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Please See Building and Land Use Approvals Files for additional information.
114
Pitkin Counvironmental Health & Natural Resoi s Department
Pe mit for an Individual Sewage Disposal S, ..tem
0405 Castle Creek Road, Suite 10, Aspen, Colorado 81611
Phone 970-920-5070 / FAX 970-920-5077
Permit # 06065 Parcel ID # 2467-212-00-003
Type of permit New( X ) Repair() Addition/Remodel to
Name of Owner Robert Morrow
Street Address Winoo Ranch Drive
Property legal description Lot 1, Wingo Junchtion Ranch a
Size of lot 14.1 acres Total square footage of the house
Water source Private well
# of bedrooms in house
Caretaker unit
# of bedrooms in caretaker unit
# of offices, lofts & similar sized rooms in house
Total square footage of the caretaker unit
# of offices, lofts & similar sized rooms in caretaker unit
Designed for what # rooms (list) 5 bedrooms (office NOT to be used as a bedroom)
Permit information
Designed by McLaughlin Rincon
Mailing Address 111 P AABC, Aspen CO 81611
Perc rate 20 Profile hole depth 8 Depth to groundwater or bedrock
Minimum Septic tank capacity 2843 gallons Minimum Absorption area
Comments
Greater than 8 ft
1017 so ft w/ 50% reduction
Septic permit approved per compliance with the engineer design and specifications dated March 22, 2006. 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. The engineer has stated that the field can encroach slightly on the 202 foot setback
(approx 196 ft) to the well.
This system will consist of 2 - 1500 gallon tanks with an effluent filter on the outlet of the second tank. A distribution
box will distribute effluent to four trenches, each with 17 Standard or 26 Quick 4. There must be at least 6 feet of
undisturbed soil between each trench.
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: (i3A (11
Date: 12-L I 0
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. Expiration Date:pJ
z^
Installer:; Q.t-f a -0) 01) 1 License Number: (110
Final6pproval: fes_ Xf . Date: Al
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P�TKIN COUNTY ENVIRONMENTAL HEALTH DEPARTMENT
APPUCATION 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 -17- 0 k
Owner's Mailing Address S 4_A_AIt7-
City, State, Zip Business Phone: q70- Z--
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Home Phone: (%- — �3 S E-mail Address: LT 0 LZM
Primary Contact Person (all communication regarding this perrnit will go through this person)
Name
Company N /✓Lf C87✓$ ✓C- 779 /✓
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Contact Mailing Address
City. State, L 7— G d ZY 2—I BusinessPhtone:
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Cell Phone: —Sbv�' Fax: Z7-%SOt E-maiIAddmss
llt/ ,k//✓>IfOo L -46j
at 920-5160 or at www.oitkinassessor.ora )
Building Permit # (if available)
Street address of property
Legal Description: Lot ,Block
Size of lot / acres.
Filing
Type of proposed structure:
Total square feet of house ty c- S -L) # of bedrooms (potential) in house
Caretaker Unit: Attached (---j Detached ( ----
Total
-12-4.BAL -3-
3-
n
Sin caretaker unit
Permit is for. New Home Repair due to failure ( ) Remodel/Addition ( ) Emergency use ( )
Water. Private well ( ) 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 We and
accurate and that 1 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, Pitkin County and employees of these agencies will be held harmless
should the individual sewage disposal system fail or matfunction. The permit to construct is issued on infonnadon submittby
the applicant or his/her representatives. The assumes full bility in case of failure of the system.
Signature of applicant ��/,�_ Date �� d
Receipt# Date
G:kisdslisds appliclisdsapp rev072904.doc
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Pitkin County Environmental Health Department
Contact Log Sheet
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• • Page 1 of 1
Alicia Gomez
From: Ann Marie Prince
Sent: Wednesday, May 03, 2006 5:59 PM
To: Alicia Gomez; Ann Marie Prince; Bonnie Waechtler, Brian Pawl; Bruce Romero; Bryce Buttermore; Dawn Sager;
Debbie Weinant; Debby Payne; Dellis; Ginny Bultman; Jim Austin; Jim Wilson; Joanna Schaffner; Kelly Gamrat;
Laura Meyer; Lee Ledesma; Mary Lackner; Orrin Moon; Scott Thompson; Shelli Craig; Tom Parry; Tony Fusaro;
Tricia Louthis; Vicki Monge
Subject: New Pitkin County Rd: Wingo Ranch Rd
Attachments: Wingo Ranch Rd.pdf
New Road: Wingo Ranch Rd
Location: Appox .1 mile up Hoaglund Ranch Rd, on right. Access to newly formed Wingo Ranch Subdivision owned by Bob Morrow.
The road will be built over a 5 yr period, extending to each new lot as building permits are submitted, until it reaches just under 1 mile
long.
'Note: The new road will affect Sherman Ln. You will no longer be able to access Sherman Ln from Hoaglund Ranch Rd; instead,
Sherman Ln will originate from Wingo Ranch Rd, approx .2 mile, on right. Please see attached map for layout (Wingo Ranch Rd is
blue).
Thanks.
Clwn. l(axie ?wue
Pitkin County Community Development
130 S. Galena Street
Aspen, CO 81611
(970)920-5269
(970)920-5439 fax
asi&noitkin.com
7/20/2006
�
GmoRan2g;
Laughlin Water
ENG I N E E R 5. LTD
McLAUGHLIN WATER ENGINEERS.
111 P AABC ASPEN, COLORADO 81611
970-925-1920 970-425-1974 fax mw@roiaet
MEMORANDUM
Date: February 26, 2008
To: Pitkin County Environmental Health — Nancy Mackenzie
From: Dean Derosier; McLaughlin Water Engineers, Ltd.
RE: WINGO JUNCTION RANCH LOT 1 - Septic System - Recommendation of Final
Approval - Pitkin County Colorado
ECEH Permit # 07008
This Final Approval letter is written for the new septic system and the associated
permit that serves the new home on Lot 1 of the Wingo Junction Ranch. The
system was designed, installed and placed into service in summer of 2007. MWE,
PCEH, and GDD inspected the installation of the system and found it was
installed according to MWE's Design and PCEH requirements. This letter is to
serve as the acceptance letter for MWE and recommendation to Pitkin County for
final acceptance of the system.
To my knowledge the system was installed according to MR and PCEH standards
and the system layout as shown on the February 2008 asbuilt design drawing,
which can be used as the asbuilt for system and permit The location of the tanks
and leach field have been changed, see asbu lit for new locations. All setback
limitations were met.
Please call is you have any questions.
G. Dean Derosier, P. E.
(Laugh
anglneen ng
in Rincon
design co nsdIIin9
McLAUGHLIN RWCON Ltd.
11l P AABC ASPEN, COLORADO 81611
970.923-1920 970-925-1974 fax mweaspen@rof.net
MEMORANDUM
Date: October 16, 2006
To: Pitkin County Environmental Health — Carla Block
From: Dean Derosier; McLaughlin Water Engineers, Ltd.
RE: MORROW Septic System - 97 Sherman Lane — Cabin & Main House
PCEH Permit # 06006
This Final Approval letter is written for the Replacement septic system and the
associated permit that serves the existing cabin and main house at 97 Sherman in
Holland Hill Area. The system was designed and installed and placed into service
in the summer of 2006. PCEH, and GDD inspected the installation of the system
and found it was installed according to MR's design and PCEH requirements.
This letter is to serve as the acceptance letter for MR and recommendation to
Pitkin County for final acceptance of the system.
To my knowledge and per my inspection, the System was installed according to
MR and PCEH standards and the system layout was installed per the design c�
dated January 12, 2006.
The system consists of 1- 1,000 to serve the cabin and 1-1,500 and 1-1,000
gallon tanks to serve the main house. The infiltrator trench system, (OWS) has 4
rows of 13 infiltrators in each row, (52 TOTAL). The system is located below the
pond.
Attached is an asbuilt of the system as installed.
wa.o ac („-oe,Y—�
Please call is you have any questions. Li ro-w S of 20
G. Dean Derosier, P. E.
&w CIC 4 .
Carla Ostberg
From: Dean D [mweaspen@rof.net]
Sent: Tuesday, May 01, 2007 9:24 AM
To: Carla Ostberg
Subject: Re: morrow
Carla
Response to your comments - I will forward this to Bob as well
1. No the inlet and outlet tees need to be accessible at all times Bob will need to move
it to be accessible. HE will need to place a support brace to provide the support you are
concerned about.
2 and 3. Bob needs to raise the piping to be within 1" of the tank ceiling (underside of
tank)
4. I discussed the outlet with Bob and he will be placing the Biotube in the outlet of the
second tank
Dean
G. Dean Derosier, P.E.
McLaughlin Water Engineers
111 P AABC
Aspen, Colorado 81611
970-925-1920
970-925-1974 fax
----- Original Message -----
From: "Carla Ostberg" <carlab@co.pitkin.co.us>
To: "Dean D" <mweaspen@rof.net>
Sent: Tuesday, May 01, 2007 7:46 AM
Subject: FW: morrow
Hey Dean,
I stopped to look at the Morrow project on Fri afternoon (late) and
these are my notes. No big deal, just thought I'd pass them along. Out
of curiosity, are you willing to sign off on an inlet T that is not
accessible from the manhole? I know sometimes coming in from the side
that distance can create an issue with stability of the T and lack of
support.
Let me know what you think. Thanks!
Carla Ostberg, REHS
Environmental Health Program Supervisor
Pitkin County Environmental Health and Natural Resources
970-920-5438
-----Original Message -----
From: Carla Block (mailto:carla2610@yahoo.com]
Sent: Friday, April 27, 2007 5:17 PM
To: Carla Ostberg
Subject: morrow
1 inlet T - can't access from manhole -
2 outlet T - not 1" from underside of tank
3 inlet T - not 1" from underside of tank
4 outlet - effluent filter not on yet - need to check at final field
inspection
10 1
Carla Ostberg
From: Carla Block [carla2610@yahoo.com]
Sent: Friday, April 27, 2007 5:17 PM
To: Carla Ostberg
Subject: morrow
inlet T - can't access from manhole
outlet T - not 1" from underside of tank inlet T - not 1" from underside of tank outlet -
effluent filter not on yet - need to check at final field inspection
cb
Do You Yahoo!?
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1
0 Page 1 of 1
Carla Ostberg
From: Lance Clarke
Sent: Wednesday, January 10, 2007 11:48 AM
To: Carla Ostberg
Subject: RE: Lot 1 Morrow
Yes, as long as the septic system can be built without potential of it being disturbed by the utility and road work.
From: Carla Ostberg
Sent: Wednesday, January 10, 2007 10:42 AM
To: Lance Clarke
Subject: Lot 1 Morrow
They would like to locate the absorption field in the Utility and Access Envelope. It was permitted in the
Disturbance and Accessory Envelope. There does not appear to be a clear distinction regarding the approved
location of the septic — as it will not fit (along with the house) in the Building Envelope.
