HomeMy WebLinkAboutpitkin.eh.246524201019 (1995, 2011)Document Layout
(From Most Recent to Oldest Permit)
Permit
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As -built Design
Engineer Design
Soil Information
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Second System on property
Third System etc.
Floor Plans
Please See Building and Land Use Approvals Files for additional information.
Carla Ostberg
From:
Carla Ostberg
Sent:
Tuesday, November 22, 2011 3:00 PM
To:
'danshipplaw@comcast.net'
Cc:
'rwright@cowc. info'
Subject:
300 Vagneur Ln
Hi Dan,
After talking yesterday and having an opportunity to review Church OWC's design today, I just wanted to highlight some
thoughts about your property and you can decide which avenue is best for you.
The following (in my opinion, and Bob can give us his thoughts too) should be priority steps:
• If you decide to work with the existing system:
1. Remove irrigation from over the field area;
2. Replace the lift station and/or risers (wherever water is infiltrating);
3. Route the discharge from the water softener to a separate drywell or discontinue use;
4. Assure there are no leaking toilets or excessive water use from any fixtures;
5. Excavate a profile hole, extending 4' below the bottom of the absorption area to determine if
seasonal groundwater is impacting the field. The hole can be dug adjacent and down gradient
of the field;
6. Consider technologies that claim "field rejuvenation". We talked about the Ecoflow (water
conditioner), RetroFast (Tim Petz 618-5033), Aquaworx (Eric Berquist 1-888-292-7075), and
possibly others that have been approved by the state for use on septic systems. The Ecoflow is
an exception — so it would be worthwhile talking to the manufacturer about their claims with
respect to how that water might work on the biomat and/or salt that has accumulated in the
field; and
7. Continual monitoring of effluent depth in observation ports and water usage.
If you decide to obtain a permit to replace the system, I think Bob's design adequately addresses the
problem and you should be set for a very long time. If you decide to obtain a permit, you might consider
the following:
1. Integrate the other cabins into the new system, as the system serving the other cabins is not
documented and therefore the size, location, and age are unknown;
2. Consider a spring installation so you aren't dealing with winter conditions;
3. Get multiple bids;
4. 1 will need an application packet that includes most everything on the checklist (and I can review
that with you).
If you have any questions, please don't hesitate to call. Have a Happy Thanksgiving!
Carla Ostberg, MPH, REHS
Environmental Health Manager
Pitkin County Environmental Health
970-920-5438
CYP aq
E
CHURCH OWC, LLC
Onsite Wastewater Consultants
November 17, 2011
Mr. Dan Shipp
0300 Vagneur Lane
Basalt, CO 81621
•
Subject: Onsite Wastewater System Treatment Design- REVISION
Pressure -Soil Based Drainfield REPAIR
0300 Vagneur Lane
Pitkin County, Colorado
Job No. 8855
Mr. Shipp,
As requested, CHURCH Onsite Wastewater Consultants (COWC) has prepared a REVISION to the
onsite wastewater treatment system (OWTS) repair design for the subjectsite dated July g, 2011.
The design was prepared for OWTS permit submittal to Pitkin County Environmental Health
Department (PCEHD). This project consists of three tasks: 1) replace the existing, deep, chambered
drainfield with a shallow, chambered or rock & pipe drainfield, located in the horse pasture, north of
the office cabin, 2) abandon the existing sewage lift station serving the law office cabin, and 3)
reroute the existing main residence and office cabin building sewer pipes from the existing tank to a
new septic tank located north of the office cabin, in the horse pasture. The water softener discharge
from the main residence will remain plumbed into the existing tank and will flow to the old
drainfield, which will effectively be used as a dry well.
Note that the design for this onsite wastewater system shall include both the written report and the
design figures. The OWTS design incorporates the County OWTS regulations, as currently amended,
by this reference.
COWC recommends that when soliciting for costs of equipment, the complete design package be
submitted to suppliers to allow them to understand the design and provide the correct
components/equipment.
SITE CONDITIONS
The site is a 7.96 -acre lot, as indicated on Figure 1. The subject site is located in an area where
OWTS are used because there is no public sewer service. The area of the proposed OWTS drainfield
slopes downward to the north at approximately 3-6%. Surface vegetation consists of pasture
grasses. East Sopris Creek flows through the property and affects the location of a drainfield with a
50 -feet setback. Potable water service to the lot will be provided by an onsite well located greater
than 100 -feet from the drainfield. `� ik t }p typ v-9
EXISTING CONSTRUCTION
A 3 -bedroom residence exists in the middle portion of the property as indicated on Figures 1 and 2.
There are also two rental cabins and two small outbuildings that are used as offices. The two rental
cabins are served by a separate drainfield to the north. The east cabin that is used as a law office
Q9590 West 14th Avenue Ste. 100, Lakewood, CO 80215 Voice 720-898-3434 FAX: 720-898-3455
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OWTS Repair Design, Job No. 8855
November 17, 2011, Page 2
has a single toilet and sink that flows to the existing system. The repair system is being designed for
4 -bedrooms to allow an addition to the main house to be constructed in the future. The average
wastewater flow for a four-bedroom residence, under 6,000 SF, is 600 gallons per day (GPD) with
900 GPD for peak loading, using a 1.5 peaking factor. The proposed drainfield area is to the
northeast of the main residence and almost due north of the office cabin. If proposed improvements
or construction vary from the existing plan, COWC should be contacted to revise this OWTS design,
if necessary.
The existing OWTS consists of a 1,250 -gallon, two-compartment, concrete septic tank with r sers to
the surface. The law office cabin building sewer flows to a 4 -feet diameter concrete lift station over
what appears to be a steel or fiberglass grinder/sewage pump sump that pumps collected raw
wastewater to the septic tank through a 2 -inch PVC pipe. The lift station is not sealed at the joint
bveen the concrete riser and the sump. Spring seasonally high groundwater causes the pump to
run continuously. In recent years, the owner has halted use of the toilet in the law office, and shut
off the pump to the septic tank to stop groundwater flow to the tank and then the drainfield.
The as -built drawing obtained from Pitkin County Environmental Health indicates that the drainfield
is gravity fed from the tank to an 18 -feet wide by 50 -feet long chambered bed that is buried with
about 5.5 -feet of soil cover. The groundwater/effluent level was found at 5 -feet The profile hole
dug at the east end of the existing drainfield indicates a thick biomat has developed around the
chambers, and is most likely restricting effluent flow into the soil.
