HomeMy WebLinkAbout194 Ronce Ln - 239133402004 - OWTS-6-14-10824DEPARTMENT OF
ENVIRONMENTAL HEALTH
(970) 328-8755
FAX: (970) 328-8788
TOLL FREE: 800-225-6136
www.eaalecounty.us
EAGLE COUNTY
P.O. Box 179
500 Broadway
Eagle, CO 81631
www.eaglecounty.us
PERMIT APPLICATION FOR ONSITE WASTEWATER TREATMENT SYSTEM
OWTS PERMIT #OWTS IP ILG BUILDING PERMIT #
INCOMPLETE APPLICATIONS WILL NOT BE ACCEPTED (SITE PLAN MUST BE INCLUDED)
FEE SCHEDULE
APPLICATION FEE $800.00 MAJOR REPAIR FEE $800.00 MINOR REPAIR FEE $400.00
This fee includes the OWTS Permit, Site Evaluation (Percolation Test, or Soil Profile Observation) and Final
Inspection. Additional fees may be charged if a re -inspection is necessary, or a pre -construction site visit or
consultation is needed. The re -inspection fee is $135.00
Make all remittance payable to: Eagle County Treasurer.
Property Owner: T�Ir \" L ��-v.aw. hone: 110- 9 4 � - 1 ` f14
e� .
Mailing Address: 9 Qz'n�- �--c-,^c- $��23 email 2-���C�t�� vra .covv%
Registered Professional Engineer: .SpXISt- Phone: 910-1-04-OSI i
Applicant or Contact Person: O"ne-c- Phone:
Licensed Systems Contractor: I �� License #
Company / DBA:
Phone:
Mailing Address: email
Permit Application is for: New Installation V" Alteration
Location of Proposed Onsite Wastewater Treatment System:
Legal Description:
Tax Parcel Number: %7- O
Assessor's Link: www.easlecounty.us/patie!
Physical Address:
Building Type:
1'�Ioq/
Residential / Single Family
Residential / Multi Family
Repair
Lot Size: 4- • (o S G
Number of Bedrooms:
Number of Bedrooms:
Commercial / Industrial* Type of Use:
*These systems require design my a Registered Professional Engineer
Type of Water Supply: Private Well
If Public Name of Supplier:
Applicant Signature:
************************
Spring ,____ Surface Public
q—.
*********************************************************
Office Use Only p-a --
Amount Paid: 40 Receipt #: Check #: ��, Date:&/
May 26, 2016
Mr John Putnam
RE: Final approval of septic permit OWTS-6-14-10824; Tax parcel #239133402004;
Property location: 194 Ronce Lane, El Jebel area
Mr. Putnam:
This letter is to inform you that the above-referenced septic permit was not sent to a Licensed
Installer as one was not listed so in effect the septic system was installed without a permit . This
permit was approved and sized for a total capacity for 3 bedrooms and should work correctly if
the Engineer design was followed. Additional information about the maintenance your septic
system needs can be accessed through web site links provided on the Environmental Health
Department’s home page at http://www.eaglecounty.us/envHealth/
Be aware that changes in the use of your property or alterations of your building may
require commensurate changes to, or relocation of, your septic system. Landscape features,
trees with tap roots, irrigation systems and parking areas above the drain field can cause
premature system failure. It is equally important that you notice and immediately repair
dripping faucets and hissing toilets as this will certainly cause the system to fail. By
following a few simple guidelines, like avoiding grease or other additives down the drain and
making sure your septic tank is on a pumping schedule, your system has been designed to
last for many years.
If you have any questions regarding this information, please contact us at (970) 328-8755 and
reference the OWTS septic permit number.
Sincerely,
Terri Vroman
Administrative Technician IV
cc: OWTS electronic permit folder
Energov electronic file
LKP Engineering – Project 07156
DEPARTMENT OF
ENVIRONMENTAL HEALTH
(970) 328-8755
FAX: (970) 328-8788
TOLL FREE: 800-225-6136
www.eaglecounty.us
RAYMOND P. MERRY, REHS
Director
6/1/2016 Eagle County Government Mail -Re: 20097.02 RE: Putnam Garage sewer service pipe
Ray Merry <ray. merry@eaglecounty. us>
EAGLE C_-:7) NT'f
Re: 20097.02 RE: Putnam Garage sewer service pipe
Ray Merry <ray. merry@eaglecounty. us> Wed, Jun 1, 2016 at 12:11 PM
To: John Putnam <72alfa51@gmail.com>
Cc: #environment <environment@eaglecounty.us>, Vance Gabossi <Vance.Gabossi@eaglecounty.us>, Paul
Rutledge <prutledge@sopriseng.com>
John,
I'm sending a quick reminder so the completion of your garage construction project goes smoothly (building
permit RES 5-14-10758 and septic connection permit OWTS 6-14-10824). 1 noticed that your building permit is
set to expire on the 18th of this month but as long as inspections are performed, can be extended as I
understand it.
Environmental Health is still waiting for you to select a licensed systems contractor so we can send them the
OWTS permit to run the sewer line from the garage and connect it to the existing septic system as specified by
Sopris Engineering in their design dated April 14, 2014. Once we issue the OWTS Permit, the licensed
contractor can perform the work and Sopris Engineering can conduct the inspection to provide certification that
the connection was done according to their plans. We will alert the building department that the garage bathroom
has adequate sewage disposal once we receive certification from Sopris Engineering and be done with the
Environmental Health part of your project.
Thanks and please "reply all" to this email should you have any questions.
On Thu, May 29, 2014 at 5:31 PM, John Putnam <72alfa51@gmail.com> wrote:
Terri -
Attached (I hope) you will find the drawing from Sopris Engineering showing the septic tie-in for my proposed
addition. Please let me know if you do not receive and I will send hard copy with application.
Thanks -
John Putnam
Raymond P. Merry, REHS
Director of Environmental Health
PO Box 179
Eagle, CO 81631
970.328.8757
ray. merry@eaglecounty. us
AThanks for not printing electronic media
hftps:Hmail.google.com/mail/ca/LV0/?ui=2&ik= 1141485fcl &view= pt&search=sent&msg= 1550d29fa873bb6e&sim 1=1550d29fa873bb6e 1/1
6/7/2016
Eagle County Government Mail -Re: 20097.02 RE: Putnam Garage sewer service pipe
pawed M�r4Y, .�;li�
EAGLE
Ray Merry <ray. merry@eaglecounty. us>
Re: 20097.02 RE: Putnam Garage sewer service pipe
Paul Rutledge <prutledge@sopriseng.com>
To: Ray Merry <ray.merry @eaglecounty.us>
Cc: John Putnam <72alfa51@gmail.com>
Hi Ray
Tue, Jun 7, 2016 at 10:22 AM
I do not know who did the installation. I was not informed of the construction schedule or contacted by the owner
or excavator. I only discussed the proposed installation with the owner and the connection to the septic tank in
relation to the proposed garage sewer pipe. My last correspondence regarding the selection of a contractor was
in response to an email I forwarded to John from Terri dated May 11, 2015. 1 was told that a plumber has been
selected but I was not contacted by the contractor during this period of the schedule or requested to come to the
site. My initial inspection was performed prior to completion of the connection without the benefit of the owner or
contractor being on site. A follow up email was sent by Terry on February, 20 2015 to which I have no record of
response. Another followup email was sent by Terri on May 15. 2016. 1 spoke with John and performed a recent
inspection of the completed work. My followup inspection occured just prior to your Email dated June 1.
As we have discussed before, OWTS plan continue to evolve with additional notes to cover issues that arise
from individual projects. My more recent notes regarding pre construction meetings, contacts for inspection and
coordination with the Engineer and County should have been added to Revised/Updated OWTS plan dated April
14, 2014 to clarify procedures.
Paul Rutledge
Design Engineer
Sopris Engineering
970 704 0311
----- Original Message -----
From: "Ray Merry" <ray.merry@eaglecounty.us>
To: "Paul Rutledge" <prutledge@sopriseng.com>
Cc: "#environment" <environment@eaglecounty.us>, "Vance Gabossi" <Vance. Gabossi@eaglecounty. us>,
"John Putnam" <72a1fa51@gmai1.com>
Sent: Monday, June 6, 2016 12:46:02 PM
Subject: Re: 20097.02 RE: Putnam Garage sewer service pipe
Thanks, Paul.
Do you know who did the installation without the OWTS permit, required by
43.4 (F.)(4.)? John wasn't sure except for mentioning "Colorado Western
Excavation" he thought out of Rifle and the name "Guiterez".
There is a Western Colorado Excavating, Inc. company out of Rifle but I'd
like to be certain prior to corresponding with them.
Thanks.
On Fri, Jun 3, 2016 at 5:39 PM, Paul Rutledge <prutledge@sopriseng.com>
wrote:
> Hi John and Ray
> Attached is the AB letter and revised AB Record Drawing.
> Thank you
hftps:Hmail.google.com/mail/ca/LV0/?ui=2&ik= 1141485fc1 &view= pt&search= i nbox&m sg=1552b9c2b3333944&si m 1=1552b9c2b3333944 1 /3
6/24/2016 Eagle County Government Mail - Re: 20097.02 RE: Putnam Garage sewer service pipe
P.- hYGcxS1c Ray Merry <ray.merry@eaglecounty.us>
EAGLE COUNT
Re: 20097.02 RE: Putnam Garage sewer service pipe
John Putnam <72alfa51@gmail.com> Thu, Jun 23, 2016 at 6:21 PM
To: Ray Merry <ray. merry@eaglecounty. us>
Cc: Paul Rutledge <prutledge@sopriseng.com>, #environment <environment@eaglecounty.us>, Vance Gabossi
<Vance.Gabossi@eaglecounty.us>
Ray -
My apologies for the late response as I have been on the road on on a boat. Yes, Western CO Ex was the company and
Jimmy Guitineres (sp) is the owner. Let me know if there anything else I can get for you.
Thanks for your help and understanding of my efforts to GC my project.
John
On Mon, Jun 6, 2016 at 2:46 PM, Ray Merry <ray.merry@eaglecounty.us> wrote:
Thanks, Paul.
Do you know who did the installation without the OWTS permit, required by 43.4 (F.)(4.)? John wasn't sure except for
mentioning "Colorado Western Excavation" he thought out of Rifle and the name "Guiterez".
There is a Western Colorado Excavating, Inc. company out of Rifle but I'd like to be certain prior to corresponding with
them.
Thanks.
On Fri, Jun 3, 2016 at 5:39 PM, Paul Rutledge <prutledge@sopriseng.com> wrote:
Hi John and Ray
Attached is the AB letter and revised AB Record Drawing.
Thank you
Paul Rutledge
Design Engineer
Sopris Engineering
970 704 0311
----- Original Message -----
From: "Ray Merry" <ray.merry@eaglecounty.us>
To: "John Putnam" <72alfa51@gmail.com>
Cc: "#environment" <environment@eaglecounty.us>, "Vance Gabossi" <Vance.Gabossi @eaglecounty.us>, "Paul
Rutledge" <prutledge@sopriseng.com>
Sent: Wednesday, June 1, 2016 12:11:42 PM
Subject: Re: 20097.02 RE: Putnam Garage sewer service pipe
John,
I'm sending a quick reminder so the completion of your garage construction
project goes smoothly (building permit RES 5-14-10758 and septic connection
permit OWTS 6-14-10824). 1 noticed that your building permit is set to
expire on the 18th of this month but as long as inspections are performed,
can be extended as I understand it.
Environmental Health is still waiting for you to select a licensed systems
contractor
<http://www.eaglecounty.us/EnvHealth/Documents/Septic/Licensed_ Installers_Cleaners/>
so we can send them the OWTS permit to run the sewer line from the garage
and connect it to the existing septic system as specified by Sopris
Engineering in their design dated April 14, 2014. Once we issue the OWTS
https://m ai l.googl e.com /m ai I/ca/u/0/?ui=2&i k=1141485fc 1 &view= pt&search= i nbox&m sg=1557fc8b234faa29&si m l=1557fc8b234faa29 1 /2
6/24/2016 Eagle County Government Mail -Re: 20097.02 RE: Putnam Garage sewer service pipe
Permit, the licensed contractor can perform the work and Sopris Engineering
can conduct the inspection to provide certification that the connection was
done according to their plans. We will alert the building department that
the garage bathroom has adequate sewage disposal once we receive
certification from Sopris Engineering and be done with the Environmental
Health part of your project.
Thanks and please "reply all" to this email should you have any questions.
On Thu, May 29, 2014 at 5:31 PM, John Putnam <72alfa51@gmail.com> wrote
> Terri-
> Attached (I hope) you will find the drawing from Sopris Engineering
> showing the septic tie-in for my proposed addition. Please let me know if
> you do not receive and I will send hard copy with application.
> Thanks-
• John Putnam
Raymond P. Merry, REHS
Director of Environmental Health
PO Box 179
Eagle, CO 81631
970.328.8757
ray. merry. @eaglecounty. us
P *Thanks for not printing electronic media*
Raymond P. Merry, REHS
Director of Environmental Health
PO Box 179
Eagle, CO 81631
970.328.8757
ray.merry@eaglecounty. us
`'� Thanks for not printing electronic media
hftps:Hm ai I.googl e.com /m ai I/ca/u/0/?ui=2&i k=1141485fc 1 &view= pt&search= i nbox&m sg=1557fc8b234faa29&si m 1=1557fc8b234faa29 2/2
6/7/2016 Eagle County Government Mail -Re: 20097.02 RE: Putnam Garage sewer service pipe
> Paul Rutledge
> Design Engineer
> Sopris Engineering
> 970 704 0311
> ----- Original Message -----
> From: "Ray Merry" <ray.merry@eaglecounty.us>
> To: "John Putnam" <72alfa51@gmail.com>
> Cc: "#environment" <environment@eaglecounty.us>, "Vance Gabossi" <
> Vance. Gabossi@eaglecounty.us>, "Paul Rutledge" <prutledge@sopriseng.com>
> Sent: Wednesday, June 1, 2016 12:11:42 PM
> Subject: Re: 20097.02 RE: Putnam Garage sewer service pipe
> John,
> I'm sending a quick reminder so the completion of your garage construction
> project goes smoothly (building permit RES 5-14-10758 and septic connection
> permit OWTS 6-14-10824). 1 noticed that your building permit is set to
> expire on the 18th of this month but as long as inspections are performed,
> can be extended as I understand it.
> Environmental Health is still waiting for you to select a licensed systems
> contractor
> http://www.eaglecounty.us/EnvHealth/Documents/Septic/Licensed_Installers_Cleaners/
> so we can send them the OWTS permit to run the sewer line from the garage
> and connect it to the existing septic system as specified by Sopris
> Engineering in their design dated April 14, 2014. Once we issue the OWTS
> Permit, the licensed contractor can perform the work and Sopris Engineering
> can conduct the inspection to provide certification that the connection was
> done according to their plans. We will alert the building department that
> the garage bathroom has adequate sewage disposal once we receive
> certification from Sopris Engineering and be done with the Environmental
> Health part of your project.
> Thanks and please "reply all" to this email should you have any questions.
> On Thu, May 29, 2014 at 5:31 PM, John Putnam <72alfa51@gmail.com> wrote:
> > Terri-
* > Attached (I hope) you will find the drawing from Sopris Engineering
> > showing the septic tie-in for my proposed addition. Please let me know if
> > you do not receive and I will send hard copy with application.
> > Thanks-
* > John Putnam
> Raymond P. Merry, REHS
> Director of Environmental Health
> PO Box 179
> Eagle, CO 81631
> 970.328.8757
> ray.merry@eaglecounty.us
hftps://mail.google.com/mail/ca/LV0/?ui=2&ik= 1141485fc1 &view= pt&search= i nbox&m sg=1552b9c2b3333944&si m I=1552b9c2b3333944 2/3
6/7/2016 Eagle County Government Mail -Re: 20097.02 RE: Putnam Garage sewer service pipe
> P *Thanks for not printing electronic media*
Raymond P. Merry, REHS
Director of Environmental Health
PO Box 179
Eagle, CO 81631
970.328.8757
ray. merry@eaglecounty. us
P *Thanks for not printing electronic media*
hftps:Hmail.google.com/mail/ca/LV0/?ui=2&ik= 1141485fc1 &view= pt&search= i nbox&m sg=1552b9c2b3333944&si m I=1552b9c2b3333944 3/3
H�
tech
November 29, 2000
Hepworth-Pawlak Geotechnical, Inc.
5020 County Road 154
Glenwood Springs, Colorado 81601
Phone: 970-945-7988
Fax: 970.945-8454
hpgeo@hpgeotech.com
John and Robin Wood
521 Canyon View Drive
Golden, Colorado 80403 Job No. 100 569
Subject: Additional Shallow Percolation Testing, Proposed Septic Disposal
System, Lot 4, Gabossi Subdivision, 194 Ronce Lane, Eagle County,
Colorado.
Dear Mr. and Mrs. Wood:
As requested by Paul Rutledge with Sopris Engineering, a representative of Hepworth-
Pawlak Geotechnical, Inc. conducted additional shallow percolation testing at the
subject site to evaluate the feasibility of an infiltration septic disposal system. The
results of our work are presented in this report. We previously conducted a subsoil
study and percolation test. and presented our findings in a report dated August 9, 2000,
Job No. 100 569. Additional percolation testing at depths between 58 and 64 inches
was conducted in this area and the results presented in a report dated November 6,
2000, Job No. 100 569.
Three shallow backhoe pits had been excavated at the locations shown on Fig. 1.
Percolation test holes (P 7, P-8 and P-9) were hand dug in the bottom of the backhoe
pits and soaked one day prior to testing. The holes were covered with rigid foam
insulation to protect against freezing overnight. The soils exposed in the percolation
holes are similar to those exposed in the profile pit previously excavated in this area and
consist of about 1 foot of topsoil overlying relatively dense slightly silty sandy gravel
with cobbles and occasional small boulders to the profile pit depth of 1Otl2 feet.
Groundwater was not observed in the profile pit and the soils were slightly moist to
moist.
Percolation tests were performed on November 22, 2000 by a representative of.
Hepworth-Pawlak Geotechnical, Inc. The ground temperature A the time of the testing
was about 40' to 43 ° F. The percolation test results are presented on Table I. The
percolation test results indicate an infiltration rate of between about 12 and 20 minutes
per inch with an average of 15 minutes per inch.
If there are any questions or if we may be of further assistance, please let us know..
Sincerely,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
Jordy Z. Adamson, Jr., P.E.
Rev. by: DEH
JZA/ksw
attachments
cc: Sopris Engineering - Attn: Paul Rutledge
LOT 4
PROFILE
P 6 PIT
0 .P 5
P7 Q-P4
P 8 A
I P 9
EXISTING
IRRIGATION \
DITCH
AP 1
AP
EXISTING A P 3
SHED � I
Gj 1
E/ BUILDINGI�
PIT 3, SITE a
/ PI'
PIT 1_—
lop OF STEEP SLOPE
APPROXIMATE SCALE
1" = 100'
BENCH MARK: TOP OF WELL
CASING, ELEV. = 100.0% ASSUMED.
ROAR/NG FORK RIbER
LEGEND:
Q
ADDITIONAL PERCOLATION
TESTS FOR THIS STUDY.
A,
PERCOLATION TESTS
FROM PREVIOUS STUDY.
®
PROFILE PITS FROM
PREVIOUS STUDY.
I HEPWORTH — PAWLAK LOCATION OF EXPLORATORY PITS ! FI 1
100 569 GEOTECHNICAL, INC.. AND PERCOLATION TEST HOLES. f 9'
0
P
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE I
PERCOLATION TEST RESULTS JOB NO. 100 569
HOLE NO.
HOLE DEPTH
(INCHES)
LENGTH OF .
INTERVAL
(MIN)
WATER DEPTH
AT START OF
INTERVAL
(INCHES)
WATER DEPTH
AT END OF
INTERVAL
(INCHES)
DROP IN
WATER
LEVEL
(INCHES)
AVERAGE
PERCOLATION
RATE
(MIN.IINCH)
P-7
36'
10
water added
"
6'/a
5'/:
1
.
13
5 %
4
• 4 a/4
4
a/4
7
6 '/x
/a
6 T/x
5
5 '/4
5
1/4.
5
4 '/4 -
'/4
P-8
-
3o
"
" 10
water added
water added
water added
5 %a
3 %a
2
12
5
4
1
4
3 %4
5 '/:
4 '/:
1
4 '/a
5'h
4%a
1
4 ''A
3 a/4
a/c
3 %4
3
a/4
P-9
30
10
water added
5 'h
5
/_
20
5
4 %x
/a
4
4
/a '
4
3 '/a
T/a
5 '/4
5
/4
5
4 f4
'/a
4 'h
4
/_
4
3 '/a
'/a
Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on
November 21, 2000. The holes were covered with rigid foam insulation to protect
against freezing overnight. Percolation tests were conducted on November 22, 2000.
The average percolation rates were based on the last three readings of each test.
Hepworth-Pawlak GeotechnicaI, Inc.
5020 County Road 154
Glenwood Springs, Colorado 31601
Phone: 970-945-7988
Fax:970.945.8454
hpgeo@hpgeotech.com
August 9, 2000
John and Robin Wood
521 Canyon View Drive
Golden, Colorado 80403 Job No. 100 569
Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed
Residence, Lot 4, Gabossi Subdivision, 194 Ronce Lane, Eagle County,
Colorado
Dear Mr. and Mrs. Wood:
As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study and
percolation test for foundation and septic disposal designs at the subject site. The study
was conducted in accordance with our agreement for geotechnicai engineering services
to you dated July 11, 2000. The data obtained and our recommendations based on the
proposed construction and subsurface conditions encountered are presented in this
report.
Proposed Construction: The proposed residence will be a one and two story wood
frame structure located on the site as shown on Fig. 1. Ground floors will be slab -on -
grade. Cut depths are expected to range between about 2 to 4 feet. Foundation
loadings for this type of construction are assumed to be relatively light and typical of
the proposed type bf construction. The septic disposal system is proposed to be located
just north of the proposed residence.
If building conditions or foundation loadings are significantly different from those
described above, we should be notified to re-evaluate the recommendations presented in
this report.
Site Conditions: The lot consists of a relatively flat irrigated field between Ronce Lane
on the north and the Roaring Fork River on the south. The building area is located at
the southwest end of the field next to the top of a very steep slope down to the river.
The slope is about 30 feet high and has a grade of about 13/4 horizontal to 1 vertical
(60%). The slope appeared to be relatively stable. The'adjacent lots are developed
with residences next to the steep down slope.
John and Robin Wood
August 9, 2000
Page 2
Subsurface Conditions: The subsurface conditions at the site were evaluated by
excavating three exploratory pits in the building and septic disposal areas at the
approximate locations shown on Fig. 1. The logs of the pits are presented on Fig. 2.
The subsoils encountered, below about 1/2 foot of topsoil, consist of relatively dense,
slightly silty sandy gravel and cobbles with boulders. The subsoils are river terrace
deposits. Results of a gradation analysis performed on a sample of sandy gravel (minus
5 inch fraction) obtained from the site are presented on Fig. 3. No free water was
observed in the pits at the time of excavation and the soils were moist.
FCiInuaiCn RSCCmraieAdatiCuS: COuSldeImg the subsoil cvnditivnS enCOnntered m the
exploratory pits and the nature of the proposed construction, we recommend spread
footings placed on the undisturbed natural soil designed for an allowable soil bearing
pressure of 3,000 psf for support of the proposed residence. Footings should be set
back at least 10 feet horizontally from the face of the steep down slope for stability
considerations. The setback should be field verified at the time of construction.
Footings should be a minimum width of 16 inches for continuous walls and 2 feet for
columns. Loose and disturbed soils encountered at the foundation bearing level within
the excavation should be removed and the footing bearing level extended down to the
undisturbed natural soils. Voids created by boulder removal should be backfilled with
compacted gravel or with concrete. Exterior footings should be provided with adequate
cover above their bearing elevations for frost protection. Placement of footings_ at least
42 driches below the exterior grade is typically used in this area. Continuous foundation
walls should be reinforced top and bottom to span local anomalies such as by assuming
an unsupported length of at least 10 feet. Foundation walls acting as retaining
structures should be designed to resist a lateral earth pressure based on an equivalent
fluid uait.weight of at least 40 pcf for the on -site soil as backfill, excluding vegetation,
topsoil and rock larger than about 6 inches.
Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support
lightly loaded slab -on -grade construction. To reduce the effects of some differential
movement, floor slabs should be separated from all bearing walls and columns with
expansion joints which allow unrestrained vertical movement. Floor slab control joints
Jshould be used to reduce damage due to shrinkage cracking. The requirements for joint
spacing and slab reinforcement should be established by the designer based on
H-P GEOTECH
John and Robin Wood
August 9, 2000.
Page 3
experience and the intended slab use. A thin layer of free -draining gravel may be
placed beneath interior slabs to act as a leveling course. This material should consist of
minus 2 inch aggregate with less than 50% passing the No. 4 sieve and less than 2%
passing the No. 200 sieve.
All fill materials for support of floor slabs should be compacted to at least 95 % of
maximum standard Proctor density at a moisture content near optimum. Required fill
can consist of the on -site gravel soils devoid of vegetation, topsoil and oversized rock.
Underdrain System: Although free water was not encountered during our exploration,
it has been our experience in the area that local perched groundwater can develop
during times of heavy precipitation or seasonal runoff. Frozen ground during spring
runoff can create a perched condition. We recommend below -grade construction, such .
as retaining walls and basement areas, be protected from wetting and hydrostatic
pressure buildup by an underdrain system. Shallow crawlspace should not need a
foundation drain provided backfill is properly placed and compacted and the surface has
a positive slope away from the building.
The drains should consist of drainpipe placed in the bottom of the wall backfill
surrounded above the invert level with free -draining granular material. The drain
should be placed at each level of excavation and at least I foot below lowest adjacent
finish grade and sloped at a minimum 1 % to a suitable gravity outlet. Free -draining
granular material used in the underdrain system should contain less than 2% passing the
No. 200 sieve, less than 50 % passing the No. 4 sieve and have a maximum size of
2 inches. The drain gravel backfill should be at least 1'/2 feet deep.
Surface Drainage: The following drainage precautions should be observed during
construction and maintained at all times after the residence has been completed:
1) Inundation of the foundation excavations and underslab areas should be
avoided during construction.
2) Exterior backfill should be adjusted to near optimum moisture and
compacted to at least 95 % of the maximum standard Proctor density in
pavement and slab areas and to at least 90% of the maximum standard
JProctor density in landscape areas. Free -draining wall backfill should be
capped with about 2 feet of the on -site, finer graded soils to reduce
H-P GEOTECH
John and Robin Wood
l�August 9, 2000
J Page 4
surface water infiltration.
3) The ground surface surrounding the exterior of the building should be
sloped to drain away from the foundation in all directions. We
recommend a minimum slope of 6 inches in the first 10 feet in unpaved
areas and a minimum slope of 3 inches in the first 10 feet in pavement
and walkway areas.
4) Roof downspouts and drains should discharge well beyond the limits of
all backfill. Surface water should not be concentrated and directed on to
the steep down slope without adequate erosion protection.
Percolation Testing: Percolation tests were conducted at the locations shown on Fig. 1
to evaluate the feasibility of an infiltration septic disposal system at the site. 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 exploratory pits
13 shown on Fig. 2 and below the topsoil consist of slightly silty sandy gravel, cobbles and
J
boulders. The percolation test results are presented in Table 1. Based on the subsurface
conditions encountered and the percolation test results, the tested area should be suitable
for a conventional infiltration septic disposal system. If the disposal area is located
closer than 70 feet from the top of the steep down slope, we should be contacted for
review of potential slope stability considerations.
Limitations: This study has been conducted in accordance with generally accepted
geotechnical engineering principles and practices in this area at this time. We make no
warranty either expressed or implied. The conclusions and recommendations submitted
in this report are based upon the data obtained from the exploratory pits excavated at the
locations indicated on Fig. 1, the proposed type of construction and our experience in
the area. Our findings include interpolation and extrapolation of the subsurface
conditions identified at the exploratory pits and variations in the subsurface conditions
may not become evident until excavation is performed. If conditions encountered
during construction appear different from those described in this report, we should be
notified at once so re-evaluation of the recommendations may be made.
H-P GEOTECH
John and Robin Wood
` J August 9, 2000
Page 5
This report has been prepared for the exclusive use by our client for design purposes.
We are not responsible for technical interpretations by others of our information. As
the project evolves, we should provide continued consultation and field services during
construction to review and monitor the implementation of our recommendations, and to
verify that the recommendations have been appropriately interpreted. Significant design
changes may require additional analysis or modifications to the recommendations
presented herein. We recommend on -site observation of excavations and foundation
bearing strata and testing of structural fill by a representative of the geotechnical
engineer.
