HomeMy WebLinkAbout03954GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT
109 8th Street Suite 303
Glenwood Springs, Colorado 61601
Phone (303) 945-8212
INDIVIDUAL SEWAGE DISPOSAL PERMIT
1, PROPERTY
Owner's NamefUkdO4d Erg -
Present Address 1t %9n ,rlr b
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System Location / �a •
t Legal Description of Assessor's Parcel No a I IQ -6273 -()) -
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Permit 1_ 3 9 5 d
Assessor's Parcel No.
rI chis does not constitute
a building or use permit.
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(Ql-'1 7000
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Phone
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SYSTEM DESIGN
�ptic Tank Capacity (gallon) Other
Percolation Rate (minutes/inch) Number of Bedrooms (or other)
Required Absorption Area - See Attached
Special Setback Requirements:
Date Inspector
FINAL SYSTEM INSPECTION AND APPROVAL (as installed)
Call for Inspection (24 hours notice) Before Covering Installation
System Installer
Septic Tank Capacity
Septic Tank Manufacturer or Trade Name
Septic Tank Access within S" of surface
Absorption Area
Absorption Area Type and/or Manufacturer or Trade Name
Adequate compliance with County and Stats,r�a�ulat�ion�s/requiremejnntts� �� ��(/���//�� *Pie Other/� < i7Y M 1—'��� alb *Pie
Date `.0 any S O' Inspector
RdfAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE
CONDITIONS:
1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter
25, Article 10 C.R.S. 1973, Revised 1984.
2. This permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Con-
nection to or use with any dwelling or structures not approved by the Building and Zoning office shall automatically be a violation or a
requirement of the permit and cause for both legal action and revocation of the permit.
3. Any person who constructs,alters, or installs an individual sewage disposal system in a manner which involves a knowing and material
variation from the terms or specifications contained in the application of permit commits a Class I, Petty Offense ($500.00 fine — 6
months in jail or both).
White - APPLICANT Yellow - DEPARTMENT
INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION
OWNER eu al i / rn yy �/%g,�//1' 4 E�1�'3/ v/ isini t gne) '
ADDRESS / 10�D (mi,/gb 152,4-/died(7 dPHONE Pg: -V-77/71/.7
CONTRACTOR OW.4)a
ADDRESS PHONE
PERMIT REQUEST FOR (>, NEW INSTALLATION ( ) ALTERATION ( ) REPAIR
Attach separate sheets or report showing entire area with respect to surrounding areas, topography of area, habitable
building, location of potable water wells, soil percolation test holes, soil profiles in test holes (See page 4).
LOCATION OF PROPOSED FACILITY: /� / < ,�z
Near what City of Town (gr a~</44. 'Size of Loot�5 1�/`�/l
Legal Description or Address / q0 9 silty/` b /5;2,n -the/ (k ZL
WASTES TYPE: p4 DWELLING u ( ) TRANSIENT USE
( ) COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES
( ) OTHER—DESCRIBE
BUILDING OR SERVICE TYPE: 6411 37/1/
Number of Bedrooms TWO Number of Persons —rU0
( ) Garbage Grinder 4 Automatic Washer (Dishwasher
SOURCE AND TYPE OF WATER SUPPLY: ( ) WELL (A SPRING ( ) STREAM OR CREEK
If supplied by Community Water, give name of supplier:
DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: A,eriabfl L/ 2,`j%ILQS
Was an effort made to connect to the Community System? SR/LI/Mg
A site plan is required to be submitted that indicates the following MINIMUM distances:
Leach Field to Well: 100 feet
Septic Tank to Well: 0 50 feet
Leach Field to Irrigation Ditches, Stream or Water Course: 50 feet
Septic System (septic tank & disposal field) to Property Lines: 10 feet
',UR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT WILL NOT BE ISSUED WITHOUT
ITE PLAN. (5 5$'/5 /t ,�/Ve f' t 6/ry ' gt
t,rcOUND CONDITIONS. f ixilli Inrn
Depth to first Ground Water Table
Percent Ground Slope
TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED:
SEPTIC TANK ( ) AERATION PLANT ( ) VAULT
( ) VAULT PRIVY ( ) COMPOSTING TOILET ( ) RECYCLING, POTABLE USE
( ) PIT PRIVY ( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE
( ) CHEMICAL TOILET( ) OTHER -DESCRIBE
FINAL DISPOSAL BY: 3 fl'/i52%//t 74 , /6/1
( ) ABSORPTION TRENCH, BED OR PIT ( ) EVAPOTRANSPIRATION
( ) UNDERGROUND DISPERSAL ( ) SAND FILTER
( ) ABOVE GROUND DISPERSAL ( ) WASTEWATER POND
( ) OTHER -DESCRIBE
EFFLUENT BE DISCHARGED DIRECTLY INTO. WATERS OF THE STATE? ,4 D
RCOLATION TEST RESULTS: (To be completed by Registered Professional Engineer, if the Engineer does the
Percolation Test)
Minutes per inch in hole No. 1 Minutes per inch in hole No. 3
Minutes per inch in hole No. 2 Minutes per inch in hole No.
t1
Name, address and telephone of RPE who made soil absorption tests: / i -P O? C
Name, address and telephone of RPE responsible for design of the system:,.efS
Applicant acknowledges that the completeness of the application is conditional upon such further mandatory and
additional tests and reports as may be required by the local health department to be made and furnished by the applicant
or by the Local health department for purposed of the evaluation of the application; and the issuance of the pennit is
subject to such terms and conditions as deemed necessary to insure compliance with rules and regulations made,
information and reports submitted herewith and required to be submitted by the applicant are or will be represented to
be true and correct to the best of my knowledge and belief and are designed to be relied on by the local department of
health in evaluating the same for purposes of issuing the permit applied for herein. I further understand that any
allification or misrepresentation may result in the denial of the application or revocation of any permit granted based
n said applic i.in 1e: • a. • , •-r perjury as provided by law.
/// Snib Of/
Signed 6' Date
PLEASE DRAW AN ACCURATE MAP TO Yntin PP nPPPTVI
irs
• HEPWORTH-PAWLAK GEOTECHNICAL
1
April 30, 2004
Bill Hubbard
10820 Charbono Point
San Diego, Califomia 92131
Hepworth -Proal, veorechnical, Inc
502C' Comity R,,,1 lii
C,I ,rade -1601
Phane q;<..,4i-74h8
cnt.II hrv•imewuteCI
Job No. 104 295
Subject: Percolation Testing and Observation of Backhoe Pits, Proposed Residence.
1906 Road 132 (Mitchell Creek Road), Garfield County, Colorado.
Dear Mr. Hubbard:
As requested, a representative of Hepworth - Pawlak Geotechnical, Inc., performed
percolation testing at the subject site. The testing was done in general accordance with
our agreement for professional services to you, dated April 13, 2004. Additional pits
were observed in the building area for foundation design.
The proposed residence will consist of a single story wood frame structure over a
crawlspace. The septic disposal system will be located uphill to the north of the
residence.
Foundation Design Recommendations: The subsurface conditions at the site were
evaluated by observing two exploratory pits in the building area and one profile pit in the
septic disposal area at the approximate locations shown on Figure 1. The pits had been
excavated prior to our arrival on-site. The subsoils encountered, below about '/2 to 1'%
feet of topsoil, consist of silty sand and gravel to the pit depths of 21/2 and 3 feet in the
building area and 101/2 feet in the septic disposal area. No free water was observed in the
pits and the soils were slightly moist to moist.
Considering the conditions exposed in the pits and the nature of the proposed
construction, spread footings placed on the undisturbed natural soil designed for an
allowable soil bearing pressure of 1,500 psf should be adequate for support of the
proposed residence. The subsoils could compress when wetted under load and there
could be some post -construction settlement of the foundation if the bearing soils become
wet. Footings should be a minimum width of 18 inches for continuous walls and 2 feet
for columns. The existing fill, topsoil and loose disturbed soils in footing areas should be
removed and the bearing level extended down to the undisturbed natural soils. We should
Bill Hubbard
April 30, 2004
Page 2
observe the completed foundation excavation to evaluate the exposed soils for bearing
conditions prior to concrete placement. Exterior footings should be provided with
adequate soil cover above their bearing elevations for frost protection. Continuous
foundation walls should be reinforced top and bottom to span local anomalies such as by
assuming an unsupported length of at least 12 feet. Foundation walls acting as retaining
structures should also be designed to resist a lateral earth pressure based on an equivalent
fluid unit weight of at least 45 pcf for on-site granular soil as backfill. Structural fill
placed beneath slab -on -grade areas can consist of the on-site granular soils compacted to
at least 95% of standard Proctor density at a moisture content near optimum. Backfill
placed around the structure should be compacted and the surface graded to prevent
ponding within at least 10 feet of the building.