SUBSURFACE CONDITIONS
Subsurface conditions were investigated for the existing drainfield in 1995 by unknown means. A
percolation rate of 30 minutes per inch (MPI) was used as indicated on the permit. For this repair
design, a single prof e o e an ree new perco ation o es were excavated in the area of the
proposed r in ie o e o 111ce cabin). The percolation tests were conducted at the location
indicated on Figure 1. A profile hole was excavated in the area of the proposed drainfield to check
the water table and the condition of the existing system on November 5, 2011 using a backhoe.
Subsurface conditions at the test pit consist of about 4 -feet of sandy clay that is dark brown, and
appears to be soft and moist, overlaying a layer of sand with gravel that appears to be loose and
brown, to 8 -feet, the limits of the profile hole. Free water was not encountered in the test pit.
Percolation tests were conducted by Mr. Paul Gruner, installer. A percolation rate between 22 MPI
and MPI was observed in the individual readings. A design percolation rate f 30 MP117vas useT-
ori —For of the drainfield. Results of the percolation tests and soils evaluatio rovided in
Appendix A.
RECOMMENDATIONS
C K The results of the investigation indicate a repair OWTS can be constructed at the site. The new
system will consist of the existing sewer piping from the house and law office, intersected and
rerouted to a new 1 250 aallpn 2 compartment septic tank with a new 4" Orenco effluent filter in
the second compartment. -A high water a arm as been indicated as an option, at the owner's
discretion, for the effluent filter. The purpose for this high water alarm is to warn the occupants that
the filter has become clogged. A high water alarm should not be necessary if the effluent filter is
inspected and cleaned at a reasonable interval, usually 5 -months to 1 -year. The new drainfield will
contain a minimum of 98, Quick4Infiltrator Standard chambers as configured on Figure 4 of 4. The
proposed location of the new field is presented on Figure 2. Substitutions of components or
materials will not be allowed without the written approval of the design engineer.
ak
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E
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OWTS Repair Design, Job No. 8855
November 17, 2011, Page 3
Building Sewer: Sewer pipes are existing and will remain in use. The existing sewer pipe from the
law office cabin will be accessed, cut and a new pipe will be connected with a new cleanout installed
for the office cabin, the south face of the cabin. The cabin building sewer will be routed around the
south and west sides of the cabin to intercept the proposed new main resi ence building sewer to
ew se tic tan . c eanou shall e installed in the main residence building sewer
u econnection from the cabin connection to the main residence building sewer. There
appear to be two building sewer pipes from the main re i Each of these will be located by
cog and exposing t e —pipes at the cleanouts, sufficiently to allow cutting of the pipes,
installing a new cleanout, retaining one cleanout and attaching new building sewer piping to extend
to the new septic tank in the field north of the fence and shed, per the as -built drawing.
Septic Tank: The existing septic tank for the OVVTS shall remain in service and serve only the water
softener for the main residence.
A new, 1,500 gallon, two-compartment, concrete septic tank shall be installed in the horse pasture
lug
the
located outside the traveleU —way of the pasture. The Installer shall coordinate
new tank with the owner to ensure that it is outside the traveled way.
e tank shall be
location of the
The second compartment of the tank shall be fitted with a 4" Qtpnrn Biotube Effluent Filter The
risers and lids for the new tank shall be brought to the finished grade surface. It is important to note
that if the tank is to be located in an area where livestock will walk over the tank, plastic risers and
fiberglass lids should not be used, or the area should be fenced to prevent the livestock from
breaking through the lid and being injured. Concrete risers and lids can be used in lieu of the plastic
risers and fiberglass lids. If concrete risers and lids are installed, they must be watertight, at the
riser/tank lid connection and between each riser section. The concrete lids for the tank shall be
elevated above the finished grade of the tank, and the finished grade soil shall be sloped away from
the tops of the risers to prevent inflow of surface water to the tank. The effluent filter handle shall
be extended to between six and twelve inches of the bottom of the lid. A diagram of the proposed
septic tank configuration is presented on Figure 3 of 4. Schedule 40 PVC pipe connections shall be
used throughout.
An optional high water alarm float has been indicated in Figure 3. If the high water alarm option is
selected by the owner, the electrical control box for the high water alarm shall be installed at a
location selected by the owner, but not more than 60 -feet from the tank riser, and with a line of site
to the pump vault riser. The alarm panel can be installed inside the office, if desired. If an interior
location is selected, it shall be an AMSENTI, 115V unit that plugs into an interior receptacle. All
exterior alarm boxes shall be listed per UL 508. The alarm box shall be weatherproof. As an
alternative, and with the owner's permission, the exterior box can be installed near the septic tank
on a 4 -inch by 4 -inch pressure treated post. Furnish and install a pressure treated plywood backing
board to mount the control panel. Coordinate with owner for location of panel. Coordinate with
design engineer for a detail of an approved post & board installation. Minimum post embedment in
the ground shall be 4 -feet.
Discharge Piping_ The discharge piping from the septic tank to the drainfield shall be 4 -inch
diameter SDR 35 PVC pipe (min) with solvent welded joints. The pipe shall be installed with a
minimum pipe slope of 1% from the tank to the field. The pipe shall be properly bedded per the
typical trench detail presented on the design drawings.
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OWTS Repair Design, Job No. B855
November 17, 2011, Page 4
Drainfield: The drainfield shall be excavated to the lines and grades indicated on the design figures.
The drainfield laterals shall be 4 -inch SDR 35 PVC pipe with 1/2 -inch -inch holes oriented as
J� described on the design drawings. The lateral piping shall be installed on the ground surface under
the Infiltrator Quick4 Std chambers as designated in the design, or on 6 -inches of sewer rock, and
covered with a minimum of 2 -inches over the crown of the pipe.
The drainfield shall be constructed with a berm on the uphill side of the field to divert runoff away
from the field. The finished grade of the drainfield area shall be configured to drain precipitation or
snow melt away from the field area. Coordinate the installation of the run-off berm with the owner
to ensure ease of maintenance for lawn mowing. The OATS should be constructed similar to details
in Figures 2-4.
The existing drainfield will remain in service only to accept the discharge from the main residence
water softener.
The soil of the new drainfield is susceptible to damage from vehicular traffic. Driving over the
drainfield area can compact the soils and reduce the percolation rate, leading to early failure. The
drainfield area should be fenced and protected from construction traffic. Vehicular movement over
the drainfield area is not allowed at any time.
The surface of the field should be seeded after installation of the system. A seed mix such as "Pitkin
County Non -Irrigated Seed Mix" should be used. These mixes do not require irrigation and develop a
growth 10 to 15 inches high. No automatic sprinkler system shall be installed over the field.
