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Please See Building and Land Use Approvals Files for additional information.
Pitkaounty Environmental Health Departot
Permit for an Individual Sewage Disposal System
0405 Castle Creek Road, Suite 10, Aspen, Colorado 81611
Phone 970-920-5070 / FAX 970-920-5077
Permit # 05048 Parcel ID # 2467-212-00-002
Type of permit New( X ) Repair( ) Addition/Remodel to House( )
Name of Owner Kris Cox
Street Address 190 Hoaaland Ranch Road
Property legal description
Size of lot 5.6147 acres Total square footage of the house 4700.
Water source Holland Hills System
# of bedrooms in house 2 # 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) 3 bedrooms
Designed by Sopris Engineering, LLC
Mailing Address 502 Main Street, Carbondale
Perc rate 19 Profile hole depth 8 ft
Permit information
CO 81623
Depth to groundwater or bedrock
Greater than 8 ft
Minimum Septic tank capacity 1312 gallons Minimum Absorption area 457 sq ft w/ 50% reduction
Septic permit approved per compliance with the engineer design and specifications dated August 11, 2005. Any
changes must be approved by this department and the design engineer pr& to them being made.
Minimum horizontal distances between components of the system and physical features shall conform to the Pitkin
County ISDS regulations. There must be a 20 foot separation from the house to the leachfield and 54 feet from the
leachfield to any ponds or ditches.
This system design calls for one 1500 gallon two-compartment tank with an effluent filter on the(1utlet. An 11 hole
distribution box with a baffle will distribute effluent to three trenches. Each trench will consist of (16 Quick 4]'or [10
standard] gravelless chamber units. There must be at least 6 feet of undisturbed soil between ekb trenehr: The
distribution box should be filled with water at the time of the inspection to assure equal distribution.
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: �ij r (a +q C) (- � Date: g I ZZ
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 us a incl ed with this ermit before the final approval will be issued.
_ /Installer � � ` .. �� (.: b
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Final approval: Date: Lai r) (�
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PITKIN COUNTY 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
Owner's Mailing Address 13
City, State, Zi Ib I`Z Business Phone: Q�•4f>L-C'
Home Phone: 61 2 E-mail Address:
Primary Contact Person (all communication regarding this permit will go through this person)
Name SbLWgfW
[[,�tt-�
Company e-tz_
Contact MailingAddress S I
City, State, Zi C Business Phone
Cell Phone: Fax: 7't- (I E-mail Address:
Parcel ID # (available from assessor's office ,t
at 920-5160 or at www.pitkinassessor.org ) �Z�-
Street address of property t'J' 11 rp iNc-0-
Fzp@� io4i PIAT h�VTlrS 4 fl Cot/f�9
Legal Description: Lot C Block ,Filing Subdivision
Size of lot: , ,6 4-7 acres. Type of proposed structure:
Total square feet of house 47M-7 9j # of bedrooms (potential) in house
Caretaker Unit: Attached ( ) Detached ( ) Wf'.-
# of bedrooms
C. L` - (7' C
Permit is for: New Home (x) Repair due to failure ( ) Remodel/Addition ( ) Emergency use ( )
Water: Private well ( ) Spring ( ) Stream ( ) Community/Public Water System (}C)
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, Floodplains, 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 Department, PitkinGeunty and employees of these agencies will be held harmless
should the individual sewage disposal system fail or malfunction. The permit to construct is issued on information submitted by
the applicant or his/her representatives. The owner assum s full responsibilt in case of failure of the system. �. r
Signature of applicant i�i Un Date I Z. 1i7C%Cj
Received by 1 1 Receipt # Date
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PITKIN COUNTY ENVIRONMENTAL HEALTH & NATURAL RESOURCES
DATE: 9/25/2006
Send to: Warren Palmer From: Alicia Gomez
Fax Number; 927-9442 + 11 Phone Number: 920-5087
CC: Sopris Engineering Number of Pages, Inciuding Cover: 2
CC Fax Number: 7040313
Cl URGENT O REPLY ASAP Q PLEASE COMMENT O PLEASE REVIEW IM FOR YOUR
INFORMATION
COMMENTS:
Septic Permit #05048 for parcel 2467-212-00-002, owner Cox,
has been finalized. Please feel free to call 920-5070 if you have
any questions.
fax cove r
PltMn County Environmental Health and Natural Resources
0405 Castle Creels Road Suit, #10, Aspen, CO 81611
Phone (970) 920.5070 ( Fax (970) 920.5077
Web site w .aspenpitldn.mm/ehnr
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July 17, 2006
Warren Palmer
Palmer Architect
P.O. Box 767
Basalt, CO 81621
Re: Parcel ID #: 2467-212-00-002
Property Address: 190 Hoagland Ranch Road
Permit #: 05048
Dear Mr. Palmer:
As per our correspondence to you on May 16, 2006, 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) permit for the above stated
residence/property.
It is mandatory that our office receives an "As Built' letter 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" letter from the engineer no later than August 8,
2006.
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: Sopris Engineering, LLC
Kris Cox
Pitkin County Community Development
T
May 17, 2006
Warren Palmer
Palmer Architect
P.O. Box 767
Basalt, CO 81621
Re: Parcel ID #: 2467-212-00-002
Property Address: 190 Hoagland Ranch Road
Permit #: 05048
Dear Mr. Palmer:
This letter is to advise you that the Pitkin County Environmental Health & Natural Resources
Department has not been able to final the Individual Sewage Disposal System (ISDS) permit for
the above stated residence/property.
It is mandatory that this office receives an "As Built" letter 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. We cannot sign
the Certificate of Occupancy for this property without the "As Built" letter.
This office must receive the "As Built" letter from the engineer no later than June 7, 2006.
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: Sopris Engineering, LLC
Kris Cox
Pitkin County Community Development
.:q
PITKIN COUNTY ENVIRONMENTAL HEALTH & NATURAL RESOURCES
DATE: jI `, j o !�
Send to: ��(L/` C'CA'1 xr From: Ak i czr— 6-tr�-Z—
Fax Number: °tai -994a } Phone Number: I.-Lv.-Stj$ -7
CC:'j pp,n S NV-Q� Number of Pages, Including Cover: -5L-
CC Fax Number: -7at, p3 �
❑ URGENT Lld REPLY ASAP ❑ PLEASE COMMENT ❑ PLEASE REVIEW OR YOUR
INFORMATION
COMMENTS:
la- - I'D- ave I C) -)V'k�-
Pitkin County Environmental Health and Natural Resources
0405 Castle Creek Road Suite #10, Aspen, CO 81611
Phone (970) 920.5070 1 Fax (970) 920.5077
Web site www.aspenpitkin.com/depts/12/
v
U
or
Kris Cox
P.O. Box 9305 SFP
Aspen, CO 81612
RE: Single Family Residence, On -Site Wastewater System, 0190 Hougland Ranch
Pitkin County Colorado
Sopris Engineering Job No. 24196.01 (Permit #. 05048) (Parcel ID # 2467-212-00-002)
Dear Kris:
Pursuant to County Regulations, this letter provides documentation that the new OWS system recently
installed is in general compliance with the permitted design. Sopris Engineering has performed site visits
to inspect and document the as built conditions of the constructed system. We have coordinated our
efforts with the contractor that constructed the system. The system was inspected prior to backfilling and
after field installations were completed. The as -built conditions and installation of the new OWS
components is generally in accordance with the permitted design specifications for the system. We
understand that the system was inspected by Pitkin County Environmental Health prior to final backfill of
the components.
The septic tank, distribution pipe, and absorption field installations are in accordance with Pitkin County
Regulations, the design presented in the Sopris Engineering design drawing, dated August 11, 2005. A
1500 gallon dual compartment concrete septic tank was installed with 4" tee baffles and an effluent filter.
The absorption field was constructed with a total of 48 Quick -4 Infiltrator leaching chambers in three
trenched 66' long containing 16 chambers per trench with end caps. The trenches were installed level and
have a minimum 6 foot separation between sidewalls. The chambers were backfilled with native screened
soil and backfilled to the finished surface grade with native excavated soil. An inspection port was
installed on the end chambers. The chambers were installed in native soil consistent across the trench.
The effluent from the tank is equally gravity distributed to each trench. The trenches have an individual
distribution lines, from an 11 port distribution box w/ a built in baffle, installed level. The individual
distribution lines are connected to the end cap at the head of each trench. The minimum setback distances
have been maintained including a minimum 20 feet from the house to the field and 54 feet from the field to
any ditch or pond. No ground water was encountered in any of the excavations on site.
ISDS Operation and Maintenance
The owner shall periodically inspect the OWS, perform any maintenance required and periodically pump
the septic tank as necessary to ensure that the system is in good operating condition and performing as
designed.
The OWS should require minimal maintenance. Several factors influencing the need for maintenance
include: actual wastewater flows versus design flows, the volume of kitchen/domestic waste (excluding
human waste and toilet paper), excessive household chemicals and other toxic liquids. The tank, sanitary
tees and effluent filter should be visually inspected bi-annually for clogging debris, damage or leaks. In
general, for a properly utilized system, septic tanks should be pumped and inspected every 3 - 6 years. The
effluent filter should be inspected every six months and cleaned as needed and at the time of pumping.
502 Main Street •
Suite A3 • Carbondale, CO 81623 •
(970) 704-0311
• Fax (970) 704-0313
Sopnis
ENGINEERING •
LLC
civil consultants
• Kris Cox
SE Job No. 24196.01
August 15, 2006
Page 2
Absorption fields should be maintained with suitable vegetative cover and kept free of root invasive plants.