If you have any questions or if we may be of farther assistance, please let us imow.
Sincerely,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
Steven L. Pawlak, P.E.
SLP/ksm
attachments
cc: Meldor Construction - Attn: Norm Bacheldor
J
H-P GEOTECH
PIT 1 PIT 2 PIT 3
ELEV= 97,2' ELEV.=97.6' ELEV.=97.3'
0 0
b b
y
!
5 aae os >°- 5
I
-200=3
oa
o
10 10
LEGEND:
® TOPSOIL; organic sandy silt, slightly moist, dark brown.
Q ' GRAVEL, COBBLES AND BOULDERS (GM -GP); slightly siity, sandy, dense, moist, brown, rounded
rocks
-.i Disturbed bulk sample.
-'COTES:
1.
Exploratory, pits were excavated on August 2, 2000 with a backhoe.
2.
Locations, of exploratory pits were measured approximately by pacing from features
on the site plan provided.
3.
Elevations of exploratory pits were measured by hand level and refer to the Bench Mark shown on Figure 1.
4.
The exploratory pit locations and .elevations should be considered accurate only to the degree
implied by the, method used.
S.
The lines between materials shown an the exploratory pit logs represent the approximate
boundaries between material types and transitions may be gradual.
6.
No free• water was encountered in the pits at the time of excavating.
Fluctuations in water level may occur with time.
7.
Laboratory Testing Results:
}4 = Percent retained on No. 4 sieve
-200 = Percent passing No. 200 sieve
100 569
HEPWORTH - PAWLAK
LOGS OF EXPLORATORY PITS
Fig:
I
2
j
GEOTECHNICAL, INC.
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
Illir-iil»i
PERCOLATION TEST RESULTS JOB NO. 100 569
HOLE NO.
HOLE DEPTH
(INCHES)
LENGTH OF
INTERVAL
(MIN)
WATER DEPTH
AT START OF
INTERVAL
(INCHES)
WATER DEPTH
AT END OF
INTERVAL
(INCHES)-
DROP IN
WATER
LEVEL
(INCHES)
AVERAGE
PERCOLATION
RATE
(MINJINCH)
P-1
50
15
refill
refill
6 36
4 V4
1 '/4
-
S
4%
3
1'/4
3
6'/4
1 %
6 A
4
2 1/4
7 '1A
6
1 '/2
6
3 3/4
2 '/4
P-2
50
15
' refill
refill
4
1 A.
2
10
6 %:
5 '/2
1
5A
2
3%:
6 '%
5
1 '%
5
3 %:
1 Y.
P-3
'
49
15
refill
refill
refill
5
3
2
7 '/4
4
3 '/4
4
2 Y,
1 %:
6 %
4 %4
2.'/s
6 '%
5
1 '/4
Note: Test holes were hand dug in bottom of backhoe pits and soaked on August 2, 2000. Percolation test were
conducted on August 3, 2000. The percolation rate is the average of the last two readings of each test.
J
GP:.,,. b1tech
HEPWORTH-PAWLAK GEOTECHNICAL
October 28, 2004
John Wood
194 Ronce Lane
Hepworth-Pawlak Geocechnical, Inc.
5020 Councy Road 154
Glenwood Springs, Colorado 81601
Plione: 970-945-7988
Fax: 970-945.8454
email: hpgeoehpgeorech.com
Carbondale, Colorado 81623
Job No. 100 569
Subject: Observation of Excavation, Proposed Office/Study Addition,194 Ronce
Lane, West of El Jebel, Eagle County, Colorado
Dear Mr. Wood:
As requested, a representative of Hepworth-Pawlak Geotechnical, Inc. observed the
excavation at the subject site on October 28, 2004 to evaluate the soils exposed for
foundation support. The findings of our observations and recommendations for the
foundation design are presented in this report. The services were performed in
accordance with our agreement for professional engineering services to John Wood, dated
October 28, 2004. We previously performed a subsoil study for the existing residence
^ dated August 9, 2000 , Job No. 100 569.
JThe proposed addition will consist of a single story of wood frame construction
approximately 16 feet by 16 feet in plan size attached to the southwest comer of the
existing residence. Ground floor will be slab -on -grade. Spread footings designed for an
allowable bearing pressure of 3,000 psf will support the addition.
At the time of our visit to the site, the foundation excavation consisted of a perimeter
trench cut in one level from 3% to 4 feet below the adjacent ground surface. The soils
exposed in the bottom of the excavation consisted of slightly silty sandy gravel. The
bottom of the excavation appeared to have been compacted. The existing footing is
exposed along the east side of the excavation where the new footing will attach to the
building. Up to 2 feet of silt and sand soils below 1 foot of on -site granular fill remained
in the existing unexcavated portion of the proposed floor slab. No free water was
encountered in the excavation and the soils were slightly moist to moist.
Considering the conditions exposed in the excavation and the nature of the proposed
construction, spread footings placed on the undisturbed natural soil designed for an
allowable soil bearing pressure of 3,000 psf should be adequate for support of the
proposed addition. Footings should be a minimum width of 16 inches for continuous
walls and 2 feet for columns. The bearing soils should be protected against frost and
concrete should not be placed on frozen soils. 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 42 feet. The fine-grained soils remaining in
the proposed slab area tend to compress and there could be some post -construction slab
settlement, especially if the subgrade soils become wet. A positive way to limit slab
Parker 303-841-7119 0 Colorado Springs 719-633-5562 • Silverthome 970-468.1989
John Wood
October 28, 2004
Page 2
settlement would be to remove the fill and fine-grained soils to expose the underlying
natural dense gravel and re-establish subgrade level with a suitable granular material such
as road base. Structural fill placed within floor slab areas should be compacted to at least
95% of standard Proctor density at a moisture content near optimum. Baekfiil placed
around the structure should be compacted and the surface graded to prevent ponding
within at least 10 feet of the building.
The recommendations submitted in this letter are based on our observation of the soils
exposed within the foundation excavation and do not include subsurface exploration to
evaluate the subsurface conditions within the loaded depth of foundation influence. This
study is based on the assumption that soils beneath the footings 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. In
order to reveal the nature and extent of variations in the subsurface conditions below the
excavation, drilling would be required. it is possible the data ob'uaned by subsurface
exploration could change the recommendations contained in this letter. Our services do
not include determining the presence, prevention or possibility of mold or other biological
contaminants (MOBC) developing in the future. If the client is concerned about MOBC,
Jthen 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 GEOTCHNICAL, INC.
Trevor L. Knell, P.E.
Reviewed by:
Daniel E. Hardin, P.E.
TLK/ksw
Job No.100 569
MeCh
1
t
- Getech
November 6, 2000
John and Robin Wood
Hepworth-Pawlak Geotechnical, Inc.
5020 County Road 154
Glenwood Springs, Colorado 81601
Phone:970-945-7988
Fax: 970-945-8454
hpgeo@hpgeotech.com
521 Canyon View Drive
Golden; Colorado 80403 Job No. 100 569
Subject: Additional Percolation Testing, Proposed Septic Disposal System, Lot 4,
Gabossi Subdivision, 194 Ronce Lane, Eagle County, Colorado. .
Dear Mr. and Mrs. Wood:
As requested; a representative of Hepworth-Pawlak Geotechnical; Inc. conducted
percolation testing at the subject site to evaluate the feasibility of an infiltration septic
disposal system. The results of our work are presented in this report. We previously
conducted a subsoil study and percolation test and presented our findings in a report
dated August 9, 2000, Job No. 100 569.
A profile pit and three shallow backhoe pits had been excavated at the locations shown
on Fig. '1. Percolation test holes had been dug in the bottom of the backhoe pits and
soaked by the excavator prior to our testing. The soils exposed in the percolation holes
are similar to those exposed in the profile pit and consist of about 1 foot of topsoil
overlying relatively dense slightly silty sandy gravel with cobbles and occasional small
boulders to the profile pit depth of 101/2 feet. Groundwater was not observed in the
profile pit and the soils were slightly moist to moist.
Percolation tests were performed on November 3, 2000 by a representative of
Hepworth-Pawlak Geotechnical, Inc. The percolation test results are presented on
Table I. The percolation test results indicate an infiltration rate of between about 2 and
7 minutes per inch. Based on the subsurface conditions observed and the percolation
test results, Eagle County may require that a civil engineer be engaged to design the
septic disposal system. .
If there are any questions or if we may be of further assistance, please let us know.
Sincerely,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
Jordy Z. Adamson, Jr., P.E.
J Rev. by: DEH
JZAIksw .
attachments
LOT 4
P 6A I] PROFILE
PIT
P 4A
1
( EXISTING
IRRIGATION
DITCH
AP1
AP
EXISTING A P 3
SHED
Ep 0�/BUILDING1�
PIT 3 ` SITE All
/ PI,
PIT_1
~ TOP OF STEEP SLOPE
APPROXIMATE SCALE
1" = i00'
BENCH MARK: TOP OF WELL
CASING; ELEV. = 100.0', ASSUMED.
ROAR/NG FOR/f R/YDR
LEGEND:
A ADDITIONAL PERCOLATION
TESTS
® PERCOLATION TEST
FROM PREVIOUS STUDY.
HEPWORTH - PALOCATION OF
I 100 569 ( GEOTECHNICAL, NC. AND PERCO ATIONLORATORY TEST HOLESS I F19' 1 I
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE I
PERCOLATION TEST RESULTS JOB NO. 100 569
HOLE NO.
HOLE DEPTH
(INCHES)
LENGTH OF
INTERVAL
(MIN)
WATER DEPTH
AT START OF
INTERVAL
(INCHES)
WATER DEPTH
AT END OF
INTERVAL
(INCHES)
DROP IN
WATER
LEVEL
(INCHES)
AVERAGE
PERCOLATION
RATE
(MIN.ANCH)
P-4
.60
1
5 %
5 '/4
2
5 %
4 3/4
4 3/4
4 '/z
Y4
4 '/z
4
'/2
4
3 '/2
/:
3 '%
3
'/2
3
2 '/a
'./a
2 '/.
2
/:
P-5
'
64
5
9
7
2
7
7
6
1
6
5 '/4
'/4
5 %
4 T/x
3/4
4 %
3 3/4
3/4
3 '/4
3
Ya
3
2 '/4
3/4
2 '/4
1 'h
%
P-6
58
..
1
5 %
5 '/4
'/x
'
2
5 Y4
5
'/4
5
4 %
/4
4 0/4
4 Y4
'/2
4 '/4
3 °/4
Y:
3Y4
3A
Y.
3 Y4
2 °/4
'/a
2 Ya
2 '/4
Ya
Note: Percolation test holes were dug and soaked by others prior to our testing. Percolation
tests were conducted on November 3, 2000. The average percolation rates were based
on the last three readings of each test. .
June 2, 2016
John Putnam
Putnam Residence
194 Ronce Lane
Carbondale CO 81623
"John Putnam" 72a1fa51(iDgmai1.com
RE: Putnam Residence As -Built OWTS —Documentation and Design Capacity
Site Location: Lot 4, Gabossi Subdivision, in Eagle County Colorado.
SE Job No. 20097.02 , Building Permit RES 5-14-10758 & OWTS Permit 64440824
Dear John:
Pursuant to Eagle County regulations, this letter and attached drawing provides docrunentation that the new
utility sewer connection from your recently completed detached garage to the existing OWTS system is in
compliance with the design dated April 14, 2014. Sopris Engineering has performed site visits to inspect,
measure and document the as built conditions of the added components that connect to the previously
installed septic tank. The as -built information and location of the new components and the previous OWTS
components is delineated on the attached revised Record drawing. Also attached are construction
photographs.
The previously installed OWTS components were installed in accordance with the former Eagle County
ISDS Regulations; the Sopris Engineering Report and the design drawings dated November 29, 2000. An
As -built drawing and letter, dated January 18, 2001 was submitted to the County and previous property
owners. At that time the proposed detached garage was not built, however the original building plans and
associated OWTS design included the utility bathroom for the garage.
Existine OWT5 Comnonents
The existing system includes an absorption trench facility that was constructed utilizing serial distribution.
The effluent is pumped to the inlet of the first serial absorption trench one to the existing sloping topography
on site. Each trench was installed level and is complete with an inspection port. Adjacent trenches have a
horizontal separation of approximately 6 feet. A separate 304nch diameter ribbed PVC pump basin chamber
was installed near the proposed garage location that receives effluent from the double compartment, 1000-
gallon concrete septic tank system previously installed with sanitary tees & effluent filter. The Pump basin
was installed with an alternating dual pump assembly and provides adequate storage volume for effluent
dosing and drain back. A two-way clean was installed between the house and the tank. The total as -built
trench absorption area is 604 SF, utilizing 39 chambers and was sized per the previous design Regulations in
effect at the time of construction.
New OWTS Comnonents
The new components recently completed include a new 4" SDR-26 PVC sewage pipe installed from the new
garage utility bathroom to the previously installed septic tank. The pipe was installed with atwo-way clean
out and was routed to the side inlet port for gravity discharge into the primary tank chamber. An inlet
sanitary tee was installed that is accessible fi•om the primary chamber riser. The existing OWTS has
adequate capacity to continue serving the residence with the utility bathroom.
502 Main Street •Suite A3 • Carbondale , CO 81623 (970) 704-0311 •Fax (970) 704-0313
SOPRIS ENGINEERING • Urp civil consultants
John Putnam
SE Job No. 20097.02
June 2, 2016
Page 2
In order to update the previous system documentation this OWTS As -Built conditions letter includes design
capacity and soil information for current and future use. The soil conditions, former design capacity and
associated capacity with respect to the current Regulation 43 design criteria are summarized below.
Sub Surface Soil Conons
A previous subsurface soil investigation was conducted by HP Geotech Inc, that reported the percolation test
results dated August 9, 2000. The results of percolation tests indicated the average percolation rate of 15
minutes per inch. Additional Subsurface soil investigations and USDA soil texture method tests were
performed by Sopris Engineering in May 2015. The soils in the area between the garage and septic tank were
sampled and characterized by application of the USDA soil texture method analysis. The soils were tested to
confirm the hydraulic loading rate for use in comparison of the existing system design with respect to
Regulation 43. The soils appear to be consistent with the soils in the previously installed absorption system.
The native soils sampled from 2-3 feet below the surface are characterized as a soil type 2 consisting of silt
loam texture with granular structure. This soil has an effective loading rate for conventional soil treatment of
0.60 gal/S.F./day for a level 1 conventional treatment system. The equivalent percolation rate is
approximately 16-25 minutes per inch.