Percolation Testing: Percolation tests were conducted on April 15, 2004 to evaluate the
feasibility of an infiltration septic disposal system at the site. One profile pit and three
percolation holes were dug at the locations shown on Figure 1. The test holes (nominal
12 inch diameter by 12 inch deep) were hand dug at the bottom of shallow backhoe pits
and were soaked with water one day prior to testing. The soils exposed in the percolation
holes are similar to those exposed in the profile pit and consist of about 11/2 feet of topsoil
overlying silty sand and gravel to the pit depth of 101/2 feet. The percolation test results
are presented in Table 1. The percolation test results indicate an infiltration rate between
3 and 7 minutes per inch with an average of 5 minutes per inch. Based on the subsurface
conditions encountered and the percolation test results, the tested area should be suitable
for an infiltration type septic disposal system. We recommend a professional engineer
design the septic disposal system.
Limitations: The recommendations submitted in this letter are based on our observation
of the soils exposed within the backhoe pits. This study is based on the assumption that
soils at other part of the building and below the design bearing level have equal or better
support than those exposed. The risk of foundation movement may be greater than
indicated in this report because of possible variations in the subsurface conditions. If
variations are encountered in the foundation excavation, we should be notified to re-
evaluate the recommendations contained in this letter. Our services do not include
determining the presence, prevention or possibility of mold or other biological
fnh Nn 1(14 7Q5
Bill Hubbard
April 30, 2004
Page 3
contaminants (MOBC) developing in the future. If the client is concerned about MOBC,
then a professional in this special field of practice should be consulted.
If you have any questions or need further assistance, please call our office.
Sincerely,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
0
Jody Z. %Adamson, Jr., P.E. `�
attachments Figure 1 — Location of Exploratory Pits and Percolation Test Holes
Table 1 — Percolation Test Results
cc: Sopris Engineering — Attn: Yancy Nichol
•
0.F at.. Inn 10 C
1"
proximate Location •f
Previous Shed and Pop sed
Location of New ed.
= 20
o�
91'/ ck
PIT 2
�ecb.
APPROXIMATE SCALE
O IL
104 295
HEPWORTH—PAWLAK
GEOTECHNICAL, INC.
LOCATION OF EXPLORATORY PITS AND
PERCOLATION TEST HOLES
Figure 1
HEPWORTH-PAWLAK GEOTECHNICAL, INC
TABLE 1
PERCOLATION TEST RESULTS
JOB NO 104 ?c' -
HOLE NO
HOLE DEPTH
(INCHES)
LENGTH OF
INTERVAL
(MIN)
WATER DEPTH
AT START OF
INTERVAL
(INCHES)
WATER DEPTH
AT ENO OF
INTERVAL
(INCHES)
DROP N: WATER
LEVEL
(INErES)
AVERAGE
PERCOLATION PLT-: '
IM IN /INCH
P-1
56
10
Water added
Water added
Water added
Water added
Water added
Water added
Water added
4
1/2
31/2
3
4
0
-
4
1/2
31/2
4
1/2
31/2
41/2
1/2
4
1/2
31/2
4
1/2
31/2
4
1/2
31/2
P-2
56
10
Water added
Water added
Water added
Water added
51/2
2
31/2
4
2
1/2
1 1/2
51/2
2
3 1/2
6
23/4
3 1/4
23/4
11/2
1 1/4
53/4
21/2
31/4
21/2
1/2
_
51/2
3
21/2
P-3
70
10
Water added
Water added
13/4
1
3/4
1
1/2
1/2
71/4
43/4
21/2
43/4
3
13/4
3
2
1
2
11/4
3/4
7
• 51/4
13/4
51/4
41/4
1
7
Note. Percolation test holes were hand dug in the bottom of backhoe pits and soaked on April 14, 2004
Percolation tests were conducted on April 15 , 2004. The average percolation rates were based on the last
two readings of each test.
•
May 7, 2004
Bill Hubbard
10820. Charbono Point
San Diego, CA 92131
RE: Hubbard Property House Reconstruction — Proposed OWS System, 1906 County Road 132,
(Mitchell Creek Road), Garfield County, CO
SE Job No. 24057.01
Dear Mr. Hubbard:
Pursuant to your request this letter/report presents our findings in regard to the feasibility and design of an
engineered Onsite Wastewater System (OWS) for the above referenced Site. This design is based on our
evaluation of the site conditions with information provided by others for use in supporting your application
to Garfield County. Our recommendations are in accordance with Garfield County and the State of
Colorado ISDS Regulations. Garfield County must permit any proposed improvement to the site. We
have reviewed the information forwarded to us, formulated an OWS design and created a site sketch with
construction details as part of our scope of work.
Conclusions
Based on our fmdings we believe that the design and installation of an approved OWS system is feasible in
accordance with the Regulations of Garfield County and the State of Colorado. It is our understanding that
the proposed improvements to the property include the construction of a 2 -bedroom home to replace the
structure that was lost due to fire. We recommend that a new 1000 -gallon septic tank be installed and
equipped with a duplex pump bio -tube vault dosing assembly and associated piping and controls. The
effluent from the septic tank will pressure discharge to a 186 square foot soil absorption trench system
utilizing gravelless leaching chambers. The soil absorption system can be installed in natural soils with
12" of filter sand media placed below the chamber. The sand filter absorption system will provide
secondary treatment of wastewater for infiltration into the ground. The trenches will be located within the
required setbacks up gradient of the proposed house, as delineated on the attached plan. The system will
meet all required setbacks and be installed within the general boundaries indicated on the plan. Our
Design is outlined below and delineated on the attached site plan.
Site Location and Existing Conditions
The subject site is located at 19061906 County Road 132, (Mitchell Creek Road), in Garfield County,
Colorado. The site is bounded in to the east by steep mountain terrain, to the west by Mitchell Creek and
to the north and south by adjacent lots. The site has moderate to steep slopes (10%-55%) toward the
southwest. The site is covered with native grasses, scattered pinyon and juniper trees and scrub brush.
Domestic water will be supplied by an onsite spring.
502 Main Street • Suite A3 • Carbondale, CO 81623 • (970) 704-0311• Fax (970) 704-0313
SOPRIS ENGINEERING • LLC
civil consultants
Bill Hubbard
SE Job No. 24057.01
May 7, 2004
Page 2
Proposed Site Conditions
It is our understanding that you intend to construct a 2 -bedroom 1500 S.F. house at the location of the
previous structure. The maximum number of rooms to be utilized as bedrooms in the structure is 2. The
proposed improvements will include a new OWS system with appropriate site grading. The new structure
is to be generally located as shown on the plan.
Subsurface Conditions
A subsurface investigation was conducted on April 15, 2004 by Hepworth-Pawlak Geotechnical, Inc. (HP).
The HP report is dated April 30, 2004, Job Number 104 295. The subsoil encountered at the site consists
of 1-1/2 feet of topsoil overlying silty sand and gravel to a depth of 10 feet. Groundwater was not
encountered in the excavations and profile pit at the time of the observations.
The results of percolation test performed at the site indicate a rate of 3-7 minutes per inch. We are using
15 minutes per inch for design purposes. Additional observations and evaluations will be performed
during construction to confirm assumptions made and assess any design changes that may be required.
Design Criteria
The design flow is calculated as follows:
A 2 -bedroom home design with a resident population based on 2 persons /bedroom = 4 persons.
From the Garfield County I. S. D. S. Regulation:
Max. Design flow (Qd) = # of people x (avg. flow) x 1.5 gal/person/day.
Gallons per day per person for the subject house = 75 gal/person/day
Assume 4 -person population.
Qd = 4*75*1.5* =450 gal/day
Septic Tank Design
Based on Design Flow Qd.
Qd = 450 gal/day
Volume (V) of tank = Design Flow * 1.25
(30 hour retention time)
V = 450 gal/day * 1.25 days = 563 gallons
Use one 1000 -gallon dual compartment concrete septic tank
Bill Hubbard
SE Job No. 24057.01
May 7, 2004
Page 3
Soil Absorption System Design
The field is sized by using the standard absorption area equation. A soil absorption trench system,
utilizing gravelless chambers is recommended. The State allows a 50% area reduction for the use of
gravelless infiltration chambers in a trench configuration. The chamber units may be installed in native
soils. Soil replacement with sand may be used in select locations if any scattered cobbles or rocks are
encountered. We are using 15 minutes/inch for design to account for permeability through the biomat.
Based upon the design percolation rate, the standard absorption area equation is:
A (SF) = Qd *(t) 1/2 : where A = Area; Qd = Design flow (gal/day)
5 t = time in minutes
This design calculation results in a recommended minimum absorption area:
A = 450 *(15)'1 = 349 sq. ft.
5
Apply a 50% reduction for utilizing gravelless infiltration chambers in a trench configuration.
349 x 0.5 = 175sq. ft.
Assume 15.5 square feet per chamber: 175 sq.ft. = 11.2 chambers Use 12 chambers
15.5 sq.ft/chamber(50%)
Use 186 SF of trench with gravelless chambers: Assume 3 -foot wide trenches with 6.25 -foot long chamber
units.
We recommend using a trench system composed of 2 trenches 38 feet long and 3 foot wide, containing 6
standard leaching chamber units in each trench. We recommend the placement of a minimum of 12" of
sand in the trenches below the leaching chambers to provide a consistent absorption surface and provide
for better treatment. In additional we recommend that the trenches be pressure dosed. Excavate absorption
trenches to accommodate a minimum 186 SF of interior surface area.
Effluent Dosing Pump System
The site grades require the use of absorption trenches installed up gradient from the house. An effluent
pump system will be installed to dose effluent from the septic tank to the distribution laterals in each
trench. The pump system shall incorporate a duplex pump system in the event that one pump fails. The
Orenco Systems, Inc. pump -basin bio -tube vault system is recommended to be installed in the secondary
compartment of the septic tank. A standard duplex 2" SCHD —40 discharge plumbing assembly with flex
hose with isolation ball valves and quick disconnect threaded couplers, high head dosing pumps w/
automatic controls and alarms shall be installed components in the pump basin. The vault will utilize a
maintainable bio -tube effluent filter. The controls shall provide for alternate operation of each pump.
Automatic float switches including a pump off switch, a 1St pump activation switch, a second pump
activation lag switch and a high water float with alarms shall be incorporated in the system. Install
Bill Hubbard
SE Job No. 24057.01
May 7, 2004
Page 4
watertight risers with insulated lids at the surface to easily inspect and maintain system components from
the surface. Extend discharge lines up to within 12" of the access lid to provide easy access for
maintenance of the pump. The pressure discharge plumbing assemblies shall be installed for cold weather
application and configured to allow the drain back of liquid in the transport line through an orifice drilled
in a fitting, on the discharge side, at the bottom of the vertical distribution loop near the outlet port in the
access riser.
The dosing volume shall be a minimum of 40 to 75 gallons per dosing cycle. The velocity of the pumped
effluent shall be maintained between 4-5 feet per second. The Electrical requirements will be single phase,
115 volts. Install pumps assembly, riser, electrical systems, floats and discharge line per manufactures
installation guidelines. Use Orenco systems model p 200511 dosing pumps. The system shall be inspected
by a qualified person every six months. All installation and maintenance shall be performed by a qualified
person, in accordance with the Installation & Maintenance Guidelines for the Orenco Systems components.
We recommend that verification of the specified pump size and performance should be performed by the
supplier and/or manufacturer. Contractor shall confirm sewer service components, pump specification
parameters and follow manufacturers recommendation for pump installation and performance. Controls
and electrical service for the selected pumps shall be coordinated with the pump supplier, the electrician
and contractor.
Effluent Distribution System
The transport lines from the dosing pump assemblies to the absorption field shall be HDPE SDR -11 or
schedule 40 PVC with a maximum diameter of 1.25 inches. The transport lines will be installed to allow
the drain back of effluent to each respective septic tank pump basins. The effluent will be pressured to the
distribution header pipe tee installed adjacent to the up gradient trench. The flow will split to each trench
for pressure distribution through the individual 1 1/4" perforated distribution laterals running the length of
each trench to insure equal distribution over the field. The perforated distribution laterals will be schedule
40 pipe with the orifices oriented upward to spay against the interior of the chambers. The lateral shall have
3/16" diameter orifices spaced along the pipe every 2 feet. A 3/16" orifice shall be drilled on either end of
the distribution lateral to allow for drainage. A splash plate or orifice shield shall be placed below the
drain orifices to prevent scour. 4" inspection ports will be installed on the end chambers. The dosing
volume shall not exceed 75 gallons.
Control Systems
An Orenco Systems control box will control all functions and monitoring of the installed system. We
assume that the control panel will be installed on the outer wall with a line of site to the tank. Electrical
wires to the pump shall be installed into electrical conduit and shall be of suitable length to reach the pump
assembly riser on the tank. A visual indicator should be visible when one pump fails to operate. A visual
and audible alarm indicator shall be activated if the second pump fails to operate. The control panel may
be equipped with a telemetry system connected to a phone line that will automatically call the appropriate
service provider if the high water alarm is activated. We recommend that an electronic data recorder be
installed to record the pumping cycles to determine the sewage flow rates.
Bill Hubbard
SE Job No. 24057.01
May 7, 2004
Page 5
OWS Operation and Maintenance
The engineered system shall be inspected on a regular basis and be properly maintained. The
responsibility for repair and maintenance of the system will remain with the Lot Owner. The owner or a
qualified technician should inspect the OWS and perform maintenance and repairs necessary to ensure that
the system is operating properly. The effluent filter shall be maintained when the tank is pumped or as
needed. Suitable component handles and extensions on the filter assembly will be installed to provide easy
maintenance. We recommend a periodic inspection be performed every 6 months.
The OWS system should require minimal maintenance. Several factors influencing the need for
maintenance include: actual wastewater flows versus design flows, the volume of kitchen/domestic waste
(excluding human waste and toilet paper), excessive household chemicals and other toxic liquids. The
tank, dispersal field and other applicable treatment system components should be visually inspected bi-
annually for debris, wear, damage, leaks, or other potential problems. In general, for a properly utilized
system, septic tanks should be pumped and inspected every 2 - 4 years. The effluent filters should be
cleaned every six months and at the time of pumping. Absorption fields should be maintained with
suitable cover and kept free of root invasive plants. Positive surface drainage away from the absorption
field should be maintained.
Construction and Inspections
Prior to construction of the permitted system the engineer should be contacted by the contractor and owner
well in advance to provide adequate time to discuss the system components with the contractor, answer
questions, resolve any conflict issues and schedule inspection site visits based on construction progress.
County Regulations require that the Design Engineers of record perform site inspections of the permitted
system during construction and provide "As -Built" documentation of the installed system to the County
after construction is complete.
General Notes
1) All materials and installation practices shall conform to the Garfield County Individual Sewage
Disposal Regulation.
2) All sewer lines and distribution lines in the system shall be 4" Schedule 40 or SDR -35 PVC unless
specified otherwise on the plans.
3) Install a two-way clean out on the service line from the house to the septic tank.
4) The system shall be plumbed to distribution effluent into the trenches with equal distribution.
5) The contractor shall ensure that the concrete septic tank and sewer lines are watertight.
6) The trench area must be protected to prevent damage from vehicular or livestock traffic and must be
crowned to divert drainage runoff away from the trenches to minimize surface infiltration.
7) The leaching chambers shall be installed level in each trench. The top of the backfill over the
chambers shall be covered with filter fabric or other suitable pervious material to prevent the migration
of fines from the overlying topsoil layer.
• V
Bill Hubbard
SE Job No. 24057.01
May 7, 2004
Page 6
8) The trenches must have a minimum cover of 12 inches. A final cover of topsoil suitable for vegetation,
a minimum 4" deep, shall be placed from the top of the pervious cover layer to the finished surface
grade.
9) The absorption trenches must be sodded or covered with vegetative ground cover.
Our design and recommendations are based upon data supplied to us by others. If subsurface or site
conditions are found to be different from those presented in this report, we should be notified to evaluate
the effect it may have on the proposed OWS.
