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GLENWOOD SPRINGS 118 West Sixth St, Suite 200 | Glenwood Springs, CO 81601 | 970.945.1004
Page | 1
MEMORANDUM
TO: Patrick Keelty
Keelty Construction
204 Park Ave, 1K
Basalt, CO 18621
(970) 927-6472; patrick@keeltyconstruction.com
FROM: Terry Bendetti, SGM
Thru: Dean Gordon, SGM
DATE: 3/17/2020
RE: Duckworth Residence OWTS
As requested, I reviewed the capacity for the constructed Onsite Wastewater Treatment
System (OWTS) for the residence located at 1000 South Starwood Drive, Pitkin County,
Colorado, the Duckworth Residence, and have determined the following.
HISTORY
Review of the OWTS capacity was prompted by the change in the number of bedrooms
available in the residence. During the Certificate of Occupancy review, the Building
Department determined a room that had previously been considered a study met the
requirements for a sleeping room. As such, Pitkin County Environmental Health
Department (PEHD) requested that a letter from the Engineer of Record be submitted to
PEHD stating the constructed OWTS would meet requirements for a 7 bedroom
residence.
Review of PEHD permit documents for permit No. 05078 reveal the following.
1. The original OWTS was designed to treat wastewater generated from a 6
bedroom home. However, due to lot restraints the system was designed as two
systems, the West System and the East System.
2. Plumbing for the house was designed and installed in a manner to collect and
proportionally discharge wastewater into the appropriate System to ensure that
overloading of either System did not occur.
Review of SGM’s records indicate the following:
1. System 1 was designed for 4 bedrooms and System 2 was designed for 2
bedrooms.
GLENWOOD SPRINGS 118 West Sixth St, Suite 200 | Glenwood Springs, CO 81601 | 970.945.1004
Page | 2
2. The design flow rate was increased from 75 gpd per occupant to 100 gpd per
occupant due to the livable space for the residence being over 6,000 square feet.
3. System 1 was designed for an average daily waste flow of 800 gpd and the
regulations at the time of design required a loading factor of 1.5 be applied to the
average daily waste flow, yielding a daily design flow of 1200 gallons.
4. System 2 was designed for an average daily waste flow of 400 gpd and the
regulations at the time of design required a loading factor of 1.5 be applied to the
average daily waste flow, yielding a daily design flow of 600 gpd.
5. An unlined sand filter was designed for each System and the long term
acceptance rate (LTAR) for an unlined sand filter at the time of design was
0.95gal./sq.ft./day. The thickness of the sand filter in each System is 2 feet.
6. The minimum soil treatment area (STA) for System 1 was calculated to be 1264
sq. ft. and 632 sq. ft. for System 2.
7. The septic tank for System 1 is 2000 gallons and 1500 gallons for System 2.
Both tanks have two-compartments with an Orenco Systems, Inc. Biotube pump
vault in the second compartment.
8. The recommended dosing pump for each System was an OSI Model PF3005 HH
pump.
9. An automatic distribution valve (ADV) was placed between the effluent pump in
the Biotube pump vault and STA for each system. The ADV installed for System
1 was an Orenco 6404 and for System 2 an Orenco 6403.
10. The discharge piping from the effluent pump to the ADV was 1.5 inch schedule
40 PVC.
11. The piping from the ADV to the STA was 1 inch diameter schedule 40 PVC pipe
with solvent welded joints.
12. The distribution system is a pressurized distribution system.
OWTS CAPACITY ASSESSMENT FOR A 7 BEDROOM SINGLE FAMILY RESIDENCE
USING PEHD REGULATION 43
I have concluded that under the 2012 design requirements the constructed OWTS cannot
handle 7 bedrooms.
However, using the information conveyed to me about the additional bedroom for the
residence, I have conducted a capacity analysis for a 7 bedroom single-family residence
for the subject property based on PEHD 2018 Regulation 43 requirements.
The following conditions for the analysis were used.
1. The single family residence has 7 bedrooms or the capacity for 14 occupants.
2. Waste generated from the additional bedroom, the 7th bedroom, is conveyed to
and treated in System 1. Therefore, System 1 treats wastewater for five
bedrooms having 2 occupants per bedroom, or a total of 10 occupants.