Would you approve putting the septic in the Utility and Access Envelope?
Carla Ostberg, REHS
Environmental Health Program Supervisor
Pitkin County Environmental Health and Natural Resources
970-920-5438
,a
1/10/2007
Owner's Name
0
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ISDS DESIGN CALCULATIONS - for Pitkin
Parcel ID # am
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 Plow 1300
State Review Required? no
Perc Rate (T)
Design Flow (Q) = # potential bedrooms X 2 people/bedroom X gpd X 1.75
Q= 2275
Minimum tank capacity 2843.75 gallons
Absorption Area (=Q/5 X SQRT perc rale�.�
A = 2,035 sq. ft. of absorption area required
131 gravelless chamber units without reduction
# of Perc Holes Required: 3
DICK 4 9_8
A = 1017.4109 sq.ft with 50% reductionTRENCHES
104 gravelless chamber units with reduction
STANDARD
A= /
EO 36
1017.4109 sqA with 50% reductionT
66 gravelless chamber units with
64 EQ36 units in TRENCHES
OUICK4-EO36 1017
132
SETBACK FROM WELL
# of feet = 202
SETBACK FROM POND, STREAM OR IRRIGATION DITCH
# of feet = 152
SETBACK FROM DRY GULCH
# of feet = 127
/3
130
0
DICK 4 9.2
1424.3753 sq ft 30% reduction BED
155 chamber units with uc.
1424.3753 sq rt 3o% reduction BED
92 chamber units with reduc.
114 EQ36 units in a BED
1424
223
ASPEN - Pmaa
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responsibility for obtaining all soil informatio(Printed owner's name) accept the
n and other requirements of the
Environmental Health Department that are necessary to obtain an - 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 an ISDS_ I 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 than originally designed, and that I. might have to
submit 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 waiver will 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 ta.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 be refunded.
OWNER /�/j/j`
SIGNATURE: .
OWNER DESIGNATED
waWJsdswaivAoc
TE: O
Ii 130 Sana GALENA STREET - AsrEiq, Cuomo 816111975 - PHONE 970.9205090 - Fax 970.9205M
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ELaughlin Rincc"n
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Date: March 22, 2006
McLAUGHLIN RINCON, Ltd.
111 P AABC ASPEN, COLORADO 81611
970-9254920 970-925-1974 fax mweaspen@rof.net
MEMURAN DU M
To: Pitkin County Environmental Health;
From: G. Dean Derosler; McLaughlin Rlncon
RE: Wingo Junction Ranch - Lot, L Septic
The following are my design notes for the new horns on Lotof the Wingo
JuncHon_Kanch Residence, in wingo Junction outalde'df Basalt
- 5 - Bedrooms -
- Approx. 8,000 Square Feet of living area
- 130 gallons per day per person
Per Rates - 20 MPI by GDD
- Ground water 100'+1- feet from surface not encountered
- Water System is a well
- Ponds in vicinity
System Design -One Typical leach/disposal field to provide service.
Flow = Q = 5 bed rooms x 2 peo/br x 130 gal/day/per x 1.75(max flow) = 2,275
gallons per day.
Tank sizing - 5 Bed Rooms requires 2,843 gallons of septic tanks; Q X 1.25.
Install two new tanks - 2- 1,500 gallon tanks in series that for a total of 3,000
gallons. According to PCEH standards, the septic field should be a minimum of
196 feet from the well. The well is located up gradient from the septic system so
there is little chance of contamination if the field is less then 196 feet from the
well.
The new house tank will be a double chambered tank and shall be located in
series below the home in the open area to the West of the home. A minimum drop
of 3" is required between tanks. Tees will be installed on both the influent and
effluent lines of the tank; set on the inside of the tank. Set top of line from tee
within 1" of the roof of the tank and extend line downward 14" below centerline of
tee.
McLaughlin Rincon Ltd. 2300 le Street, Suite 220, Denver, Colorado 80202 P 303-964-3333 F303-964-3355
�,
Maximum cover over access to tank shall be 6" and easily accessed for
maintenance. Asbuilt location of the tank lids for future maintenance. Do not
bury tank access lids. Bedding under and within 6" of the tanks will be roadbase
compacted to 95%. Installation of native fill or screened rock around the tanks
outside the bedding zone is acceptable.
Fill tank with water prior to backfill to check for leaks and leave water in tank for
placing the system in service. Tanks are to be water tight. Install an OSI 6"
diameter Biotube, or equal, inside the second 1,500 -gallon tank's effluent line.
The housing is to be 36" high with a cartridge length of 28", using SDR 26 PVC
piping. Use a 6" tee for the tank discharge and reduce to 4" outside tank to trench
system.
Piping from the home to the tanks will be 4" SDR 35 PVC laid at a minimum of 1%.
Insulate lines with less than 42" of cover or in uninsulated crawl spaces.
Minimum depth is 3.5' for all piping. Install cleanouts at 100 foot intervals (min)
between house and septic tank and tank and leach field. Use standard 2" Blue
Board insulation placed 6" above the pipe and laid on a flat bedding surface if
less then 3.5' of cover on all pipelines to and from the septic tanks. Install
cleanouts between the home and septic tanks.
Area of Septic field required = A
Percolation Rate = 20 minute per inch
A=Q/5 x SR of the Perc Rate
2,2750/5 X SR of 20 = 2,035 square feet
15.5 Sq ft per unit= 131 infiltrators
Pitkin County allowance = 50% for use of infiltrators r
A- 1,018 SF or 66 units — / n� _ a c6 lu�� C�nct Vv, 6rs
LJ
(If Quick 4's are used - (103 Quick 4's) @ (10 sq ft/unit)) �lO X �'► owS = IL
The design will have the new system serving the new house. This is a gravity feed
system using infiltrators and normal distribution. No pumping or dosing system
is proposed. A splitter box will evenly distribute flow to the trenches.
