HomeMy WebLinkAboutEngineer's OWTS Design Planotnr7 S GTLITHOMPSON
February 21,2025
Jim and Connie Baker
1155 County Road 237
silt, co 81652
Subject:Soil Evaluation and
Onsite Wastewater Treatment System (OWTS) Design
Proposed Baker Residence
1 155 County Road 237
(a.k.a. Parcel No. 2127253000072)
Garfield County, Colorado
Project No. GS06931 .000-1 32
As requested, we have prepared this Soil Evaluation and Onsite Wastewater
Treatment System (OWTS) Design for the proposed residence at the subject location.
The soil evaluation is required by the Garfield County Board of Health (BOH) to charac-
terize subsurface conditions where OWTS are to provide sewer service for residential
dwellings. Design documents are included with this report. This report and information
should be presented to the BOH for the application of the septic permit. We previously
provided a Soils and Foundation lnvestigation for the subject site (see CTLIT Project No.
GS06931.000-120-R1, reportdated December 17,2024). We are concurrently perform-
ing structural engineering services for the proposed residence.
PROPOSED CONSTRUCTION
A modular, single-family residence is proposed at the subject site. We under-
stand the residence will be supported by a traditionalfooting foundation system with a
structurally supported main levelfloor. The residence will contain 3 bedrooms. The resi-
dence will be accessed by an existing gravel driveway. The approximate location of the
proposed residence is shown in Figures 2 and 3.
SITE DESCRIPTION
On January 26,2025, a site evaluation was conducted by a representative of
CTLIT. The 4O-acre parcel addressed as 1155 County Road 237 is located west of Har-
vey Gap Road near Silt, Colorado as shown on Figure 1. The proposed building area is
accessed via a shared gravel driveway that starts on the west side of Harvey Gap Road.
The site is an agricultural parcel used for grazing livestock and growing hay. A manmade
pond is constructed along the north property line. The proposed building area is im-
proved with multiple shed structures. An irrigation ditch lined with boulders is constructed
along the west side of the gravel driveway. The irrigation ditch is utilized on a semi-
regular basis in the summer, depending on neighboring water needs. lt is our under-
standing, based on conversations with the Client and property owner, that the irrigation
ditch diverts water away from the proposed STA location, leaving this portion of the
property dry. The irrigation ditch was dry at the time of our site investigation. A buried
irrigation lateral is constructed along the east side of the property line.
1F
500 Brian Avenue, Unit A, PO Box2122 | Silverthorne, CO 80498 | Phone: 970453-2047 | www.ctlt.com
The ground surface in the area of the proposed STA slopes down to the south at
approximately 6 percent. The landscape position of the test site is LL slope shape, as
represented in the EPA's Onsife WastewaterTreatment Systems Manual. Ground cover
at the proposed soil treatment area (STA) consisted of grass and sage brush.
Potable Water
Potable water is to be supplied by an existing well located at the approximate lo-
cation shown in Figure 2. A minimum distance of 10 feet must be maintained between
the septic tank and water supply lines. A minimum distance of 5 feet must be maintained
between the sewer and effluent transport lines and the water supply line. To the best of
our knowledge, based on records research, the proposed STA is located greater than
100 feet from any existing wells.
Surface Water Features/Setbacks
A minimum setback distance of 50 feet must be maintained between the irriga-
tion ditch and the septic tank, sewer and effluent transport lines, and STA. Maintaining
50 feet between the irrigation ditch and the septic tank, effluent transport lines, and sew-
er lines is not feasible. The sewer and effluent transport lines should be cased entirely
according to the BOH OWTS Regulations Table 7-1, Note 2. We can reduce the setback
distance between the irrigation ditch and the septic tank by lining the irrigation ditch with
a 30 mil PVC liner, as shown in Figurc 3.
A minimum setback distance of 25 feet must be maintained between the buried
irrigation lateral and the septic tank, sewer and effluent transport lines, and STA. A min-
imum setback distance of 10 feet must be maintained between the property line and all
OWTS components. The minimum setback distance between the septic tank and a lined
irr"igation ditch is 10 feet. A minimum setback distance of 5 feet must be maintained be-
tween the proposed residence and the septic tank.