3. The design flow rate per occupant of 100 gpd per the 2012 design was
maintained due to the living area being greater than 6,000 sq. ft.
4. The STA is an unlined sand filter using secondary sand media having a LTAR of
0.8 gal/sq. ft/day, per sub-section 43.11.3.b.2 of PEHD Regulation 43. The
secondary sand media is based on the fact that sand available in the Pitkin
County area cannot meet the preferred sand media requirements.
5. No changes are applied to System 2, so it was not included in the analysis.
GLENWOOD SPRINGS 118 West Sixth St, Suite 200 | Glenwood Springs, CO 81601 | 970.945.1004
Page | 3
Based on the above conditions and in accordance with Table 6-1, sub-section 43.6 of
PEHD Regulation 43 the design flow rate for System 1 would be 1,000 gpd, as shown in
the following table.
No.
Bedrooms
No.
Occupants/Bedroom
No.
Occupants
Wastewater
Flow/Occupant
(gpd)
Design
Flow (gpd)
5 2 10 100 1000
Based on sub-section 43.10.c.4 and the LTAR for an unlined sand filter using secondary
sand, the size of the STA would need to be 1,250 sq. ft., (1000 gpd)/(0.8 gal/sq. ft./day).
Based on Table 9-1 of sub-section 43.9.B the septic tank size for 5 bedrooms would
need a minimum capacity of 1,500 gallons; 4 bedrooms at a capacity of 1,250 gallons
plus 1 bedroom at a capacity of 250 gallons.
SUMMARY
In accordance with SGM’s letter dated June 7, 2019 the system was constructed per the
design documents. Therefore, System 1 was constructed for 4 bedrooms, 8 occupants
or a total of 800 gpd with a STA having 1,264 square feet. The STA is an unlined sand
filter having a thickness of 2 feet. The distribution system is a pressurized system using
1-inch diameter schedule 40 PVC piping having a 3/16-inch diameter orifice drilled at
intervals of 3-feet. The spacing between distribution laterals is 3-feet, with the outer
lateral being 1.5-feet from the sidewall of the bed. Effluent from the laterals drain into
the bed between pump cycles to prevent freezing.
The additional bedroom to the residence is connected to system 1, which increases the
total bedroom count connected to System 1 from 4 bedrooms to 5, 10 occupants or a
total of 1,000 gpd. Comparison of the required septic tank capacity and STA square
footage for System 1 calculated using requirements from PEHD 2018 Regulation 43
compared to the as constructed septic tank capacity and STA square footage is shown
in the following table.
Septic Tank Size (gal) STA (ft2)
As Constructed 2,000 1,264
2018 PEHD Reg 43 Requirements 1,500 1,250
Review of the constructed pressure distribution system per the design drawings show
the system complies with subsections 43.10.E.3, 43.11.C.2 and 43.11.C.3 of PEHD
Regulation 43.
GLENWOOD SPRINGS 118 West Sixth St, Suite 200 | Glenwood Springs, CO 81601 | 970.945.1004
Page | 4
CONCLUSION
The as constructed System 1 OWTS meets the requirements of PEHD’s Regulation 43
for treating 5 bedrooms.
A copy of the installation acceptance letter dated June 7, 2019, a copy of the
stamped/signed OWTS design drawings and a copy of the pump selection for System 1
is included with this Memo.
Respectfully,
Terry Bendetti, PE
www.sgm-inc.com
GLENWOOD SPRINGS 118 West Sixth St, Suite 200 | Glenwood Springs, CO 81601 | 970.945.1004
June 7, 2019
Mr. David deL’Arbre via email: david@keeltyconstruction.com
Keelty Construction Inc.
Basalt, CO 81621
RE: Duckworth Residence, Lot R60, Starwood Subdivision
OWTS Installation
Dear David:
This is to document that I have inspected or supervised inspection of the above referenced OWTS and
found it to be in compliance with the approved plans and specifications. I understand the OWTS is in
operation presently and is functioning as designed.