OWTS Design Criteria ner Former Regulation
OWTS Design per Former County ISDS Regulation:
Single family 3-bedroom home &fixture garage utility bathroom
Design flow (Qd) = Q avg. flow (# of people x 75 gal/person/day x
Treatment trenches Absorption/Infilhation Area Design:
Average percolation rate of 15 minutes per inch.
A= 675 *(15) %2 = 523 S.F.
5
1.5
Actual field size was calculated per previous Eagle County ISDS Regulations,Table 5:
A = #bedrooms x 200 sf trench/bedroom = 3 x 200 = 600 sf
Used previous standard infiltrator chambers: 15.5 sf interior surface per chamber.
Therefore at: 600 sf = 38.7 chambers Installed 39 chambers
15.5
OWTS Design per Current Adopted County Regulation 43:
Single family 3-bedroom home
Design flow (Qd) = Q avg. flow (# of people x 75 gal/person/day = gal/day (design)
3 bedroom house equivalent @ 2 persons per bedroom
Qavg = 3x2x75= 450 gal/day
Total Design Flow is 450 gal/day
Required septic tank volume is I000gallons
John Putnam
SE Job No. 20097.02
June 2, 2016
Page 3
OWTS Absorption Field Design per Current Adopted County Regulation 43:
Number of previous standard infiltrator chambers (Regulation 43)
(LTAR) for treatment level 1 is 0.60 gals/SF/day.
L.F.1=1.0 Pump Dosed Trench (Table 10-2)
L.F.2=0.7 Chambers in Trench (Table 10-3)
Absorption area per old standard Infiltrator leaching chamber= 15.5 S.F.
450/0.6 x 0.9 x 0.7 = 473 sf /15.5 = 31 chambers. Installed 39 Chambers.
Existing 39 chambers units = 39 chamber x 15.5 S.F./chamber = 605 S.F. Soil Treatment Unit (STU) Area.
Assuming the new allowance for area per chamber based on 3' wide trench by chamber length (18.75)
Then 18.75 S.F./chamber x 39 chambers = 731.25 S.F.
Existing Capacity Q gpd = 731.25 S.F. x 0.6 g/sf/d / 0.9 / 0.7 = 696 gpd; 696 gpd 1150 galibedroom = 4.6
bedrooms.
Summary
The OWTS has the capacity to handle and treat sewage flows up to 696 gpd that would include 4 single
family residential bedrooms with and additional 96 gpd capacity for other uses. The System has significant
excess capacity above its current usage based on the existing 3-bedroom single family home.
Continued Usaee and Maintenance
The OWTS should be inspected on a regular basis and be properly maintained. The system and
responsibility for repair and maintenance of the systems will remain with the Owner. The owner shall
employ the services of qualified service providers to inspect the OWTS and perform any maintenance
required that includes the cleaning of the septic tank effluent filter, dosing pump assembly and periodic
pumping of the septic tank as necessary to ensure that the system is in good operating condition and
performing as designed. 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 five 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
Paul E. Rutledge
Design Engir}gy�r'r�axtf
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OPERATION AND MAINTENANCE GUIDE
FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEMS
Prepared by Sopris Engineering, L.L.C.
April
pril 6, 2000
A properly designed and utilized ISDS system should require minimal maintenance. In all cases the
operation of the system should be automatic. Several factors influencing the need for maintenance include;
actual wastewater flows into the system versus design flows, the volume of kitchen/domestic waste
(excluding human waste and toilet paper), excessive household chemicals or other toxic liquids and the
physical integrity of the system components. Maintenance of engineered and non engineered systems
should include annual visual inspections of all structures, aocess/inspection ports and mechanical
components if applicable. Larger dosing systems and large second homes may require periodic
inspections with certain adjustments based on variable usage.
ISDS Operation and Maintenance
Septic Tanks
It is recommended that the septic tank(s) should be inspected annually or if plumbing problems are
-"� experienced. In general, for a properly designed system, septic tanks should be inspected and pumped
7c every 2 - 4 years. In addition to removal of the accumulated solids from the tank the service lines should
be hydraulically cleaned. This procedure is usually performed by the septic pump service and is especially
important in homes with'heavy kitchen use and/or plumbing problems. The scum layer should not exceed .
a depth of 12" or exceed a depth of 3" above the bottom of the outlet device. The depth of solids (sludge)
should not exceed 1/3 of the depth of the tank or a depth below the bottom of the outlet device of.15"-2.5"
times the total liquid depth. The single most important aspect regarding maintenance of septic tank is the
protection of the absorption area from failure due to suspended solids scouring the system.
Measuring the scum and sludge layers is the only way to determine the need for pumping. Several methods
can be used to determine if the above recommended depths have been exceeded from visual tape
measurements to use of indicator sticks.
Pumping the tank should be done by fast breaking up the scum layer and mixing the sludge layer with the
liquid portion by alternately pumping liquid from the tank and re -injecting it into the bottom of the tank.
This procedure should be repeated until only a small residual of sludge remains in the tank which is
necessary for seeding purposes. Tanks should never be washed or disinfected after pumping Material
removed from tanks should be disposed of per methods approved by local bealth jurisdictions. .
Post pumping inspections are necessary to check inlet and outlet baffles and risers. Check for signs of
damage, leaks in or out of tanks, proper sealing of access risers and closure of lids. Check the inlet service
pipe and the outlet distribution pipe for accumulated debris to determine if cleaning is needed. Check the
seals around the pipes at the inlet and outlet ports on the tank to insure they are watertight_ Repair any
damage to insure the tank operates as designed. Appropriate safety and sanitary practices should always be
followed while working with sewage systems. Check anchoring devices if applicable.
Septic Tank Additives
In general chemical, bacteriological or enzyme additives are not recommended or needed to maintain or
improve septic tank efficiency. Available products have not been proven to enhance a systems
performance and should not be used in an attempt to help breakdown solids to reduce the need for
pumping. Some additives have proven to have adverse effects to the normal operation of the system.
Dosine systems
For systems with a dosing and/or distribution pump system it is recommended that the pumps, valves,
siphons, tank, control floats, wires and any other applicable components be visually inspected annually for
wear, damage, leaks, or other potential problems. Separate dosing tanks need to be checked for water
tightness structural and plumbing integrity the same as for a septic tank. Check for evidence of sediments
or scum layers which will indicate problems with the septic tank Check to see if the water level markings
on the side of the tank are consistent Variability indicates that the distribution device, pumps, float
switches and/or controls may not be operatingproperly. The dosing system should be checked for
performance by observing it's dosing cycle, distribution pattern and calculating or monitoring its discharge
volume. The current performance should be compared with previous observations and adjustments should
be made to the controls if needed to maintain or improve compliance with the design. If a filter screen is
used it should be cleaned as needed, annually and when the tank is pumped.
Absorotion fields
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. The inspection ports should be
observed to check for distribution and infUtration of effluent in the system. Check the surrounding ground
for seepage, excessive wetness or erosion near the base of the filter mound or field. Avoid any frequent or
heavy equipment or vehicular traffic over a field and immediately, evaluate and repair any damage to the
system if an impact occurs. Check for any signs of subsidence. Maintain any barriers to prohibit livestock
form entering the area
Storm Draina
To the maximum extent possible Storm water shall be directed away from absorption fields and prevented
from entering system structures. Any breach in underground pipes or risers should be repaired as soon as
possible. Alterations and additions to individual sites should be performed with respect to the existing
ISDS system.
Miscellaneous Guidelines and Precautions
Avoid pumping tanks during high ground water months if tank is installed below the ground water table.
Adequate anchoring on septic and dosing tanks is required on installations where groundwater is present.
The absorption areas must be protected to prevent damage from vehicular or livestock traffic.
Minimize the amount of water, oils, grease, household chemicals and solids discharging into the system.
Garbage disposals are not recommend for use with ISDS systems or system size and maintenance
schedules need to be increased by 30 to 50 percent.
502 Main Street • Suite A • Carbondale, CO 81623 • (970) 704.0311 • Fax (970) 704-0313
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FP.DI1 :,TIE `FF`(. TON StRI— :E ' FAR NO. :E=111 Rag. 23 2001 11:19AN '..
29.5,
IMPROVEMENT LOCATION CERTIFICATE-
194 PONCE LANE
APPARENT
/ Z'.. '; GRAPHIC SCALE
50' A=SS xn " 1w em
aum
ESMT.
PVC 66 1 inch - 2DO TL
50' PRESS. (
PIPELINE EAS
HOUSE BLOWUP
NOTE
PROPERTY DESCRIPTION —7.5' EASMT. SIOE a REM
LOT c,
LASOSSI SUSDPASION,
ACCORDING TO THE PLAT RECORDED FEBRUMY H, R9911N BOOK 319
AT PACE 310 AS RECEPTION NO. 2144581.
COUNTY OF EAGLE
STATE OF 4YM.ORADO
IMPROVEMENT LOCATION CERTIFICATE
I HEREBYCERTIFY THAT THIS IMPROVEMENT LOCATION CERTIFICATE WAS PREPARED FOR
.SEE 4 BELOW ,T, ,THAT IT IS NOT A LAND SURVEY PLAT OR IMPROVEMENT SURVEY PLA
AND THAT IT IS NOT TO BE RELIED UPON FOR THE ESTABLISHMENT OF FENCE, BUILDING, OR
OTHER FUTURE IMPROVEMENT LINES.
I FURTHER CERTIFY THAT THE IMPROVEMENTS ON THE ABOVE DESCRIBED PARCEL ON THIS
DATE, 08/24/01,EXCEPT UTILITY CONNECTIONS, ARE ENTIRELY WITHIN THE BOUNDARIES OF THE
PARCEL, EXCEPT AS SHOWN, THAT THERE ARE NO ENCROACHMENTS UPON THE DESCRIBED
PREMISES BY IMPROVEMENTS ON ANY ADJOINING PREMISES, EXCEPT AS INDICATED, AND THAT
THERE IS NO APPARENT EVIDENCE OR SIGN OF ANY EASEMENT CROSSING OR BURDENING ANY
PART OF SAID PARCEL. AS NOTED.
TITLE COMMITMENT PROVIDED BY: STEWART TITLE CO.
.ORDER # 01029650
4 ALPINE BANK
4 JOHN WOOD AND ROBIN WOOD m°0""1p°1p`5y
p1 ��G\ST¢/��
p�. xM1
BY Fa
THE SEXTON SURVEY CO BRIldB TEIEi1?:.5. 31944
128 WEST 3F' STREET
29t.
' RIFLE CO. 81650 DATE D
,{
970-625-3711 970-945-4700 JOB N0. 01=,798;vSS10HP�"'
TYPICAL YARD LANSCAPED SURFACE
OR AGGREATE PAVED SURFACE
CARD PROCTOR
BACKFILL OR CLASS 6 ROAD BASE
TRENCH CROSS-SECTION FOR
3DR-.26 HDPE OR SCHED-40 PIPES
N.T.S.
2" DIA. SCH 40 PERFORATED DISTRIBUTION—�
LATERAL (PRESSURIZED) PIPE INSTALLED AT
THE TOP OF THE CHAMBER TOOT E MIDPOINT
OF THE TERMINAL END CHAMBER. EN OF PIPE
CAPPED, INSTALED 4" INSPECTION PORT (TYP.).
4" DIA.
4" DIA. SOLID
SCHEDULE 40
GENERAL LOCI
EXISTING 2" PRESSURE EFFLUENT TRANSPORT PIPE. �
EXISTING 30" DIA, BY 10' DEEP PUMP BASIN ASSEMBLY \
DOSING TANK, INSTALLED DUPLEX P3005 \ PUMP DdSfNG
ASSEMBLY. THE DOSING VOLUME IS 80 GALLONS,
EXISTING WELL / \
NEW UTILITY BATHROOM CONSTRUCTED IN NEW GARAGE /
FOR USE BY HOMEOWNER
INSTALLED TWO-WAY CLEANOUT
INSTALLED 4" SDR-2 C AT 2% /
BEDDED W/ LAS 6 ABC
NEW UTILITY BATHROOM SERVICE PIPE INSTA LED TO F��SnLc
EXISTING SEPTIC TANK SIDE INL T PORT
W/ SANITARY TEE ACCESSIBLE FROM ACC SS LID. yOGS�
EXISTING 2-COMPARTMENT 1000 GAL. CONCRETE
SEPTIC TANK W/ EFFLUENT FILTER INSTALLED ON
THE OUTLET OF THE KCNDARY CHAMBER.
XIS G 4" SEWAGE PIPE
XISTING WO -WAY CLEANOUT
10 CIO
°00
�FFs
-----� RONCE LANE ------
//—x--z7---Z ----- ------
\ oy�0
e
less) INSTALLED 39 TRENCH CHAMBERS IN 3
ROWS OF 13, A TOTAL OF 600 SO, FT,
CT�ON T (TYP. OF AREA IS PROVIDED. LOCATION OF
TRENCHES MEET COUNTY SETBACK
ER PIP REQUIREMENTS. THE SYSTEM IS PLUMBED
FOR SERIAL DISTRIBUTION. THE
CHAMBERS IN EACH TRENCH ARE
INSTALLED ON LEVEL GRADE, THE
MAXIMUM DEPTH OF ANY TRENCH DOES
c' NOT EXCEED 36".
EXISTING GRADE AT PROPOSED
1 ` TRENCH LOCATION IS APPROXIMATELY
\ 3' FEET HIGHER THAN THE SEPTIC TANK
LIMITS EXCAVATON
AN ELECT BACKFILL
\ 50' WIDE HIGH PRESSURE
GAS LINE EASEMENT
0 RE
\\ E ISTING IRRIGATION�OITCH
as
/EXISTING WELL
�4
28377
MEN
\ �'
NEW SHED \ �?r!yJ'9/ONAL E�
mrrrarn�"
JOHN PUTNAM PROPERTY
+ LOT 4, GABOSSI SUBDIVISION
PUTNAM RESIDENCE
EXISTING OWTS WITH GARAGE SERVICE
OPRIS ENGINEERING, LLC. AB —RECORD OWTS DRAWING
PROPERTY LINE
20097
Putnam—AB—OY/TS—REVISED-6-2-76.dwg
502 MAIN STREET, SUITE A3
CARBONDALE, CO 81623
(s7o) 7o4—o3t1
YTN I CK,
DR. PER � DATE 6/2/16
FILE N0, ISHEET 1
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