HomeMy WebLinkAboutOWTS Design Report 04.24.2019K -LA
Kumar & Associates, Inc.
Geotechnical and Materials Engineers
and Environmental Scientists
5020 County Road 154
Glenwood Springs, CO 81601
phone: (970) 945-7988
fax: (970) 945-8454
email: kaglenwood@kumarusa.com
An Employee Owned Company www.kumarusa.com
Office Locations: Denver (HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs, and Summit County, Colorado
001. Asse[rAlP:.
30
�Irdye p �rsoi, ••
i u.w8ki,m.rufa.wm
9-201
ONSITE WASTEWATER TREATMENT SYSTEM DESIGN
PROPOSED OFFICE BUILDING
LOT 9, BIG R COMMERCIAL PARK
28485 HIGHWAY 6
GARFIELD COUNTY, COLORADO
PROJECT NO. 19-7-143.02
APRIL 24, 2019
PREPARED FOR:
Z CONSTRUCTION
ATTN: LARRY ZUGSCHWERDT
0311 HANDY DRIVE
CARBONDALE, COLORADO 81623
(icon structionbuilders( email.coni)
TABLE OF CONTENTS
INTRODUCTION - 1 -
PROPOSED CONSTRUCTION - 1 -
SITE CONDITIONS - 1 -
SUBSURFACE CONDITIONS - 2 -
OWTS ANALYSIS - 4 -
DESIGN RECOMMENDATIONS - 4 -
SOIL TREATMENT AREA - 5 -
OWTS COMPONENTS - 6 -
OWTS OPERATION AND MAINTENANCE - 9 -
OWTS HOUSEHOLD OPERATION - 9 -
OWTS MAINTENANCE - 10 -
OWTS CONSTRUCTION OBSERVATION - 10 -
LIMITATIONS - 11 -
FIGURES
FIGURE 1 - OWTS SITE PLAN
FIGURE 2 - USDA GRADATION TEST RESULTS
FIGURE 3 - SOIL TREATMENT AREA CALCULATIONS
FIGURE 4 - SOIL TREATMENT AREA PLAN VIEW
FIGURE 5 - SOIL TREATMENT ARE CROSS SECTION
FIGURE 6 - DISTRIBUTION LINE CLEANOUT DETAIL
ATTACHMENTS
VALLEY PRECAST 1,000 GALLON, THREE -CHAMBER SEPTIC TANK DETAIL
ORENCO PF3005 PUMP PERFORMANCE CURVE
Kumar & Associates, Inc. Project No. 19-7-143.02
INTRODUCTION
This report provides the results of an onsite wastewater treatment system (OWTS) design for the
proposed office building located on Lot 9, Big R Commercial Park, 28485 Highway 6, east of
Rifle, Garfield County, Colorado. The purpose of the report is to provide design details for the
OWTS in accordance with the 2018 Garfield County Building Department Onsite Wastewater
Treatment System Regulations and the Colorado Department of Public Health and
Environmental Regulation #43. The services were performed as part of our agreement for
professional services to Z Construction dated February 15, 2019. We previously conducted a
subsoil study for foundation design for the office building and presented our findings in a report
dated March 12, 2019, Project No. 19-7-143.
PROPOSED CONSTRUCTION
The building will be a single story, wood frame structure, about 28 by 40 feet in plan size, and
located in the extreme southern part of the lot as shown on Figure 1. The floor will be
structurally supported over crawlspace with a finish elevation slightly above the existing ground
surface. The proposed soil treatment area (STA) for the OWTS will be located to the north of
the pavement area shown on Figure 1. Water service is provided by a well near the southeast
corner of the lot, see Figure 1.
If proposed construction is different than that described, we should be contacted to re-evaluate
our design recommendations.
SITE CONDITIONS
The lot is currently used for equipment and materials storage and has undergone some minor
grading and concrete and asphalt paving. The minor grading appeared to consist primarily of
gravel surfacing. The terrain is relatively flat with a slight slope down to the south at about 1%
Kumar & Associates, Inc. Project No. 19-7-143.02
2
grade. There are no nearby surface water features. We are not aware of any nearby water wells
in the except for the one on the subject Lot 9.
SUBSURFACE CONDITIONS
The field exploration for the OWTS was conducted on April 4, 2019. Four profile pits (Profile
Pits 1, 2, 3 and 4) were excavated with a backhoe at the approximate locations shown on Figure
1 to evaluate the subsurface conditions at alternate planned soil treatment areas for the OWTS.