Sincerely,
Dean Gordon
SGM
June 7, 2019
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Digging Specs
Invert
Dimensions
Net Capacity
15' Long x 8' Wide
56, below inlet invert
Inlet
56'
Outlet
73"
Length
162"
I Width
78'
I Height
92'
lnlet Side
1,559 gollons
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505 yol/ons
Total
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5,420 lbs 15,530 lbs 21.150 lbs eonnsctont
4000 psi concrete
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SURFACE IO ALLOW FOR OR4#94GE AS
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AOV TO FIELD 70 BE I' PVC SCH 40.
4. LA7ERAL LINES 70 8E 1' PVC SCH. 40.
3/18 DRILL HOLES TO BE LOCATED EVERY 3'
AT 771E I2.-00 POSMOV AND 3/16' DRILL
HOLES AT 7NE &'O0 POS/I/OV 1' FROM 77IE
START AND END OF 7HE LATERAL. ORIRCE
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NUMBER OF ZONES - 4
NUMBER OF LATERALS - 11
LEN07H OF LATERALS - JO FT.
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Design Layout
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Invert
Dimensions
Net Capacity
SHOWN ON PLANS
OESIGN PLOW - 600
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13' Long x 6" Wide
/n/et
Out/et
Length
Width
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/n/et Side
Out/et Side
Total
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AREA— 600/.95- 632 SF
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56"
73'
132"
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1,002 go//ans
503 go//ons
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S4ND FILTER SPEL^IFK'
Net Weight
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3/16 DRILL HOLES 70 BE LOCATED EVERY 3'
NUMBER OF ZONES — 3
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Total
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AT THE 12.,00 POSRTON AND 3/16' DRLLL
NUMBER OF LAWRALS —
3600 /bs
11,800 /bs
14,980 /bs
connectors
HOLES AT THE 6.00 POSITION 2' FROM THE
LENGTH OF tAnM4S —
4000 psi concrete
START AND END OF THE LATERAL. ORIRCE
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SHIELDS MOOEZ / OS 100 TO BE 1NSTALLEO
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TOTAL AREA a 720 SF
5. FLUSHING ASSEMBLIES TO BE INSTALLED
AT THE END OF EACH LATERAL Sff DETAIL
Gw0 I Duckworth Residence OWTS
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9,co916101 Pilkin County, Colorado
System 2
Details
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Pump Selection for a Pressurized System - Single Family Residence Project
Duckworth OWTS / System 1
Parameters
Discharge Assembly Size
Transport Length Before Valve
Transport Pipe Class
Transport Line Size
Distributing Valve Model
Transport Length After Valve
Transport Pipe Class
Transport Pipe Size
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
1.25
12
40
1.50
6404
40.9
40
1.00
12
6
40
1.00
12
30
40
1.00
3/16
3
5
None
0
inches
feet
inches
feet
inches
feet
feet
inches
feet
inches
inches
feet
feet
inches
feet
Calculations
Minimum Flow Rate per Orifice
Number of Orifices per Zone
Total Flow Rate per Zone
Number of Laterals per Zone
% Flow Differential 1st/Last Orifice
Transport Velocity Before Valve
Transport Velocity After Valve
0.97
33
32.7
3
6.2
5.2
12.2
gpm
gpm
%
fps
fps
Frictional Head Losses
Loss through Discharge
Loss in Transport Before Valve
Loss through Valve
Loss in Transport after Valve
Loss in Manifold
Loss in Laterals
Loss through Flowmeter
'Add-on' Friction Losses
7.5
0.7
7.8
20.2
0.8
0.8
0.0
0.0
feet
feet
feet
feet
feet
feet
feet
feet
Pipe Volumes
Vol of Transport Line Before Valve
Vol of Transport Line After Valve
Vol of Manifold
Vol of Laterals per Zone
Total Vol Before Valve
Total Vol After Valve
1.3
1.8
0.3
4.0
1.3
6.1
gals
gals
gals
gals
gals
gals
Minimum Pump Requirements
Design Flow Rate
Total Dynamic Head
32.7
54.9
gpm
feet
0 5 10 15 20 25 30 35 40
0
50
100
150
200
250
300
Net Discharge (gpm)
PumpData
PF3005 High Head Effluent Pump
30 GPM, 1/2HP
115/230V 1Ø 60Hz, 200V 3Ø 60Hz
Legend
System Curve:
Pump Curve:
Pump Optimal Range:
Operating Point:
Design Point: