HomeMy WebLinkAboutpitkin.eh.247320100005 (2005)(Cabins C-2, C-3, C-9, C-13, C-8, C-1)Document Layout
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Permit
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Third System.etc.
Floor Plans
Please See Building and Land Use Approvals Files for additional information.
PitWounty Environmental Health Depart
Pe for an Individual Sewage Disposal m
0405 Castle Creek Road, Suite 10, Aspen, Colorado 8 i 611
Phone 970-920-5070 / FAX 970-920-5077
Permit# -95826 0 033 Parcel ID# 2473-201-00-005
Type of permit New
Owner Connell
Street Address 26640 Frying Pan Road
Property legal description
Size of lot 26.872 acres
Addition/Remodel to F
iv — Diamond J Ranch
x ) REMODEL CABINS
Total square footage of the house
Water source Private well (pending non -community groundwater approval)
# of bedrooms in house # of offices, lofts & similar sized rooms in house
Caretaker unit
# of bedrooms in caretaker unit
Total square footage of the caretaker unit
# of offices. lofts & similar sized rooms in caretaker unit
Designed for what # rooms (list) 7 seasonal cabins — total of 11 bedrooms
Permit information
Designed by High Country Engineering, Jeff Odor
Mailing Address 1517 Blake Avenue, Suite 101, Glenwood Springs, CO 80112
Perc rate 10 Profile hole depth 8 ft Depth to groundwater or bedrock
Minimum Septic tank capacity See engineer design Minimum Absorption area
Comments
Greater than 8 It
852 so ft w/ 30% reduction
Septic permit approved per compliance with the engineer design and specifications dated June 27, 2005 and June
30 memo regarding number and use of standard chamber units. Any changes must be approved by this
department and the design engineer prior to them being made.
Minimum horizontal distances between components of the system and physical features shall conform to the Pitkin
County ISDS regulations. Any area where a sewer line crosses a water line must be encased within 10 feet of the
crossing. Setback from the ditch to the field must be at least 50 feet.
Two tanks will feed into the system. Tank #3=2000 gallons and tank #4=1000 gallons. Tanks must be two
compartment and have an effluent filter on the outlet. The field will consist of 55 Standard chambers a bed
configuration as specified by the June 30 memo. A PVC liner must be installed to the north of the bed. See
specifications in the July 6 and July 11, 2005 memos.
This department does not endorse any brand of products. This permit must be kept on-site during installation.
The engineer must do a final inspection of the installation and submit an as -built letter to this department. This
department must also be called for an inspection with a minimum of 48 hours advanced notice.
`Revegetation over the area of the field is very important for the functioning of the system. Pitkin County has guidelines that must be
followed to assure the plants that are introduced are appropriate for the conditions of the area. The use of native plants is strongly
Permit approved by: Cb.4 (L� %l7(_(' Ca, Date: 7 405
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 the agent to perform the work indicated in accordance with the Pitkin
County ISDS Regulation in effect at the time of issue. This permit becomes invalid 6 months from the date that the permit was
issued unless system construction has commenced or an extension has been approved in writing by the Department.
As -built drawings muse inc u e ith,this permit before the final approval will be issued.
Installer: ITIS. I \/
Final approval: bean A'��R - Date: /
I4 qC1
PITKIN C LINTY ENVIRONMENTAL HEALTH DEPARTMENT
APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM
0405 Castle Creek Road, Suite 10, Aspen Colorado 81611
Phone (970) 920-5070 Fax (970) 920-5077
Name of OWNER Connell Development Company
Owner's Mailing Address P.O. Box 541057
City, State, Zip Dallas, TX 75354-1057 Business Phone: (214) 357-4694
Home Phone: E-mail Address: the@conne11 companies. com
Primary Contact Person (all communication regarding this permit will go through this person)
Name Thomas H. Stewart
Company Connell Development Company
Contact Mailing Address P.O. Box 541057
City, State, Zip Dallas, TX 75354-1057 Business Phone: (214) 357-4694
Cell Phone: Fax: (214) 357-4953 coll
at 9205160 or at www.oitkinassessor.ora I
Building Permit # (if available)
Street address of property
see
Legal Description: Lot _
Size of lot: 26.872
Total square feet of house
Caretaker Unit: Attached (
2 4 7 3_ 2 0 1 .0 0. 0 0 5
26604 Frying Pan Road I
acres.
,Filing ,Subdivision
Type of proposed structure: n/a
# of bedrooms (potential) in house
) Detached ( ) (% bAi wS
unit # of bedrooms (potential) in caretaker unit
Permit is for. New Home ( ) Repair due to failure ( ) Remodel/Addition ( ) Emergency use ( )
Water. Private well ( X ) Spring ( ) Stream ( ) Community/Public Water System ( )
If community system: Name of system
The fee for a ISDS application is $600 for a permit that takes 6 hours or less for the department to approve. If approval takes
longer than 6 hours, a rate of $100 per hour will be charged. The maximum fee is $1000. The basic fee of $600 is due at the
time of application. The remainder, if any, will be due in two stages: first, at the time of issuance of the ISDS permit, second,
before final approval of the ISDS permit.
Application for an individual sewage disposal system is hereby submitted. I hereby certify that the above information is true and
accurate and that I have provided true and accurate information on locations of all existing and proposed wells, contour
intervals, buildings, property lines, ditches, slopes, waterlines, springs, suction or irrigation lines, drinking water cisterns, drain
tiles, irrigation ditches, lakes, water courses, streams, fioodplains, dry gulches, and existing septic systems. I hereby certify that
any such features not shown on attached site map are not present. Issuance of the permit does not imply the approval of any
other permit required for construction pursuant to Pitkin County codes. No construction may be undertaken until all approvals
and permits have been obtained.
The Pitkin County Environmental Health Departure ,Pitkin CoNnty and employees of these agencies will be held harmless
should the individual sewage
j
lsystemor malfuncgdn. a permit to construe is issued on information submitted by
the applicant or his/her repres. T er assu s fu ibility in se of failure of the system.
Signature of applicant_ Date
Received by (r?, Receipt # j I jo Q Date 511105
0
Pitki ounty Environmental Health Departm nt
Pert r an Individual Sewage Disposal S
0405 tle Creek Road, Suite 10, Aspen, Colorado 11
Phone 970-920-5070 / FAX 970-920-5077
Permit # 05025 Parcel ID # 2473-201-00-005
Type of permit
Connell
Street Address 26640 F
Property legal description
Size of lot 26.872 acres
Pan Road
Addition/Remodel to F
iv — Diamond J Ranch
x ) REMODEL CABINS
Total square footage of the house
Water source Private well (pending non -community groundwater approval)
# of bedrooms in house # of offices, lofts & similar sized rooms in house
Caretaker unit
# of bedrooms in caretaker unit
Total squaJe footage of the caretaker unit
# of offices, lofts & similar sized rooms in caretaker unit
Designed for what # rooms (list) 11 seasonal cabins —total of 17 bedrooms
Permit information
Designed by
Mailing Address
Perc rate 18
1[41[47.171
1517 Blake Avenue, Suite 101, Glenwood Springs, CO 80112 1�
Profile hole depth
6'/� ft Depth to
or bedrock Groundwater at 5 feet
Minimum Septic tank capacity See engineer design Minimum Absorption area 1262 sq ft w/ 50% reduction
Septic permit approved per compliance with the engineer design and specifications dated March 15, 2005. Any
changes must be approved by this department and the design engineer prior to them being made.
Minimum horizontal distances between components tithe system and physical features shall conform to the Pitkin
County ISDS regulations. Any area where a sewer line crosses a water line must be encased within 10 feet of the
crossing. If the absorption field comes within 25 feet of any water lines they must also be encased.
Prior to installation of the system, and S f of profile hole must be dug in the area of the proposed field to
reconfirm depth to groundwater. This de rtment must be contacted to evaluate findings in the profile hole
prior to installation of this system. Four to ks will feed into the system. Tank #2=2000 gallons, tank #3=1500
gallons, and tank#4 000 gallons. All tanks ust be two compartment and have an effluent filter on the outlet.
The field will consist of 129 Quick 4 chambe in serial distribution as specified in design. There must be at least 6
feet of undisturbed soil etween each trench.
This department does no endorse any brand of products. This permit must be kept on-site during installation.
The engineer must do a fl
al inspection of the installation and submit an as -built letter to this department. This
department must also be called for an inspection with a minimum of 48 hours advanced notice.
'Revegetation over the area of the field is very important for the functioning of the system. Pitkin County has guidelines that must be
followed to assure the plapts that are introduced are appropriate for the conditions of the area. The use of native plants is strongly
Permit approved by: (IhLa P`7 (ndk . Date: D120 O
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 the agent to perform the work indicated in accordance with the Pitkin
County ISDS Regulation in effect at the time of issue. This permit becomes invalid 6 months from the date that the permit was
issued unless system construction has commenced or an extension has been approved in writing by the Department.
As -built drawings must be included with this permit before the final approval will be issued.