Vehicular traffic and livestock shall be kept off the drainfield. No landscaping or plastic sheeting can
be used over the field, which can reduce performance of the field.
INSTALLATION OBSERVATIONS
The installation of the OWTS shall be observed by the design engineer. A minimum of one
observation is required: 1) after the drainfield is excavated and laterals and chambers (or rock &
pipe) are placed, flow splitter is installed in the new tank with risers on the tank, prior to backfill. All
piping must be bedded and visible for observation by the engineer. A final observation shall be
required after the final electrical connection has been made, prior to placing the OATS into service,
if the high water alarm float option is exercised, and if power is not available at the first observation.
Our office should be called at 720-898-3434 to observe the installation of the OWTS at least 24
hours in advance. These observations, any repeat observations, OWTS design revisions, staking of
drainfields or additional site visit requirements are not included in the scope of work of this design
and will be invoiced at an additional unit rate fee.
OPERATION AND PREVENTATIVE MAINTENANCE SCHEDULE
The goal of an operation and maintenance schedule is to observe the function and operation, and
perform minor maintenance to the onsite wastewater system to allow for proper, long term
functioning of the system.
Septic tanks: The scum and sludge accumulation in the septic tanks should be monitored
yearly. Once the cumulative scum or sludge thickness reaches 25% of the tank liquid depth,
the entire tank should be pumped. A pumping frequency of 1 to 3 years at design flows is
common. An alternative is a regular pumping frequency of every 2 years.
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OWTS Repair Design, Job No. 8855
November 17, 2011, Page S
Eh9uent &ter: The effluent filter at the septic tank discharge should be cleaned (hosed off)
at the time of pumping or as needed. The filter should be pulled and observed every six -
months for at least the first 18 -months to establish a cleaning frequency. If the filter is
observed to be relatively clean after a six-month interval, then the interval can be extended
to 9-12 months between cleanings. If the filter is observed to be relatively clogged after a
six-month interval, then the observation and cleaning frequency should be shortened to 3-4
months.
Drainfie/d: The surface area around the fields is to be observed monthly for signs of failure
such as lush vegetation growth, effluent ponding, and liquid in the observation pipe.
Genera/: System users must realize an onsite wastewater system is different from public
sewer service. There are daily considerations such as not putting plastic or other non -biode-
gradable material into the system. Water use should be monitored so toilets are not allowed
to leak when seals malfunction. Allowing fixtures to flow continuously to prevent water lines
from freezing is not acceptable. Washing loads of laundry should be spread out over the
week to prevent hydraulically overloading the field. Although the proposed system can
accommodate variable flows, spreading water use over several hours and eliminating peak
flows is recommended. To illustrate the point, a malfunctioning toilet can discharge in excess
of 1000 GPD. Excessive daily loading could flood and irreparably harm the OWTS.
COWC cautions against installation of a water softener that discharges to the septic tank &
drainfield. The chemical and hydraulic loading from the backwash of a water softener may be
detrimental to the OWTS and a separate drywell should be constructed for the backwash wase, if a
softener is installed. The design of the OWTS is based on the treatment of domestic sewage only.
Swimming pool or spa water should not be discharged into the OWTS. The proposed OWTS design
is based on the flows noted in the report. Increased flows may hydraulically or organically overload
the OWTS, causing premature failure.
LIMITATIONS
Our investigation, layout, design, and recommendations are based on data submitted. If conditions
different from those described in this report are encountered, COWC should be called to observe the
conditions and make design changes if necessary. If proposed construction is changed, COWC
should be notified to evaluate the effect of the changes on the wastewater system. All construction
is to be in accordance with the current ISDS regulations. Pipe type and size, burial requirements,
septic tank construction, and other specifications, which are not depicted in our report, are to
conform to the requirements of the ISDS regulations. The installer of the system is to be licensed by
the county health department and have demonstrated knowledge of the ISDS regulations and
requirements.
This onsite wastewater system design is intended to be used only for the wastewater load specified
in the drainfield calculations and for the site indicated on the subject line. Any other application of
this design is not authorized by CHURCH Onsite Wastewater Consultants, LLC. Use of this design for
any other area on the subject lot than designated, on any other lot or for wastewater volumes or
strengths not indicated, constitutes a misapplication of the design and voids all liabilities on the part
of COWC.
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OWTS Repair Design, Job No. B855
November 17, 2011, Page 6
COWC encourages homeowners of OWS to visit www.nsfc.edu, www.cpow.info and
http://www. aspen Pitkin. com/Departments/Comm unity-Development-Pitkin-Cou nty/Environ mental-
Health/Wastewater-Treatment/, to learn how they should operate and maintain their OWS. If there
are questions or if we may be of further service, please call.
Sincerely,
CHURCH Onsite Wastewater Consultants, LLC
PPpp L��F Reviewed By:
oP
Robert W. Wright, P ? Kathryn E. Carney, EI
Principal 0 Principal
RWW IIll7� '
�S�ONAL
Attachments
3 copies sent
E -Copy sent to: Pitkin County Environmental Health Department, ATTN: Ms. Carla Ostberg,
REHS, 0405 Castle Creek Road, Suite 10, Aspen, CO 81611
0
0
APPENDIX A
JOB NO. B855
0 0
1SDS DESIGN CALCULATIONS - for Pitkin
Owner's Name Dan Shipp Parcel TD N 246574201019.00
House Size (sq. ft.) - 2544 (75 gpd or 100 gpd) 75 r m5 &i0li n
Number of Bedrooms in Main House 4
Number of Offices, libraries, Studies, Si hilar -sized Rooms in Main House 0 I10 \l"
Number of Bedrooms in Detached Caretaker unit 0 11
Number of Offices, Studies, Similar-. ed Rooms in Caretaker Unit - 0
(If the caretaker unit is ATTACHED, treat as if part of main house.) t
u�d by —
Average Daily Waste Flow 600
State Review Required?
Perc Rale
Design Flow (Q) _ # potential bedrooms X 2 people/ bedroom X gpd X 1.5
Q- 900
Minimum tank capacity 1125 gallons
Absorption Area (=Q/5 X SQRT pelt rate)(1A loading factor)
A - 1,380 sq. ft. of absorption area required
Absorption Area (=Q/5 X SQRT perc rate) WITH SECONDARY TREATMENT (no loading factor)
A- 986 sq. ft. of absorption area required
Abs. Ana w/ loading factor (B25) Trench Bed Quick4 Trench Quick4 Bed
Pipe and Gravel (.10%) 1287 rored. M 126 140
Dosing (-mac) 114f (-20%) 11N 112 112
Chambers (-00%) 444 (-10%) 1345 98 126
Max Allowable (-%%t 4ffi (a0%) 2N4 70
Secondary Treatment
Abs Area w/ out loading factor (B28) Trench Bed
Pipe and Gravel (-10x) 41 f1 no red. 924 90 100
Dosing (-20x) 212 (-20x) 784 eo No
Chambers (-70%) W (-10%) J 7 70 so
Max Allowable (-50%) 44i (a0%) OD 50 70
100
SETBACK FROM WELL
# of feet -
50
SETBACK FROM POND, STREAM OR IRRIGATION DITCH
# of feet -
25
SETBACKFROM DRY GULCH
#of feet= `�`" O�
qg as�a
CkaVv, �5
1g,-15 ?