The new system will have 68 units in 4 rows of 17 units for 68 units. We will use
Infiltrator Standard units. Total length o eac trent is ee ong. Each trench
will be stepped down and offset slightly to fit the site if needed. (Infiltrator Quick
4 could be used as well —103 Quick 4's are required, 6 rows of 17 infiltrators in
each system). The advantage of Quick 4's is they work better on sites that require
curved rows, although this is not the case on this site.
McLaughlin Rincon Ltd. 2300 15'" Street, Suite 220, Denver, Colorado 80202 P 303-964-3333 F303-964-3355
Distribution line to the field from the home to the tank and in between the tank
and the trench systems shall be 4" SDR 26 PVC. Install cleanout between home
and the first tank and if any line between tank and the system exceeds 100 -feet in
length. All pipe bedding to consist of a minimum of 2" under and 6" over the pipe
of native soils with maximum sized material of 1". Remove all burrs, excess
material, and other debris from drilling the perforations in the pipe. Rake trench
bottoms and sidewalls prior to installation of infiltrators. Install a splitter box
with a baffle to evenly distribute flow to each row in the system.
System location to be field determined to reduce tree and vegetation removal, site
conditions, and maintain setbacks. Contour the trenches to fit site conditions and
the topo of the site. Trenches are to be 10' apart. Minimum depth = 12";
maximum depth = 36" to top of infiltrator. Install access ports/vents on each row
of trenches. Use collar on vent as it penetrates the infiltrator to insure pipe does
not drop into infiltrator. Move vents on existing system to end of additional rows
to be added.
Trenches to be with in 2" of level across the entire length of each row. Install
splash plates under the entry and exit piping at each end of each row of
infiltrators. (Splash Plate - 1' Wide and 18" Long).
Adjustments to fit existing site contours and conditions may be made per
approval of the engineer and homeowner. Minimal tree and vegetation is to be
disturbed during installation. The engineer shall finalize elevations of the tank
and trenches in the field. Installation and operation shall be approved by the
engineer prior to final acceptance.
Owner is recommended to pump the septic tanks at 2 -year intervals and change
the Biotube at the same time. Landscaping and watering us on top of septic field
shall be minimized or eliminated. Owner is to pump the existing tanks as part of
the permit for the new system.
System must meet all Pitkin County ISDS requirements and MRI -td. design
standards and must be inspected by MRI -td. and Pitkin County prior to Final
Approval. Provide adequate notice for inspections. We will both need to inspect
the tank installation, distribution piping, new infiltrators, splitter box. See
attached ISDS Completeness form for more information on installation
requirements and information needed for asbuilts. The contractor or installer is
responsible to supply the Design Engineer and County with asbuilt information
prior to final acceptance.
G. Dean Derosier, P. E.
gddW orrow { Lot I
McLaughlin Rincon Ltd. 2300 15" Street, Suite 220, Denver, Colorado 80202 P 303-9643333 F303-964-3355
11
MLaughlin Rincon
� engineering design ccnsuliinq
0
McLAUGHLIN RINCON Ltd.
I I 1 P AABC ASPEN, COLORADO 81611
970-925-1920 970-925-1974 fax mweaspen�ajof na
MEMORANDUM
Date: March 22, 2006
6Y: Dean Derosier P.E. ; McLaughlin Rincon, Ltd.,
RE: Wingo Junction Ranch Septic Design - Lot*
Property Address: Wingo Junction Ranch - Lots'
Legal Description: Wingo Junction Ranch
Property Owner: Bob Morrow
97 Sherman Lane
Basalt, Co 81621
Percolation Information:
Hole Depth: 36" to 42" Ground Water @: No
SandlGravel: No Depth to Water: 100'+
Presoak:Yes - 10/22/05 Fluccutations: No
Amt of Water: -4 gal Slope: 5%
Bedrock @ : Unknown Depth to Rock: unknown
Type: Fractured rocks in a red sandy loam with small gravels
Percolation Tests: Date and Time: 10/24/05 12:00 pm
Hole #
1
2
3
Depth
36"
42"
36"
Presoak
yes
yes
yes
Remaining
Time
10min
10min
10min
Interval
2hr
2hr
2hr
Length
15
20
18
Percolation
Rate
DESIGN PERCOLATION RATE: 20 MINUTES PER INCH - 20 MPI
Soil Profile Hole: 0-0.5' Topsoil dark red, 1.5 to 8'- Red Sandy soils with gravel - some clay
No water or bedrock was not encountered in 8' profile hole
NAME: G. Dean Derosier,P.E.
COMPANY:McLau hlin Rincon L
SIGNATURE
ADDRESS: 111 P AABC Aspen, CO. 81611 970-925-1920
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(.ie f Y
HEPWORTH-PAWLAK GEOTECHNICAL
n
Hepworth-Pawlak Geotechniml, Inc.