Installer:
Final approval: Date:
Cl
• •
•
PITKIN COUNTY ENVIRONMENTAL HEALTH & NATURAL RESOURCES
DATE: 1119105
Send to: TOmn+ %�-vvGLr i -
Fax Number. 1357-aq5 3
CC: &Qw
CC Fax Number:
From: cQr10 6I,oc ('
Phone Number. q7t) C)Z0-543$
Number of Pages, Including Cover: oZ
❑ URGENT LJ REPLY ASAP ❑PLEASE COMMENT
IIa PLtASE REVIEW ❑ FOR YOUR
INFORMATION
COMMENTS:
Q6 -o' V�4t
�a J. 3 4
� J
fax cover
Pitkin County Environmental Health and Natural Resources
0405 Castle Creek Road Suite 410, Aspen, CO 81611
Phonef970) 920.5070 1 Fax (970) 920.5077 el
Web site www.aspenpitkin.com/depts/12/
ro
Au&. 3. 2005 1:59PM
HIGH COUNTRY ENGINEERING
•
CIVIL ENGINEERING
To: TIM CASE
FROM: JEFF ODOR
DATE: &3-05
MEMORANDUM
SUBJECT: DIAMOND J GUEST RANCH
HCE PROJECT No: 2041709.00
No 2822 P. 2/3
•
LAND SURVEYING
Alan Rowe has brought to my attention that the piping configuration for the community cabin ISDS
is installed different than as indicated on the plan. It is my understanding that the piping has been
installed and connected in the following configuration:
o Cabin 13, Cabin 8, and Cabin 1 will be tied together and convey the effluent to one septic
tank. Based on the design sizes of these cabins, the tank for these cabins shall be a
minimum of 1000 gallons (875 gallons required). This is determined based on a total of 4
bedrooms.
o Cabin 9, Cabin 2, and Cabin 3 will be connected and convey the effluent to a second septic
tank. Based on the design sizes of these cabins, this tank shall be a minimum of 1500
gallons (1313 gallons required). This is based on a total of 6 bedrooms. I also understand
that the Cabin 5 relocation was unsuccessful, and Is not included in the new tank size.
I have included a figure provided by Allen showing the rough layout of the reconfigured system.
The size and shape of the absorption bed will not change with this reconfiguration. It is also
important to maintain all setback requirements as defined by Pitkin County and CDPHE. HCE will
need to verify that the required setbacks have been met. HCE will illustrate these changes, as found
during the inspection, on the as -built drawings.
Allen has also scheduled the inspection for the community cabin ISDS. The current plan is for HCE
to be onsite in the afternoon on Thursday, August 4, 2005 for the inspection.
1517 BLAKE AVENUE, SUITE 10 1
GLENWOOD SPRINGS, CO 61601
970.946-8676• PHONE
970.9452888• FAX
4
wW W. HCENG.COM
141NVERNESS DRIVE EAST. SUrTE F-120
ENGLEWOOD, CO 80112
3039250544. PHONE
30-1,925-0547 -F"
""c `A,6 3 2005'� 1:59PVuf'HIGH COUNTRY ENGINEERING
i
s�o-sz�-sseo No 2322 P. 3/3
•
�\ 1
Received Time Aus. 3. 1:12PM
M
Ju1.26 2005 7:56AM
HIGH COUNTRY ENGINEERING
•
CIVIL ENGINEERING
To: Tim CASE
FROM: JEFF ODOR
DATE: 7.26-05
SUBJECT: DIAMOND J GUEST RANCH
HCE PROJECT NO: 2041709.00
No_2514 P. 2
E
LAND SURVEYING
This memo is a summary of a phone conversation I had with Allen Rowe yesterday (July
25,2005) regarding the community cabin ISDS. The location of the absorption field is
somewhat flexible. When HCE survey crews were onsite and located the field, the location
was based on Unknown information. The intention of the ISDS design is to locate the field
in the general location of the profile pit and percolation test holes. This area is open enough
to allow for construction without excavation in the hillside or significant damage to existing
vegetation. Also, it has come to my attention that an active ditch exists west of the
absorption field along part of the road before crossing the road and discharging to the ponds.
In adjusting the location of the absorption field it is important to maintain required setbacks
to the nearby waterways and ponds. This design requires 98 feet to the waterways and
ponds. The PVC liner shown on the existing plan allows for a reduction to this setback,
however a minimum of 50 feet must be maintained. As discussed in an earlier memo, the
bottom of the PVC liner must be as low or lower than the waterway or pond within 98 feet
of the absorption bed. Please feel free to contact me with any questions you may have.
1 517 BLAKE AVENUE, SUITE 10 1
GLENWOOD SPRINGS, CO 81601
97094541676.►HONF
9709442555•FAX
CI
W W W.HCEHG.Com
141NVERNESS DRIVE EAST, SUITE F420
ENGLEWOOD. CO 601 12
3039250544• PHONE
3039250547.FAx
Jun.30. 2005 9 20AM
HIGH COUNTRY
CIVIL ENGINEERING
TO: CARLA BLOCK
ENGINEERING
MEMORANDUM
FROM: JEFF ODOR, HIGH COUNTRY ENGINEERING
DATE: 6.30-05
SUBJECT: DIAMOND J GUE$f RANCH
HCE PROJECT No: 2041709.00
ND -1754 P 2/6
0
LAND SURVEYING
RED,IE9VRD
JUN L 8 2005
EPITKIN COUNT,(
NVIRONh;ENTAL HEALTH
I am taking this opportunity to address the number and type of infiltrators to be used for the
Ventura and Cabin Community ISDS's. The design submitted for each system specified the
Infiltrator System Quick 4 infiltration unit. I am proposing the use of a standard infiltrator
utut manufactured by Infiltrator Systems, the standard BioDiffuser Chamber manufactured
by ADS, or other equivalent product. These infiltrator units have an infiltration area of 15.5
sf per unit associated with it. By using these infiltration units the total number of units will
decrease from the proposed design, however in both designs the total required area will not
change. The following discussion refers to standard infiltrator units as any of the approved
equivalent products available.
The Ventura Cabin has a required infiltration area of2320 sf This is based on a design flow
of 2275 gpd and a percolation rate of 26 min/inch. Since infiltrators are being used in a bed
configuration, a 30% reduction in area is allowed resulting in a required area of 1624 sf.
Each standard infiltrator unit allows for an area of 15.5 sf This results in a required 105
standard infiltrator units, It is my recommendation that these units and installed In the same
configuration as the illustrated design (signed 6-27-05). The only difference between the
illustrated design and the infiltrator units being proposed here is the number of units per
row. The proposed design decreases the number of units per row from I I Quick 4 infiltrator
units to 7 standard infiltrator units. The footprint of the previous layout using the Quick 4
15178"w AVENUE,su1TE lol
GLENW v SPRINGS, CO a 1601
9708458676. PHONE
8769452555. F"
I�;
W W W.HCCNG.COM
14 INVERNE DRIVE EAST, 9u1r6 F-120
ENG WOOD. CO 80112
30;9250644. PHONE
303-9250547.P"
Jun 30 2005 9 21AM
HIG0H COUNTRY
ENGINEERING
0
No 1754 P 3/6
infiltrator unit had a bed dimension of 44' long (11 units) and 45' wide (15 units). Utilizing
the standard infiltrator units, the footprint dimensions are 43.75' long (7 units) and 45' wide
(15 units).
The Cabin Community 1SDS proposes a required infil tion area of 1217 sf based on a
design Slow of 1925 gpd and a percolation rate of 20 min/inch. As with the Ventura Cabin,
infiltrators are being proposed in a bed configuration allowing for a 30% reduction in
required area. This results in a required area of 852 sf. Using the standard infiltrator units
having 15.5 sf per unit allowed, a total number of 55 standard infiltrator units are required.
The current design indicates 4 rows of 22 Quick 4 infiltrator units having a footprint of 12'
wide by 88' long. As the total number of infiltrator units has changed, the detailed layout ^lam
may be altered. The design of the system has not changed and will remain an equilateral /
distribution system with manifold piping at each end However, the absorption bed
configuration may consist of 4 rows of 14 resulting in 56 standard infiltrator units or if the
topography allows 5 rows of 1 lunits may be installed resulting in 55 standard infiltrator
units. If 4 rows of the standard infiltrator units are used the bed dimensions arel2' wide and
87.5' long resulting in minimal change in the absorption bed footprint, and minimal affect
on the setbacks. Installing 5 rows of 11 units results in an absorption bed of I S' wide and
68.75' long. The change in bed dimensions will change the setbacks slightly, however the
changes will not affect the design. The only setback that is impacted is the setback to the
ditch. The PVC liner adjacent to the bed provided conformance to the setback to the ditch.
This PVC liner is still required for the proposed bed utilizing the standard infiltration units.
If any additional information is requested, or if there are any questions or concerns regarding
this information, please feel free to contact me at your convenience.
1517 BLAKE AVENUE, SUITE 101
GLEN WOOD SPRINGS, Cos 1601
970945-8676. PHONE
97"4W555 • I"
WYV W.NCENG.COM
14 INVERNESS DRIVE EAST, SUITE F-120
ENGLEWOOD, CO 801 12
303.925-0644 • PHONE
303.925-0547 •rAX
Jul.11. 2005 3 07PM
HICOUNTRY ENGINEERING
CIVIL ENGINEERING
TO: CARLA BLOCK
Caa coliti
HCIES-
1 r�r.
' I NE Ela.
MEMORANDUM
FROM: JEFF ODOR, HIGH COUNTRY ENGINEERING
DATE: 7-11-05
SUBJECT: DIAMOND J GUEST RANCH
HCE PROJECT NO: 2041709.00
No -2046 P. 2
0
LAND SURVEYING
Please refer to the attached detail for the PVC liner installation adjacent to the absorption
beds. The liner shall be a 20 mil or a doubled 10 mil PVC material. The PVC liner shall
be installed along the bottom and side of the trench and be anchored 1 R. horizontally at the
top with 1 ft. of cover. Backfill shall be free of lagged or sharp rocks and primarily consist
of Y:' material. The PVC liner and trench shall be installed approximately 5 ft. from the
edge of the absorption bed to a minimum depth equal to the elevation of the nearby ditch.
Refer to the memo dated 7-6-05 for additional information regarding the depth of the liner.
1517 BLAKE AVENUE, SUITE 10 1
GL6NWDOD SPRINGS, CO 81601
9709458676• PHONE
97"4G2555•FAx
WWW.HCENG.COM
14 INVERNESS DRIVE EAST. $URE F-120
LNGLEWOoo, CO 80112
303-925-0544•PNONE
3039250547•FAa
Jul II. 2005= 3:08WIGII"OUNTRY ENGINEERING No.2046=P•
6 0
ANCHOR PVC LINER
1' MINIMUM HORIZONTALLY
APPROXIMATELY V COVER
COMPACTED BACKFILL.