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0
CHURCH OWC
Onsite Wastewater Consultants, LLC
9590 W. 14th Ave, Suite 100
Lakewood, CO 80215
Job No: 8855 Perc'd By: Paul Gruner
Client: Mr. Dan Shipp
Address: 0300 Vagneur Lane, Basalt, CO 81621
Perc Hole 1: Start time= 1000
November 5, 2011
Job No: B855
�� i
Figure A-1
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30.0
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3.0 3.0
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30
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1.5 1.5
20
30
1.5
0.0 1.5
20
30
8.0
4.0 2.0
15
30
4.0
3.0 1.0
30
30
3.0
1.0 2.0
15
30
1.0
0.0 - 1.0
30
30
6.0 1
4.5 1.5
20
Estimated Hole Average:
22
Perc Hole 1:
Start time= 1000
PC -2
30.0
30
8.0
2.5 i 3.5
9
30
2.5
1.5 1.0
30
30
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0.0 2.0
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30
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4.5
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Estimated Hole Average:
22
Perc Hole 1:
Start time= 1000
PC -2
30.0
30
6.0
5.0- 1.0
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_ _ _
30
5.0
3.0 2.0
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30
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30
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_ 308.0
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30
5.0
4.0 1.0
30
30
4.0
2.0 2.0
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30
2.0
1.0 1.0
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Estimated Hole Average:
25
Design Percolation Rate:
30
Job No: B855
�� i
Figure A-1
0 0
PR -1
� 1
0' TO 4', CLAY W/SAND, SOFT,
DK BROWN LF2
1i
w
-- --- 4 w
I
x
4' TO 8', SAND W/GRAVEL a
LOOSE, DK BROWN
— 8
END EXCAVATION AT 8+ FEET
NO WATER ENCOUNTERED
- -- -- ---... 10
NOTES: THE EXPLORATORY TEST PIT WAS EVALUATED ON 05-07-2011 USING A
BACKHOE
FREE WATER WAS NOT ENCOUNTERED AT THE TIME OF EXCAVATING.
CHURCH OWC, LLC 0300 VAGNEUH LANE OWrS REPAIR
Onsite Wastewater Consultants
Onsite Wastewater Engineering -Geological Engineering PROFILE HOLE LOG
9590 W. 14th Ave., Ste. 100, Lakewood, CO 80215
Voice: (720) 89B-3434 Fax: (720) 898-3455 JOB N0, BB55 DATE: 11/05/2011 FIGURE A-2
7.96± ACRES
0300 VAGNEUR LANE
PITKIN COUNTY, COLORADO
0 10 30 40 70
SCALE: 1 = 30'
O
PERC 3
CABIN
HOLE GENERAL NOTES:
PRO O 1.
THE INSTALLATION SCOPE OF WORK FOR THIS PROJECT IS TO FURNISH
AND INSTALL ALL EQUIPMENT, COMPONENTS, MATERIALS AND LABOR TO
O
PROVIDE A TURN -KEY OWTS, IN ACCORDANCE WITH THE DESIGN
PERC 2
DOCUMENTS, THE PITKIN COUNTY ENVIRONMENTAL HEALTH DEPARTMENT
ISDS REGULATIONS (AS CURRENTLY AMENDED) AND GOOD INSTALLATION
PRACTICES. THE DESIGN ENGINEER IS AVAILABLE BY TELEPHONE AT
720-272-6469 TO RESPOND TO QUESTIONS ABOUT THE DESIGN OR TO
PROVIDE GUIDANCE FOR THE INSTALLATION.
2.
THE SITE IS A RESIDENTIAL PARCEL THAT HAS IMPROVEMENTS DATING
BACK TO THE LATE 1800'S. THE INSTALLER SHALL EXERCISE CAUTION
WHEN EXCAVATING, AS UNKNOWN UNDERGROUND IMPROVEMENTS MAY
EXIST. COORDINATE WITH THE PROPERTY OWNERS OFTEN TO ENSURE
THAT THE PROGRESS OF INSTALLATION OF THIS SYSTEM DOES NOT
Q
INTERFERE WITH THEIR ACCESS TO THE SITE OR IMPROVEMENTS.
3.
PLAN THE INSTALLATION OF THE ENTIRE SYSTEM TO REDUCE THE DOWN
PERC 1
TIME OF ANY COMPONENTS AS MUCH AS POSSIBLE
4.
LOCATION OF WATER SOFTENER DISCHARGE PIPE IS ESTIMATED.
COORDINATE W/OWNER & CHECK INTERIOR PLUMBING FOR ACTUAL
LOCATION.
SHED
EXIST BLDG S R=
PIPE FROM OFFICE TO
LIFT STA
ET
_5DRM
HOUSE
POSSIBLE OLD I
BLDG SEWER
EXIST GAL,
2 COMP, P, CONC
SEPTIC TANK
OFFICE
\ OUf BUILDING
0 /0
J
a:
CLEANOUTS y
0
4' PIPE FROM 4+
HOUSE w
EXIST 4' DIA
CONC LIFT STA
CALL UTILITY NOTIFICATION
CENTER OF COLORADO
1-800-922-1987
CALL TWO BUSINESS DAYS IN ADVANCE BEFORE
DIGGING, GRADING OR EXCAVATING TO ALLOW FOR
MARKING OF MEMBER UNDERGROUND UTILITIES
THE LOCATION OF EXISTING AND PROPOSED IMPROVEMENTS SHOWN
HEREIN AND THE WELL AND/OR DRAINFIELD LOCATIONS STAKED AT
THE SITE ARE NOT THE RESULT OF A PROPERTY SURVEY.