Positive surface drainage away from the absorption field should be maintained.
If you have any question or need any additional information, please call.
Sincerely,
SOPRIS ENGINEERING, LLC
Paul E. Rutledee
Design Engineer
�U
10, 2005
Kris Cox
P.O. Box 9305
Aspen, CO 81612
RE: Single Family Residence, On -Site Wastewater System, 0190 Hougland Ranch Road,
Pitkin County Colorado
Sopris Engineering Job No. 24196.01
Dear Kris:
Pursuant to your request, attached herewith is a letter presenting our findings in regard to the feasibility of design
and approval of an engineered septic system for the above referenced Site. An OWS to serve the needs of your
residential development of the site would include the installation of components designed for treating wastewater
based on the site-specific conditions and building plans. This design is based on our evaluation of the site conditions
with information provided by others for use in supporting your application to Pitkin County. Our recommendations
are in accordance with Pitkin County and the State of Colorado ISDS Regulations. Pitkin County must permit any
proposed improvement to the site. We have reviewed the information forwarded to us, conducted a site visit,
formulated an OWS design and created a site plan with construction details as part of our scope of work.
Conclusions
Based on our findings we believe that the design and installation of an approved OWS is feasible in accordance with
the Regulations of Pitkin County and the State of Colorado. We recommend that a 1500 -gallon septic tank be
installed that will discharge effluent to a 470 square foot soil absorption trench system. The soil absorption system
can be installed in native soils and will be located within the general area down gradient of the proposed house, as
delineated on the attached plan. The system will meet all required setbacks and be installed within the general
boundaries indicated on the plan. Our design is outlined below and delineated on the attached site plan.
Site Location 0
The subject site is located on Lot R-68 in Starwood Ten, within Pitkin County, Colorado. The site is situated in
Section 21, T 8 S, R 86 W of the 6th P.M. The Site comprises approximately 5.6 acres. The site is bounded to the
west by single-family lots and/or common space and in other directions by mountainous rangeland.
Existing Site Conditions
The site is locates on undeveloped, dry rangeland. The site has a moderately steep slope (10%-35%) toward the
south-southwest. The site is covered with native grasses, weeds, sagebrush, pinon and juniper trees. Domestic
water is supplied by an existing central water system. There are no wells within 100 feet of the general vicinity of
the absorption field.
Proposed Site Conditions
It is our understanding that you intend to construct a 2 -bedroom home with an attached garage. The maximum
number of rooms to be utilized as bedrooms is 2 however an office room may be considered as a potential bedroom
space. Therefore the system is designed to handle the flow from a 3 -bedroom house. The proposed improvements
will include a new OWS system with appropriate site grading. The septic tanks and the absorption trenches are to be
generally located down gradient, to the southwest of the home, as shown on the plan.
502 Main Street •
Suite A3 • Carbond.ile, CO 81623 •
(970) 704-0311
• Fax (970) 704-0313
Sopnis
ENGINEERING •
LLC
civil consultants
11
Subsurface Conditions
0
Kris Cox
SE Job No. 24196.01
August 10, 2005
Page 2
A subsurface investigation and percolation test was conducted on July 22, 2005 by Hepworth-Pawlak Geotechnical,
Inc (HP). The results are attached in the HP report, dated July 22, 2005 Job Number 105-571. The geotechnical
evaluation indicates that the onsite soils are generally composed of a minor root zone overlying medium dense silty
clayey sand with gravel and sandy clay. No free groundwater was encountered.
Percolation testing utilized three test holes, which yielded variable absorption rates. The fastest measured rate was
10 minutes per inch and the slowest measured rate was 24 minutes per inch. The average percolation rate is 19
minutes per inch and should be suitable for a conventional absorption system.
Desien Criteria
We may recommend the installation of an absorption field with conventional leaching chamber trenches in native
soils. The absorption field is designed based on utilizing the native soil for treatment in trenches. Based on the
reported percolation rate and observations of the percolation holes and test pit we have designed a system that will
treat the calculated quantity of effluent with native soils utilizing the standard field sizing equation based on the
average percolation rate. The treated effluent will be absorbed into the natural soils across the bottom area and a
portion of the sidewall areas of the trench excavations.
Some areas in the proposed trenches may need soil replacement to mitigate the presence of scattered cobbles and/or
boulders. We recommend the placement of suitable soil or sand placed to a level grade along the trench. Any large
voids in the excavated trench bed shall be backfilled with 3" minus material or screened pit run.
An average 6' separation distance of undisturbed soil needs to be maintained between the trenches. Use native soil
screened of rocks in excess of 3" for backfill over and around the chambers.
Desien Flowrate
The proposed residential system is for a 2 -bedroom residence. The new OWS shall be based on a minimum of 3 -
bedrooms using an increased daily per capita usage rate of 100 gpd/person for a dwelling over 2000 S.F. From the
Pitkin County ISDS Regulations, the design flow is calculated as follows:
Residence unit - 3 bedrooms @ 2 person /bedroom = 6 person
Max. Design flow (Qd) _ # of people x 100 (avg. flow gal/person/day) x 1.75 = gal/day
Gallons per day for the subject house =100 gal/person/day
Qd = 6*100*1.75 =1050ag Udav
Septic Tank Design
Residence
Qd = 6*100*1.75 =1050ag Udav
Volume (V) of tank = Design Flow * 1.25
(30 hour retention time)
V =1050 gal/day * 1.25 =1330
Use one double compartment concrete 1500 -gallon septic tank.
H
• Eris Cox
SE Job No. 24196.01
August 10, 2005
Page 3
Soil Absorntion/Treatment System Design
The average percolation rate is 19 minutes per inch. The field is sized by using the standard absorption area
equation based on the design flow and the percolation rate. Pitkin County allows up to a 50% reduction in the size
of the soil absorption trench system, utilizing gravelless leaching chambers.
Based upon the design percolation rate, the standard absorption area equation is:
A (SF) = O s(t) a : where A = Area; Q = flow (gal/day)
5 t = time in minutes
This design calculation results in a recommended minimum absorption area:
A = 1050 *(20) = 939 sq. ft.
5
Apply a 50% reduction for utilizing gravelless leaching chambers in a trench configuration.
A = 939 sq. ft. (0.50) = 470 sq. ft.
Assume 15.5 square feet per standard chamber:
Assume 9.87 square feet per "Quick 4" chamber:
470 sq.ft. = 30 chambers Use 30chambers
15.5 sq.ft/chamber
470 sq.ft. = 48 chambers Use 48chambers
9.87
Approximately 470 sf of absorptive surface area is required for the absorption fields. We recommend using a trench
system consisting of three 66 -foot long trenches. Maintain a minimum 6' separation distance between the sidewalls
of each excavated trench. Use a total of 48 Quick 4 infiltrator chambers with 16 chambers per trench or 30 standard
leaching chambers with 10 chambers per trench.
The field will be approximately 66' long by 21' wide. Each trench shall be constructed level along the site
contours. The trenches shall be constructed not to exceed a maximum depth of 4 feet.
An inspection port should be installed on the top preformed cutout at each end chamber in the trenches. This will
allow for location of the field and for checking the performance of the system over time. Equal distribution is
required. The system has to meet all required standards and setbacks for a conventional system.
The engineer, prior to installation of the chambers, shall inspect the excavations of the proposed absorption trenches
to confirm suitable soil conditions. All septic system components and trench installations are to be approved by the
Engineer and Pitkin County prior to backfilling.
Effluent Distribution System
A gravity distribution system will be utilized to transport effluent from the concrete septic tank to a distribution box.
An effluent filter will be installed in the secondary compartment of the second septic tank to reduce suspended solid
loading to the absorption trenches and extend the life of the treatment media in the trenches. A 4" PVC effluent line
will discharge effluent to a distribution box installed level, up gradient and adjacent to the field. The 4" PVC line
will be installed with a minimum 2% slope. The effluent will be equally distributed from the distribution box
through individual distribution pipes to each trench in the system. The inlet in the distribution box should have a
built in baffle to dissipate the influent velocity and ir3ure equal distribution into each outlet discharge pipe. The
distribution pipes will connect to the head of each chamber row. Appropriate chamber end plates or splash plates
shall be installed at the inlets to prevent scouring of the trench bottom surface. An inspection port should be
►3
• Kris Cox
SE Job No. 24196.01
August 10, 2005
Page 4
installed on the top preformed cut out at the end chamber in each trench. This will mark the field and allow for
checking the performance of the system over time.
ISDS Operation and Maintenance
The system shall be inspected on a regular basis and be properly maintained. The system and responsibility for
repair and maintenance of the system will remain with the Lot Owner. The onsite system should require minimal
maintenance. Several factors influencing the need for maintenance include: actual wastewater flows versus design
flows, the volume of kitchen/domestic waste (excluding human waste and toilet paper), excessive household
chemicals and other toxic liquids. The tank, absorption field and effluent filter should be visually inspected bi-
annually for debris, wear, damage, leaks, or other potential problems. In general, for a properly utilized system,
septic tanks should be pumped and inspected every 2 - 4 years. The effluent filters should be cleaned every six
months and at the time of pumping. Absorption fields should be maintained with suitable cover and kept free of root
invasive plants. Positive surface drainage away from the absorption field should be maintained.