The pits were logged by a representative of Kumar & Associates. Logs of the profile pits are
provided below.
Log of Profile Pit 1
Depth
USDA Classification
0-1'
0-2'
FILL; silty gravel and sand, medium dense, moist, brown.
1'-4'
LOAM; moderate blocky structure, medium stiff, moist, brown.
4'-8'
LOAM; moderate blocky structure, medium stiff, moist, brown.
SANDY LOAM; massive structure, medium stiff, moist, brown
•
Disturbed bulk samples obtained from 3 to 4 feet and 6 to 7 feet.
•
Bottom of pit @ 8 feet.
•
No. free water or redoximorphic 'moire.; observed at time of pit excavation.
Log of Profile Pit 2
Depth
USDA Classification
0-1'
0-2'
FILL; silty gravel and sand, medium dense, moist, brown.
FILL; silty gravel and sand, medium dense, moist, brown.
2'-4'
4'-8'
LOAM; moderate blocky structure, medium stiff, moist, brown.
SANDY LOAM; massive structure, medium stiff, moist, brown
4'-8'
Disturbed bulk samples obtained from 6 to 7feet.
SANDY LOAM; massive structure, medium stiff, moist, brown
•
•
Bottom of pit @ 8 feet.
No free water or redoximorphic. features observed at time ofpit excavation.
Log of Profile Pit 3
Depth
USDA Classification
0-1'
FILL; silty gravel and sand, medium dense, moist, brown.
1'-4'
LOAM; moderate blocky structure, medium stiff, moist, brown.
4'-8'
SANDY LOAM; massive structure, medium stiff, moist, brown
•
Disturbed bulk samples obtained from 6 to 7feet.
Kumar & Associates, Inc.
Project No. 19-7-143.02
3
• Bottom of pit @ 8 feet.
• No free water or redoximor phic features observed at time of pit excavation.
Log of Profile Pit 4
Depth
USDA Classification
0'-4'
LOAM; moderate blocky structure, medium stiff, moist, brown.
4'-8'
SANDY LOAM; massive structure, medium stiff, moist, brown
•
Disturbed bulk samples obtained from 2 to 3 feet.
•
Bottom of pit @ 8 feet.
•
No free water or redoximor.hic features observed at time o .it excavation.
The soils encountered in profile pits consisted of nil to about 2 feet of man -placed granular fill
overlying Loam to a depth of about 4 feet underlain by Sandy Loam to the pit depths of 8 feet.
Hydrometer and gradation analyses were performed on a disturbed bulk sample of the soils from
Profile Pit 4 from 2 to 3 feet depth with the results provided on Figure 2. The tested sample
(minus No. 10 size sieve fraction) classified as Loam per the USDA system. Based on the
subsurface conditions, the soils have been classified as Soil Type 2A per State regulations. No
free water was encountered in the pits nor indications of seasonal high groundwater observed at
the time of excavation.
In addition to the two profile pits, percolation testing was performed in two shallow holes hand -
dug holes in the bottom of backhoe pits adjacent Profile Pits 1 and 4 on April 4, 2019. The
percolation rates in the test holes averaged about 20 to 30 minutes per inch (mpi), typical of a
Loam to Sandy Loam soil. Percolation test procedures outlined in Colorado Department of
Public Health and Environmental Regulation #43 were not utilized and the results were only
used for comparison with the soil profile pit evaluations.
Based on the subsurface conditions and laboratory testing, the soils at the STA have been
classified as Type 2A per State regulations, which equates to a long-term acceptance rate
(LTAR) of 0.50 gallons per square foot per day.
Kumar & Associates, Inc. Project No. 19-7-143.02
4
OWTS ANALYSIS
Based on the site conditions and profile pit evaluations, the evaluated areas should be suitable for
a pressure -dosed infiltration disposal system. Due to set -back requirements and the paved
storage areas of the site, the STA will need to be located up-slope and to the northeast of the
proposed building and existing pavement. The system will consist of chambers in a trench
configuration. The STA will be sized for four employees in the proposed office building and an
average daily flow of 35 gallons per employee and using an LTAR of 0.50 gallons per square
foot per day for the natural soils.
The sewage will gravity flow from the office building to the septic tank for primary treatment
and then be pressured -dosed on a regular basis to the STA for dispersal and final treatment. The
STA will consist of one trench with Infiltrator chambers. Due to the setback distance from the
well and the elevation change to the STA, the system needs to be pressure dosed. The pressure -
dosing to the STA allows for a reduced field size.