5020 County Road 154
Glenwood Springs, Colorado 81601
Phone: 970-945-7988
Fac: 970.945-8454
email: hpgeo®hpgeotech.com
SUBSOIL STUDY
FOR FOUNDATION DESIGN
PROPOSED RESIDENCE
LOT 1, MORROW RANCH
EAST OF HIGHWAY 82 AND HOUGLAND RANCH ROAD
PITKIN COUNTY, COLORADO
JOB NO. 105 668
AUGUST 31, 2005
PREPARED FOR:
CHRIS MORROW
18 FINE HILL AVENUE
EAST NORWALK, CONNECTICUT 06855
-I Parker 303-841-7119 • Colorado Springs 719-633-5562 9 Silverthome 97Q-468.1989
0 0
TABLE OF CONTENTS
PURPOSEAND SCOPE OF STUDY............................................................................. 1 -
PROPOSEDCONSTRUCTION.....................................................................................-1 -
SITECONDITIONS........................................................................................................ 2 -
FIELD-FIELD EXPLORATION.................................................................................................- 2 -
SUBSURFACE
-
SUBSURFACECONDITIONS.......................................................................................
FIGURE
2 -
-FOUNDATION
FOUNDATION BEARING CONDITIONS...................................................................-
3-
3 -
DESIGN RECOMMENDATIONS..................................................................................
3 -
FOUNDATIONS..........................................................................................................
FOUNDATION AND RETAINING WALLS............................................................-
5 -
-
FLOORSLABS...........................................................................................................6
SYSTEM
-
UNDE_ RDRAIN ..........................................................................................-6
7-
SITEGRADING.........................................................................................................-
SURFACEDRAINAGE.............................................................................................-
8 -
-
8 -
LIMITATIONS................................................................................................................
FIGURE I - LOCATION OF EXPLORATORY BORINGS
FIGURE 2 - LOGS OF EXPLORATORY BORINGS
FIGURE 3 - LEGEND AND NOTES
FIGURE 4 - SWELL -CONSOLIDATION TEST RESULTS
TABLE I- SUMMARY OF LABORATORY TEST RESULTS
0 0
PURPOSE AND SCOPE OF STUDY
This report presents the results of a subsoil study for a proposed residence to be located
on Lot 1, Morrow Ranch, Pitkin County, Colorado. The project site is shown on Figure
1. The purpose of the study was to develop recommendations for the foundation design.
The study was conducted in accordance with our proposal for geotechnical engineering
services to Bob Morrow dated July 8, 2005.
A field exploration program consisting of exploratory borings 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 mainly a single story structure above a basement level
with a small 2°d story level. Ground floors will probably be slab -on -grade. Grading for
the structure is assumed to be relatively minor with cut depths between about 3 to 8 feet
The driveway will access the building site from the lower, southwestern part of the lot
The septic disposal areas will be in the lower, northwestern part of the building envelope.
We assume relatively light foundation loadings, typical of the proposed type of
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.
al
Job No. 105 668
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SITE CONDITIONS
The Morrow Ranch is located to the east of Highway 82 and Hougland Ranch Road near
Wingo Junction. Lot 1 is located in the north end of the ranch just below the Alexis
Arbaney Ditch as shown on Figure 1. The terrain consists of a strongly sloping alluvial
fan deposit down to the southwest with about 10 feet of elevation difference across the
building footprint. Vegetation consists of grass, weeds and brush. Deciduous trees line the
ditch to the north of the building area. A large debris pile was located in the northern part
of the building site at the time of our field exploration.
FIELD EXPLORATION
The field exploration for the project was conducted on August 10, 2005. Two 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.
Samples of the subsoils were taken with 1% 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,
Figure 2. The samples were returned to our laboratory for review by the project engineer
SUBSURFACE CONDITIONS
Graphic logs of the subsurface conditions encountered at the site are shown on Figure 2.
The subsoils consist of about ''/z to 1 foot of topsoil overlying medium dense, silty to very
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silty sand with gravel and scattered cobbles. The alluvial fan deposit probably contains
occasional small boulders. Practical refusal to drilling with auger equipment was
encountered at depths of 21 and 14'/2 feet in the borings which may have been in dense
river gravel alluvium below the alluvial fan deposits.
Laboratory testing performed on samples obtained from the borings included natural
moisture content and gradation analyses. Results of swell -consolidation testing
performed on relatively undisturbed drive samples, presented on Figure 4, indicate low to
moderate compressibility under loading and a low collapse potential (settlement under
constant load ) when wetted. The laboratory testing is summarized in Table 1.
No free water was encountered in the borings at the time of drilling and the subsoils were
slightly moist.
FOUNDATION BEARING CONDITIONS
The subsoils are compressible under loading and mainly after wetting but should be
suitable for support of lightly loaded spread footings with some settlement risk.
Precautions should be taken in the design and construction to keep the bearing soils dry.
Extending the foundation down to dense river gravel alluvium such as withArMed piers
would achieve a low settlement risk Presented below are recommendations for shallow
spread footings. If a deep foundation is considered, we should be contacted for fi,rther
evaluation and recommendations.
DESIGN RECOMMENDATIONS
FOUNDATIONS
Considering the subsurface conditions encountered in the exploratory borings and the
nature of the proposed construction, the building can be founded with spread footings
bearing on the natural granular soils with some risk of settlement.
]06 No. 105 668
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The design and construction criteria presented below should be observed for a spread
footing foundation system.
1) Footings placed on the undisturbed natural granular soils should be
designed for an allowable bearing pressure of 1,500 psf. Based on
experience, we expect initial settlement of footings designed and
constructed as discussed in this section will be up to about 1 inch.
Additional differential settlement of about 1 to 1% inches should be
expected if the bearing soils become wetted.
2) The footings should have a minimum width of 18 inches for continuous
walls 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
local anomalies and limit the effects of differential settlement, 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.