IMPROVEMENT LOCATIONS ARE APPROXIMATE AS SCALED FROM THE
AS -BUILT DRAWING RECEIVED FROM THE COUNTY, REFLECTING THE
1995 PERMITTED SYSTEM. R IS THE PROPERTY OWNER'S
RESPONSIBILITY TO DEFINE PROPERTY BOUNDARIES AND ENSURE ALL
ONSITE IMPROVEMENTS ARE LOCATED WITHIN THE PLATTED SITE AND
OUT OF INAPPROPRIATE EASEMENTS. ALL SEPARATION DISTANCES
ARE TO BE VERIFIED PRIOR TO EXCAVATION.
CHURCHOWC, LLC 0300 VAGNEUR LANE OWTS REPAIR No. Revision Date URAWNB t17: KYVW
Onsite Wastewater Consultants DRAWN D RWW
CHECKED BY: 11 1
Onsite Wastewater Engineering - Geological Engineering DATE: 11/162011
9590 W. 14th Ave., Ste 100, Lakewood, CO 80215 EXISTING OWTS SITE PLAN JOB NO. 8855
Voice: (720) 898-3434 Fax: (720) 898-3455 Figure 1 of 4
J3
1. FLOW SPLITTER BASIN SHALL BE INSTALLED UPSLOPE OF DRAINFIELD & DOWNSLOPE OF SEPTIC TANK.
PROVIDE MIN 1% SLOPE FOR ALL PIPING.
2. INSULATE RISER W/2" OF HIGH DENSITY CLOSED CELL FOAM ALL AROUND RISER. WHITE BEAD BOARD IS NOT
ACCEPTABLE.
3. MAX FLOW SPLITTER BASIN DEPTH= 30" FIN GRADE TO BASIN FLOOR.
FLOW SPLITTER BASIN
GROMMET SEAL, TYP
'0
D
,
4" PVC PIPE, TYP
NE1
�OQp
O
FLOW SPLITTER-
/
BASIN /
LEVELER, TYP
PLAN VIEW p�
INLET
TEE
0
SPLITTER SHOWN IS GENERIC;
TO THE DRAINFIELD PLAN FOR
CT NUMBER OF INLET AND OUTLET
NEW SDR35 BLDG
SEWER TO TANK
NEW —
CLEANOUT
CUT EXIST PIPE
& CONNECT NEW
PIPE TO NEW—
TANK
GRADE
FIBERGLAIGASKET..
POTHOLE FOR, LOCATE & EXPOSE EXIST OFFICE
W/STAIN
rr
& URETH4"
GROMMET,
PORTION. INSTALL NEW CLEANOUT AND ROUTE
T
NEW BLDG SEWER PIPE TO INTERCEPT MAIN
PVCSEWER
RESIDENCE BLDG SEWER
PtINFLUENT
EXISTING BLDG SEWER PIPE
0 1
FROM TA3"
SAND
5.
BEDDING
aOW If
EXTEND 4
2
BELOW BOTTOM
SPEED LEVELER, TYP
SANITARY WYE
EXIST PIPE CAP
TO EXIST TANK
y
\ BUIL-DLNG
POTHOLE FOR, LOCATE & EXPOSE EXIST OFFICE
RIBBED PVC
BASIN
`
GROMMET,
PORTION. INSTALL NEW CLEANOUT AND ROUTE
T
PROFILE VIEW
4- PVC
DISCHARGE
PIPE
EFFLUENT
DISCHARGE
INSTALL
SPEED
LEVELER
0 10 30 40 70
SCALE: 1" = 30'
IECTION NOTES: -0
POTHOLE FOR, LOCATE AND EXPOSE THE EXISTING BLDG SEWER PIPES FROM
THE MAIN RESIDENCE AND OFFICE. CUT & CAP ABANDONED PORTION. CONNECT
NEW BLDG SEWER PIPES AND ROUTE TO NEW SEPTIC TANK.
i
i
i
i
I
i
I
I
I
I
I
I
I
I
I
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I
I
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1
1
I
1
t
PRO HOLE
OpERC 2
O
PERC 3
PROPOSED NEWD RAiNFIELD,
TWp_SECTION
SEE NOTE
30"0, 5 -OUTLET, PVC
FLOW SPLITTER BASIN
NEW 1,500 GAL, 2 -COMP,
CONCRETE SEPTIC TANK -
4" CLEANOUT
--------------
CABIN
/ --------------------------
i1NSTALL SAN WYE TO CONNECT OFFICE PIPE.
INSTALL TEE -WYE UPSTREAM OF OFFICE��
CONNECTION-------------------------
-----------
SEE NOTE B
3 XBDRM
HpUSE
POSSIBLE OLD -
BLDG SEWER
EXIST 1,250 G/
2 COMP. CONC
❑'
NOTE: 2,
INSTALLER SHALL CONTACT
DESIGN ENGINEER IF TANK
&/OR FIELD IS FOUNDED IN
SANDS UNDER SURFICIAL
CLAYS TO DETERMINE IF
ANTI FLOATATION FOR TANK
OR FILTER SAND FOR FIELD
IS NEEDED.
SHED I 1 1 3.
4.
THE INSTALLATION SCOPE OF WORK FOR THIS
PROJECT IS TO FURNISH AND INSTALL ALL
EQUIPMENT, COMPONENTS, MATERIALS AND
LABOR TO PROVIDE A TURN -KEY DINTS. IN
ACCORDANCE WITH THE DESIGN DOCUMENTS,
THE PITKIN COUNTY ENVIRONMENTAL HEALTH
DEPARTMENT ISDS REGULATIONS (AS
CURRENTLY AMENDED) AND GOOD
INSTALLATION PRACTICES. THE DESIGN
ENGINEER IS AVAILABLE BY TELEPHONE AT
720-272-6469 TO RESPOND TO QUESTIONS
ABOUT THE DESIGN OR TO PROVIDE GUIDANCE
FOR THE INSTALLATION.
THE SITE IS A RESIDENTIAL PARCEL THAT HAS
IMPROVEMENTS DATING BACK TO THE LATE
1800'S. THE INSTALLER SHALL EXERCISE
CAUTION WHEN EXCAVATING. AS UNKNOWN
UNDERGROUND IMPROVEMENTS MAY EXIST.
COORDINATE WITH THE PROPERTY OWNERS
OFTEN TO ENSURE THAT THE PROGRESS OF
INSTALLATION OF THIS SYSTEM DOES NOT
INTERFERE WITH THEIR ACCESS TO THE SITE
OR IMPROVEMENTS.
PLAN THE INSTALLATION OF THE ENTIRE
SYSTEM TO REDUCE THE DOWN TIME OF ANY
COMPONENTS AS MUCH AS POSSIBLE.