If you have any question or need any additional information, please call.
Sincerely,
SOPRIS ENGINEERING, LLC
Paul E. Rutledge
titin"- .
DesimY�eae:
Projeccf EntemmY»
SAN DIEGO COUNTY SHERIFc•c
October 5, 2004
Bill Hubbard
10820 Charbono Point
San Diego, CA 92131
RE: AS -BUILT OWS - Hubbard Property House Reconstruction — Proposed OWS System, 1906
County Road 132, (Mitchell Creek Road), Garfield County, CO
SE Job No. 24057.01
Dear Mr. Hubbard:
Pursuant to requirements, this letter provides documentation that the new Onsite Wastewater System (OWS)
recently installed at the above referenced site is in general compliance with the permitted design. Sopris
Engineering inspected the excavations and the installation of system components at various times during
construction prior to final backfill. The system constructed on site was designed and built to serve the needs of the
newly constructed 2 -bedroom house. Sopris Engineering performed visits to inspect and document the as built
conditions of the constructed system. We have coordinated our efforts with the system installer. The as built
conditions and installation of the new OWS components is in compliance with the permitted design specifications
for the system.
The System was installed in accordance with Garfield County Regulations; the design presented in the Sopris
Engineering design drawing dated May 6, 2004 and the report dated May 7, 2004. A 1000 -gallon dual
compartment concrete septic tank was installed with a duplex pump vault dosing system with automatic
controls. The absorption field was constructed with a total of 12 standard leaching chambers in 2 absorption
trenches. The trenches contain 6 chambers each. The chambers were placed over 12" of sand overlying the onsite -
soils. The chambers were backfilled with screened native soil. The trenches were installed level. Inspection ports
were installed on each row at the end chamber. The effluent is pumped from the tank through a pressurized
transport pipe that splits to each trench and distributes effluent through 1.25" perforated distribution laterals
installed along the length of each trench. The chambers were installed in suitable soils consistent across the field.
No ground water was encountered to a depth of 10 feet.
The septic tank, dual pump dosing vault assembly, distribution piping, and the absorption field was
constructed utilizing specified materials and installed according to design. The minimum setback distances have
been maintained.
OWS Operation and Maintenance
All components of the engineered OWS shall be inspected on a regular basis and be properly maintained.
The re establishment of vegetative cover over the field and responsibility for inspection and maintenance of
the system will remain with the Lot Owner or the owners representative. The owner shall periodically
inspect the OWS and to perform all maintenance and repairs as necessary to ensure that the system is in
good operating condition and performing as designed.
The OWS should require minimal maintenance. Several factors influencing the need for maintenance
include: actual wastewater flows versus design flows, the volume of kitchen/domestic waste (excluding
human waste and toilet paper), excessive household chemicals and other toxic liquids. The tank, sanitary
tees and effluent filter should be visually inspected bi-annually for clogging debris, damage, leaks, or other
502 Main Street • Suite A3 • Carbondale, CO 81623 • (970) 704-0311 • Fax (970) 704-0313
SOPRIS ENGINEERING • LLP
2-d
caaaocaar
civil consultants
Z
nano enc:Rn Crr /T JQW
Bill Hubbard
SE Job No. 24057.01
October 5, 2004
Page 2
potential problems. In general, for a properly utilized system, septic tanks should be pumped and inspected
every 2 - 4 years. The effluent filter should be cleaned every six months and at the time of pumping.
Absorption fields should be maintained with suitable vegetative cover and kept free of root invasive plants.
Positive surface drainage away from the absorption field should be maintained.
If you have any question or need any additional information. please call.
Sincerely,
SOPRIS ENGINEERING, LLC
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Paul E. Rutledge
Design Engineer
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SAN DIEGO COUNT' SHERIPP,O . _
To: Andy Schwaller
Garfield Co.
From: Bill Hubbard
1906 Co. Rd. 132
Glenwood Springs Colo.
Regarding: Building permit #9127 & septic permit 3954
Please include the following septic inspection/approval in our file on the above building
permit. 1 spoke to you on the phone on 3-16-2005 regarding an y dens}on on our permit.
Thank you for granting it.
Sincerely, Bill Hu
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