5) The existing debris pile, topsoil and loose or disturbed soils should be
removed from the building area and the footing bearing level extended
down to the natural granular soils. The exposed soils in footing area
should then be moistened and compacted.
6) A representative of the geotechnical engineer should observe all footing
excavations prior to concrete placement to evaluate bearing conditions.
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Job No. 105 668
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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 50 pcf
for backfill consisting of the on-site granular 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 40 pcf for
backfill consisting of the on-site granular soils. Backfill should not contain vegetation,
topsoil, debris and rock larger than about 6 inches in size.
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 a moisture content near. 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 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 constructed 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
Job No. 105 668 Chi
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calculated based on a coefficient of friction of 0.45. Passive pressure of compacted
backfill against the sides of the footings can be calculated using an equivalent fluid unit
weight of 375 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 a granular material compacted to at least 95% of the maximum standard Proctor
density at a moisture content near optimum.
FLOOR SLABS
The natural on-site soils, exclusive of topsoil, are suitable to support lightly loaded slab -
on -grade construction. There is some potential for settlement if the subgrade soils
become wetted. 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 free -draining gravel should be placed beneath
basement level slabs to facilitate drainage. This material should consist of 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 can
consist of the on-site granular soils devoid of vegetation, topsoil and oversized rock.
UNDERDRAIN SYSTEM
Although free water was not encountered during our exploration, it has been our
experience in the area that local perched groundwater can develop during times of heavy
Job No. 105 668 Gt'�
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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 1% to a suitable gravity outlet. Free -draining granular
material used in the underdrain system should contain less than 2% passing the No. 200
sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The
drain gravel backfill should be at least 1'/2 feet deep. An impervious membrane, such as a
20 mil PVC liner, should be placed beneath the drain gravel in a trough shape and
attached to the foundation wall with mastic to prevent wetting of the bearing soils.
SITE GRADING
The risk of construction -induced slope instability at the site appears low provided the
building is located above the steep slope as planned and cut and fill depths are limited.
We assume the cut depths for the basement level will not exceed one level, about 8 to 10
feet Structural fills should be limited to about 8 to 10 feet deep and be compacted to at
least 95% of the maximum standard Proctor density near optimum moisture content
Prior to fill placement, the subgrade should be carefully prepared by removing all
vegetation and topsoil and compacting to at least 90% 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.
Job No. 105 668 Geb6ect-1
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SURFACE DRAINAGE
CJ
Keeping the foundation bearing soils dry will be important to limiting potential
foundation movements. 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.
LINIITATIONS
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
Job No. 105 668
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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
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
arenot 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
Reviewed by:
Daniel E.
SLP/ksw
cc: MacLeod Designs, LTD. — Attn: Kevin MacLeod
Mike Thele Structural Engineers — Attn: Mike Thele
Job No. 105 668 ct-. •CT'I
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APPROXIMATE SCALE
- ALEXIS AFlBANEYDITCH
524
---524
�i
522
522--
620
22
520 _
518 - _
DEBRIS -->
- - - - - 520
PILE - -
- - - 130RING 1
PROPOSED ESIDENCE - - - - - - - - - _ 518
516 - - - I -
GARAGE
--'--�-516
I- -0 BORING 2 -
514 --
-BDIL61N-
G - 512
I_ - ENVELOPE
572---L-------
y ---j
510
510--
- - - - - - - - - - - - - - - - 508
-_- - - - - -------506
506
LOT 1
MORROW RANCH
LOCATION OF EXPLORATORY BORINGS I Figure 1
BORING 1
BORING 2
ELEV.= 519'
ELEV.= 515'
520
520
13/12
515
515
7/6,5/1
WC=5.3
....
DD=121
-200=31
15/12
510
WC=2.4
510
DD=122
15/12
-200=33
Li
LL
LL
WC=5.7
DD=113
0
-LD
o
.co
13/12
505
m
w505
WC=5.5
w
-200=46
10/12
WC=4.5
-200=29
500
500
-:' 20/4
495
495
Note: Explanation of symbols is shown on Figure 3.
Ho.a
LOGS OF EXPLORATORY BORINGS
Figure
2
105 668
H .o �°och
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LEGEND:
® TOPSOIL; organic sandy silt, brown.
E
SAND (SM); silty to very silty, slightly clayey, gravelly, scattered cobbles, medium dense, slightly
moist, red, subangular 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.
13/12 Drive sample blow count; indicates that 13 blows of a 140 pound hammer falling 30 inches were
required to drive the California or SPT sampler 12 inches.
Practical drilling refusal. Where shown above bottom of log, indicates that multiple attempts were
made to advance the boring.
NOTES:
1. Exploratory borings were drilled on August 10, 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.
3. Elevations of exploratory borings were obtained by interpolation between contours shown on the site plan provided
and checked by instrument level.
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: 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
105 668
LEGEND AND NOTES I Figure
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Moisture Content = 5.7
Dry Density = 113
Sample of: Silty Sand
From: Boring 1 at 10 Feet
Compression
upon
wetting
percent
pcf
01 1.0 10 100
APPLIED PRESSURE - ksf
Moisture Content = 2.4
Dry Density = 122
Sample of: Silty Sand with Gravel
From: Boring 2 at 4 Feet
Compression
upon
wetting
percent
pcf
4
5
01 1_0 10 100
APPLIED PRESSURE - kst
H
105 668 ��p�/r�■ SWELL -CONSOLIDATION TEST RESULTS Figure 4
He worth—Pawlak Geotechnlca�
_ HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE 1
SUMMARY OF LABORATORY TEST RESULTS
Job No. 105 668
SAMPLE LOCATION
NATURAL
MOISTURE
CONTENT
%
NATURAL
DRY
DENSITY
GRADATION
PERCENT
PASSING
N0, 200
SIEVE
ATTERBERG LIMITS
UNCONFINED
COMPRESSIVE
STRENGTH
PS
SOIL OR
BEDROCKTYPE
BORINGS
DEPTH
R
GRAVEL
SAND
LIQUIDPLASTIC
LIMrr
%
INDEX
%
31
Silty sand with gravel
113
Silty sand
29
Silty sand with gravel
NJ4121
122
33
Silty sand with gravel
46
Very silty sand with gravel
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33
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Bob Morrow
•
970-927-9586
FAX COVER SHEET
Date: S/;_> 8 �0 6
To: P,T%;n Lvu�.T`, C Yli/1/tiv� hne,��al NeG���,
Attn: C a r l a U l or -I<
Fax #: We'll
2 S 0 O-77
W
RE: e'll Per W\ i T
Pages including this one:
From: Wingo Junction Construction Company, LLC.
Richard Condon - Controller
97 Sherman Lane
Basalt, CO 81621
Phone: (970) 379-6246
Fax: (970)927-9586
E-mail: basaltbob@aol.com
Message: we(( Pte, i T r C T
ftug 28 06 12:56p Bob Morrow 970-927-9586 p.2
Form No. OFFICkOF THE STATE ENGINEER
GWS -25 COLORADO DIVISION OF WATER RESOURCES
818 Centennial Bldg.. 1313 Sherman SL. Denver, Colorado 80203
(303) 8663581 LIC
WELL PERMIT NUMBER 60903 -F
DIV. 5 WD38 DES. BASIN MD
APPLICANT
APPROVED WELL LOCATION
y�lyn
PITKIN COUNTY
G NW 114 NW 114 Section 21
Range 86 W Sixth P.M.
ROBERT T MORROW y9G 9 Township 8 S
% PATRICK MILLER & KROPF PCDISTANCES FROM SECTION LINES
730 E DURANT STE 200 5j1, 6 V 675 Ft. from North Section Line
ASPEN, CO 81611- y� 900 FL from West Section Line
UTM COORDINATES
(970) 920-1028 s�
Northing: Fasting:
PERMIT TO CONSTRUCT A WELL
ISSUANCE OF THIS PERMIT DOES NOT CONFER A WATER RIGHT
CONDITIONS OF APPROVAL
1) This well shall be used in such a way as to cause no material injury to existing water rights. The issuance of this permit
does not ensure that 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.
2) The construction of this well shall be in compliance with the Water Well Construction Rules 2 CCR 402-2, unless approval
of a variance has been granted by the State Board of Examiners of Water Well Construction and Pump Installation
Contractors in accordance with Rule 18.
3) Approved pursuant to CRS 37-90-137(2) for the construction of a well, appropriating ground water tributary to the Roaring
Fork River, as an alternate point of diversion to the Basalt Conduit, on the condition that the well shall be operated only
when the Basalt Water Conservancy District's substitute water supply plan, approved by the State Engineer, is in effect and
when a water allotment contract between the well owner and the Basalt Water Conservancy District for the release of
replacement water from Ruedi Reservoir is in effect, or under an approved plan for augmentation. BWCD contract #435.
4) The use of ground water from this well is limited to ordinary household purposes inside one (1) single family dwelling and
an additional dwelling unit, and the irrigation of not more than 5,000 square feet of home gardens and lawns. All use of this
well will be curtailed unless the water allotment contract or a plan for augmentation is in effect. This well is known as LOT #
1 WELL.
5) The pumping rate of this well shall not exceed 15 GPM.
6) The average annual amount of ground water to be appropriated shall not exceed 0.83 acre-foot (270.455 gallons).
7) The owner shall mark the well In a conspicuous place with well permit number(s), name of the aquifer, and court case
number(s) as appropriate. The owner shall take necessary means and precautions to preserve these markings.
8) This well shall be constructed not more than 200 feet from the location specified on this permit.
9) A totalizing flow meter must be installed on this well and maintained in good working order. Permanent records of all
diversions must be maintained by the well owner (recorded at least monthly) and submitted to the Division Engineer upon
request.
NOTICE: This permit has been approved for an annual appropriation not to exceed 0.83 acre-foot, modifying Ilem 7 on the
well permit application forth. You are hereby notified that you have the right to appeal the issuance of this permit, by filing a
written request with this office within sixty (60) days of the date of issuance, pursuant to the State Administrative Procedures
Act. (See Section 24-4-104 through 106, C.R. 3 /;"p/°
Permit Expiration Date Extended to March 25, 2006
AOT 3-1-05
P
APPROVEDd
JSG
,Receipt No. 0521057A State Engineer DATE ISSUED 03-25-2004 8 EXPIRATION DATE 03 252005
�y�
For umce use umy
1<xIIL (3
Ply
WELL LOCATION AS DRILLED NW1/4 NW1/4 Sec. 21 Twp. 8 ❑ N or ® S, Range 86 ❑ E or ® W
DISTANCES FROM SEC. LINES: 675 ft. from ® N or ❑ S section line and 900 ft. from ❑ E or ® W section line.
SUBDIVISION: Wmao JctLOT 1, BLOCK. FILING (UNIT) _
Owner's Well Designation:
Optional GPS Location: GPS Unit must use the following settings: Format must be UTM, Units must Easting:
be meters, Datum must be NAD83, Unit must be set to true N, ❑ Zone 12 or ❑ Zone 13
STREET ADDRESS AT WELL LOCATION Northing:
t. GROUND SURFACE ELEVATION 6875 feet DRILLING METHOD Air Rotary
DATE COMPLETED 5/2/2005 TOTAL DEPTH 195 feet DEPTH COMPLETED 191 feet
i. GEOLOGIC LOG:
FORM NO.
