19) STANDARD INFILTRATOR (or equivalent)
units each for a total of thirty eight (38) units. The absorption field will encompass an at'ea of 456 sq. ft.
(effective area of 814.29 sq. ft.). Calculatiorrs and parameters used to size tl-re absorption field follow.
4
DESIGN CALCUI,ATIONS
DESIGN LOADING RATE OF 3 BEDROOMS AT 150 GAL./BEDROOM-DAY + 2 RV HOOKUPLOCATIONS @ 100 GAL./HOOKUP-DAY: (3x150) + (2x100) = 650 cAL./DAy
DESIGN PERCOLATION RATE: l5 MIN./INCH
DESIGN LONG TERM ACCEPTANCE RATE (LTAR) = 0.80 cAL./DAy_Se. rT.
a
LTAR}A=WHERE,
A = ABSORPTION FIELD AREA (Se. FT.)
Q= DESIGN FLOW (cAL./DAy)
LTAR: LONG TERM ACCEPTANCE RATE (cAL./DAy-Se. FT.)
A: o*gq = 812'50
ABSORPTION FIELD AREA ADruSTMENT FACTOR FOR PRESSURE TRENCH DESIGN :0.8
ABSORPTION FIELD AREA ADruSTMENT FACTOR FOR USE OF CHAMBERS : 0.7
ADJUSTED ABSORPTION FIELD AREA:812.50 x 0.8 x 0.7 :45s se. FT.
USE 38 QUICI(4 STANDARD INFILTRATORS AS 2 TRENCH OF 19 UNITS EACH
ABSORPTION FIELD ADDITION SIZED AT 2 TRENCH 3 FT. x 76 FT :456 se. FT.
5
4.0 Site Specifi,c Instal lation/Operation Requirements
The owner and system contractor shall be aware and comply with the following installation and system
operation requirements.
4.1 Installation - Setbacks. Notifications. and Inspectioqg
The systern contractor must be approved and licensed by the Mesa County for installation of
onsite wastewater treatment systems.
All installatiorl activities sball be conducted in accordance with cr.rrrent Mesa County OIIILS
Regzlaliozs. If at any time durring construction. subsurface sitl?.cbnditions are gncountered
which differ fi'om the design parameters developed in Section 2.0. cglnqtruction activities will
stop and the design engineer and Mesa County will be contacted to address any necessar),,
design modifications.
Installation procedures including grade, location, setbacks, septic tank size, and absorption
field size shall confonn with the attached graphic details. Construction activities and system
components will not encroach upon existing easements or utility corridors. A minimum of 4
ft of undisturbed soil shallbe maintained between individual absorption elements and the
septic tank and/or adjacent absorption elements. Minimum site specific setbacks for system
cornponents ale:
a
a
a
a
a
Source
domestic water line
domestic well
domestic water cistern
property lines
dry gulch
subsurface drain
stl'ucture w/o crawl space
structure w/crawl space
irigation ditch
open
intermittent irrigation
gated
solid pipe/lined
Septic Tank
10'
50'
50'
l0'
l0'
l0'
5'
5'
50'
10'
10'
t0'
50'
2s',
25'
l0'
Absorption Field
25'
I 00'
I 00'
10'
2s',
25'
l0'
20'
Buildine Sewer
5'
To avoid surface flow infiltration and saturation of the new absorptiou systern, abandonmerrt
of irrigation in the vicinity of the disposal system is required. Diversion ditches necessary to
divert surface flows around the new absorption bed rnust maintain the minimum setbacks
listed above.
All gravity flow sewer lines and effluent distribution piping shall be 4 inches in diarneter and
have glued joints. All lines dischargirrg sewage from the residence to the septic tank shall
maintain fall of between 1/8 in. and 1/4 in. per foot and shall employ sweep 90's or 2-45's at
all turns. Sewer lines fiom the dwelling to the septic tank and at least 6 ft. frorn the septic
tank outlet rnust meet minimum standard ASTM-3034. Sewer lines under driveways shall
always meet minimurn Schedr"rle 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
6
a
a
minimum 2" high density blue board insulation.
A nrinimum of 72" of soil cover (18" recomlleuded) shall be lnaintained over all gravity
draining ISDS cornponents to prevent freezing of septic effluent (excepting septic tank/lift
station access ports which must be extended to the ground surface). Four in. sanitary clean-
outs shall be installed at maximum 100' intervals in all gravity flow effluent lines exceeding
100' in length.
The installer sliall not place the lnfiltrators in tlre open excavation until inspected and
approved by the design engineer, Additionally, the final cover shall not be placed on sewer
lines, septic tank, or the soil treatnlent area until the systern has been inspected and approved
by the design engineer and Mesa County. The installer shall provide 48 hour notice for all
required inspectious.
The efflr.rent distribution system shall be constructed in accordance with the "Infiltrator
Teclrnical Manual" available from lnfiltrator Systems lnc., 723 Elm Street, Suite 12, OId
Saybrook, Connecticut 0647 5.
Pressure piping shall consistof a2 in. pressure main,2 in. rnanifold, and 1 in. laterals. All
pressure piping shall be rnin. Schd 40 PVC arrd have glued joints.
The septic effluent pumping system shall consist of OSI components (OSI, non-c log (314-
solids handling capability) effluent purnp model no. PF5005l I and OSI screened pumping
vault rnodel no. PVU57-1819-L) as detailed in tlre attached effluent purnping system detail.
The effluent punrp control panel shall be Orenco model no. S I ETM. Electriial wiring shall
be continuous cable with all connections made in a weatherproof box. Limit switchirlg shall
consist ofi l) low level/purnp off,2) high level/purnp on, and 3) Irigh level alarm/system
failure. The high level alarm shall be both audible and visual and shall be easily detectable
by occupants. Emergeucy notification infonnation (e.g., telephor-re rrumbers of owner, Mesa
County, service persorrnel) shall be posted near the high level alarm.
The effluent pump shall be configured with a minimum dose voh.une of 100 gal. (2.5,,float
differential two compaftment,2,000 gal. tank). Storage capacity in excess of the high-level
alann shall be 6" above the purnp-on float level.
All access manholes on septic tanks and dosirrg 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.
Tlre surface cap shallbe mourrded 5%o overtlre absorptiorr field to promote surface rLrnoff.
The system contractor shall be aware of the potentiat for construction activities to redgce soil
permeabilities at the site through compaction, srnearing, and shearing. The following
precautiotls and construction procedures should be ernployed during installation to minimize
distr"rrbance to native soils: '
i. Excavation shor.rld proceed only when the moistule content of the soil is below
the plastic limit. lf a sample of soil forms a rope instead of crumbling when
rolled between the harrds it is too wet and slrould be allowed to dry before
7
a
a
a
a
a
a
a
ll
excavation continues.
Excavation arrd backfill equipment should work from the surface where at all
practical to avoid compaction of the soils at depth.
The bottom and sidewalls of the excavation should be left with a rough, open
surface. The appearance should be that of broken 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.
Care should be taken in placing fill materials in the excavation to avoid
damagirrg the exposed soil surfaces.
ilt.
4.2 Operation - Maintenance and Inspections
The owner shall install a structural barrier if necessary and take precautions to prevent
vehicular traffic, excessive surface watering, accidental floodirrg, or other activities in the
vicinity of the absorption field 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 absorption field.
The owner will inspect and maintain the required mounding and drainage away frorn the
absorption field to prevent saturation frorn precipitation and surface flows.
To rnitigate the generation of preferential flow channels wlrich may compromise the
operation of the system, the owner will inspect and prevent intrusion of burrowing animals
and deep rooted plants into the absolption field.
The septic effluent pump and the efflr.rent purnp filter shall be inspected and cleaned as
necessary every six (6) months.
The owner will condr"rct periodic maintenance of the septic system by rernoving accumulated
sludge frorn the septic tank every 3-4 years to prevent clogging of the absorption field.
a
a
a
a
a
a
8
5.0 Limitations
This report is a site specific desigri 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 ig a product of Tom Cronk
Engineering Incorporated and is to be taken in its entirety. Excerpts frorn this report rnay 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 ttre rccommendatiols and design guidelines
contained herein.
The recommendations arrd design guidelines outlined in this report are based op: l) the proposed site
development and plot plan as fumished to Torn Cronk Eugineering Incorporated by the client, and 2) the
site conditions disclosed at the specific time of the site investigation of reference. Tom Cronk
Engineering Incorporated assumes no liability for the accuracy or completeness of information furlished
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 Mesa County should be contacted to
develop any required design modifications. Tom Cronk Engineering Incorporated is not respolsible and
accepts no liability for any variation in assumed design parameters.
Tom Cronk Engineering Incorporated represertts this report has been prepared withirr the lirlits prescribed
by the owner and in accordance wittr the cun'ent accepted practice of ihe civil engiseering professio. i'
the area. No warranty or representation either expressed or irnplied is included oi intenOed in tlris report
or in any of our contracts,
SEAL
Tlromas A
b
Date
NOTE: This individual sewage disposal plan is meant to inclutle the following six pages of graphics
including: 1) plot plan,2) septic layout plan,3) absorption field plan view, 4) "n*oiption fieiA cioss
sectionr 5) cross section - effluent pumping system, and 6) effluent pumping system design. The
plan is not to be implemented in the absence of these related graphics. in "aiition, results from the
percolation test and soils evaluation are included for reference as Appendix A.
9
Q,'re^
test excovotions
N
gl11.9 ocres
Ioco
I
Porking ,'tions I
{
I
rpsidence
IAPA PRBJECT
354 CR 311, SILT
zt79-104-DO-176)LET PLANqAY 7, 20e5
SCALE, 1'=200'NORTH
exlsting
gutbuitdlngs Colonodo
p/ven
penc test
N
11,9 ocnes
provlde cleqn outs qt r,lqx. 100'intervqts in otl effluent lines
exceeding 100' ln tength
o,o-o
t,(
drlve *
of rows
fletd consistingof 19 Quick4
J
Stondqnd Infittrqtons (or
equlvotent) for o totot of
38 units wlth pnessure
distributlon os shown
epoli oreo
2' SCHD 40 pnessunetronsport no,ln (see
note oddresslng cover)
oot+
$o
$\o'
,!o
rqin., l4'
-gt
{t
-'l
I
I
J
2000 gotton, two conportnent
septic tank (or longer)
w/[renco (PVU57-1819-L)
scneened efftuent pur.tp(PF500511) in last comportnent,
otternotvely, 1-1000 gotton slngte
compontnent septlc tonk ptocedln senies qnd oheod oF q 1,000gotton, two conportnent septictonk w/Drenco (PVU57-1819-L)
screened effluent punp(PF500511) in [qst compontnent
provlde cteon outs qt nqx. 100'lntervots ln ot[ efftuent lines
exceedlng 100' in tength
eon out
i
NOTE
PROVIDE I"IIN, lE' CEVER (I8'
RECOMMENDED) OVER ALL GRAVITY
DRAINING EFFLUEN'T LINES ANI)
MIN 36' FROST PROTECTINN
CI]VER OVER ALL NIN_DRAiNING
PRESSURE LiNES, TYPICAL
-k-
L--
NOTE
CALL 811 FOR UTiLITY LI]CATES
NOTE
THE FILLI]VING SE.TBACKS MUST BE MAINTAINEDI
SEPTIC ASSORPTINN
SPRINGS/VELLS
-- 50,
LAKE,/STREAM./IRRIG, DITCH
INTERMITTENT IRRIG, DITCH-10'
100'
50'
?5',
e5'
l0'
100'
a5'
?0'
10'
10'
SDL]D PIPEILINE! DITCH
NOMESTIC VATER CISTER
DNMESTIC VATER LINE
STRUCTIJRE V,/CRAVLSPACE
-
5/
STRUCTURE VO,/CRAWLSPACE_ 5'
10'
10'
GATED PIPE
PROPERTY LINE
TANK
proposed
3 bedroon
nesldence
)
o.n out
PAPA PROJECT
354 CR 311, SILT
?t79-104-00-t76
SEPT]C LAYNUT PLAN
Y le, e0?5
SCALET 1'=40'Ni]RTH
Ioco
Pqrkingtions
soll treotnent oreo (STA) consistingof 2 rows ol t9 OUICK4 STANDARDInfjltrotor units (or equivotent) foro totol of 38 units with pressure
distnibution os shown
1' SCHI 40 PVC pressure lotenats
wilh 3/16' hotes spaced 48. o,c,Dnltl
holes ot 12100 o'clock to dinect dischonge
up to disperse agoinst top of chonber
ty
bs
0,
o
U
a,L
€5
.E
E
o
tvP'
a' scHD 40
pnessure
A, SCHD 40
tnonspont
septic inftuent fnor.rlift stotion
pnovide venting ond observo
botoncing ports ot eoch end of
iNFILTRAT0R bed os sho'an (see
detoit on obsorption fietd cross
section)
ABSORPTION F]ELD - PLAN VIEW
SCALE:1"=2O'
PROJECT
CR 3iI, SILT
?179-104-00-t76
ABSI]RPTIDN FIELD PLAN VIEV
JUNE ?025
INFILTRATER (OUICK 4 STANDARD [REQUIVALENT), ]NSTALL IN ACCORDANCE
VITH'INFILTRATOR TECHNICAL MANUAL,
INFILTRATT]R SYSTEMS INC,, 1A3 ELM
STREET, SU]TE 1A, OLD SAYBRT]I]K,
CONNECTIqUT 06475
SYNTHETIC F]LTER FABRIC(140-a00 MESH) 0vER
]NFILTRATNRS, TYP.
1' SCHD 40 pressyie
lqterqls with 3/16' hotesspocdd 48' o,c, ot 12100o'ctock to dlrect dlschonge
uP fon dlsperslon ogolnst-top of chonben ('typ. 1 of l0)
PREVIDE VENTIN6/INSPECTIEN
PORTS AT EACH END AS SHNVN
PROVIDE SANDY LOAM SOIL
CAP (MOUND 5Z), TYPICAL
EXISTING GROUND SURFACE
-4A'
-lc
SO]LS LOG(SEE NOTES)
A PROJECT
CR 31I, SILT
79-104-00-176
FIELD - CROSS SECTINN
14, 2025
CALEI AS SHO!/N
4' SCHD 40 PVC
VENT,/INSPECTION
PT]RT
SOIL CAP 3/4' THREAD CAP
1?
D]SK NR SCARIFY_
E' SCHD 40 PVC
-PRESSURE MANIFOLD,
INSTALLATINN DIMENSINNS
TYPICAL EF ALL TRENCHES
4' MIN., <10'-I?' PREFERRED)
J
PRBV]DE MIN, 1/8' FALL PERIE' RUN FOR DRAIN BACK TDLIFT STATION FOR ALL LINESVITH LESS THAN 36' EF
COVER, TYPICAL
2' SCHD 40 PVC PRESSURE
TRANSPORT LINE FRDM LIFT
STATION
ABSORPTION FIELD - CRISS SECTION
(TYPICAL A NF A)
SCALET i'=10'
SOILS LDG NI]TES
*I - GRAY SAND<uSiin:"b-nNl, sTNGLE GRATNED, srRUcruRELEss, sgtl TypE_l)#e - .l4llLDR GRAVEL IN GRAY SAND MATRTX(USIA - SAND SINGLE 6RAINED, SiRUCTURELESS, SOIL TYPE-I)
GRI]UNDVATER AND HI6H SEAONAL VATER TABLE AT 60' BELOV GROUNDSURFACE (B65)
PRESSURE LATERAL CONSTRUCTION DETAIL
SCALE:1"=1'
#1
fle
ELEVATIBN DESIGN SPEC]FICATII]NS
DESiGN ST ANCE FRBM FDUNDA TINN LINE TD SEPTIC T ANK 165'
D ESIGN D]ST ANCE FRI M SEPT IC T ANK TO SE]L
ACE AT
TREA TMEN T AR EA 40'A SSUMED ELEVA T ION uF GRDUND SURF ENT R Y TO SO L TREA TMENT AREA 1 00.00'ELEV A T]DN OF INF IL TRA TIV E SL]RF ACE uF SgIL T REA TMENT AREA 98,00'ASSUMED INVERT ELE TION OF SEV AGE LI NE A T TXI T FR[M FDUNDATION LINE 9 9.00'INVERT E LEV A T ON OF EV AGE L I NE AT EN TRY TO SEPTIC T ANK 93,00'
PRESSURE MAIN, TYP,3,/4' THREAD TEE
[R 90' EL
SUSPEND PRESSURE LATERALVITH ALL VEATHER PLASTIC
PIPE STRAP VITH lEO LBS
TENSILE STRENGTH AT EVERY
CHAMBER CINNECTION, TYP.
E' SCHD 40 PVC PRESSURE
LATERAL VITH 5/32' HI]LES
SPACED 48' N.C. DRILL HOLESAT 1A'OO [],CLOCK TO DIRECT
NISCHARGE UP Ft]R DISPERSAL
AGAINST TOP OF INFILTRATNR
IUT AND PRESSURE BALANC]NG(END I]F LATERAL ONLY)
3/4' THREAD NIPPLE
TE SURFACE FBR CLEAN
PRDVIDE MIN, 1/8'FALL PER12' RUN FOR DRAIN BACK TE
I
Effluent Pumping System - 2nd Compartment Drawdown
Effluent Pumping System for Cold Weather Applications (cw style)
G/A\--z)ffi
ffiffi
Conduit Secl
Slope Ground
Awoy from Riser
PVC Splice Box with
Cord Grips
lnsuloted Gosketed
Lid Stoinless Steel Bolts
Orenco Systems@
lncorporated
814 AIRWAY AVENUE
SUTHERLIN, OREGON
97479-9012
TELEPHONE:
(s4r) 459-4449
FACSIMILE:
(s4r) 459-2884
EDW-TD_1 B
lnspection Access
Riser ond L;d (ot
ground surfoce)
Tonk
(cost
Ado
or
Dischoroe Assemblv
(tvtinimuin 2")
PVC Riser with Grommets
(bond to tonk odopter wiih
recommended odhesive)
* Peo Grovel Bockfill
Provide 1/4" Droin Hole
Effluent Dischorqe (2" SchC +0)
Below Frost Lind
Tonk Adopter (cosi or bolted)
Level Control
Floot Assembly
I nd ucer
Check Volvelntet
Potents # 4,+39,J23 & 5,492,635
Foreign Potents Pending
@ 199.7, Orenco Systems, lnc.
n Pori
Peo Grovel Bockfill Recommended to Help Prevent Frosi Heovet
Voult Inlet Ports
Filter Cortridge
0Sl Effluent Pump
(uooer rrsoost r)
EIE
Conduit to .g
Control Ponel
(voaet stnu)
APA PRIJECT4 CR 311, SILT
?179-r04-00-176
PUMP VAULT DITAIL
JUNE i4, 2025
high level olorm set to trigger mcx.
6"'obove pump-on floot l6vel
pump-on/pump-off floot differentiol set
to provide dose volume of 100 gollons
(2.5" floot differentiol for 2,000 iot. tonk)
ONE PIECE, TWO COMPARTMINT,
2,OOO GALLON SEPTIC TANK
Liouid Level v
Bioiube@ Pumo Voult
(t',looet evusz-1 s1 9-L)
Rev. 1.a (z/el)
Pump Selection for a Pressurized System - Single Famity Residence Project
PAPA PROJEQT / 354 CR 311, SILT, CO
Parameters
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
OriliOe Spacing
Residual Head
Flow Meter
'Add-on' Friction Losses
Calculations
2.00
35
40
2.00
None
10
11
40
2.00
4
38
40
1.00
3/1 6
4
5
None
0
feet
feet
inches
teet
inches
inches
fbet
inches
inches
feet
feet
inches
feet
160
140
120
100
80
60
Minimum Flow Rate per Orifice 0.97
Number of Orifices per Zone 40
Total Flow Rate perZone 39.7
Number of Laterals per Zone 4
% Flow Differential lsuLast Orifice 6.2
TransportVelocity 3.8
Frictional Head Losses
c,(,
IL
IoF
(!o
!
.9
Eoc
o
E
oF
40
gpm
gpm
o/o
fps
0
feet
feet
feet
feet
feet
feet
feet
Logs through Discharge
Loss in Transport
Loss through Valve
Loss in Manifold
Loss in Laterals
Loss through Flowmeter
'Add-on' Friction Losses
Pipe Volumes
3.1
0.9
0.0
0.1
0.9
0.0
0.0
20
PumpData
01020 30 40 50
Net Discharge (gpm)
60 70 B0
Vol ofTransport Line
Vol of Manifold
Vol of Laterals per Zone
Total Volume
6.1
1.9
6.8
14.8
gals
gals
gals
gals
Minimum Pump Requirements
PF5005 High Head Effluent Pump
50 GPM, 1/2HP
1151230V 10 00H2, 200/230V 30 6OHz
PF5007 High Head Effluent Pump
50 GPM, 3/4HP
r,ov 1A 6OHz, 200/230/460V 30 6OHz
PF5010 High Head Effluent Pump
50 GPM, lHP
2gOV 1A 60H2,200/460V 3b60Hz
PF5015 High Head Effluent Pump
50 GPM, 1-1l2HP
23oV 1A 60H2, 200V 3Z 60Hz
Design Flow Rate
Total Dynamic Head
39.7
'19.9
gpm
feet
$Y$'lEr-JS
Elfr.{qElimr'fir.!(@[
System Curve: -
Pump Curve:'**'
Pump Optimal Range: -
jt:
Operating Point: *
0
Design Point:
APPENDIX A
SOILS AND PDRCOLATION REPORT
TOM CRONK ENGINEERING INC.
10
TOM CRONI( ENGINEERING, lnc.
1737 -24- Road, Grand Junction, CO 81509
Grand Junction (970) 640-5029. Clenwood Springs/Aspen (970) 640-5029. Montrose/Delta (970) 640-5029
Email:@msn.com
Date:
Prepared by:
Clierrt:
Property address:
Tax schedule No.:
LegalDescript.:
1.0 Soils Evaluation
SOILS AND PERCOLATION REPORT
April2l,2025
Thomas A. Cronk, P.E.
1131 -24- Road
Grand Junction, CO 81505
(970) 640-s029
John and Debbie Papa
c/o Extreme Construction
970-640-9244
merv@extconstructi on.com
354 County Road 311, Silt, CO 81652
2179-104-00-176
The site consists of approxirnately 11.19 acres of cr.rltivated native soil. Drainage is approxirnately l% to
the soutlr. A percolation test/soils evaluation was conducted on the property of reference on 0412112025
by Torn A. Cronk, registered professional engineer (R.P.E).
The perc excavation trenoh was extended to a depth of 72" below ground surface (BGS). There was no
evidence of ground water in the open excavation to a depth of '12" BGS. The high seasonal water table,at
thetimeof inspection,wasestirnated at60'? BCs,Thesoilsevaluationindicatestwodistinctsoilhorizons
underlie the site. A lithological description follows:
depth (in.) description
0" - 48" sand, gray (USDA - sand, single grained, structureless, Soil Type -l)
48 - 72" minor gravel in gray sand matrix, (USDA - sand, single grained, structureless,
Soil Type -1)
Percboles were constrr"rcted at tlre surface and at depths of approxirnately 30 in, and 42 in. The lioles
11
2.0 Limitations
This document is representative of the site conditions clisclosed at the specific tirne of the site
investigation' Site conditions are subject to change from external evepis both manmade (irrigation or
water featurc construction) and naturally occun'ing (flooding or excessive prccipitatio'). Tom Cronk
Engineering lnc. is not responsible and accepts no liability for any future variation in site conditio's.
Tom Crorrk Engineering Inc. represents this repoft has been prepared withil the limits prescribed by the
owner and in accordance with the current accepted practice of the civil engineering profession in the area.
No wamanty or representation either expressed or imptied is included or ilitended i-n'this report or in anyofour contracts.
appeared to be well saturated at the time of the test. Results of the percolation test are shown in Table I
TABLE 1
Percolation Test Results
354CR3rr
Depth v2025 Time
Drop
Perc
Rate
min/hr
l4:00 l4:30
0" - 12"7.125 9.t25 30t2.0 l5
30 -42"5.5 7.5 30t2.0 15
42" - 54"25 5.5 drv 30t3.0 IO
SEAL
Cronk, P.E.
Date
a
12