LOCATION OF WATER SOFTENER DISCHARGE
PIPE IS ESTIMATED. COORDINATE W/OWNER &
CHECK INTERIOR PLUMBING FOR ACTUAL
LOCATION. THE EXISTING SEPTIC TANK TO THE
SOUTH OF THE MAIN RESIDENCE WILL REMAIN
IN USE TO DISTRIBUTE THE WATER SOFTENER
BACKWASH TO THE EXISTING DRAINFIELD, THAT
WILL ACT AS A DRYWELL IN THE FUTURE.
OFFICE ,
\ BUIL-DLNG
POTHOLE FOR, LOCATE & EXPOSE EXIST OFFICE
OUT
BLDG SEWER PIPE. CUT PIPE & CAP SOUTHERN
`
/
PORTION. INSTALL NEW CLEANOUT AND ROUTE
NEW BLDG SEWER PIPE TO INTERCEPT MAIN
RESIDENCE BLDG SEWER
I
EXISTING BLDG SEWER PIPE
0 1
FROM OFFICE TO LIFT STA
5.
THE PROPOSED DRAINFIELD CAN BE EITHER
aOW If
ROCK AND PIPE WITH 1,380 SF OF AREA, IN
c
TWO SECTIONS, OR A CHAMBERED DRAINFIELD
WITH A MIN OF 98 CHAMBERS, DEPENDING ON
1 11
r
INSTALLATION COST. THE SELECTION OF THE
1 SEE DETAIL AT 111
TYPE OF DRAINFIELD IS AT THE OWNER'S
LOWER LE_Fr J
I
DISCRETION.
6.
USE CAUTION WHEN EXCAVATING AROUND
I
OFFICE. MAINTAIN MIN 1:1 DISTANCE TO DEPT
EX
EXISTING
ISTING
o I
OF EXCAVATION FOR PIPING.
CLS
7.
COORDINATE WITH OWNER REGARDING SALVAGE
j
OF PUMP IN EXIST LIFT STATION. TO ABANDON
4" PIPE FROM
w�
I
LIFT STA, CAP OUTLET PIPE TO TANK & FILL
HOUSEa'
w 1
MANHOLE WITH GRANULAR SOIL.
8.
MAINTAIN EXCAVATION FOR BUILDING SEWER
x�
0 I
TRENCH OUTSIDE DRIPLINE OF TREES IN
EXIST 4' DW CONC
a� �I 9.
THE BUILDING SEWER IS A LONG RUN OF
UFT STA. ABAND IN
PIPE. IF TANK AND FIED ARE INTO SAND
PLACE. SEE NOTE
UNDELYING THE CLAY LAYER, A CHECK PERC
7
TEST WILL BE NEEDED, AND THE FIELD DIMS
\Q 50Q�Bp,CK
Q
i
REVISED FOR FASTER PERC RATE. IF FIELD IS
INTO SAND LAYER, 24" OF C33 SAND MAY BE
NEEDED TO SLOW INFILTRATION.
0300 VAGNEUR LANE OWTS REPAIR No. Revision Date ULSIGNLD BY: KWW
CHURCHOWC, LLC DRAWN BY: RWW
Onsite Wastewater Consultants CHECKED BY: KEC
Onsite Wastewater Engineering - Geological EngineeringDATE: 11/16/2011
9590 W. 14th Ave., Ste 100, Lakewood, CO 80215 OWTS LAYOUT PLAN JOB NO. B855
Voice: (120) 898-3434 Fax: (720) 898-3455 Figure 2 of 4
24 INCH FIBERGLASS GASKM
MATERIAL GRADATION (COOT #7)
SIEVE
30' PVC RISER W/GROMMETS; BOND
LID W/2" FOAM INSULATION
100
ORENCO EXTERNALTO
TANK W/RECOMMENDED
3/8
40-70
SPLICE BOX
ADHESIVE. ALL RISER JOINTS SHALL
#8
0-5
POSITIVE
SLOPE (OPTIONAL)
BE WATERTIGHT
\ \
SEE NOTE 10—
FINISHED
GRADE `\ FILTER CARTRIDGE HANDLE
BLDG
TO CONTROL
(FIELD CUT TO DESIRED HEIGHT)
\\ SEWER
PANEL. SEE NOTE I
TANK ADAPTOR (TYP)
/
11
MATCH EXIST SUB -BASE
CAST OR BOLTED
o
o
°o°
00
00°
VENT ORIFICE
./\
/ 4" PVC DISCHARGE
SLOPE PER OSHA
LIQUID LEVEL
a°p�
/ PIPE TO PUMP TANK
INLET TEE
/j�/
I
HIGH LEVEL
ALARM FLOAT
\ MODULATING DISCHARGE ORIFICES
4' SCHED 40J �
(OPTIONAL)
°
._
PVC PIPE W/CAP
FILL/BACKFILL
�
I I
VAULT INLET PORTS
DEPTH VARIES
•�,4'-
BEDDING MAT'L; TYP 6"
SAW CUT MIN I
FT0400 SERIES BIOTUBE EFFLUENT FILTER
6" HIGH,
ALL SIDES PIPE
BURIED PIPE
2 -SIDE PIPE I I
COMPACTED BACKFILL SOIL
REQUIRED\
•. :. . ,. .. ..
\
IN-SITU MATERIAL
3BEDDING SAND....... ....
..:... .. ,......
.. �. � , �
` �� i � � ...•,
\ i i
� i:.
i i i
i
FILTER CARTRIDGE
GENERAL SEPTIC TANK NOTES:
1. ALTERNATE TANK CONFIGURATIONS ARE POSSIBLE WITH PRIOR WRITTEN APPROVAL OF DESIGN ENGINEER.
2. SLOPE FINISHED GRADE AWAY FROM TANK LIDS AT MIN 57. FOR 5 -FEET. MIN SLOPE THEREAFTER IS 27 AWAY FROM TANK.
3. EXTEND ALL RISERS TO 1" ABOVE SURFACE AT FINISHED GRADE.
4. PROOF ROLL SUBGRADE PRIOR TO PLACING BEDDING. COMPACT BEDDING TO MIN 957 MAX DRY DENSITY.
5. PROVIDE EXCAVATION FOR TANK IN ACCORDANCE W/OSHA REGULATIONS TO FURNISH A SAFE WORKING ENVIRONMENT FOR INSTALLERS.
6. PROVIDE A STABLE SUBGRADE FOR TANK. OVEREXCAVATE ALL SOFT & YIELDING MAT'L. BACKFILL W/3/4" MINUS SAND. BACKFILL & COMPACT IN LIFTS TO BOT
PIPES BEFORE INSTALLING PIPES. COMPACT ALL SUBGRADE & SOIL TO MIN 957 MAX DRY DENSITY PER ASTM D698.
7. NO MID -SEAM OR MID -FLOW THROUGH BAFFLE TANKS SHALL BE ALLOWED.
8. BACKFILL IN MAX 12" LIFTS AROUND TANK TO BOTTOM OF INLET AND OUTLET PIPES BEFORE PLACING PIPES. BED PIPES BEFORE PLACING.
9. INSTALL GROUND WATER MONITORING PIPE IN TANK EXCAVATION, ADJACENT TO TANK WALL AT MIDPOINT.
10. INSTALL MIN 2" CLOSED CELL FOAM INSULATION ALL AROUND EA RISER AND TO BOT RISER LIDS FOR ALL AREAS WHERE FROST REACHES 36".
11. EXTEND CONDUIT FULL LENGTH TO CONTROL PANEL. FURNISH & INSTALL A CONDUIT SEAL IN CONDUIT TO CONTROL PANEL (OPTIONAL AT OWNER'S
DISCRETION).
12. PLASTIC RISERS AND LIDS MUST BE PROTECTED FROM ANY LIVESTOCK TRAFFIC. IF LIVESTOCK IS TO BE ABLE TO ACCESS AREA OF TANK, USE CONCRETE
RISERS AND LIDS. RAMNECK RISERS ALL AROUND TO BE WATERTIGHT AND SET CONCRETE LIDS MIN 2" ABOVE FINISHED GRADE TO PREVENT GROUNDWATER
FROM ENTERING. NEW 1,250 GAL SEPTIC TANK CAP DEPTH, TYP
NTS 2" MIN INSULBOARD
INSIDE RISER PVC CAP
PLAN VIEW INSULATION AT TOP,
TYP
SAW CUT, TYP
BEDDING
MATERIAL GRADATION (COOT #7)
SIEVE
SIZE (IN) 7 PASSING
3/4
100
1/2
90-100
3/8
40-70
#4
0-15
#8
0-5
BED TANK & ALL NEW PIPING EXCEPT LATERALS
RISER INSULATION
NTS
TRENCH BACKFILL
2" X 24" HIGH DENSITY
FOAM INSULATION
PVC PIPE -
','gGRANULAR BACKFILL
.
1/2- MINUS
•Z v
INSULATION ZONE OF —�
PROTECTION /
PIPE TRENCH BOTTOM
NOTES:
1. CENTER WIDTH OF INSULBOARD OVER CROWN OF PIPE
2. COMPACT BEDDING TO BOTTOM OF PIPE ELEVATION BEFORE PLACING PIPE.
3. FURNISH AND INSTALL MIN 3" OF BEDDING BELOW BOTTOM OF PIPE.
4. ZONE OF PROTECTION IS APPROXIMATE FOR AVERAGE WINTER FROST
PENETRATION.
TANK RISER PVC CLEANOUT, VENT
2" MIN INSULBOARD OR MON PIPES
ALL SIDES OF RISER
FILL SOIL BETWEEN
INSULBOARD AND
RISER
USE THIS DETAIL FOR
INSULATION AROUND NEW
PVC FLOW SPLITTER BASIN
RISER PIPE CAP NOTES:
1. SAW CUT THE TOP OF THE PIPE THE DEPTH
OF THE CAP, ON THE QUADRANTS OF THE PIPE
TO ALLOW EASE OF REMOVAL IN THE FUTURE.
2. DETAIL APPLIES TO ALL MONITORING PIPES AND
RISER PIPES
4" PVC RISER CAP
0141[Il&1�111K�91L'
UNPAVED
AREAS
PAVED AREAS
MATCH EXIST AC PVMT
MATCH EXIST
GRADE
SAW CUT ASPHALT ONLY.
NO OTHER TYPE CUT
MATCH EXIST LEVELING
o 0o
O O O °
°
UNCLASS. FILL/ ° °
,
O
o
COURSE.
BACKFILL
o
p° o
0
p
o
0 o p
MATCH EXIST SUB -BASE
o
o
°o°
00
00°
SLOPE PER OSHA
a°p�
0 O
REQUIREMENTS
SEE NOTES 4 &
5
NON -FROST SUSCEPTIBLE
°
._
° °
.,
FILL/BACKFILL
DEPTH VARIES
•�,4'-
BEDDING MAT'L; TYP 6"
ALL SIDES PIPE
BURIED PIPE
TRENCH NOTES:
1. PLACE & COMPACT BEDDING MATERIAL TO BOTTOM OF PIPE ELEVATION
BEFORE INSTALLING PIPE.
2. BEDDING SHALL BE IN PLACE, COMPACTED & PIPE INSTALLED AT TIME
OF COWC INSTALLATION OBSERVATION.
3. BURY DEPTH MEANS DISTANCE FROM FINISHED GRADE TO THE PIPE
CROWN.
4. FOR ALL SITUATIONS WHERE THE MIN PIPE BURY DEPTH PER COUNTY
REQUIREMENTS CANNOT BE MEF, A MIN OF 1" OF HIGH DENSITY
CLOSED CELL FOAM INSULATION CAN BE SUBSTITUTED FOR EA 12" OF
SOIL COVER THAT IS LACKING. A MIN OF 2" OF FOAM INSULBOARD
SHALL BE REQUIRED. STYROFOAM BEAD BOARD IS NOT ACCEPTABLE.
5. MINIMUM INSULATION WIDTH IS 24", CENTERED OVER CROWN OF PIPE.
6. ALL COMPACTION SHALL BE IN ACCORDANCE WITH ASTM D-698.
COMPACT FILL & BACKFILL OUTSIDE RIGHT OF WAY TO MIN 907 MAX
DRY DENSITY. COMPACT FILL & BACKFILL INSIDE RIGHT OF WAY TO
MIN 957 MAX DRY DENSITY.
TYP. TRENCH SECTION
RWW
C H U RC H OWC, LLC 0300 VAGNEUR LANE OWTS REPAIR No. Revision Date DESIGNED BV:
DRAWN BY: RWW
Onsite Wastewater Consultants CHECKED BY: KEC
DATE: 11117/2011
Onsite Wastewater Engineering - Geological Engineering NEW 1,250 GAL SEPTIC TANK
9590 W. 14th Ave., Ste 100, Lakewood, CO 80215 JOB NO. B855
Voice: (720) 898-3434 Fax: (720) 898-3455 1 Fioure 3 of 4
Cl 3 fJ0 lla� ,
ASPEN/PIT 1 ENVIRONMENTAL HEALTH DEPARTMEN�
PERMIT FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM
Permit # 95-07D
Name Dan Shipp
Parcel ID 2465-242-01-019 Fee Paid (X) Date Received 11/1/95
Receipt # 2612 Received by NEM
Date when all data and information was received: 11/20/95
House Size+2 00
Number of Bedrooms, Lofts,
_ (75 gpd, 100 gpd, or 130 gpd)
Offices, Similar Rooms, Main House
Number of Bedrooms, Lofts, Offices, Similar Rooms, Caretaker unit
100
Design Criteria of System to be Installed: Any changes must be submitted and approved in writing by this Dept.