Prior to construction, we recommend that a professional land surveyor stake the
components of the OWTS to ensure that minimum setback distances can be maintained
SUBSURFACE CONDITIONS
The subsurface conditions were investigated by observing the excavation of two
profile pits (see Figure 2 and Figure 9). Subsurface conditions encountered in the pits
consisted of approximately 12 inches of topsoil. Beneath the topsoil, we encountered
loam soils to a depth of 8 feet in Pro-1 and Pro-2. The loam soils contained 0-10 percent
gravel in Pro-1 and up to 35 percent gravel below 5 feet in Pro-2. The soils had a granu-
lar structure shape, moderate structure grade and friable consistence. The loam soils
classified as Soil Type 2. No limiting layers (bedrock or indications of groundwater) were
noted in the profile pits at the time of our subsurface investigation.
SOIL TREATEMENT AREA - CHAMBERS IN BEDS
The STA size is designed based on the loam as the receiving soil, which was de-
termined to be SoilType 2 in Table 10-1 of the BOH OWTS Regulations. The OWTS
Regulations provide minimum STA sizes for OWTS design. Refer to Figures 3 through 8
and Appendix B for recommendations for OWTS components. All components of the
2
BAKER RESIDENCE
1 155 COUNTY ROAD 237
crLlr pRoJEcr No. GS06931.000-132
ffi
OWTS shall meet or exceed BOH regulations. Our STA recommendations are based on
the following criteria:
*Table 6-1 of the BOH
OWTS Desisn Results
Minimum Recommended
Baseline STA Size 525 ft2 576 ftz
Number of Chambers 43.8 48
Septic Tank Size* (Gallons)1,000 1,250
* Tabte g-1 of the BoH oWTS regutations.
A representative of CTLIT shall observe the ground surface at the STA bottom to
verify conditions are as expected. The STA bottom shall be scarified prior to chamber
placement. Wheeled traffic that can compact the soil and impede percolation must be
avoided in the STA excavation. Grazing of livestock above the STA can also compact
the soil and must be avoided before, during, and after construction.
Surface Drainaoe
The STA must be protected from concentrated surface runoff before, during, and
after construction. Final grading shall provide for either sheet flow over the STA or a
swale shall be provided on the uphill side of the STA to divert surface runoff around the
STA. Ponding water above the STA must be avoided, or the STA could be hydraulically
overloaded and fail prematurely.
SEPTIC AND DOSE TANKS
A minimum 1,OOO-gallon septic tank is required for a 3-bedroom residence. We
recommend a Front Range Precast, 1,250-gallon, three compartment electric lift
septic tank. An Orenco Systems PF-5005 high head effluent pump should be
placed within a Biotube Pump Vault placed in the lift station chamber of the tank
See Exhibit B.
a
a We should be advised to revise our recommendations if future bedrooms or other
items that may result in an increase of flow or strength of wastewater are
planned.
o The tank must be set level. The excavation bottom should be free of large rocks
and other objects that could damage the tank. A 4- to 6-inch-thick leveling course
of CDOT Class 6 base course aggregate is recommended.
3
BAKER RESIDENCE
1 155 COUNTY ROAD 237
CTLIT PROJECT NO. GS06931 .000-1 32
Design Requirements
No. of Bedrooms 3
Design Flow Rate *450 spd
Tvpe 2Receiving Soils
TL1Treatment Level
0.6 sal/ft'zldavSoilApplication Rate
Adjustment Factors for
Chambers in Bed o.7
a
a
Tank should be backfilled in accordance with manufacturer's recommendations.
A minimum of 2 feet and maximum of 4 feet of soil cover should be provided over
the tank. Soll oan bo mounded over the tank to aohleve the 2 foot mlnlmum soll
cover. Risers should be used to extend the lids to finished grade. Exposed lids
should be secured against unauthorized entry. Bottom risers should be sealed
watertight to top of tank.
a Tank must meet County Regulations
EFFLUENT PUMP
An Orenco Systems PF-5005 high head effluent pump should be used to pres-
sure-dose the STA. The pump should be housed within a Biotube Pump Vault in
the lift station chamber of the septic tank.
a
a Pump should be capable of a flow rate of 32.5 gallons per minute at 19.8 feet of
total dynamic head. The distribution laterals have a volume of approximalely 22
gallons. Along with the transport pipe and manifold, the total volume is about 35
gallons. The on-off float within the lift station chamber should be set 16 inches
apart to dose about 105 gallons. There will be minimal drain back to the dose
tank. Based on the design flow of 450 gpd, the pump will dose between 4 and 5
times per day. A pump performance curve is provided in Exhibit B.
Pump should have a quick-disconnect within 24 inches of the access lid to allow
for routine maintenance and replacement.
Set high-water alarm float to allow for 3OO-gallon reserve, or as much as practi-
cal.
Pumps, floats, and control panel to be wired to dedicated circuit. Final connection
by licensed electrician. All connections to be separate from tank environment and
weathertight to prevent corrosion.
A signal device must be installed that will provide a recognizable indication to the
user should the pump fail/malfunction. This indication orwarning must be a visual
and audible signal located within visual and audible range of the user.
A cycle or elapsed time meter is required to be installed within control panel
a
a
a
SEWER LINE
a
BAKER RESIDENCE
1 155 COUNTY ROAD 237
cTLIT PROJECT NO. GS06931.000-132
a
The sewer line from the building to the septic tank should not be less than the di-
ameter of the building drain and not less than 4 inches in diameter. The sewer
pipe should have a rating of SDR35 or better.
The sewer line must be cased entirely according to BOH OWTS Regulations Ta-
ble 7-1, Note 2.
4
Sewer pipe should be sloped at 2% minimum from the building to the septic tank
except for the last 5 feet, which should be sloped no more than 4o/o to help limit
disturbance of solids in the tank.
A minimum of 40 inches of soil cover should be provided over the sewer pipe.
Paved areas, patios, or other areas without vegetative cover may be more sus-
ceptible to frost. 2-inch blue board insulation (R-10 min.)should be used in any
frost susceptible areas where 40 inches minimum cover cannot be achieved.
The sewer pipe should be bedded in compacted T,-inch roadbase or native gran-
ular soils provided that the native soils contain no angular rocks or rocks larger
than2Tz inches in diameter to help prevent settlement of the pipe. Sags could
cause standing effluent to freeze and damage piping.
lnstall cleanout pipes within 5 feet of the building foundation, where the sewer
pipe bends more than 45 degrees for every 40 feet of length or more, and every
100 feet of sewer pipe. We recommend using a double-sweep cleanout where
possible.
All 90-degree bends should be installed using a 90 degree long-sweep or by us-
ing two 45-degree elbows.
EFFLUENT TRANSPORT PIPE
Effluent transport pipe shall consist of 1.S-inch diameter Schedule 40 PVC pipe,
or stronger, and be installed from the dose tank to the STA manifold piping.
It is imperative that the transport line completely drains between pump cycles,
otherwise freezing will occur. We estimate the high point of the line will be at the
lift station chamber. The piping must be sloped a minimum of 2o/o to drain from
the dose tank to the STA. Sags along the effluent transport line create the poten-
tial for freezing and must be avoided.
A 1/4-inch weephole should be provided in the effluent transport pipe at the high
point within the lift station chamber to allow drainage after dosing.
The effluent transport pipe should be bedded in compacted lo-inch roadbase or
native soils provided that the native soils contain no angular rocks or rocks larger
than 2Tz inches in diameter to help prevent settlement of the pipe. Sags could
cause standing effluent to freeze and damage piping.
A minimum of 18 inches of cover soil should be provided over the effluent
transport pipe. Paved areas, patios or other areas without vegetative cover may
be more susceptible to frost. ln these areas, or if less than 18 inches of cover is
provided, the pipe should be insulated on top and sides with 2-inch-thick blue
board insulation (R-10 minimum). The effluent transport line must be insulated
beneath where it crosses beneath the proposed driveway.
BAKER RESIDENCE
1 155 COUNry ROAD 237
a
a
a
a
a
a
a
a
5
cTLIT PROJECT NO. G506931 .000-1 32
ffi
DISTRIBUTION LATERAL PIPE
Distribution lateral pipe shall consist of 1.5-inch diameter Schedule 40 PVC pipe,
installed level.
a
Piping should be perforated as noted on STA Plan View, Figure 5.
A cleanout should be provided at the end of each lateral, see detail in Figure 7
I NSTA L LATION O B S
-E
RVATIONS
BOH will need to observe the OWTS during construction. BOH also requires that
the design engineer observes construction to verify substantial compliance with the de-
sign. BOH and our office should be given proper notice to observe the OWTS prior to
backfilling and any other stages of construction as required. lnstallation observations by
this office are not included in the cost of this study and will be billed to the client or oth-
ers as authorized by our service agreement.
MAINTENANCE OPERATION
The OWTS requires conscientious maintenance and operation to provide a rea-
sonable service life. The owner must consider that the OWTS does not have the same
"unlilrtited" capacity as a municipal sewer system. OWTS are slzed for a llmlted hydrau-
lic loading and exceeding that loading on a continual basis can harm the system and
cause irreparable damage. The septic tank should be checked periodically for scum and
sludge accumulation and pumped as necessary. Refer to Exhibit A for general mainte-
nance and operation considerations. An installer that is experienced and approved by
the BOH is recommended for the installation of the OWTS.
LIMITATIONS
Accepted industry standards, methods and state andlor county guidelines were
used to conduct this investigation. Exposure to subsurface conditions is limited from ob-
servations of profile pits. Variations of subsurface conditions present under the STA site
may exist from those observed in the profile pits. Typical wastewater flows and charac-
teristics for residential dwellings are provided by state and/or county guidelines. ln some
cases, actualflows and characteristics may vary substantially from typical estimates.
Wastewater strength is assumed to be typical residential. Some fixtures, such as gar-
bage disposals, washing machines, and water treatment systems, can increase demand
on the OWTS and additional flows should be accounted for in the capacity of the OWTS.
It would also be prudent to oversize the septic tank and/or STA for enhanced perfor-
mance and for future improvements to the residence.
This investigation is not absolute, and these variations may affect the perfor-
mance of the OWTS. BOH and CTllThompson should be notified if subsurface varia-
tions are observed during construction or if ther^e are any changes in the pr"oposed loca-
tion or construction. Due to variables, such as, but not limited to construction methods,
individual usage, maintenance habits, soil heterogeneity and climate, no warranty ex-
pressed or implied as to the longevity or performance of the OWTS is made. We en-
BAKER RESIDENCE
1 155 COUNTY ROAD 237
cTLIT PROJECT NO. G506931.000-132
a
6
ffi
courage owners of OWTS to visit www.nesc.wvu.edu for additional resources for litera-
ture about OWTS.
Due to the changing nature of onsite wastewater engineering standards and
practices, the information and recommendations provided in this report are only valid for
two years following the date of issue. Following that time, our office should be contacted
to provide, if necessary, any updated recommendations and design criteria as appropri-
ate. CTllThompson appreciates the opportunity to be a member of your team. lf you
have any questions regarding the information in this report, please do not hesitate to
contact us at your convenience
Very truly yours,
cTLl THOMPSON, INC Reviewed by:
Brittany Niggeler
Staff Engineer
Attachments
BAKER RESIDENCE
'1155 COUNry ROAD 237
oTLIT PROJECT NO. GS06931 000-132
Gregory A. Crum, P.E.
Principal Engineer
cc.
Exhibits A and B
Figures 1 through 9
iimbake1390@smail. com
conn ie. renee. baker@omail. com
7
EXHIBIT A
ONSITE WASTEWATER TREATMENT SYSTEM
MAINTENANCE AND CARE
Maintenance that involves possible human contact with sewage materials should be
conducted by a qualified professionalthat is aware of, and has experience in dealing
with biologic hazards, and implementation of precautionary methods to reduce the risk of
illness or injury caused by potentially hazardous conditions.
Routine Maintenance
For proprietary systems, inspection and maintenance of the system must be per-
formed in accordance with the manufacturer's recommendations.
At a minimum, maintenance must taken place every 6 months for higher level
treatment systems for the first year of operation, followed by annual inspections
for the life of the system or when holding tanks or vaults reaoh eighty peroent of
capacity.
Non-routine Maintenance
Leaks from faucets, toilets and other plumbing that drains into the sewer should
be repaired before the STA has been damaged.
Backfill materials in trenches and excavations may settle over time. Areas that
have settled should be refilled, re-graded and re-vegetated to promote positive
surface drainage away from OWTS components.
a Disposalof harsh chemicals and non-biodegradable items into the sewer should
be avoided.
Avoid septic tank additives. Some additives can damage your system. Under
normal conditions human wastes contribute sufficient "biology" to maintain activi-
ty of the system.
I
a
Avoid discarding garbage disposal grindings, fats and grease in the sewer
Liquid laundry detergents are preferred over powder detergents. Some powder
laundry detergents contain fillers that may not completely dissolve and contribute
to the sludge or scum. Septic tanks and filters may require more frequent service
if powder detergents are used.
a The surface and slopes of the STA should be seeded with a nativetype or
drought resistant vegetation cover to reduce erosion. Vegetation over the STA
should be kept mowed. Gardens should not be located over STAs.
a
a
a
a
a
BAKER RESIDENCE
1 155 COUNTY ROAD 237
CTLIT PROJECT NO. GS06931.000-132
Exhibit A-1
Maintain a packet that includes the OWTS design report, maintenance records,
phone numbers of the installer and septic tank pumper and other paperwork re-
lating to the OWTS in a readily accessible location.