A 100 feet minimum setback from the STA and a 50 feet minimum setback from the septic tank
are required to the existing well located in the southeast corner of the lot. The set -backs are
shown on Figure 1. Based on site measurements, the well appears to be approximately 240 feet
from the STA and 55 feet from the septic tank. Also, the STA is about 2 feet higher in elevation
than the ground surface at the building site. The location of the STA and septic tank with respect
to the well should be confirmed prior to construction to verify adequate set -back. The waterline
from the well to the building should have adequate set -back from the OWTS components.
DESIGN RECOMMENDATIONS
The design recommendations presented below are based on the proposed construction, the site
and subsurface conditions encountered and our experience in the area. A layout of the proposed
OWTS components is provided on Figure 1. If conditions encountered during construction are
different than those that are described in this report, please contact us to re-evaluate our design
recommendations.
Kumar & Associates, Inc. Project No. 19-7-143.02
5
SOIL TREATMENT AREA
• The STA will consist of one trench with 14 Infiltrator Quick 4 Plus Standard chambers
placed in the native Loam and Sandy Loam soils. A pressure distribution system will be
used to disperse the effluent to the trench on a regular basis.
• The STA was sized based on an LTAR of 0.50 gallons per square feet per day.
• Each chamber was allowed 12 square feet of area. A 20% reduction in the STA was
applied for pressure dosing to a trench and a 30% reduction of the STA size was applied
for use of Infiltrator chambers in a trench configuration. The total STA is 168 square
feet. Soil treatment area calculations are shown on Figure 3.
• Distribution lines, consisting of 1.5 -inch diameter, Schedule 40 piping, with'/8-inch
orifice holes drilled at 4 -foot centers near the center of the infiltrators, should be installed
along the complete length of the infiltrators, see Figure 4. The distribution lines should
be suspended approximately 2 inches from the top surface of the infiltrators by pipe ties.
The orifice holes should face up toward the infiltrator surface above.
• A %-inch hole should be drilled on the bottom of each end of the distribution pipe to
allow for complete drainage of the distribution line following pressure dosing. Install
splash plates below drain holes.
• The trench should be oriented along ground contours to minimize soil cut and cover.
• The base and sidewalls of the trench excavations should be scarified prior to the chamber
placement.
• A minimum of 12 inches and a maximum of 24 inches of cover soil should be placed
over the chambers.
• Backfill should be graded to deflect surface water away from the STA and should be
sloped at 3 horizontal to 1 vertical or flatter.
• Disturbed soil should be re -vegetated as soon as possible with a native grass mix. No
trees, shrubs or other plants with deep roots should be planted on or near the STA as this
may damage the system piping.
• Four -inch diameter inspection ports should be installed vertically into the knockouts
provided in the Infiltrator end caps. Install vents at each end of the trench. The
inspection port piping should be screwed into the top to the chambers and should not
Kumar & Associates, Inc. Project No. 19-7-143.02
- 6
extend down to the ground surface inside the chambers. The inspection ports should
extend at least 8 inches above the finished ground surface or be protected in a valve box
at finished grade.
• A plan view of the STA is presented on Figure 4 and a cross section of the STA is
presented on Figure 5.
• Cleanouts are required at the end of the distribution line. See Figure 6 for the cleanout
detail.
OWTS COMPONENTS
Recommended OWTS components provided below are based on our design details and our
experience with the specific component manufacturers. Equivalent components may be feasible
but need to be approved by us prior to construction.
Septic Tank
• A 1,000 gallon, three -chamber septic tank (1,500 gallons total) can be used for primary
treatment and dosing to the STA. The first two chambers of the tank will be utilized for
treatment and settling, and the third chamber will contain the dosing pump. A detail of
the tank is provided as an attachment to the report.
• A submersible effluent pump enclosed in a Biotube Pump Vault will be installed in the
third chamber.
• The tank must be a minimum of five feet from the office building and from the STA.
The tank must be a minimum of 10 feet from any potable water supply lines. The tank
must be a minimum of 50 feet from the well.
• The tank must be set level. The excavation bottom must be free of large rocks or other
objects that could damage the tank during placement. A road base or gravel bedding
material may be needed to prevent tank damage during placement and act as a leveling
course.
• The tank lids must extend to final surface grade and made to be easily located.
• Install the tank with 2 feet minimum cover soil for frost protection. Maximum tank soil
cover is 4 feet.
