HomeMy WebLinkAboutEngineer's OWTS Design PlanK-CRONK P.o. Bo,o
wack, co 8,;,,
970-250.0572 / kcuha}iIn.crrnik@ourlook.com
Onsite Wastewater Treatment System Design
March I8, 2025
Golden Project
439 Westbank Road
Glenwood Springs, CO 8I60I
Parcel No. 2395-02I-2-009
Lot 9 of Westbank Ranch Subdivision #2
Prepared By:
K-Cronk Engineering, Inc.
P.O. Box 140
Mack, CO 8I525
970-250-0572
Site History
There is an existing four -bedroom residence on the site that is served by an existing onsite wastewater
treatment system (OWTS). The existing septic tank is partially underneath a garage that was previously
added on to the residence. The new owner of the property would like to replace the existing system with a
modern one that is designed to accommodate a four -bedroom residential loading.
The site consists of approximately 1.06 acres of cultivated native soil. Drainage is approximately 3% to
the north. A soils evaluation and site study were conducted on the property of reference on 03/05/25 by
Kachayla R. Cronka. Soils evaluation trench A was located approximately 65' north of the south property
line and approximately 25' east of the west property line.
This OWTS design has been prepared for the project based on information disclosed during the site study
mentioned above. A discussion of the engineered OWTS design follows. The locations of the soil evaluation
trenches are shown on the Plot Plan included in this report.
Development of Design Parameters
Soils evaluation trench A was extended to a depth of 96" below ground surface (BGS). There was no
ground water or evidence of periodically saturated soils observed to a depth of 96" BGS. There was also
no limiting layer identified to a depth of 96" BGS. The soils evaluation indicates two distinct soil horizons
underlie the site. A lithological description follows:
depth in. description
0" — 12" sandy loam w/ organics, brown
(Soil Type 2, USDA — sandy loam, granular, moderate structure)
12" — 96" sandy loam, brown
(Soil Type 2, USDA — sandy loam, blocky, moderate structure)
Soils evaluation trench B was extended to a depth of 48" below ground surface (BGS). The soils lithology
matched that described for Trench A above.
Based on the results from the 03/05/25 soils evaluation, Soil Type 2 and the corresponding long term
acceptance rate (LTAR) of 0.60 are chosen for overall system sizing for a pressurized infiltrator trench soil
treatment area design to discharge to subsoils below the 24" depth.
a Kachayla R. Cronk holds a Certificate of Attendance and Examination from the CPOW Visual and Tactile
Evaluation of Soils Training.
Svstem Design
A pressurized 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. Gradin during construction may affect sloe therefore contractor shall verify slope
at time of installation. Soil treatment area orientation may be ad'usted per site variations to facilitate
consistent trench depth runnin arallel to final contours. The initial excavation shall be continued to
a level depth of 24" BGS (see Soil Treatment Area Cross Section). If consistent trench depth cannot be
maintained INFILMTOR chambers may be installed level at 24" minimum and 48" maximum BGS.
After removal of surface soils, the open excavations will be disked or scarified to promote subsurface
absorption. A lift station 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 Inc., 123 Elm Street, Suite 12, Old Saybrook, Connecticut 06475. Adjacent INFILTRATORS sbaIl
be fastened with a miniminn of three 3 3/a" self -tapping screws to prevent movement and separation durin
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
12" minimum of native soil backfill. The soil cap will be mounded 5% 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 1-1/2" Schd 40 PVC pipe with 5/32" holes equally spaced 36" 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).
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 1,250 gallon, two compartment septic tank is required to provide a minimum of 48 hours retention time
for sewage generated from the proposed project. A 500-gallon, single compartment pump chamber will be
placed down -gradient of the 1,250 gallon tank. Alternatively, a 1,500 gallon, concrete, two -compartment
septic tank may be used without 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: httns://c(li)he.colorado.gov/OW"I'S 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 Orenco filter (model #
FTW0436-28) shall be installed at the final outlet tee of the two -compartment septic tank to limit the size
of 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. The
2
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 three (3) trenches 3'
wide x 24" deep x 56' long with fourteen (14) INFILTRATOR (or equivalent) units each for a total of forty-
two (42) units. The soil treatment area will encompass an area of 504 sq. ft.