Construction and Inspections
Prior to construction of the permitted system the engineer should be contacted by the contractor and owner well in
advance to provide adequate time to discuss the system components with the contractor, answer questions, resolve
any conflict issues and schedule inspection site visits based on construction progress. County Regulations require
that the Design Engineers of record perform site inspections of the permitted system during construction and provide
"As -Built" documentation of the installed system to the County after construction is complete. The Regulations
further require site inspections and approval by the County Environmental Health Department of the exposed
components of the system prior to backfilling. Therefore the County Environmental Health Department should also
be contacted and notified of the construction schedule.
General Notes
1) All materials and installation practices shall conform to the Pitkin County Individual Sewage Disposal
Regulation.
2) All sewer lines and distribution lines in the system shall be 4" Schedule 40 or SDR -35 PVC unless specified
otherwise on the plans.
3) Add a two-way clean out on the service line from the proposed house.
4) The system shall be plumbed to distribution effluent into the trenches with equal distribution.
5) The contractor shall ensure that the concrete septic tank and sewer lines are watertight.
6) The trench area must be protected to prevent damage from vehicular or livestock traffic and must be crowned to
divert drainage runoff away from the trenches to minimize surface infiltration.
.n The infiltration chambers shall be installed level in each trench. A splash plate shall be installed on the trench
bottom surface below the inlet in each serial trench to prevent scouring from the effluent or an appropriate
chamber end plate may be used to prevent scouring from the effluent. The top of the backfill over the chambers
shall be covered with filter fabric or other suitable pervious material to prevent the migration of fines from the
overlying topsoil layer.
8) The trenches must have a minimum cover of 12 inches. A final cover of topsoil suitable for vegetation, a
minimum 4" deep, shall be placed from the top of the pervious cover layer to the finished surface grade.
9) The absorption trenches must be sodded or covered with vegetative ground cover.
• • Kris Cox
SE Job No. 24196.01
August 10, 2005
Page 5
10)
Our design and recommendations are based upon data supplied to us by others. If subsurface or site conditions are
found to be different from those presented in this report, we should be notified to evaluate the effect it may have on
the proposed OWS. If the County Environmental Health Department requests changes or modifications to this
design, we should be contacted to evaluate the effect on the OWS.
If you have any question or need any additional information, please call.
Sincerely,
SOPRIS ENGINEERING, LLC
Paul E. Rutledge
IS
& 0
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 600
State Review Required? no
Perc Rate NNOW (T)
Design Flow (Q) = # potential bedrooms X 2 people/bedroom X gpd X 1.75
Q= 1050
Minimum tank capacity 1312.5 gallons
Absorption Area (=Q/5 X SQRT perc rate)
100
A = 915.36878 sq. ft. of absorption area required
59 gravelless chamber units without reduction
# of Perc Holes Required: 3
1 in every soil type? Spaced uniformly over proposed area?
QUICK 4 9_8
A = 457.68439 sq.ft. with 50% reductionTRENCHFS
47 graveBess chamber units with reduction
STANDARD
A= 457.68439 sq.ft. with 50% reductionTRENCHES
30 graveBess chamber units with reduction
EQ 36
29 EQ36 units in TRENCHES
SETBACK FROM WELL
# of feet = 104
SETBACK FROM POND, STREAM OR IRRIGATION DITCH
# of feet = 54
SETBACK FROM DRY GULCH
# of feet = 29
ju
QUICK 4 9.2
640.75814 sq ft 30% reduction BED
70 chamber units with reduc.
640.75814 sq ft 30% reduction BED
41 chamber units with reduc.
51 EQ36 units in a BED
Ptech
HEPWORTH-PAWLAK GEOTECHNICAL
Heputawla4 Geotechnical, Inc.
5020 COuntc Road 154
Glenwtx.d Spring, Colorado 81601
Phone: 970-945.7985
Fax 970-945-8454
email: hpj;eo0j hppentech c om
SUBSOIL STUDY
FOR FOUNDATION DESIGN
PROPOSED RESIDENCE
0190 HOUGLAND RANCH ROAD
PITKIN COUNTY, COLORADO
JOB NO. 105.571
JULY 22, 2005
PREPARED FOR:
KRIS COX
P.O. BOX 9305
ASPEN, COLORADO 81612
13
Parker 303-841-7119 • Colorado Springs 719-633-5562 • Silverthome 970.468.1989
TABLE OF CONTENTS
PURPOSE AND SCOPE OF STUDY............................................................................- I -
PROPOSEDCONSTRUCTION.....................................................................................- 1 -
SITECONDITIONS........................................................................................................ 2 -
FIELD
-FIELD EXPLORATION.................................................................................................- 2 -
-SUBSSUBSURFACE
URFACE CONDITIONS......................................................................................- 3 -
FOUNDATION
-FOUNDATION BEARING CONDITIONS...................................................................- 3 -
DESIGN
-
DESIGN RECOMMENDATIONS.................................................................................- 4 -
FOUNDATIONS.......................................................................................................... 4 -
FOUNDATION AND RETAINING WALLS............................................................- 5 -
FLOORSLABS........................................................................................................... 6 -
UNDERDRAIN SYSTEM..........................................................................................- 7 -
SITEGRADING.......................................................................................................... 7 -
SURFACEDRAINAGE.............................................................................................- 8 -
PERCOLATION TESTING........................................................................................- 9 -
LIMITATIONS
-
LIMITATIONS................................................................................................................ 9 -
FIGURE
-
FIGURE 1 - LOCATION OF EXPLORATORY BORINGS AND PERCOLATION
TEST HOLES
FIGURE 2 - LOGS OF EXPLORATORY BORINGS
FIGURE 3 - LEGEND AND NOTES
FIGURE 4 - SWELL -CONSOLIDATION TEST RESULTS
TABLE I- SUMMARY OF LABORATORY TEST RESULTS
TABLE 2 - PERCOLATION TEST RESULTS
PURPOSE AND SCOPE OF STUDY
This report presents the results of a subsoil study for a proposed residence to be located at
0190 Hougland Ranch Road, Pitkin County, Colorado. The project site is shown on
Figure 1. The purpose of the study was to develop recommendations for the foundation
and septic disposal designs. The study was conducted in accordance with our proposal
for geotechnical engineering services to Kris Cox dated .Tune 6, 2005. Evaluation of
potential geologic hazard impacts to the site is beyond the scope of our study.
A field exploration program consisting of exploratory borings and percolation tests was
conducted to obtain information on the subsurface conditions. Samples of the subsoils
obtained during the field exploration were tested in the laboratory to determine their
classification, compressibility or swell and other engineering characteristics. The results
of the field exploration and laboratory testing were analyzed to develop recommendations
for foundation types, depths and allowable pressures for the proposed building
foundation. This report summarizes the data obtained during this study and presents our
conclusions, design recommendations and other geotechnical engineering considerations
based on the proposed construction and the subsurface conditions encountered.
PROPOSED CONSTRUCTION
The proposed residence will be a single -story story structure of post and beam
construction with interior pads and perimeter "R" panel walls located on the property as
shown on Figure 1. Ground floor will be structural above crawlspace in the residence and
slab -on -grade in the attached garage. The building site will be cut into the hillside and
daylight at the downhill side with cut depths up to about 10 to 12 feet. Retaining walls
will be provided off of both ends of the building for grade change. We assume relatively
light foundation loadings, typical of the proposed type of construction. The septic
disposal system is proposed to be located in the southwest part of the building envelope.
Job No. 105 571 GeMeCh
-1) -
If building loadings, location or grading plans change significantly from those described
above, we should be notified to re-evaluate the recommendations contained in this report.
SITE CONDITIONS
The building site is located at the east end of Hougland Ranch Road just to the east of the
asphalt surfaced pedestrian/bike path. An overhead power line is located between the path
and the building envelope. The terrain is somewhat irregular and moderately sloping
down to the south with about 10 feet of elevation difference across the building footprint
and about 20 feet across the building area. Vegetation consists of pinon and juniper trees
with an undergrowth of sagebrush, grass and weeds. Red sandstone bedrock with
relatively level building outcrops just to the north of the building site. Small to medium
size boulders on the ground surface of the upper part of the property appear to have come
from the rock outcrops.
FIELD EXPLORATION
The field exploration for the project was conducted on June 23, 2005. Three exploratory
borings were drilled at the locations shown on Figure 1 to evaluate the subsurface
conditions. The borings were advanced with 4 inch diameter continuous flight augers
powered by a truck -mounted CME -45B drill rig. The borings were logged by a
representative of Hepworth-Pawlak Geotechnical, Inc. The borings could not be drilled in
the upper part of the building footprint due to the steeper terrain.
Samples of the subsoils were taken with I% inch and 2 inch I.D. spoon samplers. The
samplers were driven into the subsoils at various depths with blows from a 140 pound
hammer falling 30 inches. This test is similar to the standard penetration test described by
ASTM Method D-1586. The penetration resistance values are an indication of the
relative density or consistency of the subsoils. Depths at which the samples were taken
and the penetration resistance values are shown on the Logs of Exploratory Borings,
ao Job No. 105571 G96bech
0 0
-3-
Figure 2. The samples were returned to our laboratory for review by the project engineer
and testing.
SUBSURFACE CONDITIONS
Graphic logs of the subsurface conditions encountered at the site are shown on Figure 2.
The subsoils consist of a minor root zone overlying very stiff/medium dense sandy clay
and clayey sand with scattered gravel to gravelly with depth. The soils became very rocky
below 12 feet at Boring I which could be due to boulders or formation rock where
drilling refusal was encountered. The upper soils probably also contain scattered
boulders. The depth to bedrock is likely shallower in the upper part of the building site.
The ground surface over most of the building site is covered with relatively recent, rocky
slopewash.
Laboratory testing performed on samples obtained from the borings included natural
moisture content and density and finer than sand size gradation analyses. Results of
swell -consolidation testing performed on relatively undisturbed drive samples of the clay
soils, presented on Figure 4, indicate low compressibility under natural low moisture and
light loading conditions and a low to moderate expansion potential when wetted. The
laboratory test results are summarized in Table 1.
No free water was encountered in the borings at the time of drilling or when checked 28
days later and the subsoils were relatively dry to slightly moist.
FOUNDATION BEARING CONDITIONS
The subsurface conditions are variable across the building site due to changes in the soil
conditions, depth to bedrock and proposed cut depths. The natural soils should be suitable
for support of shallow spread footings with some potential for differential movements due
to the variable bearing conditions. The expansion potential of the clay soils will tend to be
mitigated by the rock content but should be further evaluated at the time of construction.
The formation rock will be difficult to excavate if encountered in the deeper uphill cuts.
a I Job No. 105 571 GgPbech
MI
DESIGN RECOMMENDATIONS
FOUNDATIONS
Considering the subsurface conditions encountered in the exploratory borings and the
nature of the proposed construction, we recommend the building be founded with spread
footings bearing on the natural soils.
The design and construction criteria presented below should be observed for a spread
footing foundation system.
I) Footings placed on the undisturbed natural soils should be designed for an
allowable bearing pressure of 2,500 psf. A one-third increase in the
allowable bearing pressure can be taken for eccentrically loaded footings,
such as for retaining walls, provided the resultant of all forces acts within
the central third of the footing section. Based on experience, we expect
settlement of footings designed and constructed as discussed in this section
will be about 1 inch or less. There could be some additional differential
movements if the bearing soils become wetted.
2) The footings should have a minimum width of 16 inches for continuous
was and 2 feet for isolated pads.
3) Exterior footings and footings beneath unheated areas should be provided
with adequate soil cover above their bearing elevation for frost protection.
Placement of foundations at least 42 inches below exterior grade is
typically used in this area.
4) Continuous foundation walls should be reinforced top and bottom to span
Job No. 105 571
local anomalies such as by assuming an unsupported length of at least 12
feet. Foundation walls acting as retaining structures should also be
designed to resist lateral earth pressures as discussed in the "Foundation
and Retaining Walls" section of this report.
93
Sim
5) Any topsoil and loose or disturbed soils should be removed and the footing
bearing level extended down to the firm natural soils. The exposed soils in
footing area should then be moistened and compacted. Voids created from
boulder or rock removal should be backfilled with concrete or compacted
road base.
6) A representative of the geotechnical engineer should observe all footing
excavations prior to concrete placement to evaluate bearing conditions.
FOUNDATION AND RETAINING WALLS
Foundation walls and retaining structures which are laterally supported and can be
expected to undergo only a slight amount of deflection should be designed for a lateral
earth pressure computed on the basis of an equivalent fluid unit weight of at least 55 pcf
for backfill consisting of the on-site soils. Cantilevered retaining structures which are
separate from the residence and can be expected to deflect sufficiently to mobilize the full
active earth pressure condition should be designed for a lateral earth pressure computed
on the basis of an equivalent fluid unit weight of at least 45 pcf for backfill consisting of
the on-site soils.
All foundation and retaining structures should be designed for appropriate hydrostatic and
surcharge pressures such as adjacent footings, traffic, construction materials and
equipment. The pressures recommended above assume drained conditions behind the
walls and a horizontal backfill surface. The buildup of water behind a wall or an upward
sloping backfill surface will increase the lateral pressure imposed on a foundation wall or
retaining structure. An underdrain should be provided to prevent hydrostatic pressure
buildup behind walls.
Backfill should be placed in uniform lifts and compacted to at least 90% of the maximum
standard Proctor density at to slightly above optimum moisture content. Backfill in
pavement and walkway areas should be compacted to at least 95% of the maximum
standard Proctor density. Care should be taken not to overcompact the backfill or use
Job No. 105 571 GOPReCh
&q
large equipment near the wall, since this could cause excessive lateral pressure on the
wall. Some settlement of deep foundation wall backfill should be expected, even if the
material is placed correctly, and could result in distress to facilities constricted on the
backfill.
The lateral resistance of foundation or retaining wall footings will be a combination of the
sliding resistance of the footing on the foundation materials and passive earth pressure
against the side of the footing. Resistance to sliding at the bottoms of the footings can be
calculated based on a coefficient of friction of 0.35. Passive pressure of compacted
backfill against the sides of the footings can be calculated using an equivalent fluid unit
weight of 350 pcf. The coefficient of friction and passive pressure values recommended
above assume ultimate soil strength. Suitable factors of safety should be included in the
design to limit the strain which will occur at the ultimate strength, particularly in the case
of passive resistance. Fill placed against the sides of the footings to resist lateral loads
should be compacted to at least 95% of the maximum standard Proctor density at a
moisture content near optimum.
FLOOR SLABS
The natural clay soils are expansive and there could be some heave of the floor slab if the
subgrade soils become wetted. The subgrade should be evaluated for expansion potential
at the time of construction. The soils can be used to support lightly loaded slab -on -grade
construction with some risk of heave. 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. In movement sensitive areas, a structural floor above
crawlspace should be used. A minimum 4 inch layer of free -draining gravel should be
placed beneath basement level slabs to facilitate drainage. This material should consist of
Job No. 105 571 G4&beCh
0 0
MR
minus 2 inch aggregate with at least 50% retained on 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
should consist of imported granular soils such as road base.
UNDERDRAIN SYSTEM
Although free water was not encountered during our exploration, it has been our
experience in mountainous areas 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,
crawlspace and basement areas, be protected from wetting and hydrostatic pressure
buildup by an underdrain system.
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 1 foot below lowest adjacent finish
grade and sloped at a minimum I% 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'/� feet deep.
SITE GRADING
The risk of construction -induced slope instability at the site appears low provided the
building is located below the steep slope as planned and cut and fill depths are limited.
We assume the cut depths for the residence will not exceed about 10 to 12 feet. Fills
should be limited to about 8 to 10 feet deep. Embankment fills should be compacted to at
least 95% of the maximum standard Proctor density near optimum moisture content.
Q57 Job No. 105 571 Wit,
r
-s-
Prior to fill placement, the subgrade should be carefully prepared by removing all
vegetation and topsoil and compacting to at least 95% of the maximum standard Proctor
density. The fill should be benched into slopes that exceed 20% grade. Permanent
unretained cut and fill slopes should be graded at 2 horizontal to 1 vertical or flatter and
protected against erosion by revegetation or other means. Steeper slopes should be
feasible where bedrock is encountered in the cut.
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
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 12 inches in the first 10 feet in unpaved
areas and a minimum slope of 3 inches in the first 10 feet in paved areas.
Free -draining wall backfill should be capped with at least 2 feet of the on-
site soils to reduce surface water infiltration.
4) Roof downspouts and drains should discharge well beyond the limits of all
backfill.
5) Landscaping which requires regular heavy irrigation should be located at
least 10 feet from foundation walls. Consideration should be given to use
of xeriscape to reduce the potential for wetting of soils below the building
caused by irrigation.
a (O Job No. 105 571 . h
-9 -
PERCOLATION TESTING
Percolation tests were conducted on July 22, 2005 to evaluate the feasibility of an
infiltration septic disposal system at the site. Three percolation holes were dug at the
locations shown on Figure I roughly in the area specified by Sopris Engineering. The test
holes (nominal 12 inch diameter by 18 inch deep) were hand dug and soaked with water
one day prior to testing. The soils exposed in the percolation holes are similar to those
exposed in the Profile Boring shown on Figure 2 and consist of silty clayey sand with
gravel and sandy clay.
The percolation test results are presented in Table 2 and indicate variable rates between
12 to 24 minutes per inch with an overall average rate of 19 minutes per inch. Based on
the subsurface conditions encountered and the percolation test results, the tested area
appears suitable for a conventional infiltration septic disposal system. We recommend
the infiltration area be oversized due to the relatively slow and variable percolation rates.
Pitkin County requires a civil engineer design the infiltration septic disposal system.
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 borings drilled 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 borings and variations in the subsurface
conditions may not become evident until excavation is performed. If conditions
'a 4 Job No. 105 571 C9tech
-lo-
encountered during construction appear different from those described in this report, we
should be notified so that 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
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.
Respectfully Submitted,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
Steven L. Pawlak, P. 1(;. 15222
�9
Reviewed by: d},,t.5/OVAL
Daniel E. Hardin, P.E.
SLP/ksw
cc: Warren Palmer, Architect
Sopris Engineering — Attn: Paul Rutledge
S.K. Peightal Engineers — Attn: Steve Peightal
Job No. 105 571
GV&bech
0 0
/ 1 APPROXIMATE SCALE
/ I 1" = 50'
/ 1
/ 1
BUILDING 1
/ ENVELOPE 1
/ 1
/ I
/ 1
/ 1
/ PROPOSED I
/ CUT WALL 1
/ 1
/ P1 1
P 2 0 1
PROPOSED I
SEPTIC 1
= t' DISPOSAL I
AREA 1
9
ya `\ P 3 BORING 2 II
•
Z \ PROPOSED
A I RESIDENCE/
PROFILE
�r. I BORING /
Z I GARAGE /
I /
• /
\ BORING 1 /
\ v` PROPOSED
\ / CUT WALL
BENCH MARK: GROUND AT BUILDING
ENVELOPE CORNER; ELEV. = 100.0',
ASSUMED.
105 571 I GEOTEOCHNICALW RTH—PALAKLO AND PERCOLATIONATEST HOLES OS I Figure 1 I
a
0 0
BORING 1 BORING
2
PROFILE BORING
ELEV.= 110.1' ELEV.=
105.2'
ELEV.= 99.3'
0
0
20/12
14/12
5
5
20/12
17/12
WC -6.5
WC -4.8
DD=123
DD -116
10
35/12
20/12
10
WC -2.8
DD -132
-200-46
1515
31/12
WC -3.2
DD -129
-200-46
20
20
16/12
L
25
25
Note: Explanation of symbols is shown
on Figure 3.
105
571
HEPWORTH—PAWLAK
I
LOGS OF
EXPLORATORY BORINGS
Figure
2
GEOTECHNICAL, INC.
LEGEND:
CLAY AND SAND (CL—SC); silty, slightly gravelly to gravelly with depth, very stiff/medium dense,
slightly moist, red, slightly calcareous, low plasticity.
GRAVEL AND COBBLES (GM); silty, sandy, boulders, dense, slightly moist, red, possible formation rock.
bRelatively undisturbed drive sample; 2—inch I.D. California liner sample.
■ Drive sample; standard penetration test (SPT), 1 3/8 inch I.D. split spoon sample, ASTM D-1586.
20x/12 Drive sample blow count; indicates that 20 blows of a 140 pound hammer falling 30 inches were
required to drive the California or SPT sampler 12 inches.
—► Depth where boring caved.
TPractical refusal to auger drilling, possibly in cemented formation rock.
NOTES:
1. Exploratory borings were drilled on June 23, 2005 with 4—inch diameter continuous flight power auger.
2. Locations of exploratory borings were measured approximately by pacing from features shown on the
site plan provided.
3. Elevations of exploratory borings were measured by instrument level and refer to the Bench Mark
shown on Figure 1. Logs are drawn to depth.
4. The exploratory boring locations and elevations should be considered accurate only to the degree
implied by the method used.
5. The lines between materials shown on the exploratory boring logs represent the approximate
boundaries between material types and transitions may be gradual.
6. No free water was encountered in the borings at the time of drilling or when checked 28 days later.
Fluctuation in water level may occur with time.
7. Laboratory Testing Results:
WC = Water Content ( % )
DD = Dry Density ( pcf )
—200 = Percent passing No. 200 sieve
105 571I HEPWORTH—PAWLAK
GEOTECHNICAL, INC.
LEGEND AND NOTES
Figure 3
0
0 2
U
0
Moisture Content = 6.5 percent
Dry Density = 123 pcf
Sample of:Silty Sandy Clay with Gravel
From:Boring 1 at 5 Feet
ng
01 1.0 10 100
APPLIED PRESSURE — ksf
0.1
105 571
upon
wettin
1.0
HEPWORTH—PAWLAK
GEOTECHNICAL, INC.
Moisture Content = 4.8 percent
Dry Density = 116 pcf
Sample of: Silty Sandy Clay
From:Boring 2 at 5 Feet
10 100
APPLIED PRESSURE — ksf
SWELL—CONSOLIDATION TEST RESULTS Figure 4
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TABLE 2
PERCOLATION TEST RESULTS
JOB NO. 105 571
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)
Pi
18
15
Water Added
6
5
1
20
5
4
1
7
6
1
6
5
1
5
41/4
3/4
41/4
31/2
3/4
P2
19
15
Water Added
6
51/4
3/4
24
51/4
41/2
3/4
61/4
51/2
3/4
51/2
43/4
3/4
43/4
4
3/4
4
3 1/2
1/2
P3
19
15
Water Added
Water Added
6
41/4
13/4
1 12
41/4
23/4
11/2
51/4
4
1114
4
23/4
11/4
23/4
11/2
11/4
1 21/4
1 1
11/4
Note: Percolation test holes were hand dug and soaked on July 21, 2005. Percolation tests
were conducted on 3uly 22, 2005. The average percolation rates were based on the
last two readings of each test.
,S9
-- ROLLAND HILLS METAPOLITAN DISTRICT
715 W. MAIN ST. SUITE 304 ASPEN, CO 81611
Richard Walker, Presidcat
Munroc Suuuners. Diraor
December 10, 2003
Doug Rager
Rager Parcel
Holland Hills
Re: Future water service
Dear Mr. Rager:
Fent Schuler. Vice President
Barbara Schub_ Director
Gary Rcach. Ntanaver
0
coyly
(970) 925-3475 FAX (970) 925-4754
Peter Abplanalp, Treasurer
Elizabeth Pudoean.Secretsi-..
At the request of Doug Thrum, this letter will confirm that the Board of Directors of the Holland Hills
Mmopolitan District bas agreed to provide water service to the Rager Parcel upon inclusion of the
parcel into the District. Since we are aware however that the inclusion of the parcel is subject to prior
approval by the Pitkin County Board of County Commissioners, we also extend to you an offer to
provide potable water service to your property through an extra -territorial water service agreement
should the county deny our request to include your property into the District.
Since your property falls within the service area of the District we do not contemplate any objections
to the Rager parcel being included within the district. Should you have any questions, please give me
a call.
Sincerely,
i
35
EITIM! to [[F[%4Drii�beachresource.coln
0276 Tager water s im.wpd
ADDITIONAL PROVISIONS (continued)
I
ADDITIONAL PROVISIONS (continued)
(The language of these additional provisions has not been approved by the Colorado Real Estate Commission).
Conberni;ig property known as: - Lengthy Metes & Bounds TBD Bob Marrow Way Basalt CO
Domestic Water- Holland'Hills Metropolitan District has agreed to provide both domestic and Irrlgarlon water to
Property befog
conveyed in this contract Doug Roger (Seller) has petitioned Ho/land H/If Metropolitan DIs61ct for Inclusion Into the district. Such
Inclusion }viii confer all rights -and responsibilities of Holland Hills Metropolttan district onto subject property.- q copy of Inclusion
Pet/tlOn and a copy of the Holland Hills Metropolitan District Rules, Regulations and Bylaws are included in this addendum as F�rlrlbK
A.
Domestic Water Tap Fee: Upon construction of a structure requlrfng water service on subject property a t5, 100 water tap fee will be
due and payable to the Holland Hills Metropolitan DI$Wct.. Seller 8 Buyer have agreed to split this cost. Seller shat/ credit Buyer
a^^2,550 at the closing as full and final payment of Sellers porton of water tap fee.
Buyer Kris- e
Seller Doug Roger
Additional Provisions to Contract to Buy and Sell Real Estate
Re 6mpodm/4!Fvm Sthee Ir r90J7iflr/
3 (o
Buyer
Seller
Date
M
Additional Provisions
r
PROPERTY DESCRIPTION
A PARCEL OF LAND SITUATED IN TRACT 64,
IN
SECTION 16
AND
21, TOWNSHIP 8 SOUTH,
RANGE 86
WEST OF THE 6th.
PRINCIPAL
MERIDIAN,
LYING NORTHWESTERLY
OF
THE CENTER LINE
OF A LANE, MORE COMPLETELY
DESCRIBED AS
FOLLOWS.
A BRASS
CAP MONUMENT
MARKED
FOR
A. P. NO.
2
OF TRACT 64
BEARS
N88033'48" W,
385.58 FEET; THENCE
S88085'48"E,
908.14 FEET
TO A BRASS
CAP
MONUMENT MARKED
FOR A. P.
NO. I OF SAID
TRACT 64;
THENCE
SOUTH 248.00
FEET;
THENCE
S,7I0 25' 28° W,
162.20
FEET
ALONG
THE
CENTER LINE
OF
SAID
LANE;
THENCE
S. 89034' 24'' W,
57.67
FEET
ALONG
THE
CENTER LINE
OF
SAID
LANE;
THENCE
S.35034' 38" W,
50.80
FEET
ALONG
THE
CENTER LINE
OF
SAID
LANE;
THENCE
S.72015' 26" W,
167.29
FEET
ALONG
THE
CENTER LINE
OF
SAID
LANE;
THENCE
N.60011' 27" W,
206.22
FEET;
THENCE
N.52000 56" W,
131 .41
FEET;
THENCE
N. 36054' 48" W,
136.99
FEET;
THENCE
N.62019' 05" W,
100.48
FEET;
THENCE
N.35040 20" W,
92.37
FEET
TO THE
POINIOF BEGINNING.
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P. M. 9 wo,ol\
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TRACT 64
SECTIONS 16 8 21
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0
Aug -12-05 02:08P
Result
P.01
lischerichia coli PA
F. coli riot detected
I otal coliforms PA
Colifunn absent or tom then one (<I).
Laboratory Services Division
indicates a microbiologically safe sample
' Dix -
8100 Lowry Boulevard, Denver CO 80230-6928
US Mail: PO Box 17123, Denver CO 00217
Awa►
(303) 692-3090 fax (303) 344-9989
u�dJs�
Fa.iromn.n
LAL, , 10 NQ MSA -2005001 I SO
COO.1,49352-000
Collected
8/2/2005 2:50AOPM
Halland Hills
Received
8/3/20115 8:39:00AM
0426 Holland Rd
llteported
8/4/2005
Pitkin county
Culleetod By
SC Matrix Drinking Water
Zancanelln & Amicietcs
11105 Cooper Ave.
Glenwood Springs.( 0 81601
Contact Nance
Contact Pltoae Purpose Rou--ire Chlorine reeiJuxl 0 4 PA}mrnt Type Billee
Test Nnme
Result
Method Nance
lischerichia coli PA
F. coli riot detected
I otal coliforms PA
Colifunn absent or tom then one (<I).
SM 0"=
indicates a microbiologically safe sample
LARS Interenl Address: http;//www.cdpht.state.W.Unilr/lrhom.htm
Modification Datc:8/4/2005
11203
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IMPROVEMENT LOCATION SURVEY OF:
COX PDOP-LU-i"TY
A PARCEL OF LAND SITUATED IN TRACT 64, IN SECTION 16 & 21
TOWNSHIP 8 SOUTH, RANGE 86 WEST OF THE 6th P.M.
COUNTY OF PITKIN, STATE OF COLORADO
SHEET 1 OF 1
\ \
(RECORD) FOUND REBAR &
N 88024'02" W CAP L.S. jfBASIS OF BEARINGf3166 °P
385.58'
Covernment Lot e \ S 88°24'02" E
385.00' ° Tract 64 `
N 88�°247' 70 12" W F \ °P
(FIELD) °0
FOUND REBAR &
CAP L.S. ,}'}3166
FOUND 3.25` BLM 1992 ALUMINUM a \ 00 \
CAP T8S R86W A.P. 2 TR 64 / o \ 0 `
1R 56 / 517 +
PER COLORADO LAND SURVEY `
ONUMENT RECORD FILED oo
04/93 BY ROBERT L HEALY,
JR. � X25831 �. + \ \ \
LOT 43 2°• OF LA \ \
Igo °0 o
LOT 42
LOT 39
Section 16
Section 21
UNITED STATE'S
FORESTRY SERVICE
908.14'
\ \ COX PROPERTY
I�°�e• \, \ \ \, 244,576 sq.ft.
\00\ 5.695 acres
Ilk
c� \LOT 45
00 1
EXIS77NG GRAVEL ROAD
00
FOUND REBAR &
CAP L.S. #73166
FOUND REBAR & ` 00 \ \
CAP L.S. #I3166 \ \ \ 00
s1° SSA "rsA
01,
Easemen Right of Ways°
to Colorado -Ute Electric \
^ Association 203 Pg
.Y4Rec X1160 ,
FOUND REBAR & ALUM. \ °o \
CAP L.S. #20632 \
LOT 41 \ \
252
T 40 4 PAGE
p� �00K 1506
Ay j pLAT
I /
NOTES v9 �8�
1) Date of Survey- May 2005.
VERT
EXISTING
I
EXISTING ELECTRIC MANHOLE
2) Date of Preparation: May 2005.
`
3) Basis of Bearing: A bearing of N 88024.02" F Between A.P. 1 Tract 64
ou -
monumented by a found 2.5" 1926 G.L.O. brass cap & A.P. 2 Tract 64
- uu
monumented by a found 3.25" 1992 B.LN. aluminum cap. (The record deed
EXISTING OVERHEAD UTILITIES
description has been rotated clockwise 00'11'46" to be consistent with the
Final Plat of the Baru Family Subdivision outlined in note 4).
4) Basis of Survey- The United States Department of the Interior Bureau Os
- of
of Land Management Plat of TBS. R86W of the 61h Pall. dated November 24, 8
EXISTING OVERHEAD TELEPHONE
1993. The Final Plat of the Barta Family Subdivision recorded in Plat Book
' iT Z s
14 at Page 2-3 as Reception No. 244999. Doug Ranger Boufzdary Survey in
Plat Book 5001 at Page 25. The Plat of Holland Hills at &salt recorded in ?-
- ut
Plat Book 4 at Page 252 as .Reception No. 150685, The Bou1+ddry Survey of CQ3
EXISTING UNDERGROUND TELEPHONE
Subject Property recorded in survey Book 1 at Page 25 as Reception No.
as shown
5000025, various documents of record, and the found monuments,
WV
5) This survey does not constitute a title search by Sopris Engineering.
4�1
-" oe
LLC (SE) to determine ownership or easements of record. For all information
EXISTING OVERHEAD ELECTRIC
regarding easements, rights of way and/or title of recorn„r SE relied upon the Gv
above said plats described in note 4, and the title commitment prepared by
�-^a,"-`..'.ai
i 1 r
-X
�4 t y;
Stewart Title of Aspen, Inc. Order No. 41988 with an effective date of
- ue
September 16, 2003. �7
EXISTING UNDERGROUND ELECTRIC
6.) Basis of elevation: (NAVO 1988) elevation of 6754.31' on the NGS m
.+`v..
- j Y � -� y rr }�'�.2$ , t JI � 1 � t t �} t r l ' � '` a^ • 1 } Ill A
station "E-158" which established a project benchmark on a ,Mange bolt with IM
an elevation of 6920.64'
-SS
7.) Contour Interval: Two (2) feet. o
EXISTING SEWER
8.) For the portion of the record description begin described as following o
the "centerline of a lane" the bearings and distances were utilized. No #
evidence could be found to determine that the existing road is in the
- w
origlinal position of the called for lane.
EXISTING WATER
V051
NOTICE. ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY LEGAL
r f
5 ,fir Y Ki,
� 3
ACTION BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE YEARS
•
- ug
AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT MAY ANY ACTION
EXISTING CAS
BASED UPON ANY DEFECT IN THIS SURVEY BE COMMENCED MORE THAN TEN
VERT
EXISTING
CONDITIONS LEGEND
EXISTING ELECTRIC MANHOLE
- ou
EXISTING OVERHEAD UTILITIES
ou -
- uu
uu -
EXISTING OVERHEAD UTILITIES
EXISTING WATER MANHOLE
- of
of -
EXISTING OVERHEAD TELEPHONE
EXISTING DRAINAGE MANHOLE
' iT Z s
y f^� r'" `�s�;g\����R *, '4cCq a -..-. '` -r--� \,' �� �✓t
- ut
ut -
EXISTING UNDERGROUND TELEPHONE
EXISTING SEWER MANHOLE
-" oe
oe -
EXISTING OVERHEAD ELECTRIC
EXISTING TELEPHONE MANHOLE
�-^a,"-`..'.ai
i 1 r
-X
�4 t y;
- ue
ue -
EXISTING UNDERGROUND ELECTRIC
EXISTING UTILITY MANHOLE
.+`v..
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{�.� t � � Pa � .r / S,ttt 5j y �. 1 f ..t �i'*�, '� :.�4. �p �'•
-SS
-SS-
EXISTING SEWER
EXISTING GUY WIRE
- w
W -
EXISTING WATER
EXISTING POWER POLE
r f
5 ,fir Y Ki,
� 3
EXISTING FIRE HYDRANT
- ug
-ug-
EXISTING CAS
-etc
etc-
EXISTING COMMON TRENCH
EXISTING WATER VALVE
EXISTING CURB STOP
EXISTING TIE RETAINING WALL
EXISTING GAS METER
EXISTING ROCK RETAINING WALL
EXISTING ELECTRIC TRANSFORMER
-0-0-
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EXISTING CHAIN LINK FENCE
EXISTING ELECTRIC METER
- a
EXISTING WOOD FENCE
o -
EXISTING TELEPHONE PEDESTAL
- x
EXISTING WIRE FENCE
x -
EXISTING CAN PEDESTAL
EXISTING ELECTRIC SERVICE
EXISTING DECIDUOUS TREE
EXISTING TELEPHONE SERVICE
EXISTING SEWER CLEANOUT EXISTING CONIFER TREE
EXISTING LIGHT POLE S_OPRII.JC
EXISTING SIGN EXISTING BUSH
EXISTING GAS MARKER
EXISTING IRRIGATION VALVE BOX
EXISTING IRRIGATION VALVE BOX
ENGIN
CIVIL CONSULTANTS
502 MAIN STREET, SUITE A3
CARBONDALE, COLORADO 81623
(970; 704-0311
FOUND 2.5' GLO 1926 BRASS CAP A.P.1 TRACT 64 / S16
PER COLORADO LAND SURVEY MONUMENT RECORD FILED
12/21/82 BY MICHAEL D. HEIMBUCK fI7488
PAGE 2
LAT wTioO UVISION
1 \ \ BA TAEFAJ Lf SgDO.V14
,
0000
\ \
,
LLC
GRAPHIC SCALE
20 40 80
( IN FEET )
I inch = 40 ft.
O
O
V
LQ
r
TL
VICINITY MAP
SCALE. I' = 2000'
PROPERTY DESCRIPTION
A parcel of land situated in Tract 64, in Sections 16 and 21.
Township 8 South, Range 86 West of the 6th Principal Meridian,
lying northwesterly of the centerline of a lane, more completely
described as follows•
A brass cap monument marker for A.P. No. 2 of Tract 64 bears
North 88' 35'48" West 385.58 feet, • thence South 88' 35'48" East
908.14 feet to a brass cap monument marked for A.P. No. 1 of said
Tract 64, thence South 248.00 feet; thence South 7P 2528" West
162.20 feet along the centerline of said lane; thence South 89' 3424"
West 57.60 feet along the centerline of said lane, • thence south 35'
34'38" West 50.80 feet along the centerline of said lane; thence
South 7' 15'26" West 167.29 feet along the centerline of said lane;
thence North 60' >i'2i West 206.22 feet'-; thence 1Vonh 52' 00'56"
West 131.41 feet; thence North 36' 54'48" West 136.99 feet; thence
North 62. 19'05" West 100.48 feet, • thence North 35' 40'20" West 92.37
feet to the Point of Beginning.
Together with a Perpetual Easement for Ingress and Egress recorded
March 22, 1990 in Book 616 at Page 788 as Reception No. 321153
County of Pitkin, State of Colorado
L1lPROVEMENT LOCATION SURVEY CERTIFICATE
I hereby state that this improvement location survey was prepared by Sopris
Engineering, LLC (SE) for Kris Cox.
I furthermore state that the improvements on the above described parcel on
this date, MAY 12. 2005. except utility connections are entirely within the
boundaries of the parcel except as shown, that there are no encroachments
upon tate 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, except as noted. I
,Urthermore state his property is subject to reservations, restrictions,
covenants angr 6A?WW7t _ record or in place.
,dark S. Ae I' J#28643
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N
VICINITY MAP
SCALE. I' = 2000'
PROPERTY DESCRIPTION
A parcel of land situated in Tract 64, in Sections 16 and 21.
Township 8 South, Range 86 West of the 6th Principal Meridian,
lying northwesterly of the centerline of a lane, more completely
described as follows•
A brass cap monument marker for A.P. No. 2 of Tract 64 bears
North 88' 35'48" West 385.58 feet, • thence South 88' 35'48" East
908.14 feet to a brass cap monument marked for A.P. No. 1 of said
Tract 64, thence South 248.00 feet; thence South 7P 2528" West
162.20 feet along the centerline of said lane; thence South 89' 3424"
West 57.60 feet along the centerline of said lane, • thence south 35'
34'38" West 50.80 feet along the centerline of said lane; thence
South 7' 15'26" West 167.29 feet along the centerline of said lane;
thence North 60' >i'2i West 206.22 feet'-; thence 1Vonh 52' 00'56"
West 131.41 feet; thence North 36' 54'48" West 136.99 feet; thence
North 62. 19'05" West 100.48 feet, • thence North 35' 40'20" West 92.37
feet to the Point of Beginning.
Together with a Perpetual Easement for Ingress and Egress recorded
March 22, 1990 in Book 616 at Page 788 as Reception No. 321153
County of Pitkin, State of Colorado
L1lPROVEMENT LOCATION SURVEY CERTIFICATE
I hereby state that this improvement location survey was prepared by Sopris
Engineering, LLC (SE) for Kris Cox.
I furthermore state that the improvements on the above described parcel on
this date, MAY 12. 2005. except utility connections are entirely within the
boundaries of the parcel except as shown, that there are no encroachments
upon tate 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, except as noted. I
,Urthermore state his property is subject to reservations, restrictions,
covenants angr 6A?WW7t _ record or in place.
,dark S. Ae I' J#28643
"�s•. ✓ Jia
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GRAPHIC
SCALE
OWS SYSTEM NOTES
20 0 10 20
40 a°
1, ALL MATERIALS AND INSTALLATION SHALL CONFORM TO STATE AND
COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM (ISDS) REGULATIONS.
2. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO CONTACT ALL
/ /
— —
\
IN FEET
\ ( )
UTILITY COMPANIES FOR FIELD LOCATIONS OF UTILITIES PRIOR TO
_ _
1 inch= 20 ft.
CONSTRUCTION AND EXCAVATION.
3. ALL SEWER LINES TO BE SDR-35 OR SCHEDULE 40 P.V.C. PIPE UNLESS
NOTED OTHERWISE.
— — — — —
—4.
INSTALL A TWO-WAY CLEAN OUT ON THE SERVICE LINE FROM THE HOUSE.��---C04L--
��
�� BUILDING ENV LOPE
__-�,
— --�"6� _
\
5. THE SEPTIC TANK SHALL BE INSTALLED LEVEL ON COMPACTED EARTH. INSTALL
1 /
— `
\
\
WATERTIGHT RISERS AS NECESSARY TO BRING ALL REQUIRED ACCESS
— _
POINTS TO THE FINISHED SURFACE GRADE. BACKFILL WITH SUITABLE NATIVE
—
SOIL FREE OF BOULDER AND ROCK IN EXCESS OF 6"DIAMETER.
6. A SANITARY BAFFLE TEE IS REQUIRED ON THE SEPTIC TANK INLET AND OUTLET.
INSTALL THE INLET AND OUTLET TEES PLUMB AND IN A POSITION TO ALLOW
_T_T
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EASY INSPECTION AND MAINTAINANCE OF TANK FROM THE TANK RISERS.
\
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_Tl\ \ -- ----
_
— \
7. WE RECOMMEND THE INSTALLATION OFA 4" EFFLUENT FILTER CONTAINED IN THE
/
4
11 CONSTRUZTEQ \ _ \
C5i 3-BEDROOM \ _
- -
— _
\ — — — — —
\
4" BAFFLE OUTLET TEE OF THE SEPTIC TANK. THE FILTER SHOULD BE
INSPECTED EVERY SIX MONTHS. THE EFFLUENT FILTER SHALL BE MAINTAINED
HOUSE \ Ii
\
— \
AND CLEANED WHEN THE TANK IS PERIODICALLY PUMPED OR AS NECCESSARY.
O
—
_C^I
(WJ
\
INSTALL A SUITABLE EXTENSION ON THE FILTER WITH A HANDLE TO BE WITHIN
6" BELOW THE ACCESS LID.
_ _
CO3�-i��
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---- -
_
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THE CONTRACTOR SHALL ENSURE THAT THE SEWER LINES, SEPTIC TANK AND
RISERS ARE WATERTIGHT. ALL PLUMBING FIXTURES AND OWS COMPONENTS
/ '
_
- --
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\
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BE TO OR
DAIANDI
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FROMSHAL
NTERINGALLED THE SYSTEM TODPREVENT LEAKAGE FROM THESURFACE
SYSTEM.
/
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\ ±.
— — — \ \
IN-HOUSE PLUMBING FIXTURES SHALL BE MAINTAINED TO PREVENT EXCESS
WATER FROM ENTERING THE SEPTIC SYSTEM.
._, — —
APPROXIMATE LOCATI —
.vs
\
g, THE DIMENSIONS AND NOTES SHOWN ON THE PLAN INDICATE MINIMUM AREA,
\ \
— —
— �.
\:�\
w — —
LENGTH, WIDTHS AND SEPARATION DISTANCES FOR THE TRENCHES, BED OR
\\\ / /•
\
— —
FROM HOUSE-
\ \
MOUNDED ABSORTION FIELD.
\
THE ABSORPTION TRENCHES SHALL BE EXCAVATED
P —
\
\
�-
10. TO LEVEL GRADE IN
_ NATIVE EARTH. THE TRENCH BOTTOM AND 51DEWALLS SHALL BE SCARIFIED
_ APPRO (MATE LOCATION , / —
INSTALLED TE LOCATION �L/
\
—
\ "` - --
- - AND/OR RACKED IF SMEARING OCCURS. IF EXCESSIVE LARGE COBBLES OR
O
—
COMPARTMENT CON
_ \ \\—
`E
—
BOULDERS ARE ENCOUNTERED IN ANY PART OF THE EXCAVATION, OVER
K. I RY TEES ON
\
EXCVATE AND BACKFILL WITH SAND. A 6" LAYER A SAND MAY BE USED
TLET PORTS. INSTALLED
�\ \ -
AS SOIL REPLACEMENT MATERIAL IF EXCESSIVE ROCK FRAGMENTS ARE ARE
IML A[JA-
E T -TER IN-THE OUTLET TEE
; \� �,
ENCOUNTERED IN THE TRENCH EXCAVATION.
\ \ \ \ 6.0'
\ \ \ \ \
ST SERS AND DS \
PROFILE P1661idS OPENINGS-FOR ACCESS TO TANK
3r--.
\ ��_
���
- _ - _ CC "y C: \
✓i i �* —
11. THE LEACHING CHAMBERS SHALL BE INSTALLED LEVEL WITH A MINIMUM
COVER OF 12 INCHES NOT TO EXCEED 36 INCHES AND CONNECTED FOR
\ \ \ P—
x
— O�� / ERS. LIDS ARE SHALLOW-9WE
—
_ - _
- �� \; �—. \ - / —
EQUAL DISTRIBUTION.
\
�E RKED
AT"URIED REBAR AND LANDSCAPE FEATUR _
— — '_ i
J
- �-=
12. STANDARD OR QUICK4CHAMBERS WILL BE PLACED IN THE
IN ON P T'TYPPP�-\ .
\
ON THE SURFACE. — —
_
NATIVE
TRENCHES OVER THE SOIL OR SELECT SOIL REPLACEMENT. END
\ 66.
\� y /
\
C 11 HOLE DI
/ - \
\ j.
3) '`� \
PLATES SHALL BE INSTALLED ON THE END CHAMBERS IN EACH TRENCH.
INSTALLED 21' X 66'`GRAVELLESS CHAMBER ABSOR N FIE \�N\ _
INSTALLED 48 QUICK- INFILTRATOR CHAMBERS IN 3 NCHES \ p COLA TI T HO (TYP
— — — —_ OX W/ BUILT IN BAFFLE AT INLET
RECO TTdA OX- B€- \ .�
. =
- /
t3. INSTALL LEACHING CHAMBERES LEVEL ALONG THE EXISITNG CONTOURS OF IN
THE
X_ .
'PROVIDING A TOTAL ABSORPTIO REA
,
,,
/
PROPOSED ABSORPTION AREA. INSTALL A SPLASH PLATE BELOW THE
CHAMBERS PER TRENCH \ r .
\
\
/ BURIE ��
\
INLET IN EACH TRENCH TO PREVENT EROSON OF THE BOTTOM SURFACE.
470 SQ. FT. LOCATION 0ll�E FIELD MEETS COUNTY SE K �
EQUIREMENTS. THE CHAMBERS IN EACH TRENCH ARE INST O AT \
�
•DIA. DISTRIBUTION PIPES INSTALLED\
- �
- / I
L GRADE. THE SYSTEM IS P UMBED FOR EQUAL DISTRIBU N \ ` D —
— INSTALLED SP LAS H
- IN-THS
-/ / \
14, VERTICAL INSPECTION PORTS SHALL BE INSTALLED FROM THE CENTER PRE
TH UGH A DISTRIBUTION BOX WI INDIVIDUAL DISTRIBUTION UN \
OTS BELO
��...
\ I
MARKED HOLE ON THE TOP OF THE SERIAL END CHAMBERS. (TYP. END OF
TO THE HEAD OF EACH ENCH. -
n� PREVENT EROSION ON THE T�tENCH
nr
\
EACH ROW) THE PORTS MAY HAVE TREADED CAPS AT GRADE.
CNN TED
\ -
— — — vn "�' ,; ��;"
fi' '"`., -
15. THE CHAMBERS WILL BE BACKFILLED WITH EXCAVATED MATERIAL VOID OF
F ,
- \
\
ROCKS, THE BACKFILL MATERIAL SHALL NOT EXCEED 2 1/2" DIAMETER AND
SHALL BE PLACED TO AT LEAST 6 INCHES ABOVE THE TOP OF THE
CHAMBERS. THE TOP OF THE PLACED BACKFILL SHALL BE COVERED WITH A
/
\
LAYER OF FILTER FABRIC. A MINIMUM 4" DEPTH OF TOPSOIL IS TO BE
PLACED ABOVE THE BACKFILL TO THE SURFACE.
16, ALL INSTALLATION OF LEACHING CHAMBERS SHALL BE IN CONFORMANCE
EXISTING
FIRE HYDRANT
WITH THE MANUFACTURES INSTALLATION INSTRUCTIONS.
17_ THE ABSQRPTON TRENCHES/BED OR MOUND MUST BE GENERALLY MARKED
T"r.+'<
AT THE FOUR CORNERS WITH INSPECTION PORTS AND/OR BURIED REBAR.
THE FIELDS MUST BE PROTECTED
_
%
FROM VEHICULAR AND LIVESTOCK TRAFFIC.
lu —
18. THE ABSORPTON FIELD SURFACES MUST BE SLOPED TO DIVERT
SURFACE DRAINAGE AWAY FROM THE FIELD.
OC
C\
, I
tg, THE ENTIRE ABSORPTION FIELD SURFACE MUST BE REVEGATATED.
_ _ _ /
THE ABSORPTION FIELD SHALL BE INSTALLED PER THE REQUIRED SETBACK
DISTANCES:
10 feet from any property line.
25 feet from any potable water supply line.
20 feet from any interior occupied dwelling space.
100 feet from any well, spring or cistern.
50 feet from any stream or water course.
s
DISTRIBUTION SYSTEM NOTES:
m i \t;'� l — __ _
1. AN EFFLUENT FILTER SHALL BE INSTALLED IN THE DISCHARGE TEE IN THE
SECONDARY COMPARTMENT OF THE SEPTIC TANK. FILTERED EFFLUENT WILL
DISCHARGE TO A DISTRIBUTION BOX. EFFLUENT WILL BE EQUALLY
- — -7,.X
DISTRIBUTED TO THE ABSORPTION TRENCH/BEDS VIA INDIVIDUAL 4"
DISTRIBUTION LINES CONNECTED TO THE HEAD OF EACH CHAMBER ROW.
CROWN FIELD TRENCH TO
2, WE RECOMMEND THE INSTALLATION OF AN ORENCO SYSTEMS 4" EFFLUENT
DIVERT SURFACE WATER
FILTER CONTAINED IN A 4" BAFFLE OUTLET TEE. THE FILTER SHOULD BE
"fid
IN EVERY SIX MONTHS. MAINTENANCE SHALL INCLUDE INSPECTION
t
-RT-
TOPSOILLAYER
AND/ORD/OR C CLEANING THE FILTER EVERY SIX MONTHS MINIMUM AND AFTER
_
3' MIN 6' MIN —moi
PERIODIC PUMPING OF THE TANK.
I
3, THE DISTRIBUTION SYSTEM SHALL DISTRIBUTE FLOW EVENLY TO EACH
—
iV//V//.�j77
CHAMBER ROW. THE MINIMUM SLOPE OF THE DISCHARGE LINE FROM THE
,
i��j� �/� ��; //� .�j�
BACKFILL LAYER NATURAL \\\���
TANK TO THE DISTRIBUTION BOX SHALL SHALL BE INSTALLED AT A
ONSITE SOILS FREE OF ROCKS 12' MINI-36" MAX.
MINIMUM 2% SLOPE. THE INDIVIDUAL DISTRIBUTION LINES SHALL BE
/ ly
INSTALLED AT A MINIMUM OF 2% SLOPE.
LEACHING
4 ALL DISTRIBUTION PIPING, CONNECTIONS AND FITTINGS SHALL BE TIGHT
CHAMBER
AND INSTALLED TO INSURE EQUAL DISTRIBUTION THROUGH THE SYSTEM.
/ 12"
FILTER FABRIC
BACKFILL WITH SCREENED
GENERAL NOTES:
ONSITE SOILS FREE OF ROCKS IN \\//�
/ 8`
EXCESS OF 3" DIAMETER OR USE `
1. THE OWS SYSTEM AS SHOWN ON THE PLAN AND THE DETAILS WERE
3/4" TO 1.5' SCREENED ROCK //\\//\%/ ///\///\//%///\ SC/// //�
/\\/\\ \\\\\\\\\\\\\\\\\ \\\\
DESIGNED BY SOPRIS ENGINEERING. THE PROPOSED LOT CONDITIONS
AND SURVEY INFORMATION WAS PROVIDED BY SE. THE BUILDING PLANS,
SELEC SOIL REPLACEMENT GRADING AND OTHER SITE IMPROVEMENTS ARE BY OTHERS.
CONCRETE SAND AS NEEDED
2. THE CONTOUR INTERVAL OF THE MAP IS 2 FEET.
-
NO PLATE INLET PORT
SCARIFY/TILL BOTTOM SURFACE TO LEACHING CHAMBER (TYP.)
A DEPTH OF 3" AND RAKE LEVEL NATIVE SILTY CLAYEY,
SAND SOILS W/ GRAVEL
AND SANDY CLAY
TWO WAY CLEAN OUT
PROPOSED GRADE
OTE: ALL CHAMBERS IN EACH TRENCH MUST BE INSTALLED
PROPOSED BUILDING
ON LEVEL GRADE. MAINTAIN 6' OF UNDISTURBED SOIL
EXISTING GRADE
BETWEEN
MARK LOCATION OF
TRENCHES. THE ELEVATION OF ADJACENT TRENCHES MAY
RECORD DRAWING
EFFLUENT FILTER
DISTRIBUTION BOX W/ PIPE
VARY. MAXIMUM DEPTH OF TRENCHES NOT TO EXCEED 36"
,tt.0 t 11r
ti 1/r
OUTLET TEE
SECTION AND REBAR OR ADD
BELOW SURFACE ES. INLET AND CAPS
®e'"• .d y..�if
RISER SECTIONS TO BRING LID
ARE OPBEINSTALLED ON EACHOSED
END ND CHAMBER ROW.
�\\s�tk
I
TO GROUND SURFACE
INSTALL A 4" VERTICAL INSPECTION RISER FROM THE CUT OUT
EFFLUENT DRAIN LINE
BAFFLE
ON THE TOP OF THE END CHAMBER IN EACH TRENCH. ALL
3
AT MINIMUM 2% SLOPE
TRENCHES TO BE INSTALLED WITH APPROPRIATE ND PLATES.
3
SEPTIC TANK
4" DISTRIBUTION
S�
��N0. DATE
GRAVITY LINE
IF OR GRAVELS ARE
s' ./�!°� REVISION BY
J
ATFLUENT MINIMUMISCHARGE 1% SLOPE
FROM SEPTIC TANK
EXCESSIVE ENCOUNTER DR INCANYRPARTNTS
ENCOUNTERED OF THE EXCAVATION, OVER
�jNAo � 0190 HOUGLAND RANCH ROAD
0000
FINLA WITH MINIMUM 6" CONCRETE
EXCVSANDATE ANDOR
f�
�f�1l/lpl�tt111Siii�
Pitkin County,
DISTRIBUTION BOX
N
4" SOLID PVC GRAVITY
4' SOLID
SCREENED
BURY PIPE
PIPES (TYP.)
(�Col��oJjrado
KRIS COX
MARK LOCATION
TO ABSORPTION FEILD
INVERT IN
LINES
CHAMBER TRENCH CROSS SECTION DETAIL
AS-BUILT ON-SITE WASTEWATER SYSTEM
AT MINIMUM 1% SLOPE
AT MINIMUM
DISTRIBUTION
BOX DETAIL.
N.T.S.
CROSS SECTION SYSTEM DETAIL
N.I.S.
SOPRIS ENGINEERING, Lw- SITE PLAN AND SYSTEM DETAILS
IYIL CONSULTANT
N.T.S.
502 MAIN STREET, SUITE A3 DES. PER I CK. YTN FILE NO. SHEET 1
CARBONDALE, CO 81623
24198.01 24198—AB—SITE-0WS.DVC 8-10-05
(970) 704-0311 DR. PER DATE B/15/06 24196.01 OF 1