Other Considerations
The system is designed for a finite hydraulic load. Overloading the system with
frequent peak loads and continuous high loads can harm the system. Continued
high sewer volumes not accounted for in the design of this system may require
additionalsoiltreatment area. Conventionally, the system is not intended to ac-
commodate hot tubs or spas.
Spread laundry loads through the week. Limit usage to one laundry load in a day
or 4 per week or upgrade the OWTS to accommodate additional flow.
Practice water conservation. lnstall water saving devices to reduce wastewater
volume.
lrrigation over the STA should be avoided or extremely limited. Watering over the
STA will add to the hydraulic loading, which can adversely affect the perfor-
mance, and longevity of the OWTS.
Plumbing from underground irrigation systems should not be allowed within 5
feet of the backfill of the STA.
Livestock and wheeled traffic or other activities that can compact the soil should
not be allowed over the STA.
Trees and shrubs should not be planted within the plant's root zone of the STA
Trees should not be planted so that the STA would be shaded as the tree ma-
tures. Consult with your local nursery for tree information.
Some water treatment systems produce significant amounts of "rejecf'water that
can increase hydraulic loading to the OWTS. The "reject" water is not considered
wastewater and does not need to be treated. Other uses for this water, such as
irrigation, should be considered before connecting the treatment system to the
sewer. The STA will need to be upgraded if significant amounts of "reject" water
are introduced into the system.
lnstaller:Phone Number:
Pumper:Phone Number:
BAKER RESIDENCE
1 155 COUNry ROAD 237
cTLIT PROJECT NO. G506931.000-132
a
o
o
a
a
a
a
a
Exhibit A-2
ffi
EXHIBIT B
Septlc Tank Product Sheet
Biotube Pump Vault - Technical Data Sheet
Pump Performance Curve
BAKER RESIDENCE
1 1 55 COUNry ROAD 237
cTLIT PROJECT NO. GS06931.000-132
EXHIBIT B
1250 Gal. Three Compartment Electric Lift Septic Tank
Ftffi FrsgS -
PLAN 2'X 1'Modified riser with Orenco
splice box float tree bracket,
optional concrete or other riser
system available, see page 102
#3 Lift loop
lnlet Outlet
5'S"
10'$'
SECTION
Butyl rubber
sealant r-ffi#'
o
'l'l 12" - 2" Cast-A-Seal
Gasket
4" Cast-A-Seal
Gasket
5'-10'
55"52"
Note: N.T.S.
e Monolithic tank meets ASTM C-1227 Spec. for water and wastewater structures.
r Butyl rubber sealant meets Fed. Spec. SS-S-210A. (Provided with tank)
e All plumbing shown in diagram is 4" SDR 35. (Provided with tank)
o Follow standard practice for installation of underground precast concrete
structures. (See page 2 for ASTM C-891 Summary)
-----{-L
--fl.-ll@24" Access
hole typical
Effluent pump (per specification)
/ alarm box, float tree, control
swiiches installed and pump
plumbed to slub-out including
preassembled pipes and fittings.
Connections to electrical source
by others.
35" A 58*
'-JT -'-' -
H \NA-I-ER-rrcH-r!':Z-Z-
Front Range Precast Concrete, lnc.