Kumar & Associates, Inc. Project No. 19-7-143.02
7
Sewer Pipe
• The sewer line to the septic tank should not be less than the diameter of the building
drains and not less than 4 inches in diameter.
• The sewer pipe should have a rating of SDR35 or stronger.
• The sewer pipe should be sloped between 2% to 4% to help limit disturbance of solids in
the tank and potential sewage bypass of the first chamber of the tank. If a steeper slope is
needed, this can be accomplished with vertical step-downs in the sewer line.
• A minimum 36 inches of cover soil should be provided over the sewer pipe. Paved areas,
patios or other areas without vegetative cover may be more susceptible to frost and we
recommend 48 inches of soil cover over the sewer pipe in these areas, and the pipe be
insulated on top and sides with 2 -inch -thick blue foam insulation board. If adequate soil
cover is not possible, we should be contacted for re-evaluation prior to installation.
• The sewer pipe should be double encased with larger diameter Schedule 40 PVC pipe the
entire length of the sewer line due to encroachment on the 50 feet setback to the well.
The encasing pipe should be sealed at both ends.
• The sewer pipe should be bedded in compacted 3/4 inch road base or native soils provided
that the native soils contain no angular rocks or rocks larger than 2'/2 inches in diameter
to help prevent settlement of the pipe. Sags in the pipe could cause standing effluent to
freeze and damage the piping.
• Install cleanout pipes within 5 feet of the building foundation, where the sewer pipes
bend 90 degrees or more and every 100 feet of sewer pipe.
• All 90 -degree bends should be installed using a 90 -degree long -sweep or by using two
45 -degree elbows.
• The sewer line location shown on Figure 1 is considered conceptual. We assume that
there will be only one sewer line exiting the office building. It is the responsibility of the
owner/contractors to locate all sewer line exit locations and connections to the septic
tank. We should be notified if there are other sewer lines exiting the building.
Effluent Transport Piping
• The effluent transport pipe should be 1.5 -inch diameter Schedule 40 piping sloped at a
2% minimum to drain back to the septic tank from the trench.
Kumar & Associates, Inc. Project No. 19-7-143.02
8
• The effluent transport pipe should be bedded in compacted % inch road base or native
soils provided that the native soils contain no angular rocks or rocks larger than 2Y2
inches in diameter to help prevent settlement of the pipe. Sags could cause standing
effluent to freeze and damage to the piping.
• A minimum 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. We recommend 48 inches of soil cover over the effluent pipe and insulation with at
least 2 inches of rigid foam insulation in these areas. If adequate cover soil is not
possible, we should re-evaluate the condition prior to installation.
• The effluent pipe should be double encased with larger diameter Schedule 40 PVC pipe
underneath driveway surfaces and be provided with at least 48 inches of soil cover and be
insulated on top and sides with 2 -inch -thick foam insulation board.
• All 90 -degree bends should be installed using a 90 degree long -sweep or by using two
45 -degree elbows.
Effluent Pumping System
• An Orenco PF3005, 115 -volt, submersible effluent pump with a 1.25 -inch diameter
discharge assembly, or equivalent, will be required for effluent pumping.
• The maximum effluent transport distance from the pump discharge to the STA estimated
to be 200 feet.
• The elevation difference from pump discharge to the STA is estimated to be 4 feet.
• The pump should be enclosed in an Orenco Biotube Pump Vault for effluent filtering and
protection of the pump from vibration.
• An equivalent pump must be capable of operating at 6.5 gallons per minute at 9.9 feet of
total dynamic head. A pump performance curve is provided as an attachment to this
report.
• The floats should be set to provide a dose volume of approximately 102 gallons. The
actual dose volume will be about 81 gallons assuming 21 gallons of drainback in the
transport line. To achieve the desired dose volume, the upper ("ON") and lower ("OFF")
floats should be set approximately 10 inches apart.
• The flow differential between the first and last orifices is estimated to be 0.6%.
Kumar & Associates, Inc. Project No. 19-7-143.02
9
• The high-water alarm float should be placed approximately 3 inches above the "ON"
float in the dose tank. The high-water alarm must be wired on a separate electrical circuit
from the pump.
• A Y8 inch diameter weep hole should be drilled in the effluent transport line prior to
exiting the dose tank so the transport line can drain after each pumping cycle.