Perc Rate 30
Q (Design Flow), _ # bedrooms X 2 people/bedroom X gpd X 1.75
Q= 1050
Absorption Area (=0/5 X SQRT perc rate)
A= 1150.217 sq. ft. of absorption area required
A maximum 30% reduction is allowed for use of deep gravel or gravelless chambered system. EQUALS 805 SQ FT (45 UNITS )
Type of system: GRAVELLESS CHAMBERED SYSTEM ABSORPTION FIELD.
Is an Engineer -Designed System required? no _X_
yes _ reason:
Minimum tank capacity 1250 gallons
SETBACK FROM WELL
# of feet = 104
Stages requiring inspection before excavation [ ]
upon completion & prior to placement of gravel [ ]
before covering distribution system of absorption field [ X ]
prior to backfill of [ ]
other
Plans and specifications of the proposed individual sewage disposal system have been reviewed and are considered
satisfactory. Permission is hereby granted to the owner or his agent to perform the work indicated above in
accordance with the Pitkin County Individual Sewage Disposal System Regulation in effect at the time of issue. Besides
general provisions set forth in any attachments, this Permit is subject to the following terms & conditions if any:
APPROVED FOR ISSUE BY: htt-,z kAAci k;,o,, r DATE: [/ /d1
This permit expires in 6 months if ISDS construction has not begun or extension been approved in writing by this Dept.
The above ISIDS has been inspected by the Aspen/Pitkin Environmental Health Department. The owner assumes
all responsibilities in case of failure or inadequacy of this system. Complete as -built drawings and all specifications
must be included with this permit before final approval can be issued.
SYSTEM INSTALLED BY: e/_b0(Z (IONS -4, (NORM 64"Ic"Otz).
FINAL INSPECTION BY: 7 DATE:
/ Printed on Recycled Paper
0 ;T--1 VT.
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1350 GALLON CONCRETE ,I .
SEPTIC TANK - TO 8E. 1
%LOCATED A MIN. VW
MON. WELL HEN) AND
SO' MIN, FROM 100 YR. Zl
p FLOOD PLAIN 03
ON -
^• N l) n
p - 18'BED -TOBE
ATED A MIN. OF 100'
fR WELL HEAD AND 50' MIN 1
IROM OF 100 YR. F 90 PL#
2 KB LAI TILLED AS SHOWN i1V
l
\ LOCATION OF INSPEt
O
SEE DETAIL THIS SH
4'0 SOEID PVC PIPE \ _
Af FROM SEPTIC TANK
x
DRAINAGE DIVERSION
SWALE \
N 87'36'47" W f0 T
x 2V-43' x x
SITE PLAN
A
x x—
PROPERTY LINE
APPROXIMATE LOCATION Cf
PERCOLATION TEST HOLES
—
k,
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Pitkin County Environmental Health Department
Contact Log Sheet
Mal
PF
-
0 0
Vicki Monge, Dan & Carolyn Shipp Bam remodel, 0300 Vagneur Lane
To: Vicki Monge <vickim@d.aspen.co.us>
From: Nancy MacKenzie <nancym@ci.asperLco.us> pZ (/ b
Subject: Dan & Carolyn Shipp Bam remodel, 0300 Vagneur Lane
Cc:
Bee:
Attached:
Hi Vickie_
The remodel is just to add a sink, toilet and utility sink. They will de this into the existing septic system. They
do not need to increase the septic system. So this is a NA for EH department.
Thanks.
Printed for Nancy MacKenzie <nancym@ci.aspen.co.us>
i RESULTS OF PERcCOILA1TION TEST
.los ,r __2,i �XJ_4------
ADDRESS -------- DATE
DEPTH AND DIAMETER OF HOLE N14'r61" ®_ o /2.39_ t/�? ®_Lz_ b 03.12—" O _�Z e
APPROX. GALS. ADDED HOLE /1 _4L_ '' / 02 _ _ /3__
TEST HOLES WERE PRE-SOAKED FROM: (Dule)S!//✓2n (Time)____-_.____ TO: (Duce)________ (Time)________
HOLE # I HOLE #2 HOLE #3
TIME REO M20K FALL MPIL
TIME TO H2O K FALL RAIL TIME RTO M20K FALL RAjPI
2, �/Z 12.161 7 'c ,y 2, o Z /� Z,117? n1E
3. /Z s. / 20 /•
Z,5? z• b a 3:00 2, Q 3:0,/ 2. yrs
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2 . b
3, 0-3
3' 37
Z. a/7
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3.05
3./
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PERCOLATION RATE:
REMARKS: 74,> /s r/4
AREA SKETCH:
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LOCATION OF PROPERTY
THE
ADDITION
OF A BEDROOM, i,IVING ROOM, AND BATH
FOR
THE SHIPP HOUSE
300 VAGNEUR LANE
PITKIN COUNTY, COLORADO
DESIGNED FOR DAN & CAR.OLYN SHIPP
JUIN E 12, 1994
47
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ADDITIONAL INFORM.A.TION; ,
Q
1440 SQ. FT, OF FLOOR AnA CURRENTLY EXISTS
0
.1104 SQ. FT. OF HEATED FLOOR AREA TO BE ADDED
0
440 SQ. FT. OF COVERED PORCH TO BE ADDED (NO DEDUCTION FOR
OVERHOD ALLOWED FOR IN COUNTY FAR CALCULATIONS)
Q
PROPERTY IS IN EXCESS OF 7.9 ACRES
0
WITH EXISTING CABINS, SHED, HOUSE, ADDITION AND PORCH, FAR
WILL BE LESS THAN 1;73 OR 1.366/6 (BARN IS NOT INCLUDED)
(0
ON SITE PARKING EXISTS FOR.IQ+ CARS '
LOCATION OF PROPERTY
THE
ADDITION
OF A BEDROOM, i,IVING ROOM, AND BATH
FOR
THE SHIPP HOUSE
300 VAGNEUR LANE
PITKIN COUNTY, COLORADO
DESIGNED FOR DAN & CAR.OLYN SHIPP
JUIN E 12, 1994
47
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N Q O F
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T
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0 0 0