5901 Dexter Street, Unit 102, Commerce City, CO 80022
Phone (303).142-3207 -,tffi1X.;::f - Fax (303).r42-320e
Approximate Weights
Total
13,620|bs
Baffle Walls
1,820 lbs
Lid
3,370 lbs
Tank
8,430|bs
Discharge
per Gycle
Variable
6.6 Gal. /
Verticalinch
Llft Station
Ghamber
330 Gal.
Total Capacity: 1390 gallons
Gapacities
A(seilf's) B
420640
Part #
PCA-o00-267
/
\
/
A \
t_
\
I
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\
DSupport
pipes
G
c
F
Top view
Standard Dimensions, in (mm)2in (50mn
Specilications
Side cutaway view
H
A
B
c
D
E
3 (76)
4 $42)
17,3 (439)
16.6 (422)
1 2 (305)
Drain
valve
ball
Model PVU48-1818
F Vault height, in (mm) 48 (1219)
G Lowest float setting point, in (mm) 21 (533)
H lnlet hole height, in (mm). 18 (454
I Biotube cartridge height, in (mm) 18 (454
Biotube mesh opening, in (mm) 0.125 (3.2)
Filter flow area, fF (m'?) 4.4 (0.4)
Filter surface area, ft'(mJ 14.5 (1.35)
Maximum flow rate, gpm (Usec) 140 (B.B)
r May vary depending on the conliguralion ot the tank
PUU57-1819
s7 (1448)
29 (737)
1e (483)
18 (457)
0.125 (3.2)
4.4 (0.4)
14,5 (1,35)
140 (8.8)
PVU68-2419
E8 (1727)
35 (88e)
1e (483)
24 (610)
0.125 (3,2)
5,9 (0.5)
19,7 (1,83)
140 (8.8)
PVU84-2419
84 Q134)
51 02e5)
19 (483)
24 (610)
0j25 (3.2)
5.s (0.5)
1e.7 (1 .83)
140 (8.8)
PVU95-3625
e5 (241 3)
50 (1 270)
25 (635)
36 (914)
0.125 (3.2)
s.0 (0,84)
30 (2.7e)
140 (8.8)
NTD.GOP-PVU-5
Rev.1 @06/24
Page 2 ol2
0renco Systems@ . 800-348-9843 r +1 541-459-4449 . wwworenco,com
Pump Selection for a Pressurized System - singte Famity Residence Project
GS06931.000-132 / Baker Residence
Parameters
1.50
102
40
1.50
None
27
40
1.50
I
26
40
1.50
5132
5
5
None
0
inches
feet
Discharge Assembly Size
Transport Length
Transport Pipe Class
Transport Line Size
Distributing Valve Model
Max Elevation Lift
Manifold Length
Manifold Pipe Class
Manifold Pipe Size
Number of Laterals per cell
Lateral Length
Lateral Pipe Class
Lateral Pipe Size
Orifice Size
Orifice Spacing
Residual Head
Flow Meter
'Add-on' Friction Losses
Calculations
feet
feet
inches
inches
feet
inches
inches
feet
feet
inches
feet
160
140
120
100
80
60
40
20
gpm
gpm
n
o,oIL
EoF
dl!ot
(,
Et!
o
6
o
Minimum Flow Rate per Orifice 0.68
Number of Orilic€s per Zone 48
Total Flow Rate per Zone 32.5
Number of Laterals per Zone 8
% Flow Differential lsulast Orifioe 0.1
Transportvelocity 5.1
Frictional Head Losses
Yo
fps
Loss through Discharge
Loss in Transport
Loss lhrough Valve
Loss in Manifold
Loss in Laterals
Loss through Flowmeter
Add-on' Friction Losses
Pipe Volumes
3.2
8.2
0.0
0.5
0.0
0.0
0.0
feet
feet
feet
feet
feet
feet
feet 0
Vol of Transport Line
Vol of Manifold
Vol of Laterals per Zone
Total Volume
10.8
2.9
21.9
35.6
gals
gals
gals
gals
0 10 20
PumpData
30 40 50
Net Discharge (gpm)
60 70 80
Minimum Pump
PF5005 High Head Effuent Pump
50 GPM, 1/2HP
11 5/230V 10 6OHz, 2001230V 3g 60Hz
PF5007 Hish Head Effiuent Pump
50 GPM,3/4HP
23OV 1A 6OH42OU23O|46OY 3A 6OHz
PF5010 High Head Efiuent Pump
50 GPM, 1HP
23OV 1A 6OHz, 2OOI46OV 30 60Hz
PF50'15 High Head Effluent Pump
50 GPM, 1-1l2HP
230V 1A 6OHZ',200V 30 60Hz
Design Flow Rate
Total Dynamic Head
32.5
19.8
gpm
feet
@C,rencoW
System Curve:-
Pump Curve: '':
PUmp uprmar Kange:
Operating Point:O
o
Design Point:
tr
Nol to scolc
'ii. lr#r
.
iitr* _-
P rop ert y
Loco tion
3{
ftl 't
l!-. .f.t
gL
f-.
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;
BAKER RESIDENCE
1I55 COUNTY ROAD 237
cTLrT PROJECT NO. G806931.000-132
Vicinity Map
FIGURE 1
t0
-'\.
l t
'J',
., 1
u/-'r.
I
Approxi mate
Well
70.0'
"--t
\
2
i}
+
Propos
Residence
Location
Boulder
Wall &
Irrigation
Ditch
Grauel Dri
Shed----->'.
hed
) Pro-2 tFue
I
RESIOENCE
1155 COUNTY ROAD 237
T PROJECT NO. G506931
APPROXIMATE
SCALE: 1" = 50'
Locations of Profile Pits
FIGURE 2
Pro-1
Shed
t
+ffi
+
+
+
Min.6'
between
beds
+
+
(
I
I
I
I
I
I
I
I
I
,
I
I
I
I
///,/III
I
tt
APFROXIMATE
SCALE: '1" = 40'
I
I
I
I
I
I
I
I
I
I
I
I
I
tankresidence to
5-foot
transport lines cased
entirely according to
Regulations Table
7-1 Note 2
and sewer
H OWTS1O-foot
lined irrigation ditch to
septic tank.
ditch lined with 30 mil
liner or equivalent.
Section of setback
buried irrigation
lateralto
Bed 1
{---
1O-foot setback pro
components.
line to
setback from
inigation ditch to
Setbacks to Proposed
Location of OWTS
FIGURE 3
PROJECT GS06931.00G132
EAKER RESIDENCE
1155 COUNTY ROAD 237
Ir
I
ncentrated surface drainage, irriga
or runoff. Final grading to divert surfa
flow around STA, or sheet flow
STA. Standing water during and
m +
APPROXIMATE
SCALE: 1" = 40'
ffi+
\
+
+
4-inch sewer pipe and double
sweep cleanout within 5 feet of
foundation wall. Sewer pipe must be
sloped a minimum of 2o/o to drain to
septic tank.
BAKER RESIDENCE
1 1 55 COUNTY ROAD 237
cTLIT PROJECT NO. GS06931.000-132
+
+
\
+
\
/
I
,
I
I
I
I
/
I
I
I
Proposed Location of OWTS
FIGURE 4
1,250-gallon three compartment
electric lift septic tank. Fitted with a
high-head effluent pump in a Biotube
Pump Vault within the lift station
chamber. See Exhibit B. Top of tank
approximate elevation = 5,888'. Soi
may need to be mounded above top
of tank to create minimum 2-foot
nc.Front Range P
e
1.S-inch effluent transport line
at a minimum 2o/o to drain from high
point at septic tank down to each bed
in the
I
I
I
{
ili.::ij 'i
STA: 2, 12'x24'beds with 4 rows of 6
lnfiltrator Quick4 Plus Standard
Chambers each (24 chambers per
bed, 48 chambers total, Figures 5-7).
lnstalled on contour. Site grading must
maintain min. 1'and max. 3'cover
above top of chambers. lnfiltrative
surface approximate elevations =
5,883'.
Orenco high-pressure gate
installed in insulated sprinkler box to
ulate flows between Bed 1 and Bed
2. Ball valve not a suitable
Min. Soil Treatment Area = 529 tF
24 Quick4 Plus Standard@ Chambers each 48 Chambers total = 576 ftz ffi2 beds
Min.6'
separation IBeTZ
BAKER RESIOENCE
1 155 COUNTY ROAD 237
CTLIT PROJECT
^lO.
GS06931.000-1 32
STA Plan View
FIGURE 5
1.5O-inch transport line from dose
tank. Sloped at2% min. to drain
from high point down to STA.
Connected to manifolds with
tee-fittings as shown. Do not
connect directly to lateral,
1.S0-inch solid
manifolds.
lnstalled Level
U
4 rows of 6 lnfiltrator@ Quick4
Plus Std.@ Cha,nbers. 24
chambers per bed, 48 total.
-++-
-++-
1.S-inch Sch 40 PVC pipe with 6 (six) 5/32-inch orifice
holes per lateral at S-feet on-center (48 orifices total).
Orifice holes facing upward anc every fifth hole facing
downward. Orifice shields installed on downward
facing orifices. Hung from chamber tops. - See
Figures 6 through B.
Orenco high-pressure gate valve
installed in insulated sprinkler box to
regulate flows between Bed 1 and Bed
2. Ball valve not a suitable alternative.
!
Observation ports
at each corner of
each bed (8 total).
See Figure 7.
Distribution Lateral
Cleanouts. See Figure
7.
Slope
Establish Vegetative Cover.
3' max, 1' min. cover above
chambers. Seeded and
sloped to sheet flow. Grade
to prevent ponding above
STA.
Approximate existing ground
surface.
1'min.
Scarify ground surface
before placing chambers.
Avoid compacting infiltrative
surface.
1.50" diameter
perforated SCH40
PVC distribution
pipe installed level.
Suspend with
polypropylene zip
ties (minimum one
tie per chamber).
24 lnfiltrator@ Quick4 Plus Std.@
Chambers per bed with dispersal
lines hung from top.
STA CROSS SECTION
(NOT TO SCALE)
ffi
1'min.*l r-
Soil Type 2
. l*'mrn.
3H
1V:. 1' max cut from existing
t 'l="j
12' (4 rows of chambers
Notes:
1. One bed shown, two beds to match.2. Soil type must be confirmed by a representative of
CTLIT prior to construction of STA.3. STA must be protected from concentrated surface
runoff or flow. Standing water above the STA must
be avoided.
BAKER RESIDENCE
'1 155 COUNTY ROAD 237
cTLrT PROJECT NO. GS06931.000-132
STA Cross Section
FIGURE 6
ffi
SIDE VIEW
oo
oo
Quick4 Plus @
Standard
Ghambers
Dia. Observation PlpeAttach Threaded Cap with
5i32-lnch Hole Drilled in Top
for Squirt-Height Test
End Cap
Polypropylene Plastic Pipe Strap with 120 lbs
ensile Strength at Every Chamber Connection
1 j -lnch Ball
1 ! -lnch Long Sweep Elbow
or two 45 degrcc clbows Dispersal Line
per Design
END VIEW
Attach Threaded Cap with
5/32-lnch Hole Drilled in Top
for Squirt-Height Test
Use Hole Saw to Cut
Pre-Marked Circle.
Adapted from drawings provided by
lnfiltrator@ Systems lnc.
BAKER RESIDENCE
1 1 55 COUNTY ROAD 237
cTLtT PROJECT NO. GS06931.000-132
Distribution Lateral Cleanout Details
FIGURE 7
Box
(8 min.)
for
ground or place in lrrigation
arked Circle. Secure in
with a D Screw -lnch Ball
o
o
o
Small Valve Cover Box
or lrrigation Valve Box
at Grade. Fill Box with
Fiberglass lnsulation.
End Cap
ffi
I NFILTRATOR WATER TECHNOLOGIES
QUICK4 PLUS STANDARD CHAMBER
PRODUCT SPECIF ]CATIONS
(NOT TO SCALE)
INSPECTION PORT
2" diam.
TOP VIEW
SIDE VIEW
QUICK4 PLUS ALL.IN.ONE 12 END CAP
a(,
5o
END VIEW
INSPECTION PORT
4" diam.
1?',
PRESSURIZED PIPE DRILL
POINTS LOCATIONS
(2 PLACES)
-o
(EFFECTTVE LENGTH)
(^)
(,(,G)$, INVERT
Quick4 Plus Standard Chamber
Prod uct Specifications
FIGURE 8
BAKER RESIDENCE
1 155 COUNTY ROAD 237
cTLtT PROJECT NO. GS06€31.000-132
EoB
ffi
PRO-1
ELEV.=5,884'
PRO_2
ELEV.=5,884'
5,885 9,250
Approx. lnfiltrotive Surfoee
flav. = 5,885'
5,880 9,245
5,875 9,240
5,E70 9,255
5,E65 9,230
LEGEND:
TOPSOIL; cloyey sond, wilh roots ond orgonics, slighlly molsl, dork brown.
LOAM; 0-102 grovel ln Pro-l, up to 55 percent grovel below 5 feel ln Pro-2, gronulor siruclure shope,
moderols structure grode, frloble conslslence, 10 YR 5/8. Soll Type 2.
tro
o+
o
f
t
-1oo
+oolr
s
g
o
o
o
lrl
NOTES:
1. The plts wer€ €xcovoled wllh q lrock-mounled excovolor on 1/26/25.
2, No indicollons of seosonol groundwoler were noled ln lhe profile plls of the lime of excovollon. Groundwoter
levels con fluctuote. Tho plis wcre bockflllcd.
3. Pil locolions os shown in Figure 2 were meosured uslng slte feolures ond should be consldered opproxlmote.
4. Pll elevotlons ore eslimoled from topogrophy shown ln Figure 2 ond should be consldered opproxlmote. Relollve
elevollons were checked by hond level,
5. These profile pils ore subjecl lo lhe explonolions, limilolions ond conclusions conloined in ihis reporl.
BAKER RESIDENCE
'l 155 couNTY ROAD 237
cTLIT PROJECT NO. GS06931.000-132
Summary Logs of Profile Pits
FIGURE 9