DESIGN CALCULATIONS
DESIGN LOADING RATE OF 3 BEDROOMS @ 150 GAL./BEDROOM-DAY = 450 gal./day
PLUS 4"' BEDROOM @ 75 GAL./BEDROOM-DAY = 525 gal./day
DESIGN LONG TERM ACCEPTANCE RATE (LTAR) = 0.60 GAL./SQ.FT./DAY
A LTAR'WHERE,
A = SOIL TREATMENT AREA (SQ. FT.)
Q= DESIGN FLOW (GAL./DAY)
LTAR = LONG TERM ACCEPTANCE RATE (GAL./SQ.FT./DAY)
A = � - = 875 SQ. 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 TREATMENT AREA = 875 SQ.FT. X 0.8 X 0.7 = 490 SQ. FT.
LENGTH OF 3' WIDE TRENCH REQ'D = 490 SQ.FT. / 3 FT. = 163.33 FT.
USE 3 TRENCHES WITH 14 QUICK4 STANDARD INFILTRATORS (or equivalent) EACH, FOR A
TOTAL OF 42 UNITS
SOIL TREATMENT AREA SIZED AT 3 TRENCHES 3 FT. WIDE X 56 FT LONG = 504 SQ. FT.
Installation - Setbacks. Notifications. and [ns ections
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.
Ali installation activities shall be conducted in accordance with current Garfield County OPPYS
Re idalrans. 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 desi&nengineer and Garfield County will be contacted to address any necessary design
modifications.
s. 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,
Dosing Tank
Building Sewer,
Effluent Lines
STA
spring/well/cistern
50
50
100
potable water supply line
10
5
25
structure w/ crawls ace
5
0
20
structure w/o crawls ace
5
0
10
property lines, piped or
lined irrigation
10
10
10
subsurface drain,
intermittent irrigation
10
10
25
lake, water course,
irri ation ditch, stream
50
50
50
cut slope steeper than
3H:1 V
10
10
25
septic tank
--
--
5
• Four -inch, 2-way clean out must be installed within 5' of the outside of the building.
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.
All unperforated pipe used for gravity flow of effluent, including pipe from the foundation to
the septic tank, 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
4
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.
• 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: 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 (9.60" float
differential for a single compartment, 500 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 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.
iv. Care should be taken in placing fill materials in the excavation to avoid damaging
the exposed soil surfaces.
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, 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 of the soil treatment area.
C
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 perforined. 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. 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 a� p, 0 0 L I CF
o'
61140
A ' W
� �A � (�
Kachayla . Cronk, P.E.
03 f/8�
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.
7
.A
f
1
1
approx. Loca
of exisiting
- exact loa
of fleld unk
but belleved
be on north
due to exls-
slope of pri
1
B
-West6..,i_ , >ad-
- soli eval, r
trenches
approx,
Location of
retaining wall
1.06 acre
GOLDEN PROJECT
439 WESTBANK ROAD
2395-021-02-009
PLOT PLAN
MARCH 18, 2025 NORTH
SCALE, 1'=40'
NOTE
EXISTING SEPTIC TANK TO BE
ABANDONED IN PLACE OR REMOVED.
IF THE TANK IS TO ABANDONED, IT
MUST BE PUMPED OUT PRIOR TO
CRUSHING, AND THE REMAINING
VOID IS TO BE FILLED WITH
GRAVEL, SAND, OR COMPACTED SOIL
NOTE
THE FOLLOWING SETBACKS MUST BE
SEPTIC
TANK
SPRINGS/WELLS 50'
LAKE/STREAM/IRRIG. DITCH-50'
INTERMITTENT IRRIG. DITCH-10'
GATED PIPE 10'
SOLID PIPE/LINED DITCH 10'
➢OMESTIC WATER CISTERN —50'
➢OMESTIC WATER LINE 10'
STRUCTURE W/CRAWLSPACE — 5'
�� Westbank Road-
MAINTAINED+ I
STA I
100'
50'
25'
25'
10' I
100'
25'
20'
STRUCTURE W/OCRAWLSPACE-5' 10,
PROPERTY LINE 10' 10,
drive
existing tank 4o
be abandoned In l
place or removed {
1 /
1,500 gallon, two
compartment L`
concrete septic ll
tank w/ effluent I
pump I
4 I
I SCHD 40
O f Glenn out
+I existing residence
SCHD 40 pressure
transport main (see
note addressing cover)
I
1
I
Isoil eva(.
trenches
A _
i
N-
I /f
.g
y� o�
soil treatment area (STA)
consisting of 3 rows of 14
Qu1ck4 Standard Infiltrators
(or equivalent) for a total of
forty-two units
� �haMber n iL repair area
F'�RpArdx. 6I' wi end ty T
1
caps,
1 � '
NOTE
CALL 811 FOR UTILITY LOCATES
GOLDEN PROJECT
439 WESTBANK ROAD
2395-021-02-009
SEPTIC LAYOUT PLAN
MARCH 18, 2025 NORTH
SCALE: 1'=30'
I
I
1.06 acres
a, I
a
0
L I
ro
I
I
I
I
approx. location I
of retaining wall
I
I
3
NOTE
CONTRACTOR TO VERIFY
SLOPE) SOIL TREATMENT
AREA ORIENTATION TO BE
ADJUSTED PER SITE
VARIATIONS TO FACILITATE
CONSISTENT TRENCH DEPTH,
RUNNING PARALLEL TO
CONTOURS,
K-CRONK
�)-�1� ���.1)j� � ,' h',1�"f1�13,ie1.�'1'1,11�•ai��l[llirl,lC.t'U111
NOTES FOR YOUR INSTALLER
This is a STAMPED, ENGINEERED design — yes, 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 time, 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 DEEPER than 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:
• 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 pressurizing the 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.
Kachayla Cronk, P.E. — (970) 250-0572
soil treatment area (STA)
consisting of 3 rows of 14
Qu1ck4 Standard Infiltrators
(or equivalent) for a total
of 42 units with pressure
dlstrlbutlon system as shown
1-1/2' SCHD 40 PVC pressure
Laterals with 5/32' holes spaced
36' o.c. Drll( holes at 12,00 o'clock
to direct discharge up to disperse
against top of chamber, typ. two
(2) of six (6)
SCREW DETAIL
NTS
,approx. 61' w/ endcaps, typ
—56' of chambers,typ
1
m 48', typ. rI
4' min. III Y i
(10recommended) a
t c
d
c a
_ E
u
O1
II I� L
` al
2' SCHD 40 r 2' SCHD 40 }
pressure pressure l
manifold transport main `
V
septic Influent —
from lift station
irovlde venting and observation/ba(an
ports at each end of Infiltrator
trenches as shown (see detail on So((
Treatment Area - Cross Section)
S❑IL TREATMENT AREA — PLAN VIEW
SCALE1 1'=10'
GOLDEN PROJECT
439 WESTBANK ROAD
2395-021-02-009
SOIL TREATMENT AREA -PLAN VIEW
MARCH 18, 2025
SCALE; 1'=10'
fasten adjacent Infiltrators
w/ (3) 3/4' screws at
approximately 10 o'clock, 12
o'clock, and 2 o'clock position,
typ.
INFILTRATOR_(QUICK4 STANDARD
OR EQUIVALENT), INSTALL IN
ACCORDANCE WITH 'INFILTRATOR
TECHNICAL MANUAL, INFILTRATOR
SYSTEMS INC., 123 ELM STREET,
SUITE 12, OLD SAYBROOK,
CONNETICUT 06475
SYNTHETIC FILTER FABF
(140-200 MESH) OVER
INFILTRATORS, TYP.
1-1/2' SCHD 40 PRESSURE LATERAL
WITH 5/32' HOLES SPACED 36' O.C.
AT 12 O'CLOCK TO DIRECT
DISCHARGE UP FOR DISPERSION
AGAINST TOP OF CHAMBER (TYP. 1
OF 8)
PROVIDE VENTING/INSPECTION
PORTS AT EACH END CAP AS SHOWN
PROVIDE SANDY LOAM
SOIL CAP (MOUND 5%),
TYP, EXISTING
FGROUND
DISK OR SCARIFY {
36' i 4-min.
2' SCHD 40 PVC--(05preferrect>
PRESSURE MANIFOLD
FOR ALL LINES WITH LESS-T
INSTALLATION DIMENSIONS THAN 36' OF COVER, PROVIDE
TYPICAL OF ALL TRENCHES MIN. 1/8' FALL PER 12' RUN
FOR DRAIN BACK TO LIFT
NOTE, STATION, TYP,
IF CONSISTENT TRENCH DEPTH 2' SCHD 40 PVC PRESSURE'
CANNOT BE MAINTAINED, TRANSPORT LINE FROM LIFT
INFILTRATOR CHAMBERS MAY BE STATION
INSTALLED LEVEL AT 24' MIN.
AND 48' MAX BGS
S❑IL TREATMENT AREA — CROSS SECTI❑N
(TYPICAL 3 OF 3)
SCALES 1'=10'
SOILS LOG NOTES
#1 SOIL TYPE 2, USDA - SANDY LOAM, GRANULAR, MODERATE STRUCTURE
#2 SOIL TYPE 2, USDA - SANDY LOAM, BLOCKY, MODERATE STRUCTURE
NO GROUNDWATER OR EVIDENCE OF PERIODICALLY SATURATED SOILS
PRESENT TO A DEPTH OF 96' BELOW GROUND SURFACE (BGS)
ELEVATION DESIGN SPECIFICATIONS
DESIGN DISTANCE FROM FOUNDATION LINE TO SEPTIC TANK = 20'
DESIGN DISTANCE FROM SEPTIC TANK TO SOIL TREATMENT AREA = 150'
ASSUMED ELEVATION OF GROUND SURFACE AT ENTRY TO SOIL TREATMENT AREA = 100.00,
ELEVATION OF INFILTRATIVE SURFACE OF SOIL TREATMENT AREA = 98,00'
ASSUMED INVERT ELEVATION OF SEWAGE LINE AT EXIT FROM FOUNDATION LINE = 96.15'
INVERT ELEVATION OF SEWAGE LINE AT ENTRY TO SEPTIC TANK = 95.50'
SUSPEND PRESSURE LATERAL
WITH ALL WEATHER PLASTIC
PIPE STRAP WITH 120 LBS
TENSILE STRENGTH AT EVERY
CHAMBER CONNECTION, TYP.
PROVIDE MIN. 1/8'--
FALL PER 12' RUN
FOR DRAIN BACK TO
PRESSURE MANIFOLD,
TYP,
-12'
L_� -96,
SOILS LOG
(SEE NOTES)
GOLDEN PROJECT
439 WESTBANK ROAD
2395-021-02-009
SOIL TREATMENT AREA - CROSS SECTION
MARCH 18, 2025
SCALE, AS SHOWN
4' SCHD 40 PVC
VENT/INSPECTION
PORT
SOIL CAP\ 3/4' THREAD CAP
3/4' THREAD NIPPLE TO
SURFACE FOR CLEAN OUT
AND PRESSURE BALANCING
(END OF LATERAL ONLY)
1-1/2' SCHD 40 PVC PRESSURE
LATERAL WITH 5/32' HOLES
SPACED 36' O.C. AT 12 O'CLOCK
TO DIRECT DISCHARGE UP FOR 3/4' THREAD TEE
DISPERSAL AGAINST TOP OF
INFILTRATOR
PRESSURE LATERAL CONSTRUCTION DETAIL
SCALE: 1 "=1'
mI
^�\
W
f�
V J
C)
O
cz
CU
Q
Q
cz
O
CU
L
O
^E
W
rC/)
V J
E
=3
n
W
v�
cn
E
w
z
00
°?
z
�
rn
T
¢
O
N
co
N
m
O
r
3
w
U `o
J
M
O
w
C
¢
w
m
a
g
N o 0
x
�
w
O C
R
00
Ln
n
m
w
v
Q v
3
R
Q) N
U O
EL
N U
2 U
� O
� O
� m
U) —
O N
C7 �
v fn
v �
CO C
'v
V)
N
v —
v+•-
N
LZ J
,O 3
N
E L O
>T O
E U v o
QN 0 0
v c
rn � o, E
=O.EE
c
U C c O 0 U
U
N a-
O _
2 v
C
0
O � N
O O J
� U �
0 0
Co
� C
> > 0
a W m
L
1
O
�
C
ra
O E
O
U.�
_v0
WYofaN
0
CU�-ozQ-om
-j
PQ
T �'
V)
zwo>
w3I x
I
A In IL U
IIE
J0',0�2: Q�
OMMDQ
ILF
l7�WIL2:
�
� O
O C N
cn
U
V7 V7 O
0
a3
0
O
U) >
v 0 O E
_ o 0 0- o
T
CD
o t aci c -
O U) v U v = CL O
Q U Q c c
w v c
o
I-
x
v
E 0 (7 c
c v
— o
0 CD v—
rn a>i c 0 a
O v °' o 0
ono
N C + O
CO O O a)E Q E o
v E
o=3o o c
a I >
(D a)
��
��
a
rn, c v v
:E -co
a�-
E a cD
a O M
1
y
U
d
N
v
a+
0
0
LO
0
O
C
cn
O
_0
J
2 O
0 �
LLJ
N
Of
Pump Selection for a Pressurized System - Single Family Residence Project
GOLDEN - 439 WESTBANK
Parameters
Discharge Assembly Size
2.00
inches
Transport Length
150
feet
Transport Pipe Class
40
Transport Line Size
2.00
inches
Distributing Valve Model
None
Max Elevation Lift
20
feet
Manifold Length
26
feet
Manifold Pipe Class
40
Manifold Pipe Size
2.00
inches
Number of Laterals per Cell
6
Lateral Length
24
feet
Lateral Pipe Class
40
Lateral Pipe Size
1.50
inches
Orifice Size
5/32
inches
Orifice Spacing
3
feet
Residual Head
5
feet
Flow Meter
None
inches
'Add -on' Friction Losses
0
feet
Calculations
Minimum Flow Rate per Orifice
0.68 gpm
Number of Orifices per Zone
54
Total Flow Rate per Zone
36.5 gpm
Number of Laterals per Zone
6
% Flow Differential 1 st/Last Orifice
0.2 %
Transport Velocity
3.5 fps
Frictional Head Losses
Loss through Discharge
2.7
feet
Loss in Transport
3.4
feet
Loss through Valve
0.0
feet
Loss in Manifold
0.2
feet
Loss in Laterals
0.0
feet
Loss through Flowmeter
0.0
feet
'Add -on' Friction Losses
0.0
feet
Pipe Volumes
Vol of Transport Line
26.1
gals
Vol of Manifold
4.5
gals
Vol of Laterals per Zone
15.2
gals
Total Volume
45.9
gals
Minimum Pump Requirements
Design Flow Rate
36.5
gpm
Total Dynamic Head
31.2
feet
f�
Orenco
Y
12
160
140
1
Pum Data
10 20 30 40 50 60 70
Net Discharge (gpm)
Legena
System Curve:
Pump Curve:
Pump Optimal Ranger
Operating Point:
Design Point: