HomeMy WebLinkAboutEngineer's OWTS Design ReportCCI ENGINEERING 1131 -24- Road
Cronk Construction inc. Grand Junction, CO 81505
Grand Junction (970) 250-0572 • Glenwood Springs/Aspen (970) 250-0572 • Montrose/Delta (970) 250-0572
Email: Kachayla.cronk@outlook.com
ONSITE WASTEWATER TREATMENT SYSTEM DESIGN
Date: May 31, 2023
Prepared by: Kachayla R. Cronk, P.E.
Cronk Construction Inc.
1131 -24- Road
Grand Junction, CO 81505
970-250-0572
Type of Design: Commercial
Client: Meeker Sand & Gravel
Westslope Holdings LLC
PO Box 1479
Meeker, CO 81641
c/o TPI Industrial Inc.
2471 Riverside Parkway, Unit A
Grand Junction, CO 81505
970-243-4642
justin@tpi.com
Property address: 110 Gas Ct., Rifle, CO 81650
Tax schedule No.: 2177-182-01-005
Legal Descript.: Lot 5, West Rifle Industrial Park
1
1.0 Site History
The site consists of approximately 2.64 acres of uncultivated native soil. Drainage is approximately 1 %
to the south. A soils evaluation was conducted on the property of reference on 04/12/2023 by Kachayla
R. Cronk, registered professional engineer (R.P.E.). The soils evaluation trench was located
approximately 35' north of the existing chainlink fence on the southern boundary of the property, and
approximately 65' west of the east property line.
The owner of the property wishes to construct a concrete batch plant on the site that will contain one'/2
bath and a utility sink. The 04/12/23 site study was conducted to provide design parameters for a new
onsite wastewater treatment system (OWTS) sized to service the property.
An OWTS design has been prepared for the project based on information disclosed during the 04/12/23
site investigations. A discussion of the engineered OWTS design follows. The 04/12/23 soils evaluation is
attached for reference as Appendix A. The site plan and location of the 04/12/23 soils excavation is
shown on the attached plot plan.
2.0 Development of Design Parameters
The soils evaluation trench was extended to a depth of 96" below ground surface (BGS). There was no
evidence of ground water or high seasonal water table in the open excavation 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" — 16" sandy clay, dark brown
(USDA — sandy clay, blocky, moderate structure)
16" — 96" sandy clay, light brown
(USDA — sandy clay, blocky, moderate structure)
As based on the results from the 04/12/23 site investigation (Appendix A), a long term acceptance rate
(LTAR) of 0.20 are chosen for overall system sizing for an infiltrator trench soil treatment area designed
to discharge to subsoils below the 36" depth.
11
3.0 System Design
An INFILTRATOR trench soil treatment area (STA) 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. Grading during construction may affect slope, therefore contractor shall verify slope
at time of installation Soil treatment area orientation may be adiusted per site variations to
facilitate consistent trench depth running parallel to final contours. The initial excavation shall be
continued to a level depth of 36" BGS (see soil treatment area cross-section). If consistent trench depth
cannot be maintained INFILTRATOR 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 discharging into pressurized effluent distribution laterals
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
shall be fastened with a minimum of -three (3) 3/4" x #8 self -tapping sheet metal or bright brass deck
screws to prevent movement and separation during 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 24" of native soil mounded 5% to promote surface run off away from the soil treatment
area.
Septic effluent will be introduced into the INFILTRATOR trench STA through pressurized distribution
laterals installed in each row of INFILTRATORS as shown in the attached graphics. The injection laterals
will consist of I" Schd 40 PVC pipe with 5/32" (0.15625") holes equally spaced 48" 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. 1201bs 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).
A 1,250 gallon, two -compartment septic tank will be used to retain sewage effluent from the project. A
screened effluent pump will be placed in the final down -gradient compartment of the septic tank. The
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 soil treatment area. The pressure main will be self -draining or be buried a minimum of 36"
below ground surface to prevent freezing. All pressure piping and soil treatment area construction shall
be completed in accordance with the attached graphics.
The installer must also confirm the setbacks from property lines, building envelopes, and existing
easements shown in the attached graphics are maintained. Four -inch clean outs shall be provided at
maximum 100' intervals in all gravity flow effluent lines exceeding 100' in length. Vehicle traffic and
parking is to be prevented over the soil treatment and repair area. It is recommended that the owner
provide fencing and/or bollards around the tank and soil treatment area to prevent any
unintentional vehicle traffic over the OWTS components. Provide minimum schedule 40 PVC under
all traffic areas. A minimum of 12" (18" recommended) of soil cover is required for all gravity flow
effluent piping, the septic tanks/lift station, and the soil treatment area (excepting septic tank/lift station
access ports which must be extended to the ground surface). Gravity draining effluent piping in traffic
areas with less than 36" of cover shall be encased in 6" CMP or flow fill and covered with minimum 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 -tight endcaps at all points within 5' of all domestic water lines. All OWTS components in traffic
areas shall consist of structural components (i.e., concrete tanks, structural manholes, 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.
Sewage loadings for the proposed OWTS will consist of use of a'/a bath facilities by employees as well as
from a utility sink. Six employees/day will utilize the'h bath facilities. Sewage Loading estimates
follows.
Use Loading/Occupancy Sewage Loading Daily Sewage Loadin
employees 6/8 hr. shift 20 gal./person-day ............................120 gal./day
utility sink daily facility cleaning 20 gal./day.......................................... 20 gal./day
TotalDaily Sewage Loading....................................................................................................140 gal./day
To assure functioning of the OWTS and to allow for expanded use, the OWTS will be designed to accept
a sewage loading of 300 gal./day.
The OWTS will be designed to accept sewage loadings from the project. As discussed above, a 1,250
gallon, two -compartment septic tank will be used to provide a minimum of 48 hours retention time for
sewage generated from the facility in addition to the displaced volume of the screened effluent pump. A
screened effluent pump will be installed in the final down -gradient compartment of the septic tank and
will be used to deliver septage effluent from the septic tank to the soil treatment area.
As discussed above, an INFILTRATOR trench STA is proposed to discharge septic effluent to the
underlying sub -soils. As shown in the attached graphics, the trench STA will consist of three (3) trenches
3' wide x 36" deep x 96' long with twenty-four (24) STANDARD INFILTRATOR (or equivalent) units
each for a total of seventy-two (72) units. The soil treatment area will encompass an area of 864 sq. ft.
(effective area of 1542.86 sq. ft.). Calculations and parameters used to size the soil treatment area follow.
M
DESIGN CALCULATIONS
DESIGN LOAD = 300 GAL./DAY
DESIGN LONG TERM ACCEPTANCE RATE (LTAR) = 0.20 GAL./DAY-SQ. FT.
A LTAR' WHERE,
A = SOIL TREATMENT AREA (SQ. FT.)
Q= DESIGN FLOW (GAL./DAY)
LTAR = LONG TERM ACCEPTANCE RATE (GAL./DAY-SQ. FT.)
A =!-" = 1500
0.20
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 = 1500 X 0.8 X 0.7 = 840 SQ. FT.
USE 72 QUICK4 STANDARD INFILTRATORS AS 3 TRENCHES OF 24 UNITS EACH
SOIL TREATMENT AREA SIZED AT 3 TRENCHES 3 FT. X 96 FT = 864 SQ. FT.
5
4 0 Site Specific Installation/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 Inspections
The system contractor must be approved and licensed by Garfield County for installation of
onsite wastewater treatment systems.
• All installation activities shall be conducted in accordance with current Garfield County
OWTS Regidations If at any time during construction subsurface site conditions are
encountered which differ from the design parameters developed in Section 2.0, construction
activities will sty and the design engineer and Garfield County will be contacted to address
any necessary design modifications.
Installation procedures including grade, location, setbacks, septic tank size, and soil treatment
area size shall conform with the attached graphic details. Construction activities and system
components shall not encroach upon existing easements or utility corridors. A minimum of 4
ft of undisturbed soil shall be maintained between individual absorption elements and the
septic tank and/or adjacent absorption elements. Minimum site -specific setbacks for system
components are:
Source
Septic Tank
Soil Treatment Area
domestic water line
10'
25'
domestic well
50'
100'
domestic water cistem
50'
100'
property lines
10'
10'
dry gulch
10'
25'
subsurface drain
10'
25'
structure w/o crawl space
5'
10'
structure w/crawl space
5'
20'
irrigation ditch
open
50'
50'
intermittent irrigation
10'
25'
gated
10'
25'
solid pipe/lined
10'
10'
• To avoid surface flow infiltration and saturation of the new absorption system, abandonment
of irrigation in the vicinity of the disposal system is required. Diversion ditches necessary to
divert surface flows around the new soil treatment area must maintain the minimum setbacks
listed above.
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 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 from the dwelling to the septic tank and at least 6 ft. from the septic
tank outlet must meet minimum standard ASTM-3034. Sewer lines under driveways shall
always meet 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
6
minimum 2" high density blue board insulation.
• 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/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 shall not place the Infiltrators in the 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 treatment area until the system has been inspected and approved
by the design engineer and Garfield County. The installer shall provide 48-hour notice for all
required inspections.
• The effluent distribution system shall be constructed in accordance with the "Infiltrator
Technical Manual" available from Infiltrator Systems Inc., 123 Elm Street, Suite 12, Old
Saybrook, Connecticut 06475.
• Pressure piping shall consist of a 2 in. pressure main, 2 in. manifold, and I in. laterals. All
pressure piping shall be min. SCHD 40 PVC and have glued joints.
• 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. S 1ETM. 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. (3.84" float
differential for two -compartment, 1,250-gallon 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 surface cap shall be mounded 5% over the soil treatment area to promote surface runoff.
• 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
7
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.
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 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.
5.0 Limitations
This report is a site -specific design for installation of an onsite wastewater treatment system and is
applicable only for the client for whom our work was performed. Use of this report under other
circumstances is not an appropriate application of this document. This report is a product of CCI
Engineering/Cronk Construction Incorporated 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 CCI Engineering/Cronk Construction Incorporated by the
client, and 2) the site conditions disclosed at the specific time of the site investigation of reference. CCI
Engineering/Cronk Construction Incorporated 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. CCI Engineering/Cronk Construction
Incorporated is not responsible and accepts no liability for any variation in assumed design parameters.
CCI Engineering/Cronk Construction Incorporated represents this report has been prepared within the
limits prescribed by the owner and in accordance with the current accepted practice of the civil
engineering profession in the area. No warranty or representation either expressed or implied is included
or intended in this report or in any of our contracts.
SEA
NOTE: This individual sewage disposal plan is meant to include the following six pages of graphics
including: 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) cross section - effluent pumping system, and 7) effluent
pumping system design. The plan is not to be implemented in the absence of these related graphics.
In addition, results from the soils evaluation are included for reference as Appendix A.
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CC/ ENGINEERING 1131 -24- Road
Crank Construction inc. Grand Junction, CO 81505
Grand Junction (970) 250-0572 • Glenwood Springs/Aspen (970) 250-0572 • Montrose/Delta (9. M) z-')u-u� iL
Email: kachayla.cronk@outlook.com
NOTES FOR YOUR INSTALLER
• Please verify slope at the time of system installation — the orientation of the
STA shown in this design has been determined based on existing site
conditions at the time of the original site investigation, but that may have
changed during construction and pre -construction grading of the site.
• The depth of the trenches is determined by percolation rates and soil
conditions relative to the existing ground surface at the time of the soils
investigation. If the site slope or grading of the ground surface at the time of
installation differs significantly from what was initially observed, the trench
depths may have to be adjusted to make sure the infiltrative surface remains
in the desired soil layer, and portions of the trenches don't end up too deep
or too shallow. The depth of the soil cap relative to finished grading is not
part of the OWTS design criteria.
• Please provide CCI Engineering with a copy of the septic tank manufacturer's
specification sheet verifying maximum backfill depth. Tanks must be
backfilled according to manufacturer's specification.
Pressurized System Notes
• Please provide CCI Engineering a copy of the sand sieve analysis, if relevant,
dated within 30 DAYS of installation before purchasing/installing the sand so
we can check that it meets Garfield County OWTS standards.
• Pump floats do not come pre-set from the factory. Please refer to the Pump
Vault Detail for the distance needed between the on/off floats.
Please reach out at any time during the installation process if you have any
questions!
Kacl' �IaCron k— (970) 250-0572
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INFILTRATOR (QUICK 4 STANDARD OR
EQUIVALENT), INSTALL IN ACCORDANCE
WITH 'INFILTRATOR TECHNICAL MANUAL,
INFILTRATOR SYSTEMS INC., 123 ELM
STREET, SUITE 12, OLD SAYBROOK,
CONNECTICUT 06475
SYNTHETIC FILTER FABRIC
(140-200 MESH) OVER
INFILTRATORS, TYP.
24—\ I
I
DISK OR SCARIFY l
2' SCHD 40 PVC
____j
PRESSURE MANIFOLD,
INSTALLATION DIMENSIONS
TYPICAL OF ALL TRENCHES
NOTE,
IF CONSISTENT TRENCH DEPTH
CANNOT BE MAINTAINED,
INFILTRATOR CHAMBERS MAY BE
INSTALLED LEVEL AT 24' MIN,
AND 48' MAX, BGS
1' SCHD 40 pressure
laterals with 5/32' holes
spaced 48' o.c, at 12100
o'clock to direct discharge
up for dlspersion against
top of chamber (typ. 1 of 6)
PROVIDE VENTING/INSPECTION
PORTS AT EACH END AS SHOWN
PROVIDE NATVIE SOIL
CAP (MOUND 5%), TYPICAL
EXISTING GROUND SURFACE —
36' 4'min.
(10'-12' preferred)
PROVIDE MIN. 1/8' FALL PER
12' RUN FOR DRAIN BACK TO
LIFT STATION FOR ALL LINES
WITH LESS THAN 36' OF
COVER, TYPICAL
2' SCHD 40 PVC PRESSURE
TRANSPORT LINE FROM LIFT
STATION
SOIL TREATMENT AREA - CROSS SECTI❑N
(TYPICAL 3 OF 3)
SCALE, 1'=10'
SOILS LOG NOTES
#1 - SANDY CLAY, DARK BROWN
(USDA - SANDY CLAY, BLOCKY, MODERATE STRUCTURE)
#2 - SANDY CLAY, LIGHT BROWN
(USDA - SANDY CLAY, BLOCKY, MODERATE STRUCTURE)
NO GROUNDWATER OR HIGH SEASONAL WATER TABLE (HSWT) OBSERVED
TO A DEPTH OF 96' BELOW GROUND SURFACE (BGS)
ELEVATION DESIGN SPECIFICATIONS
DESIGN DISTANCE FROM FOUNDATION LINE TO SEPTIC TANK = 10'
DESIGN DISTANCE FROM SEPTIC TANK TO SOIL TREATMENT AREA = 125'
ASSUMED ELEVATION OF GROUND SURFACE AT ENTRY TO SOIL TREATMENT AREA = 1001,00'
ELEVATION OF INFILTRATIVE SURFACE OF SOIL TREATMENT AREA = 97.00'
ASSUMED INVERT ELEVATION OF SEWAGE LINE AT EXIT FROM FOUNDATION LINE = 95,00'
INVERT ELEVATION OF SEWAGE LINE AT ENTRY TO SEPTIC TANK = 95.45'
MEEKER SAND AND GRAVEL PROJECT
110 GAS CT.
2177-182-01-005
SOIL TREATMENT AREA - CROSS SECTION
MAY 31, 2023
SCALEi AS SHOWN
4' SCHD 40 PVC
VENT/INSPECTION
PORT
SOIL CAP 3/4' THREAD CAP--�
SUSPEND PRESSURE LATERAL1I-
-i I 1-1 I I -I I
WITH ALL WEATHER PLASTIC 1-11I-
PIPE STRAP WITH 120 LBS 3/4' THREAD NIPPLE
TENSILE STRENGTH AT EVERY TO SURFACE FOR CLEAN
CHAMBER CONNECTION, TYP. OUT AND PRESSURE BALANCING
1' SCHD 40 PVC PRESSURE (END OF LATERAL ONLY)
LATERAL WITH 5/32' HOLES
PSPACED 48. O.C. DRILL HOLES
PROVIDE MIN. 1/8' FALL PER
AT 12i00 O'CLOCK TO DIRECT
12' RUN FOR DRAIN BACK TO DISCHARGE UP FOR DISPERSAL 3/4' THREAD TEE
PRESSURE MAIN, TYP, —7 r AGAINST TOP OF INFILTRATOR
PRESSURE LATERAL CONSTRUCTION DETAIL
SCALE: 1 "=1'
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Pump Selection for a Pressurized System - single Family Residence Project
MSG PROJECT - 110 GAS CT / RIFLE, CO 81650
Parameters
Discharge Assembly Size
2.00
inches
Transport Length
125
feet
Transport Pipe Class
40
Transport Line Size
2.00
inches
Distributing Valve Model
None
Max Elevation Lift
10
feet
Manifold Length
26 .
feet
Manifold Pipe Class
40
Manifold Pipe Size
2.00
inches
Number of Laterals per Cell
6
Lateral Length
44
feet
Lateral Pipe Class
40
Lateral Pipe Size
1.00
inches
Orifice Size
5/32
inches
Orifice Spacing
4
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
72
Total Flow Rate per Zone
49.4 gpm
Number of Laterals per Zone
6
% Flow Differential 1st/Last Orifice
5.5 %
Transport Velocity
4.7 fps
Frictional Head Losses
Loss through Discharge
4.9
feet
Loss in Transport
4.9
feet
Loss through Valve
0.0
feet
Loss in Manifold
0.3
feet
Loss in Laterals
0.7
feet
Loss through Flowmeter
0.0
feet
'Add -on' Friction Losses
0.0
feet
Pipe Volumes
Vol of Transport Line
21.8 gals
Vol of Manifold
4.5 gals
Vol of Laterals per Zone
11.9 gals
Total Volume
38.2 gals
Minimum Pump Requirements
Design Flow Rate 49.4 gpm
Total Dynamic Head 25.8 feet
160
140
120
41
2
41
0 10 20 30 40 bU
Net Discharge (gpm)
PumpData
PF5005 High Head Effluent Pump
50 GPM, 1/2HP
115/230V 10 60Hz, 200/230V 30 60Hz
PF5007 High Head Effluent Pump
50 GPM, 3/4HP
230V 10 60Hz, 200/230/460V 30 60Hz
PF5010 High Head Effluent Pump
50 GPM, 1HP
230V 10 60Hz, 200/460V 30 60Hz
PF5015 High Head Effluent Pump
50 GPM, 1-1/2HP
230V 10 60Hz, 200V 30 60Hz
UU I
System Curve:
Pump Curve:
Pump Optimal Range:
Operating Point:
Design Point:
IE
APPENDIX A
SOILS AND PERCOLATION REPORT
CCI ENGINEERING/CRONK CONSTRUCTION INCORPORATED
10
Ct CC/ ENGINEERING 1131 -24- Road
Cronk Construction inc. Grand Junction, CO 81505
Grand Junction (970) 250-0572 • Glenwood Springs/Aspen (970) 250-0572 • Montrose/Dena �y iu I-Du-vi
Email: Kachayla.cronk@outlook.com
Date:
April 12, 2023
SOILS REPORT
Prepared by: Kachayla R. Cronk, P.E.
1131 -24- Road
Grand Junction, CO 81505
(970)250-0572
Client: Meeker Sand & Gravel
Westslope Holdings LLC
PO Box 1479
Meeker, CO 81641
Property address:
Tax schedule No.
Legal Descript.
1.0 Soils Evaluation
110 Gas Court, Rifle, CO 81650
2177-182-01-005
Lot 5, West Rifle Industrial Park
c/o TPI Industrial Inc.
2471 Riverside Parkway, Unit A
Grand Junction, CO 81505
970-243-4642
justin@tpi.com
The site consists of approximately 2.64 acres of uncultivated native soil. Drainage is approximately 1 %
to the south. A soils evaluation was conducted on the property of reference on 04/12/2023 by Kachayla
R. Cronk, registered professional engineer (R.P.E.). The soils evaluation trench was located
approximately 3 5' north of the existing chainlink fence on the southern boundary of the property, and
approximately 65' west of the east property line.
The soils evaluation trench was extended to a depth of 96" below ground surface (BGS). There was no
evidence of ground water or high seasonal water table in the open excavation 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" — 16" sandy clay, dark brown
(USDA — sandy clay, blocky, moderate structure)
16" — 96" sandy clay, light brown
(USDA — sandy clay, blocky, moderate structure)
11
2.0 Limitations
This document is representative of the site conditions disclosed at the specific time of the site
investigation. Site conditions are subject to change from external events both manmade (irrigation or
water feature construction) and naturally occurring (flooding or excessive precipitation). CCI
Engineering/Cronk Construction Incorporated is not responsible and accepts no liability for any future
variation in site conditions.
CCI Engineering/Cronk Construction Incorporated represents this report has been prepared within the
limits prescribed by the owner and in accordance with the current accepted practice of the civil
engineering profession 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
12