OWTS OPERATION AND MAINTENANCE
The OWTS will require periodic inspection and maintenance to function properly. A properly
designed, installed and maintained system can greatly increase its lifespan. The level of
maintenance will vary depending on the complexity of the system and water use habits of the
residents. We recommend that an OWTS Operation and Maintenance (O&M) Manual be
developed. Depending on the complexity of the system, a contract with an OWTS maintenance
provider may be prudent. Below are some basic recommendations for the OWTS O&M.
OWTS HOUSEHOLD OPERATION
• Use of high efficiency water fixtures is recommended to decrease the hydraulic load on
the OWTS system.
• Fix plumbing leaks immediately as this may cause a hydraulic overload of the soil
absorption system.
• Do not irrigate the area on top of or directly upgradient of the soil absorption field as this
may cause a hydraulic overload.
• Do not dispose of household waste down drains as this may clog or damage OWTS
components. Examples of household waste includes: dental floss, cotton swabs, coffee
grounds, paper towels, feminine products and many other kitchen and bath items.
• Use of kitchen garbage disposals is not recommended. If a garbage disposal is utilized,
kitchen wastewater should be screened thoroughly. Many kitchen solids are not
decomposed in the septic tank and may cause increased tank pumping frequency.
• Do not dispose of household chemicals, greases, oils, paints, hot tub water or water
softener backwash in household drains. A separate drywell, if feasible, may be necessary
Kumar & Associates, Inc. Project No. 19-7-143.02
- 10 -
for hot tub water or water softener backwash disposal.
• Limit the use of bleach as this may harm useful bacteria in the septic tank and soil
absorption system.
• Liquid dishwasher and clothes washer detergent is recommended for households served
by an OWTS. Clay substances used as fillers in powder detergents may result in
clogging of the soils absorption system.
• The effluent in septic tanks can freeze during extended periods of non-use in cold
weather. We recommend that a tank heater be installed in this system to help prevent
freezing.
OWTS MAINTENANCE
• Inspect the septic tank, pump, pump vault filter and STA at least annually for problems or
signs of failure.
• The filter should be cleaned annually by spray washing solids into the first chamber of
the septic tank.
• The septic tank should be pumped and cleaned every 3 to 5 years depending on use.
Longer pumping intervals may increase the amount of solids that reach the STA, which
may shorten its life span.
• Pumping of the septic tank should take place when the level of the sludge and scum
layers combined take up 25 to 33% of the capacity of the first chamber of the tank.
OWTS CONSTRUCTION OBSERVATION
The Garfield County Building Department requires that the designer of the system provide a
record drawing and certification of the OWTS construction (As -Built inspection). We should be
provided with at least 48-hour notice prior to the installer needing the inspections. Prior to
issuance of our certification letter, we require observation of all system components prior to
backfill. The number of site visits required for the inspection will depend on the installer's
construction schedule.
Kumar & Associates, Inc. Project No. 19-7-143.02
-11 -
LIMITATIONS
We have conducted this design in accordance with generally accepted engineering principles and
practices in this area at this time. We make no warranty either expressed or implied. The
recommendations provided in this report are based on the site conditions, profile pit evaluations
and soil texture analysis, the proposed construction and our experience in the area. Variations in
the subsurface conditions may not become evident until excavation is performed. If conditions
encountered during construction appear different from those described in this report, we should
be notified so that re-evaluation of the recommendations may be made.
This report has been prepared for the exclusive use by our client for design purposes. We are not
responsible for technical interpretations by others of our information. As the project evolves, we
should provide continued consultation and field services during construction to review and
monitor the implementation of our recommendations, and to verify that the recommendations
have been appropriately interpreted. Significant design changes may require additional analysis
or modifications to our design.
It is our opinion that the designed location of the OWTS components does not violate any
setback requirements of the current Garfield County Regulations with the exception of the sewer
line which has been addresses in the design portion of this report. Below is a table of common
minimum horizontal setbacks to OWTS components. Refer to the Garfield County Regulations
for a complete list of required setbacks. We recommend the OWTS components be surveyed by
a Professional Colorado Land Surveyor.
Table 1 - Common Minimum Horizontal Setbacks from OWTS Components
Kumar & Associates, Inc.
Project No. 19-7-143.02
Wells
Water
Supply
Line
Occupied
Dwelling
Lined
Ditch
or
Lake
Lake,
Irrigation
Ditch,
Stream
Dry
Ditch
or
Gulch
Septic
Tank
STA
100'
25'
20'
10'
50'
25'
5'
Septic Tank
50'
10'
5'
10'
50'
10'
G
-
Building
Sewer
50'
5'
0'
10'
50'
10'
-
Kumar & Associates, Inc.
Project No. 19-7-143.02
- 12 -
Please contact us for any necessary revisions or discussion after review of this report by Garfield
County. If you have any questions, or if we may be of further assistance, please let us know
Respectfully Submitted,
Kumar & Associates, Inc.
/mite -
Shane M. Mello, Staff Engineer
Reviewed by:
David A. Young, P.E.
SMM/ljf
��0,04��avee�0 6y 11
Kumar & Associates, Inc. Project No. 19-7-143.02
-TD HIGHWAY 6
25 0 25 50
SCALE -FEET
C❑
LHT 9 IL6
+w
3IG R LJ
1MERCIAE 5
PARK �p
II r
T
iu
PR❑FILE
PIT 3�•
PROFILE PIT 4
PAVEMENT
--100 FEET
SETBACK
TO WELL
uJ
w
50 FEET
SETBACK
TO WELL
w
PIT 2■
CONCRETE
RAMP
PR FILE
' PR FILE
PIT
4 ■
PROPOSE
28' x
OFFIC
S❑IL TREATMENT
AREA CONSISTING
OF ONE ROW OF 14
INFILTRAT❑R QUICK
4 PLUS STANDARD
CHAMBERS
■
-1Y6" DIA SDR -35
EFFLUENT
TRANSPORT LINE
/PROPOSED VALLEY
PRECAST 1,000 GALLON
THREE CHAMBER SEPTIC
TANK WITH AN ❑RENC❑
PF3005 EFFLUENT PUMP
INSTALLED IN THE
THIRD CHAMBER
4" DIA SDR -35
SEWER LINE
ENCASED BY 6" DIA
SCH-40 PIPE
20' WELL ND
'UT�LITY ACCESS ASEMENT
WELL
CLEANOUT
LEGEND
• PROFILE PIT
- PERC❑LATI❑N
TEST HOLE
19-7-143.02
Kumar & Associates
OWTS SITE PLAN
Fig. 1
HYDROMETER ANALYSIS
SIEVE ANALYSIS
24 HRS 7 HRS
45
TIME READINGS
IMI
1L+
I '•
U.S. STANDARD
I•^
SERIES
-e-
CLEAR
-
SQUARE OPENINGS
_
" " -" too
too
_MIN ..15.MIN_eQMIy1?
_J_
90
1
—
—
—
20
80_1_
_
—
70
_
_
_
I
30
6,0
- --
-
—
_
_
_ _
_ _
—4
40
i
50
—
50
—
_
-- ..
—-.
_J'::.
40—
—
..�
_
_
60
jj....
30
— —
70
80
20
-
-
10
90
— —
}
0
.001
.002
1 1 1 1-1 1
.006 :009 .019
L 1 1
.037
.045
i I.L. 1.1.1 __ t.—J.—.1 1 d I I 1 I_:IJ_1.•1_L.L_
.108 .250 .500 1.00 2.00 4.75 0
DIAMETER OF PARTICLES IN MILLIMETERS
5 10
1 1 1 1 1 1 I.1.1...L..
36.1 76.2 127
152
— 100
200
SILT
SAND
GRAVEL
CLAY
FINE CO.
f
V. FINE FINE I MEDIUM CO V CO.
FINE MEDIUM I COARSE
COBBLES
.002 mm .02 .05 .1 .25 .5 1 2 mm 5 20 76
SAMPLE OF: LOAM
FROM: PROFILE PIT 4 AT 2 TO 3 FEET
ENTIRE SAMPLE
GRAIN SIZE
SIEVE SIZE
% FINER
PARTICLE SIZE DISTRIBUTION %
(mm)
COBBLES
0
127.00
5"
100
GRAVEL
0
76.00
3— "
100
35
i 38.10
1-1 J2"
100
_SAND
SILT
43
i 19.05
3/4"
100
CLAY
22
T 9.50
3/8"
100
4.75
#4
100
2.00
10
100
1.00
#18
100
PORTION OF SAMPLE
0.50
#35
100
PASSING #10 SIEVE
0.25
#60
97
0.106
#140
84
PARTICLE SIZE DISTRIBUTION %
0.045
#325
65
SAND
35
SILT
43
GRAINSIZE
(mm)
TIME PASSED
(min)
% FINER
TOTAL
PERCENT
PASSING
CLAY
SAMPLE RETAINED
OF MATERIAL
3/4" SIEVE:
22
ON #10 SIEVE:
RETAINED ON #10
N/A
0%
SIEVE
0.037
1
59
0.019
—
4 46
0.00919
36
0.005
60
30
_
0.002
435
22
0.001
1545
18
NOTE: Hydrometer Analysis was performed on a These test results apply only to the
bulk sample following screening of all material tailing porch were teased. Ina
P 9 9 Feeling report shall not be reproduced,
larger than the #10 sleve (2.0 mm) per USDA except In full, without the written
guidelines. approval of Kumar & Associates, Inc.
Sieve analysts testing Is performed In
accordance with ASTM D422, ASTM C136
and/or ASTM D1140.
19-7-143.02
Kumar & Associates
USDA GRADATION TEST RESULTS
Fig. 2
OWTS SOIL TREATMENT AREA CALCULATIONS
In accordance with the Garfield County OWTS Regulations and the Cobrado Department of Public Health
and Environment's Regulation #43, the soil treatment area was calculated as folows:
CALCULATION OF OWTS DESIGN FLOW:
Q = (F)(B)(N)
WHERE:
Q = DESIGN FLOW
F = AVERAGE FLOW PER PERSON PER DAY
N = NUMBER OF EMPLOYEES
PROPOSED COMMERCIAL BUILDING:
F=
N=
Q=
CALCULATION OF OWTS SOIL TREATMENT AREA:
MINIUMUM TREATMENT AREA = Q = LTAR
WHERE:
Q=
LTAR (SOIL TYPE 2A) =
MINIMUM SOIL TREATMENT AREA =
REDUCTION FACTOR FOR CHAMBERS =
REDUCTION FACTOR FOR PRESSURE DOSING TO TRENCH =
MINIMUM SOIL TREATMENT AREA WITH REDUCTION =
35 GALLONS PER DAY
4 PERSONS
140 GALLONS PER DAY
140 GALLONS PER DAY
0.5 GALLONS/FP/DAY
280.0 SQUARE FEET
0.70
0.80
157 SQUARE FEET
AREA PER INFILTRATOR QUICK 4 STANDARD CHAMBER = 12 SQUARE FEET
TOTAL CHAMBERS NEEDED = 14 CHAMBERS
NUMBER OF TRENCHES = 1
CHAMBERS PER TRENCH = 14 CHAMBERS
TOTAL NUMBER OF CHAMBERS AS DESIGNED = 14 CHAMBERS
TOTAL SOIL TREATMENT AREA = 168 SQUARE FEET
19-7-143.02
Kumar & Associates
SOIL TREATMENT AREA CALCULATIONS Fig. 3
CLEANOUTS INSTALLED
AT END OF DISTRIBUTION
LATERAL.
SEE FIGURE 6 FOR DETAIL
1.5' SCH. 40 PVC
DISTRIBUTION PIPE WITH
h" DIAMETER HOLES
DRILLED AT 4 FOOT
CENTERS ON TOP OF
EACH PIPE. PLACE HOLES
NEAR CENTER OF EACH
CHAMBER. PIPE TO BE
INSTALLED LEVEL AND
SECURED WITH 120 LB.
MIN. TENSILE STRENGTH
CABLE TIES AT EACH END
OF EACH CHAMBER.
INFILTRATOR
QUICK 4 PLUS
STANDARD
CHAMBERS IN
ONE TRENCH. 14
CHAMBERS IN
TRENCH.
INSTALLED LEVEL.
INFILTRATOR
QUICK 4 PLUS
STANDARD
END CAP
DRILL ONE B" DIAMETER HOLE ON THE BOTTOM
OF EACH END OF DISTRIBUTION PIPE TO
ALLOW FOR COMPLETE DRAINAGE. INSTALL
SPLASH PLATES BENEATH DRAIN HOLES
10 0 10 20
SCALE—FEET
4 INCH DIAMETER PVC OBSERVATION
PORTS INSTALLED VERTICALLY INTO
KNOCKOUTS PROVIDED IN END CAPS.
INSTALL VENTS AT EACH END OF EACH
TRENCH. REMOVABLE LID TO BE
PLACED ON TOP OF PIPE. PIPE MUST
STICK UP AT LEAST 8 INCHES ABOVE
FINISHED GRADE OR BE PLACED AT
GRADE IN AN ACCESSIBLE VALVE BOX.
PIPES SHOULD NOT EXTEND TO SOIL
SURFACE AND SHOULD BE SECURED
TO CHAMBER WITH SCREWS OR
COUPLINGS TO PREVENT SLIDING
DOWNWARD.
1.5' DIAMETER
SCH. 40 SOLID
PVC PIPE
SLOPED AT 2%
MIN. TO DRAIN
BACK TO DOSE
TANK
Notes:
1. Chambers should be installed level on a scarified ground surface. Concrete sand may be used as a leveling course if
necessary.
2. Care should be taken by the contractor to avoid compaction of the native soils in the trench areas. The base and side walls of
trench excavations should be scarified prior to chamber installation.
3. Changes to this design should not be made without consultation and approval by Kumar & Associates.
4. Refer to the 2018 Garfield County Onsite Wastewater System Regulations for other applicable specifications.
19-7-143.02
Kumar & Associates
SOIL TREATMENT AREA PLAN VIEW
Fig. 4
Infiltrator Quick 4 Plus
Standard Chamber
Installed Level
12" min. 24" max.
Cover Soil Graded
to Deflect Surface
Water
Approx. Existing Ground Surface
Scarify ground surface prior
to chamber placement.
Excavate 36"
Wide Trench
Notes:
1. Chambers should be installed level on a scarified ground surface. Concrete
sand may be used as a leveling course if necessary.
2. Care should be taken by the contractor to avoid compaction of the native soils in nwmf
the trench areas. The base and side walls of trench excavations should be 2.5 0 2.5 5
scarified prior to chamber installation. SCALE—FEET
3. Changes to this design should not be made without consultation and approval
by Kumar & Associates.
19-7-143.02
Kumar & Associates
SOIL TREATMENT AREA CROSS SECTION
Fig. 5
Install 6" valve box at
ground surface
Ground Surface
Backfill valve box to bottom
of cap with onsite soil
Insulate lid with 2"
blue board
3111
APPROXIMATE SCALE:
1 INCH = 3 FEET
1.5" Sch. 40,
threaded cap
1.5" Sch. 40, 90° long -sweep
or two 45° elbows
Notes:
1. All piping, fittings and valves should be Sch. 40 PVC.
2. Install distribution line cleanouts at the end of each distribution line.
19-7-143.02
Kumar & Associates
DISTRIBUTION LINE CLEANOUT DETAIL
Fig. 6
Pump Selection fora Pressurized System - Commerical Project
Lot 9, Big R / Garfield County
Parameters
Disch ripAssertlySee 125 ids
Tramp:Ma 200 Teel
TraspatFipeClass 40
TrasportLneSize 150 iches
DisIrbireVateMcdal Nae
Na<Beam ut 4 Test
MaifaldLegh 0 feet
Weribld PpeClass 40
!Mitt]Pee Sze 150 iGhes
Nurbaalaaatsper Cel 1
Lard Lehigh 56 Teel
Lead PipeClass 40
LardFpeSze 150 aches
orifceSte 1,8 fiches
orifceSpacig 4 feet
Radial Heal 5 feet
Ron/Meer Nae ichhes
Hdd•a'FricfenLasses 0 feet
Calculations
ftru runFbavRapper&ifce Q43 gpm
NurbercfOrifcesper Zae 15
TotlFbNRdeacZcre 65 gpm
Nurtacrldualsper Zane 1
%FbrvDireietfel1sN.astOrke 0.6 %
Trasppt\&x l 1.0 is
Frictional Head Losses
Lae traxjh D ischaw 0.3 feet
LcssnTraspat 05 feet
Lcssfra r{�,Velee 0.0 feet
LcssOD feet
Loss nLatrals 0.1 feet
IsestroughFbAgneer 0.0 fest
'Adi.a FriciaLosses 0.0 fed
Pipe Volumes
VdodTraspptLine 212 gad
VddMaibid 0.0 at
VdcfLairalsware 5.9 gad
TdelVdure 27.1 gals
Minimum Pump Requirements
Desig,Flonft& 6.5 gpm
TadDynsnicHeal 9.9 feet
Total Dynamic Head, TDH (Feet)
300
250
200
150
100
50
4
moosi
ti
00
5 10 15 20 25
Net Discharge (gpm)
30
35
40
s
CO
Dreammr
r.r.
hcormeated
Clyangi elm uzid
PumpData
PF3005Hi HeedEI.HtPurp
30GPM, 12HP
115230) 10 03Hz203V 3060Hz