MATERIAL SHALL BE FREE
OF JAGGED OR SHARP ROCKS.
BACKFILL SHALL CONSIST PRIMARILY
OF MATERIAL SMALLER THAN 1/4" DIA
NATURAL BACKFILL
12" MIN. COVER
36" MAX. COVER
EXISTING GROUND GRADE
INFILTRATOR UNIT TO DRAIN S• f
/ I
Xy
NATURAL GROUND J TRENCH BOTTOM ESTABLISHED WITH
NOTE' EXCAVATION EQUIPMENT. TRENCH DEPTH
RECOMMEND MINIMUM BURY DEPTH TO BE DETERMINED IN FIELD BY
ON INFILTRATORS OR BIGHT MOUND CONTRACTOR PRIOR TO CONSTRUCTION
PER MEMO DATED 7-6-05
TO ACHIEVE REOUIRED COVER.
20 MIL PVC LINER OR
10 MIL PVC LINER DOUBLED
INSTALL ACROSS BOTTOM
OF TRENCH AND ALONG SIDE
TYPICAL CROSS SECTION
N.T.S.
HIGH COUNTRY ENGINEERING, INC.
CDNMDEVELOPWNTCD FMYArfis&m
iso N.rs.
P"yjN cOUN7v. c0LODADO
CHECKED BY AR
+AINVERN[fi�(]03�9P6T806TSN TAI LlD1NO 2606 �.co 6a11z
DIAMONDJ GUEST RANCH
RDN 2041700.00
1617 BL 4E AVE NUE SIE 101_ GLEN D BPRINOB. CO B 1601
PVC TRENCH DETAIL
DATE PAGE'
7.11'05
PNONE 49)011YM F11K16A19160666
www.+scw
FILE:
J %505KPRo.1\204\+709\DwB\O[T2.DBrti
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Jul. 6. 2005 11:04AM 116 COUNTRY ENGINEERING
CIVIL ENGINEERING
,U �,mamm c••c.,�.
MEMORANDUM
TO: CARLA BLOCK
FROM: JEFF ODOR, HIGH COUNTRY ENGINEERING
DATE: 7-6-05
SUBJECT: DIAMOND J GUEST RANCH
HCE PROJECT No: 2041709.00
ND 19D7 P. 2/2
0
LAND SURVEYING
The cabin community ISDS includes a PVC liner adjacent to the absorption field. The
required setback between the absorption field and a ditch or waterway is 50' plus 8'
additional distance for each 100 gpd of design flow over 1000 gpd resulting in 98' for this
proposed system. The setback is based on an average flow of 1100 gpd with a peak of 1.5
(used for setbacks) resulting in 48 additional feet of setback to total 98 feet (I 100 gpd x 1.5
= 1650 gpd; 6x8 ft = 48 ft; 50' + 48' = 98'). This setback may be reduced according to the
following excerpt from the Pitkin County ISDS Regulations; "Based on geological
conditions and/or engineering controls and evaluation of risk of contamination of surface
water and ground water, it is not necessary to add 8 feet additional distance for each 100
gallons of wastewater per day of design flow over 1000 gallons per day of design flow over
1,000 gallons per day as specified in the table to prevent contamination. The 50 -foot
separation between the proposed absorption area and surface water and/or ground water is
appropriate to prevent contamination." A minimum setback of 50' shall be maintained,
however, the contractor should attempt to maximize the setback distance to further insure
water quality. Prior to installation of the PVC liner, the contractor must determine the
lowest ditch elevation within 98' of the proposed absorption bed. The PVC liner must
extend down to an elevation equal to the lowest elevation of the bottom of the nearby ditch.
The engineer shall be notified of the elevation and liner depth prior to installation of the
liner for approval. The determined elevation needs to relate to a nearby reference object for
engineer verification.
1517 BLAKE AVENUE, SUITE 101
GLENwooD SPRINGS, CO 81 AO 1
970945,a878• PHONE
970.9452585 • FAX
Y .HCENG.COM
14 INVERNEBB DRIVE EA ,SURE F•120
ENGLEWOOD, co 80112
3039250544• PHONE
303.9254547•FAx
i
CIVIL ENGINEERING
November 28, 2005
0
An Emplora-Owned Company.
Carla Block
Pitkin County Environmental Health
0405 Castle Creek Rd, Suite 10
Aspen, CO 81611
Re: Diamond J Guest Ranch ISDS
HCE Project Number 2041709.00 x 0218
Cabin Community
Dear Carla:
J
LAND SURVEYING
The following letter is to confirm the engineer's acceptance of the installed septic system
for the Cabin Community of the Diamond J Guest Ranch on Frying Pan Road (County
Road 4). The design included a single separate individual sewage disposal system
(ISDS) for cabins Cl, C2, C3, C8, C9 and C13. Based on field inspections, the ISDS
fields have been installed per the intent of the plans and specifications.
The installed collection piping was changed from the original design due to existing site
conditions. The location of the infiltration gallery was changed to better fit the existing
conditions. A record drawing of the installed system is provided.
If you have any questions, or need additional information, please contact us.
Sincerely,
Q
RDN/hnm
Enclosure
1517 Blake Avenue, Suite 101 14 Inverness Drive East, Suite F-120
Glenwood Springs, CO 81601 Englewood, CO 80112
970.945.8676 phone 303.925.0544 phone
5 970.945.2555 fax www.hceng.com 303.925.0547 fax
0 A
October 28, 2005
Thomas H. Stewart
P.O. Box 541057
Dallas, TX 75354-1057
Re: Parcel ID #: 2473-201-00-005
Property Address: 26604 Frying Pan Road
Permit Numbers: 05015, 05025, 05031, and 05032
Dear Mr. Stewart:
As per our correspondences to you on July 6 and 20, 2005 as well as September 5, 2005
(separately for each permit number), the Environmental Health & Natural Resources
Department would like to remind you that we are still unable to complete the processing
of the Individual Sewage Disposal System (ISDS) permits for the above stated
residence/property.
It is mandatory that our office receives an "As Built" letter for each permit from the
engineer who designed the system. The letter will confirm that they observed the
installation of the system as designed. Any changes to the system must be noted in the
letter or by a new set of plans. The Building Department will not issue a Certificate of
Occupancy for this property until they are notified that the ISDS permit process is
complete.
This office must receive the "As Built" letters from the engineer no later than November
17, 2005.
Please contact me with any questions. Thank you, in advance, for your help and
cooperation in this matter.
Sincerely,
Alicia Gomez
Administrative Assistant
Environmental Health & Natural Resources
cc: Jeff Odor, P.E., High Country Engineering
I�
Jun.30. 2005 9 21AMHHIG COUNTRY ENGINEERING
HCPWORTH-PAWLAK GEOTECHNICAL
Julie 28, 2005
No 1154 P. 4/6' "' '
t;11Cnw'txnl tipnry :.J,..�.t 5:10.11
97,1-4�i 71n
�an:�il: C,�gS,'uhrgc.,tccl...:o:n
Tommy Stewart
P.O. Box 541057
Dallas. Texas 75354-1057
.lob No. 104 456-1
Subject. Percolation Testing. Proposed Septic Disposal System. Cabin Community.
Diamond J Ranch, 26604 Prying Pan Road, Pitkin County, Colorddo.
Dear Mr. Stewart:
As requested by Tim Case, Hepworth - Pawlak Geotechnical, Inc., performed percolation
testing at the subject site. We previously conducted a subsoil study and percolation
testing at the Diamond J Ranch and presented our findings in a report dated October 20,
2004; Job No. 104 456-1.
A profile pit and three percolation test holes had been excavated by the client prior to our
anival. The subsoils exposed in the Prot' 1E Pit consisted of about 2'/ feet Of topsoil
overlying slightly clayey silty sandy gravel with cobbles and boulders up io about 3 feet
in size to the pit depth of 7 feet. No free ;•_atcr was observed in the pit and the soils were
slightly moist. Percolation test holes had bsen dug in the gravel soils and soaked by the
client prior to our arrival on-site.
Percolation testing was conducted on June 22, 2005, by a representative of Hepworth -
Pawlak Geotechnical, Inc. The percolation test results are summarized on Table 1. The
percolation tests indicated uttiltration rates between 9 and 12 minutes per inch with an
average of 10 minutes per inch.
Jf you have any questions or need further assistance, please call Our office.
Sincerely,
HE?P WORTH - PA WLA'K
INC:.
Jordy Z. Adamson, IT., P. -o' Q
�,, 6/�•� ;j��`` JUN 8 2005
Rev. by: DEH SSS/pj�Al ANG
JZA/ksw ENVIRO KIM COUNTY
attachments Figure 1 — Location o rcolation Test Holes NMENTAL HEALTH
Table I -Percolation Teal Results
cc: High Country bngiaeering — At Jeff Odor
PaNeceived TimetJun.30-r'9:I5AM,prinse,749"633-5562 • Silverthome. 970-468-1989
Iq
Juo.30 2005 9 21AM
HIGH COUNTRY ENGINEERING
•
No 1754
P. 5/6 ",".
Jun 3D. 2005 9 21AM HIGH COUNTRY ENGINEERING
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE 1
PERCOLATION TEST RESULTS
No. 1754 P. 6/6,u ,"
JOB NO. ID4 456-1
HOLE NO.
HOLE DEPTH
(INCHES)
LENGTH OF
INTERVAL
(MIN)
WATER
DEPTH AT
START OF
ItTERVAL
INCHES
WATER
DEPTH AT
END OF
INTERVAL
INCHES
DROP IN
WATER
LEVEL
(INCHES)
AVERAGE
PERCOLATION
RATE
(MIN_/INCH)
P-1
Water added
9
234
13A
1
1
3/4 --
�1i4
7
Si.
1'A
534
5
34 _
5
4
1
4
31/4
34
3'/4
2%
'h
23/4
2%
V2
21/4
11A
34
P-2
50
5
Water added
33/4
31/4
'h
9
3'/4
3
'/4
3
2'h
1/2
2%
2
'/2
7'h
6yz
1
61h
53/4
3/4
5%
-
51/4
4'h
3/4
41/2
4
'/2
4
3 V2
Vz
P-3
56
5—t23/4
Water added
13/4
1/1
12
8
63'4
1'/4
63/4
5%
1
53y..
5
3/4
5
4'/A
3/4
.4%
33/4
'h
33/4
31A
'/z
'-
31/4
23/4
V2
p/4
2`6
/z
21/4
2
1/4
Note: Percolation test holes had been in the bottom of backhoe pits and soaked by the client
prior to our testing. Percolation tests were conducted on June 22, 7.005. The average
7p.rcolation rates were based on the last three readings of each test.
Received Time Jun.30• 9:15AN'
TOTAL P.84
PITKIN ENVIRONMENTAL HEALTH DEPARTMENT
ISDS DESIGN CALCULATIONS
Owner's Name Parcel ID #
House Size (sq. ft.) (75 gpd, 100 gpd, or 130 gpd)
Number of Bedrooms in Main House
Number of Offices, Libraries, Studies, Similar -sized Rooms in Main House
Number of Bedrooms in Detached Caretaker unit
Number of Offices, Studies, Similar -sized Rooms in Caretaker Unit
(If the caretaker unit is ATTACHED, treat as if part of main house.)
Average Daily Waste Flow 1100 1 I O O
State Review Required? no
Perc Rate (T)
Design Flow (Q) = # potential bedrooms X 2 people/ bedroom X gpd X 1.75
Q= 1925
Minimum tank capacity 2406.25 gallons
Absorption Area (=Q/5 X SART perc rate)
50
1050 FD CQ -e S,Zi nC�
IASL n( _k4or
5f eCj Ji n(�
oY
A = 1217.4769 sq. ft. of absorption area required
79 gravelless chamber units without reduction
# of Perc Holes Required: 3
1 in every soil type? Spaced uniformly over proposed area?
DICK 4 9_8
A = 608.73845 sq.ft. with 50% reductionTRENCHES
62 gravelless chamber units with reduction
STANDARD
A = 608.73845 sq.ft. with 50% reductionTRENCHES
39 gravelless chamber units with reduction
EQ 36
38 EQ36 units in TRENCHES
UQ ICK 4 9.2
852.23383 sq ft 30% reduction BED
93 chamber units with reduc.
C85223383 sq ft %reduction BED
55 ch ber units with reduc.
SSETBACKFR MWE17
# of feet LL 1621 S��CJQCV�
SETBACK MPO , STREAM OR IRRIGATION DITCH
#of feet= 124 ��back
SETBACK FROM DRY GULCH IDD
# of feet = 99
M
68 EQ36 units in a BED
H�
G( tech
HEPWORTH-PAWLAK GEOTECHNICAL
October 20, 2004
Tommy Stewart
P.O. Box 541057
Hep&Pawlak Geotechnical, Inc
5020 County Road 154
Glenwood Springs, Colorado 81601
Phone: 970.945-7988
Fax: 970-945-8454
email: hpgeo®hpgwtech.com
Dallas, Texas 75354-1057
Job No. 104 456-1
Subject: Subsoil Study for Foundation Design and Percolation Testing, Proposed
Cabin, Diamond J Ranch, 26604 Frying Pan Road, Pitkin County,
Colorado.
Dear Mr. Stewart:
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 geotechnical engineering services to
you dated October 11, 2004. An additional percolation test was requested in the area
between Cabins I and 2. The data obtained and our recommendations based on the
proposed construction and subsurface conditions encountered are presented in this report.
Hepworth-Pawlak Geotechnical, Inc. previously conducted percolation testing for a cabin
in the area of the existing corral and presented our findings in a report dated July 29,
2004, Job No. 104 456.
Proposed Construction: The existing cabin at the site (Cabin 5) will be relocated in the
area between Cabins 1 and 2, shown on Figure 1. The proposed cabin will be a single
story log structure over a crawlspace. The cabin will be about 1,344 square feet in size.
Cut depths are expected to be about 4 feet. Foundation loadings for this type of
construction are assumed to be relatively light and typical of the proposed type of
construction. The septic disposal system is proposed to be located to the north of the
proposed cabin.
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: There are numerous cabins located on the property. The cabins consist
of one to two story log structures. The ground surface in the proposed building area is
relatively flat with a gentle slope down to the northwest. There is about 2 to 4 feet of
elevation difference across the proposed cabin site. A creek is located to the northeast of
the proposed cabin. Vegetation consists of scattered evergreen and aspen trees, grass and
weeds. Cobbles and boulders up to about 10 feet in size are exposed on the ground
surface.
Subsurface Conditions: The subsurface conditions at the site were evaluated by
excavating two exploratory pits in the building area and one profile pit in the septic
Parker 303-841-7119 0 Colorado Springs 719-633-5562 • Silverthome 970-468-1989
-2 -
disposal area at the approximate locations shown on Figure 1. The logs of the pits are
presented on Figure 2. The subsoils encountered, below about 1 Meet of topsoil, consist
of relatively dense, slightly clayey silty sandy gravel with cobbles and boulders up to
about 8 feet in size to the pit depths of 6%: feet. Results of gradation analyses performed
on samples of the gravels (minus 3 inch fraction) obtained from the pits are presented on
Figure 3. Atterberg limits testing indicates the matrix to be silty with low plasticity.
Groundwater was encountered in Pit 2 at a depth of 5 feet. No free water was
encountered in Pit 1 at the time of excavation and the soils were typically slightly moist to
moist.
Foundation Recommendations: Considering the subsoil conditions encountered in the
exploratory pits and the nature of the proposed construction, we recommend spread
footings placed on the undisturbed natural gravel soil designed for an allowable soil
bearing pressure of 2,500 psf for support of the proposed cabin. 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 gravel
soils. Voids created by the removal of large rocks should be backfilled with compacted
sand and 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 inches below the exterior grade is recommended for 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 unit
weight of at least 50 pcf for the on-site soil as backfill, excluding rock larger than about 6
inches.
Floor Slabs: Currently no floor slabs are proposed. However, there may be some
exterior slabs in the future. 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 should 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 experience and the intended slab use. A minimum 4 inch layer of sand
and gravel should be placed beneath slabs -on -grade 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 12% 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 soils devoid of vegetation, topsoil and oversized rock.
Surface Drainage: The following drainage precautions should be observed during
construction and maintained at all times after the cabin has been completed:
I) Inundation of the foundation excavations and underslab areas should be
avoided during construction.
Job No. 104 4561
QJ
WME.ls'1i
0
-3-
0
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
Proctor density in landscape areas.
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.
Percolation Testing: Percolation tests were conducted on October 13, 2004 to evaluate
the feasibility of infiltration septic disposal systems at the site. One profile pit and three
percolation holes were dug in two areas at the locations shown on Figure 1. The test
holes (nominal 12 inch diameter by 12 inch deep) were hand dug at the bottom of shallow
backhoe pits and were soaked with water one day prior to testing. The soils exposed in
the percolation holes are similar to those exposed in the Profile Pits shown on Figure 2
and consist of 1 to 1'h feet of topsoil overlying slightly clayey, silty sandy gravel with
cobbles and boulders to the pit depths of 8 feet. PVC and corrugated metal pipes were
installed in the pits to measure future water levels. The percolation test results are
presented in Table 1. The percolation test results indicate an infiltration rate between 13
and 36 minutes per inch with an average of 26 minutes per inch for Area 1. An
infiltration rate between 17 and 20 minutes per inch with an average of 18 minutes per
inch was indicated for the Area 2 testing. Based on the subsurface conditions
encountered and the percolation test results, the tested areas should be suitable for
conventional infiltration septic disposal systems. Pitkin County requires a professional
engineer design the infiltration septic disposal systems.
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 express 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 Figure 1, the proposed type of construction and our experience in
the area. 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, then a professional in this special field of practice should be
consulted. 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.
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
Job No. 104 456-1
Q3 Asea,
1]
0
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 further assistance, please let us know.
Respectfully Submitted,
HEPWORTH - PAWLAK GEOTECINIC.AL. INC.
24
Jordy Z. Adamson, Jr.,
Reviewed by:
Steven L. Pawlak, P.E.
PMANM.
attachments Figure 1 — Location of Exploratory Pits and Percolation Test Holes
Figure 2 — Logs of Exploratory Pits
Figure 3 — Gradation Test Results
Table I — Percolation Test Results
cc: High Country Engineering — Attn: Greg Shaner
Job No. 104 456-I
1� (-+ GctTtea,
PROPERTY
BOUNDARIES
EXISTING
CORRAL
EXISTING
18
PUMP
HPC N1
WSEO16 \\\
It
m
`L 1
PIT 1 06
AREA 1
P -3A .
PIT 2
EXISTING
CABIN
(TYPICAL)
�r%%z
1PROFl
AREA 2 PIT 2
0 4
P-3 P-1
Q
STEPHENSON
PROPERTY
DIAMOND JOY
GUEST RANCH
PON
l�
1
I
(PO ..
_ 022
PIT 1 I
/ APPROXIMATE SCALE
1`=140'
I
HEPWORTH—PAWLAK LOCATION OF EXPLORATORY PITS AND Figure 1
104 456-1 GEOTECHNICAL, INC. PERCOLATION TEST HOLES
QPM
PIT 1 PIT 2
0
PROFILE
PIT 1 PROFLE
PIT 2
0
;o--
LL
li '1:,0, •l-•0.
•Y4.
- -
5 I
L::a•
=33+4=41 +4
.a
'd
L
••
_
o -200-19
-20023
p LL -21
LL19
.A•
P1-2
PI -2
IM
L_ 10
LEGEND:
NTOPSOIL; sandy clay, slightly organic, firm, slightly moist, brown.
guo GRAVEL (GM); silty, sandy, slightly clayey, with cobbles and boulders up to about 8 feet in size,
•' . medium dense to dense, slightly moist to moist, moist to wet below water in Pit 2, brown,
subrounded rock.
j Disturbed bulk sample.
Free water level in pit at the time of excavation.
MIndicates 2' PVC pipe was installed in pit.
e
[a
Indicates 12' corrugated metal pipe was installed in pit.
NOTES:
1. Exploratory pits were excavated on October 12, 2004 with a Caterpillar 315L trackhoe.
2.. Locations of exploratory pits were measured_approxirtlately by_pacing_from features shown _on. the
_
site plan provided.
3. Elevations of exploratory pits were not measured and the logs of exploratory pits are drawn to depth.
4. The exploratory pit locations should be considered accurate only to the degree implied
by the method used.
5. The lines between materials shown on the exploratory pit logs represent the approximate boundaries
between material types and transitions may be gradual.
6. Water level readings shown on the logs were made at the time and under the conditions indicated.
Fluctuation in water level may occur with time.
7. Laboratory Testing Results:
+4 = Percent retained on the No. 4 sieve LL = Liquid Limit ( % )
—200 = Percent passing No. 200 sieve PI = Plasticity Index ( % )
104 456-1 HEPWORTH—PAWLAK LOGS OF EXPLORATORY PITS Figure 2
GEOTECHNICAL, INC.
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE 1
PERCOLATION TEST RESULTS
JOB NO. 104 456-1
Page 1 of 2
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
(Area 1)
58
15
8
7
1
30
7
6
1
6
6
0
6
51/2
1/z
5 1/2
5
1/2
5
41/2
1/2
41/2
4
1/2
4
31/2
'/z
P-2
(Area 1)
44
15
Water added
Water added
71/4
5 1/2
1 3/a
13
5 1/2
4
1 1/2
71/2
6 Vz
1
6 '/z
5
1 1/2
5
4
1
71/2
6
1 1/2
6
5
1
5
4
1
P-3
(Area 1)
50
15
71/2
7
1/2
36
7
61/2
'/z
61/2
61/4
'/a
61/4
6
1/a
6
5 1/2
'/z
51/2
5 '/a
1/4
5 1/4
4 3/4
1/2
43/4
1 4 1/2
1/3
Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on
October 12, 2004. Percolation tests were conducted on October 13, 2004. The
average percolation rates were based on the last three readings of each test.
M.
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE 1
PERCOLATION TEST RESULTS
JOB NO. 104 456-1
Page 2 of 2
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./INCH)
P-1
(Area 2)
46
15
Water added
9
71/2
1 1/2
20
71/2
61/2
1
61/2
5
1 1/2
5
4
1
8
7
1
7
6
1
6
5 1/4
3/4
51/4
41/2
3/4
P-2
(Area 2)
40
15
Water added
9
8
1
17
8
7
1
7
6
1
6
51/4
3/4
81/2
7 1/2
1
71/2
63/4
3/4
63/4
6
3/4
6
5
1
P-3
(Area 2)
42
15
Water added
10 1/2
9
1 1/2
17
9
8
1
8
7
1
7
61/2
1/2
61/2
5 3/4
3/4
5 3/4
5
3/4
10
9
1
9
1 81/4
3/4
Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on
October 12, 2004. Percolation tests were conducted on October 13, 2004. The
average percolation rates were based on the last three readings of each test.
1. VALLEYVIEW
4/l/2005
0
i
0
0
2. LONGBRANCH rq„=i,
4/l/2005
7)
•
•
•
•
2a. MOUNTAIN VIEW
4/l/2005
C6
3. LARKSPUR
4/l/2005
E
0
E
SUNSET �.1°=1'
4/l/2005
0
0
0
0
E
C
C
4/l/2005 i
r]
---
8. RED MOUNTAIN
4/l/2005
M
•
.I
L
•
��7
9. BUCKHORN
4/l/2005
� 0
I *
KI
10. COLUMBINE '/4"=I'
4/1/2005
12. MCGEE %a"=1'
4/l/2005
cT
M
. _.__ �
13. HERMITAGE �4"=1'
CC�
S
0
4/l/2005
,J
T 07/07/2003 16:07 9709256%8 PAGE 19/28
JUL-07-2003 09:11AY FROM-D1V5WA 9709453741 T-178 P.003/004 F-752
WRJ•5•Rer. 76 COL. ADO DIVISION OF WATER RESOUR i
818 Centennial Bldg., 1313 Sherman Sr-, Denver, Colorado 60203
. RECEIVED
Application must
be complete where
applicable. Type or
print in BLACK
fes, No overstrike:
or erasures unless
initialed.
NAME Bruce R. Riley
PERMIT APPLICATION FORM
( X) A PERMIT TO USE GROUND WATER
( X) A PERMIT TO CONSTRUCT A WELL
FOR: ( X) A PERMIT TO INSTALL A PUMP
REPLACEMENT FOR NO.
i OTHER
WATER COURT CASE N0.
STREET 26604 Fry'iAg Pan Road
CITY Meredith Colorado 816142
[state) lzia7
TELEPHONE NO. 927-3222
LOCATION OF PROPOSED WELL
Countv Pitkin Co.
NE Y. of the NE X Section 20
Twp. 8 S, Rng.83 W
(ICSH IE,vn
(3)
Proposed maximum pumping rate (gpm) 30 gpm max.
Average annual amount of ground water
to be appropriated (aae-feet): 5A.F/Yr..
Number of acres to be irrigated: None]
Proposed total depth Ifeetl: 130 Ft.
Aquifer ground water is to be obtalned from:
Owner's well designation
GROUND WATER TO BE USED FOS:
I XI HOUSEHOLD USE ONLY
1 g) DOMESTIC (1)
( X) LIVESTOCK 12)
1 XJECOMMERCIAL (4)
I IOTHER
no irrigation (0)
( I INDUSTRIAL (5)
I ) IRRIGATION (6)
( 1 MUNICIPAL (B)
(DETAIL THE USE ON BACK IN 01)
(4) DRILLER
Name lxctmta„ n rwan74niz
Street 5062 113 Road
Gly Glenwood Spee C�1A o ado ;}�Q1
utel IZial
Telephone No. 245-5148 Lic. No, 697
X5605'77
TER RLOURQU ,.
MTE ENGWcFa
LOiA.
FOR OFFICE USE ONLY: DO NOT WRITE IN THIS COLUMN
Receipt No. 81/ 3 S 1
Basin Dist.
CONDITIONS OF APPROVAL
This well shall be used in such a way as to cause
no material injury to existing water rights. The
issuance of the permit does not assure the applicant
tnat no injury will occur to another vested water
right or preclude another owner of a vested water
right from seeking relief in a civil court action.
1)'A DECREE FOR TRIS APPROYRTATION MST BE
OBTAFROM THE DISTRICT COURT IN AND FOR WAT
DIV, NO. 5, SPATE OF COLORADO FRIAR TO THE USE
OF THIS WELL, THIS APPROVAL IS SUBJECT TO THE
TERMS OF SAID DECR3E.
2) A LTTMIOGIC TOG OF THIS WELL SBALL BE PRE -
T= BY ErTJlER A COMPETENT WATER WELL CONTRACT
OR A Q[Rt.LIFIED GEOI XSIST.
3) 17HE H 1,TIM RATE OF TRIS WELL SHALL BE LTNIT
TO 30 GPM OR THE ACTUAL YTELD OF THE AQUIM,
WHICEEVER is LESS.
4) TOTALIZING F1,OW METER MUST 2E INM-IM ON T'
WELL DISCHARGE WHEN THE WATER IS PUT TO BEfiE-
FICIAL USE. DIVERSION RECORDS SHALL BE SLMMITTi
UPON REQUESTa TO THE DIVISION OF WATER RESOLI
APPLICATION APPROVED
PERMIT NUMBER 228 90 - F
DATE ISSUED 0 NOV 08 n 1p977 t�
EXPIRATION DATE N1 Oil 8 1970
_ (STATEN EER)
BY---
I.D. 5 —39 --COUNTY
c 07/07/2003 16:07 9709254666 PAGE 20/28
JUL-07-2003 09:11A11 FRO" IV59iATE 9709450741 0 T-175 P.O04/004 f•762
(5) THE LOCATION OF THE PROPOSED WELL and the area on (6) THE WELL MUST BE LOCATED BEL Q_17f ..
b d'sv from section lines.
•=`
Il the water will be ustd must be Indicated on the diagram blow. Y 1 . otos ,
Uro **.CENTER, SECTION 0 sm6on. 840 aces) for the wrll 100608. 800 h from Porth sea line -
200 'Gast
.•. L•. ...:. seesfle
It, ,♦.. ,i'b.ci:4�!�-1YM E. �Oi#Ei^R ", (T'•'r figs l.estd Will
,+•r.t?t '�'J�� i �± '( 'i' ,•'• �#'; :w�., ':.. i .1 -.LAT.' J.
pLOCK FILING •
.r •.v<':�:•'",t`:r- 't i •/ f♦� SUl1DIVISION, 1
.:7•-Yn'r{-'+,��(,vA,': SECTION LINE 1. rp•'•''{'••i .� I -
(7) TRACT Of4' L"'RICH WELt VILILI
LOCATED Omer: Bruce R. Riley
+NON" +tit`. —,'F — i No. of ewes 28.05 Will this be
• I ' 3'` z ) :I . `' :,:.::4 the only well on this �- trach B ' T IN
;F .,� . ~ +.: . (el PROPOSED CASING PROGRAM
' .)•� 'M+r ��C�w r.i:. ',: �:• :r: ' •_isf. .n,, 1 [: rs't:�•'a' 'i: ;'PlsinCasTllg:..}'.. �' '- '
,+ ,• 1 Y +,. '.7w IQ. *cm0 100
1 ft
..�.,: 1Y re S '�'-f �s'r��'x• I�didiTy. `•i•c;:Lrr . baf'�-y!'�u '!'r�� {n,,..r:.. ,l. �'.. d:.�� " .. _ ..N
n+':.Y .F2 "�'y"'I� �,^'`hf'r('ttL',�rT '1".t.`('�it'"'f�•'et,"�i`*-� 'h.�'',•I,'�' h� - `� �'' 'y fL tD n. 1.
J:'Fvy �`';'F''• y'Ecy,1ON LING: •w,+ p� '-{'; •._.,'� .�•,
�: , _.'. - • ,
• s +' 1 t' 'r'le'Ni,t" : ii.' • 'r 1'�-: �'.• `t✓ i.iFil :'vi ::'y' 't 'i„ • rt fie. ft.:o �♦�� .�+''.
l ; f i_.:. i : 't • �:::' :_g Fiat
�i •`f':1 ;Y::1� SWIh"
•(� ry..t„ i Yt. 1 ar:•y �iY.,-4Y,,/'� ''1`, f4fo .M
!.r �., 1+:•�l: F��+t•\i•-'-, • +: -itir#•.1l ;I ••�.-.T .�^T ki.' 't +••�,; -in fi m
(9) FOR REPLACEMENT WELLS give distance
::•Y.s• ;: , �.:mia discion_irolnvldwellsldplalltforaugging
,+ '�'•w.•l?1 Ji'• C r.I :.. �..r�:,1 :s•+�'=�, t�`'XJ1j ai•t� .11 rel.. rt `�'� - '
Y:ri�.'_ Y•y I(.1. .: ir' i>J•5,Yf4t t.• .1 �/
scab of the diagram is 2 irscFles:r 1;tIaN,,•._ ,~.!':'• .
Al �. - . � � • •:.:-' Each small square re resents AO sln7fa.' •.- ,: -
r t•w';, Y v WATER EQUIVALENTS TABLEfliopndedFl,WNII::
•rl a "; �' An Sol co.en 1 acro of la+d 1 foot daD
.:•. ♦ •,1 eamTly of per serntd lead Im elY 1 0 1w00 of
191
Mier
• a ` A lamps of 5 wiY require sppro%Imately 1 ecrrf00t of water ver War• '
` . 1 wrrToot ...43;560 wbic last :..336,900 gelbns- aA2 sae -fast.
1,0MVpm tanmped continuously torono day producer.
(10) ND WHICH G D W TE E
Owner(s): 11A8 R. Ria - No. of aeres:,�R
,i j I DEJAILED-PISMEDMOf the use of ground water: Household use and domestic wells must indicate type.o} disposal
sysmm to be used. Colmaeroisl Mgt ranch With afsty r three
teenths, domestic for ar e
(1P) nTUFR WOT R Rf +H S.used on this land, including wells. Give Registration. and Water Court Case Numbers.
•�"'T: 'Used for (FillDezaiptidn oGlard on which usedType: ..
Surface n Commeroia1,33�estdllkeatt •
siring
Comgeroia 'lives s
,.(13iTHE A?PLICANT(S) STATES) .THAI' THE INFORMATION SET�FO:HEREON IS
OWl.EDGESK'.��"=-:,r...•... .;.:,,.•.. ..r•y .. '• � ;l:i'
..'!':�nu.•r rae'eC.'diM_lCdatiQS1:� _3_'Y'����t�::'lv�!W •1�aCa1Ta�>..._: �•tti4e2�y}.4•....r.+el•.'.,•::%'^.:•:�..•`t•,9..:_s,:i,'!•: �r.•..t'rA.:.�`• ..
--.�'%Tr.-.:eEN.r.."_�i'''q t9X4:R.g�:S)�FiiiTr" ��i •dlsr-tifRari: _.... r:•�rsemw.-. -r..:. �•-�rm.....�-...
0
�'
ASPEN7
=
a'
:. I1L _ 1 ' t: ►/_III My! • BU1LDMG.PERNffT
APPLICAMN ' a. 1 .[ TO OkAUqNG
11MOTUM&LSEWAGE DISPOSAL SYSTEbt' _ ' III
. I Connell Development Company - (printed owner's name) accept the
responsibility for obtaining all soil information and other requirements of the
Environmental Health Department that are necessary to obtain au • Individual
Sewage Disposal System (ISDS) -permit, and know that a'building permit will not be
issued until the ISDS permit has been issued. I recognize that I am submitting my
application for a building permit without completing the necessary field work to obtain a
permit to construct in ISDS. 1 realize that I may incur additional expense in the form of „
-plan check, energy code, and zoning review fees if changes to my original plan are.
,necessary. I recognize that, by entering the building, permit application process in this
fashion, I am taking a risk that might ultimately mean I cannot build on the property in
question, the dwelling might be smaller tha4 originally designed, and that Lmight have to
subunit an entirely new set of plans. I further accept the fact that by having to resubmit
plans it may cause extended delays to'issuance of the permit to construct.
This waiverwill not apply if the project has had a previous condition of approval by
-Pitkin County' stating that an ISDS permit must be obtained prior to submitting plans to
the Building Department- If the applicant wants to apply for the "Waiver" anyway, the
applicant must request that the County change the condition of approval previously
granted.
Building permit plan review, energy code review, and zoning review fees are due at
permit submittal and may not §Piefttn#ed.
OWNER
SIGNAT
OWNER DESIGNATED
REPRESENTATIVE: DA'
(OPTIONAL)
wstcrlsds aiv.dvc
L) 3
..:_.._: r.. _.. e...:,.... A�:, c.•a A7611-1975 • PnavE970.920b090 - FAx970.9205439
/ ELEVATION OF BOTTOM \
�OF DITCH MUST BE VERIFIED
/ TO ESTABLISH PVC DEPTH
,.
APPROXIMATE
DITTCH AT
BETWEEN
ION
OFTHE
EXISTING PONDS 1 \
10 MIL PVC LINER/ .L
O MINIMUM DEPTH
AL LTO THE DITCH BOTTOM
INSTALL \ /
CONNECTING THE NEARBY PONDS
- `7 ^. .
k �
E)�ISTING SEPRIC TANK, 1AWIFOLD..PIPING
EMOVED r SOMJ ENDS`-
r
"ELEAN`0U`T
a I
4 148' PR P S D SEPTIC
. ON INFLUENCE
E�
.•" ,..\\ ` 6OF 40 PVC
i \ 6' OF 4"?D PVC '`"
,,..., . ">'r.
SEWER 2% 1000 GALLON -SEWER-0 2%
C/� - SEPTIC TANK (#4) v,.\,
M I ^ , \.,,\ _ WITFT�EFFLUENT�FILTER - CLEAN CUT "\�-,.�`"�.._,�"'`~`�• � /
S 1500 GALLON
C1 �`� SEPTIC TANK T FILTER BS2PTIbN FIELD \ / " �y
.��\7-
01-
-,� WITH EFFLUENT FILTER'`'
,. - _ ; . SEW€R `® 2% %: ,� `• ° i �A `
X /
51' OF
SEWER 4» id. �V A�
0
CLEAN
OF 4",0 PVC ` :, ® V ,,EkISTI G EP�C�TA
- SEWER 0 2% !!!� ASANQ D /
86' OF 0 PVC SEWER � P /
\ 1 SEWERER 02% \
�% � / NEW WATERLINE
SF 4" CLEAN JUNCTION BOX
7.5' OF
7, 5' 4' P ,OUT '/ 18' OF 1"
.r
WATER LINE
Vf141' OF 4" 0 PVC r' r - �\ r,° \ SEWER 0 2%
81' OF 4" 0 PVC
\ / f SEWER 0 2%,..- w NE WATERLINE
d' 1 _ P
JUNCTION BOX
__-- --- � ---'---- -�` ��� /�''� 1�`� CLEAN10UT EXISTING SE TIC TANK
C8 •' REMOVED
C2
CLEAN OUT 35' OF 1"
CLEA OUT �•., r WATER LINE
CLEAN OUT
WATER LINE
96 SEWER ®2% 20' ISDS SETBACK
FROM ,CABIN _
\ / / _.-
_ 86' OF 4"�0'PVV \if„W *. G3 \
/SEWER 0 2%� -- � � 58' OF 1" \
v / V411? LINE "
\� Ii l \ \ WATER LINE \
/ EXISTING SEPTIC TANK i
\ ABANDONED 172' PROPOSED SEPTIC
ZONE OF INFLUENCE
CLEAN OUT
ADJACENT ,SYSTEM
/ t
CLEAN OUT NEW WATERLINE
JUNCTION BOX � ,/ ISDBTA FO
G9 r e -..- _- .! ADJA' NT STE `v
\1X /
100' PROPOSED SEPTIC
NOTES:
1, THE ZONE OF INFLUENCE FOR THE EXISTING ISDS IS
ESTABLISHED BASED ON THE ASSUMPTION THAT THE EXISTING ao
LODGE SEPTIC TANK IS AT FULL CAPACITY BUT NOT UNDER
SIZED AT 1500 GALLONS. THIS CORRELATES TO A DESIGN FLOW
OF 1200 GPM AND A SETBACK REQUIREMENT OF 116 FT.
TABLE II
TABLE OF MINIMUM HORIZONTAL DISTANCES IN FEET BETWEEN COMPONENTS OF A SEWAGE DISPOSAL SYSTEM
INSTALLED AFTER NOVEMBER 15, 1973 AND PERTINENT PHYSICAL FEATURES
Spring, Potable Potable Dwelling Property Lines, Subsoil Drains; Lake, Water Dry Septic
Wells, Water Water Occupied Piped or Lined Intermittent Course, Irrigation Gulches Took
Suction Supply Supply Building Irrigation Ditch Irrigation Lateral Ditch or Stream
Lines Line Cistem
2
Dispersal System Utilizing
(3T__(1
3)(4)(2)
2
3
4
-C- 4
1 -a'0& 400
(3)
25
(3)
10
10
C8
Aerosol Methods
100
10
50
125
10
0
- 4
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�V'
*
Seopage Ph.,Sih Trench
(3)
(4X2)
U
t
O ID x
W
(3)
(3)
25
6
WS
100
50
25
20
25
10
50
Absorption Trench, Seepage
(3)
(4)(2)
m
U
r
(3)
(3)
25
5
SITEAa
Bed, Sand Filter, Sub -surface
100
25
25
20
10
10
50
Dis ersal System, or Drywall
Unlined Sand Filter in Soil
(4X2)
15
0
With a Percolation Rate
100
25
25
IS
10
10
25
Slower than 60 Minutes per
'.J
4
Inch
-
Unlined or Partially Lined
25
15
0
Evapotranspiration System,
100
(4X2)
25
15
10
10
Wastewater Pond, or Surface
25
Disposal System Other than
Aerosol
Lined Sand Filter
60
(4)(2)
25
IS
10
10
25
10
5
10
Lined Evapotranspiration
(4)(2)
25
15
10
10
25
10
3 -
Field or Lined Wastewater
60
10
Pond
Pit Privy or Vault Privy
(4X2)
50
10
25
15
10
to
25
10
-
Septic Tanks, Treatment
(2)
(4)(2)
(1)
50
10
-
Plants, Dosing Tanks, Vaults
50
10
25
5
10
10
Building Sewer or
(2)(4)
(4)(2)
(4)
(2)(41
(4)
(2)(4)
(2)(4)
Effluent Lines
50
10
25
0
10
t0
50
10
-
'1 geological or other cmditions
cribed. Where sol eo
n an the physical features deo . B B
NOTE: The minimum distances shown above shall be maintained between the system components d p y
to accordance with the authority
Water Quality Control Commission ursuan t to C.R.S. 25-8-2D6tY
h local board of health or 6 the We
woman[ realer distances may be aired b the o Q ty P
.g Y 9 Y Y
t stem ofnearb [res. For
d into areas of the too s
n watertight should not extend Y Y
prescribed by law and rules and regulations implemental of said section. Components which are of
repair or upgrading of existing systems where the size of lot precludes adherence to these distances, repaired facility shall not be closer to water supply components than tle
existing facilities.
recycling
(p Distance shown shall not apply to treatment plants or effluent lines where is permitted.
(2) Crossings or encroachments may be permitted at the points as noted above provided that the water conveyance pipe Is encased for a minimum distance of ten (ID) feet
on each side of the crossing. A length of pipe shall be used with a minimum Schedule 40 rating of sufficient diameter to easily slide over andcompletely cncas; the
water conveyance. Ridged end caps of at least Schedule 40 rating must be glued or secured in a watertight fashion to the ends of the encasement pipe. A hole d
sufficient size to accommodate the pipe shall be drilled in the lowermost section of the ridged cap so that the conveyance pipe rests on the bottom of the encasement
pipe. The area in which the pipe passes through the eralcaps shall be sealed with an approved underground sealant Compatible with the piping used,
(3) Add 8 feet additional distance for each 100 gallons per day of design flow over 1000 gallons per day as specified in the table, unless it can be demonstrated by i
registered Professional Engineer or Geologist that a mechanical or refund barrier will prevent contamination.
(4) Encroachments may be permitted provided the water or wastewater conveyance pipe is encased as in (2) above, specified in the table.
0
GRAPHIC SCALE
( IN FEET )
1 inch = 30 ft.
REMOVABLE PVC
INSTALL MARKER
IS TO BE BURIED
FINISH GRADE -\
4" COUPLING
4" SEWER LINE
9
I �
'ING CABIN 7 C7
DARATE ISDS °
120
GRADE
EXISTING GROUND
r
NATURAL BACKFILL
r12" MIN, COVER
1 36" MAX. COVER
' -6-MITI NG CABIN
SEPARATE IDS \
\ 04
NATURAL GROUND -/
TYPICAL CROSS SECTION -
NITS.
T l - REMOVABLE CAP
4 - 1/2" VENT HOLES
4" 0 -CUT HOLE IN TOP OF
SOLID PIPE INFILTRATOR UNIT FOR
4" RISER INSTALLATION OF INSPECTION
WELL PIPE
4" 45' SWEEP BEND COUPLING}
MINI1. 1'
1
o�
4" x 4" x 4"_/
PVC WYE
CLEAN OUT
ASSEMBLY
SEWER CLEAN OUT DETAIL
N.T.S
12"
Z/ O
4" 0 PERFORATED PIPE
O
36"
INSPECTION WELL DETAIL
N.T.S.
LEGEND 11
StO-- -- EXISTING MINOR TOPOGRAPHY
-95- EXISTING MAJOR TOPOGRAPHY
99.00 PROPOSED MINOR TOPOGRAPHY
$,QO PROPOSED MAJOR TOPOGRAPHY
EXISTING GRAVEL DRIVEWAY
PROPOSED GRAVEL DRIVEWAY
EXISTING LEACHFIELD
EDGE OF DRIVEWAY
® EXISTING CULVERT
ISDS SETBACK
PROPERTY BOUNDARY
CABIN
PROPOSED
BEDROOMS
TANK
NUMBER
C1
1
4
I
2
3
C3
2
3
4
-C- 4
1 -a'0& 400
$69 700
48& 876
1 EW 1000
C8
1
4
C9
2
3
C13
2
- 4
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G�
W�
F*
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U
t
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W
FW
WS
7s
L
I"
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a
WZW
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,
r"
'.J
4
-
LEGEND 11
StO-- -- EXISTING MINOR TOPOGRAPHY
-95- EXISTING MAJOR TOPOGRAPHY
99.00 PROPOSED MINOR TOPOGRAPHY
$,QO PROPOSED MAJOR TOPOGRAPHY
EXISTING GRAVEL DRIVEWAY
PROPOSED GRAVEL DRIVEWAY
EXISTING LEACHFIELD
EDGE OF DRIVEWAY
® EXISTING CULVERT
ISDS SETBACK
PROPERTY BOUNDARY
CABIN
PROPOSED
BEDROOMS
TANK
NUMBER
C1
1
4
C2
2
3
C3
2
3
4
-C- 4
1 -a'0& 400
$69 700
48& 876
1 EW 1000
C8
1
4
C9
2
3
C13
2
- 4
TANK
PROPOSEDAVERAGE
BEDROOMS
OW d
PEAK FLOW (gpd)
1.75 PEAK
TANK STORAGE
30 HR d
TANK SIZE
GALLONS
3
-9- 6
1 ;JO& 600
15751050
1-9891313
2000 1500
4
-C- 4
1 -a'0& 400
$69 700
48& 876
1 EW 1000
TOTAL
-17-10
i-7601000
E975 1750
O�
�0
NOTE:
RECOMMEND MINIMUM BURY DEPTH OR
SLIGHT MOUND TO ACHIEVE REQUIRED COVER.
�u
APPROXIMATE
FIELD LOCATION
RECORD DRAWING
NOVEMBER 28, 2005
SECTIONS 20 & 21, "I'N I� S��RANGE 83 W. 6TH P.M,
Y VSCALE: 1" - 2000' P
0EI� ABSOFFI N TFIENCH NOTES
1. ABSORPTION LATERALS SHALL NOT EXCEED 100 -FEET IN LENGTH.
2. THE BOTTOM OF ABSORPTION BED SHALL BE LEVEL.
3. DRAINAGE SWALES ARE PROVIDED ABOVE AND AROUND TRENCHES, AS
NECESSARY, TO PREVENT SURFACE RUNOFF FROM ENTERING ABSORPTION AREA.
4. INSTALL INFILTRATOR IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.
5. NO EXCAVATION OF ABSORPTION FIELD IS DONE DURING WET WEATHER
AND USE OF RUBBER TIRE VEHICLES OVER ABSORPTION AREA IS PROHIBITED
6. BOULDERS EXISTING WITHIN THE ABSORPTION BED SHALL BE EXCAVATED AND
BACKFILL SHALL CONSIST OF ONSITE SELECT OR PIT -RUN MATERIAL.
7. EQUILATERAL DISTRIBUTION SHALL BE USED WITHIN ABSORPTION BED.
INSTEAD OF EQUILATERAL DISTRIBUTION TO INCREASE SETTLING TIME AND
PROTECT THE BACTERIAL BIO -MAT,
CeetAL
1. ALL CONSTRUCTION SHALLBE IN ACCORDANCE WITH THE PITKIN COUNTY
REGULATIONS OF INDIVIDUAL SEWAGE DISPOSAL SYSTEMS, EVEN THOUGH
ALL SUCH REQUIREMENTS ARE NOT SPECIFICALLY NOTED ON THE DRAWINGS.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUCH SPECIFIC DETAILS AS
ARE REFERRED TO IN THE ABOVE MENTIONED REGULATIONS.
2. CALCULATION SUMMARY:
9 BEDROOMS (SEASONAL USE CABIN) * 2 PERSONS/BEDROOM * 50
GALLONS/PERSON/DAY IS: 900 GPD = AVERAGE DAILY FLOW
DESIGN FLOW = 1.75 * AVERAGE = 1575 GPD (Q)
Q * I DAY/24 HRS * 30 HRS = 1969 GPD
INSTALL ONE 2,000 -GALLON TANK WITH BAFFLE
***INSTALL 810 -FILTER IN SEPTIC TANK OUTLET***
A = 0 4T Q=MAXIMUM FLOW
6- t=PERCOLATION RATE = 10 min./in.
1750 3/TO ee 1107
USE STANDARD CHAMBER INFILTRATOR UNITS IN BED CONFIGURATION:
30% REDUCTION (1217 SF * 0.70) 0 15.5 S.F./UNIT, 50 UNITS REQUIRED.
3. CLEAN OUTS ARE REQUIRED AT ALL BENDS AND AT LEAST EVERY 100
FEET ALONG THE HOUSE SEWER.
4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING ALL
WATER TIGHT COMPONENTS, PRIOR TO THE ABSORPTION AREA,
5. TOPSOIL COVER MAY BE VARIED (WITH 1 FOOT MINIMUM) TO ALLOW
LANDSCAPING.
6. INSTALL RISERS AS NECESSARY TO BRING ALL ACCESS POINTS TO
WITHIN ONE-HALF FOOT OF FINAL GRADE.
7. LOCATIONS OF ALL COMPONENTS MAY BE VARIED AS NECESSARY AS LONG
AS ALL MINIMUM DISTANCES AND SLOPES MEET THOSE REQUIRED.
8. PROVIDE POSITIVE DRAINAGE OF SURFACE WATER AWAY FROM ABSORPTION
FIELD AREA USING DRAINAGE SWALES AS NECESSARY.
9, SOILS AND PERCOLATION INFORMATION PROVIDED BY H.P GEOTECH, INC.,
PERCOLATION INFORMATION PROVIDED VERBALLY WITH REPORT TO FOLLOW.
10. THIS DRAWING DOES NOT CONSTITUTE AN ISDS PERMIT. PERMIT MUST BE
OBTAINED FROM APPROPRIATE CITY OR COUNTY OFFICIALS.
ENGINEER MUST OBSERVE CONSTRUCTED SYSTEM BEFORE BACKFILL
11, THIS SYSTEM IS SIZED FOR TYPICAL DOMESTIC WASTES ONLY. BACKWASH
OR FLUSHING FLOWS FOR REVERSE OSMOSIS UNITS OR WATER SOFTENERS
OR FILTERS SHOULD NOT BE INTRODUCED INTO THIS SYSTEM.
12. SITE PLAN INFORMATION PROVIDED BY THE CLIENT.
13. INSTALL BLUEBOARD INSULATION OVER SEWER PIPE WHEREVER DEPTH IS
LESS THAN 5.0 FEET,
14. THE ENGINEER SHALL BE CONTACTED FOR SITE INSPECTION PRIOR TO
BACKFILLING OF SYSTEM COMPONENTS.
15. THIS SYSTEM IS DESIGNED FOR TYPICAL DOMESTIC WASTES ONLY. HOME
OWNER IS RESPONSIBLE FOR TIGHT PLUMBING FIXTURES. I.E. HISSING
TOILETS AND RUNNING WATER IS NOT ACCEPTABLE AND MAY OVERLOAD THE
SYSTEM.
16. HIGH COUNTRY ENGINEERING RECOMMENDS CONCRETE SEPTIC TANKS
OR EQUIVALENT.
17. THE ISDS SHALL BE LOCATED MORE THAN 148' FROM EXISTING WELLS.
18. ALL EXISTING SEPTIC TANKS CURRENTLY PROVIDING SERVICE TO THESE CABINS
WILL BE FILLED IN OR REMOVED TO COMPLETE TANK ABANDONMENT.
19. ALL EXISTING LEACH FIELDS CURRENTLY PROVIDING SERVICE TO THESE CABINS
WILL BE ABANDONED,
20. ALL WATERLINE SLEEVES SHALL BE SCHEDULE 40 PVC PIPE OF SUFFICIENT SIZE
TO ALLOW FOR CONSTRUCTABILITY.
21. THIS SYSTEM IS DESIGNED AS AN INFILTRATION BED UTILIZING 50 STANDARD
INFILTRATOR UNITS. THE INFILTRATOR UNITS SHALL BE CONNECTED WITH
MANIFOLD PIPING AT EACH END TO PROVIDE EQUILATERAL DISTRIBUTION.
001>
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SECTIONS 20 & 21, "I'N I� S��RANGE 83 W. 6TH P.M,
Y VSCALE: 1" - 2000' P
0EI� ABSOFFI N TFIENCH NOTES
1. ABSORPTION LATERALS SHALL NOT EXCEED 100 -FEET IN LENGTH.
2. THE BOTTOM OF ABSORPTION BED SHALL BE LEVEL.
3. DRAINAGE SWALES ARE PROVIDED ABOVE AND AROUND TRENCHES, AS
NECESSARY, TO PREVENT SURFACE RUNOFF FROM ENTERING ABSORPTION AREA.
4. INSTALL INFILTRATOR IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.
5. NO EXCAVATION OF ABSORPTION FIELD IS DONE DURING WET WEATHER
AND USE OF RUBBER TIRE VEHICLES OVER ABSORPTION AREA IS PROHIBITED
6. BOULDERS EXISTING WITHIN THE ABSORPTION BED SHALL BE EXCAVATED AND
BACKFILL SHALL CONSIST OF ONSITE SELECT OR PIT -RUN MATERIAL.
7. EQUILATERAL DISTRIBUTION SHALL BE USED WITHIN ABSORPTION BED.
INSTEAD OF EQUILATERAL DISTRIBUTION TO INCREASE SETTLING TIME AND
PROTECT THE BACTERIAL BIO -MAT,
CeetAL
1. ALL CONSTRUCTION SHALLBE IN ACCORDANCE WITH THE PITKIN COUNTY
REGULATIONS OF INDIVIDUAL SEWAGE DISPOSAL SYSTEMS, EVEN THOUGH
ALL SUCH REQUIREMENTS ARE NOT SPECIFICALLY NOTED ON THE DRAWINGS.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUCH SPECIFIC DETAILS AS
ARE REFERRED TO IN THE ABOVE MENTIONED REGULATIONS.
2. CALCULATION SUMMARY:
9 BEDROOMS (SEASONAL USE CABIN) * 2 PERSONS/BEDROOM * 50
GALLONS/PERSON/DAY IS: 900 GPD = AVERAGE DAILY FLOW
DESIGN FLOW = 1.75 * AVERAGE = 1575 GPD (Q)
Q * I DAY/24 HRS * 30 HRS = 1969 GPD
INSTALL ONE 2,000 -GALLON TANK WITH BAFFLE
***INSTALL 810 -FILTER IN SEPTIC TANK OUTLET***
A = 0 4T Q=MAXIMUM FLOW
6- t=PERCOLATION RATE = 10 min./in.
1750 3/TO ee 1107
USE STANDARD CHAMBER INFILTRATOR UNITS IN BED CONFIGURATION:
30% REDUCTION (1217 SF * 0.70) 0 15.5 S.F./UNIT, 50 UNITS REQUIRED.
3. CLEAN OUTS ARE REQUIRED AT ALL BENDS AND AT LEAST EVERY 100
FEET ALONG THE HOUSE SEWER.
4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING ALL
WATER TIGHT COMPONENTS, PRIOR TO THE ABSORPTION AREA,
5. TOPSOIL COVER MAY BE VARIED (WITH 1 FOOT MINIMUM) TO ALLOW
LANDSCAPING.
6. INSTALL RISERS AS NECESSARY TO BRING ALL ACCESS POINTS TO
WITHIN ONE-HALF FOOT OF FINAL GRADE.
7. LOCATIONS OF ALL COMPONENTS MAY BE VARIED AS NECESSARY AS LONG
AS ALL MINIMUM DISTANCES AND SLOPES MEET THOSE REQUIRED.
8. PROVIDE POSITIVE DRAINAGE OF SURFACE WATER AWAY FROM ABSORPTION
FIELD AREA USING DRAINAGE SWALES AS NECESSARY.
9, SOILS AND PERCOLATION INFORMATION PROVIDED BY H.P GEOTECH, INC.,
PERCOLATION INFORMATION PROVIDED VERBALLY WITH REPORT TO FOLLOW.
10. THIS DRAWING DOES NOT CONSTITUTE AN ISDS PERMIT. PERMIT MUST BE
OBTAINED FROM APPROPRIATE CITY OR COUNTY OFFICIALS.
ENGINEER MUST OBSERVE CONSTRUCTED SYSTEM BEFORE BACKFILL
11, THIS SYSTEM IS SIZED FOR TYPICAL DOMESTIC WASTES ONLY. BACKWASH
OR FLUSHING FLOWS FOR REVERSE OSMOSIS UNITS OR WATER SOFTENERS
OR FILTERS SHOULD NOT BE INTRODUCED INTO THIS SYSTEM.
12. SITE PLAN INFORMATION PROVIDED BY THE CLIENT.
13. INSTALL BLUEBOARD INSULATION OVER SEWER PIPE WHEREVER DEPTH IS
LESS THAN 5.0 FEET,
14. THE ENGINEER SHALL BE CONTACTED FOR SITE INSPECTION PRIOR TO
BACKFILLING OF SYSTEM COMPONENTS.
15. THIS SYSTEM IS DESIGNED FOR TYPICAL DOMESTIC WASTES ONLY. HOME
OWNER IS RESPONSIBLE FOR TIGHT PLUMBING FIXTURES. I.E. HISSING
TOILETS AND RUNNING WATER IS NOT ACCEPTABLE AND MAY OVERLOAD THE
SYSTEM.
16. HIGH COUNTRY ENGINEERING RECOMMENDS CONCRETE SEPTIC TANKS
OR EQUIVALENT.
17. THE ISDS SHALL BE LOCATED MORE THAN 148' FROM EXISTING WELLS.
18. ALL EXISTING SEPTIC TANKS CURRENTLY PROVIDING SERVICE TO THESE CABINS
WILL BE FILLED IN OR REMOVED TO COMPLETE TANK ABANDONMENT.
19. ALL EXISTING LEACH FIELDS CURRENTLY PROVIDING SERVICE TO THESE CABINS
WILL BE ABANDONED,
20. ALL WATERLINE SLEEVES SHALL BE SCHEDULE 40 PVC PIPE OF SUFFICIENT SIZE
TO ALLOW FOR CONSTRUCTABILITY.
21. THIS SYSTEM IS DESIGNED AS AN INFILTRATION BED UTILIZING 50 STANDARD
INFILTRATOR UNITS. THE INFILTRATOR UNITS SHALL BE CONNECTED WITH
MANIFOLD PIPING AT EACH END TO PROVIDE EQUILATERAL DISTRIBUTION.
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PROJECT NO.
2041709.00
0218
ISDS