GWS -31
042005
WELL CONSTRUCTION AND TEST REPORT
STATE OF COLORADO, OFFICE OF THE STATE ENGINEER
1313 Sherman St., Room 818, Denver, CO 80203
Phone — Info (303) 866-3587 Main (303) 866-3581
Fax 303 866-3589 h ://www.water.state.co.us
WELL PERMIT NUMBER: 60903-F
:. WELL OWNER INFORMATION
NAME OF WELL OWNER: Robert T. Morrow % Patrick Miller% Kropf
T
MAILING ADDRESS: 730 Durant STE 200
CITY: Aspen STATE: CO ZIP CODE: 81611
T i counuc w WARFR- rQ701 P20-1028
For umce use umy
1<xIIL (3
Ply
WELL LOCATION AS DRILLED NW1/4 NW1/4 Sec. 21 Twp. 8 ❑ N or ® S, Range 86 ❑ E or ® W
DISTANCES FROM SEC. LINES: 675 ft. from ® N or ❑ S section line and 900 ft. from ❑ E or ® W section line.
SUBDIVISION: Wmao JctLOT 1, BLOCK. FILING (UNIT) _
Owner's Well Designation:
Optional GPS Location: GPS Unit must use the following settings: Format must be UTM, Units must Easting:
be meters, Datum must be NAD83, Unit must be set to true N, ❑ Zone 12 or ❑ Zone 13
STREET ADDRESS AT WELL LOCATION Northing:
t. GROUND SURFACE ELEVATION 6875 feet DRILLING METHOD Air Rotary
DATE COMPLETED 5/2/2005 TOTAL DEPTH 195 feet DEPTH COMPLETED 191 feet
i. GEOLOGIC LOG:
HOLE DIAM in.
From ft To ft
Depth
T
Gain Size
Color
Water Loc.6.
133/8
77/8
0 41.5
41.5 195
]-39 and.Clay S.S Cobble Red
39-66 Boulders Hard G Grn.
36-72
S.Stone
Med.
Red
7. PLAIN CASING:
OD (in) Kind Wall Size (in) From (ft) To (ft)
85/8 Steel .188 2' Above 41.5
41/2 PVC Sch.40 0 171
PERFORATED CASING: Screen Slot Size (in):.020
412 PVC Sch.40 171 191
72-75 Boulder Hard Gra
75-80 Boulders Cobbles ssorted
30-90 Sand Soft Red 0-90
30-92 Boulder Hard 3rav
32-180 S.S/ Shale MedJSoft Rad
180-195 CLAY Soft Red
8. FILTER PACK:
Material Washroc
Size 3/8
Interval 65-191
9. PACKER PLACEMENT:
Type
Depth
0. GROUTING RECORD
Material Amount
Cement 20/bags
Density Interval Placement
7/gal 5-41.5 tremmie
Remarks:
on
TESTING METHOD Airlift
Static Level 69.5 ft. Date/rime measured: 5/2/05 12:oo Production Rate 5 gpm.
Pumping Level ft. DateTme measured 52/05 3:30-7:00 Test Length (hrs) 3 1/2
Remarks:
13. 1 have read the statements made herein and know the contents thereof, and they are true to my knowledge. This document is signed and
-.er ified in accordance with Rule 17.4 of the Water Well Construction Rules, 2 CCR 402-2. (The filing of a document that contains false
tiatements is a violation of section 37-91-108(1)(e) C.R.S., and is punishablefines up to $5000 and/or revocation of the contracting license.]
Cmm.anv Name by Phone: I License Number:
Inc
I i Signature: �� I Print Name and Tifle I uate
Tim Himes General Manager 5/122005
HOLE NUM�BBE....RRS�S�
DRILLER0,14�"A"p C
COMPANY
COUNTY. STATE 71 • A
Prin ARF DRILLED
HIMES DRILLING COMPANY, INC. - DAILY DRILL REPORTS
PROPERTY DATE
HELPER b
TYPE RIGJNo. r+a A `' Trr- REVERSE CONVENTIONAL X
ANGLE VERTICAL WATER TRUCK SIZE
MATERIALS UTILIZED
TO
EQUIPMENT
BACK HOE
_
RIGUPTRUCK
FLATBED TRUCK
9
AUXILIARY AIR
M7-85�
AUXILIARY EQUIP.
NUMBER OF LOADS OF WATER
FUEL & MISC.
RIG DIESEL
_
GENERATOR DIESEL
OTHER DIESEL
9
LOC. INSPECTION10)11
M7-85�
SAFETY MEETING
r
APPROVED SIGNATURE: DRILLER,LT SAMPLER
GEOLOGIST
SERIALNUMBER
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DESCRIPTION OTY. I COMPANY I CONTRACTOR
rn
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BACK HOE
RIGUP TRUCK
.IVii11GG
NUMBER OF LOADS OF WATER
FUEL & MW.
RIG DIESEL
GENERATOR DIESEL
OTHER DIESEL
LOC. INSPECTION
HIMES DRILLING COMPANY, INC.
- DAILY DRILL REPORTSff��/
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D
PROPERTY/
%
DATE 4'�t�/�`
HOLE NUMBERS
�/
DRILLER
/!7 Q�
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TYPE RIG.Mo.
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COUNTY, STATE
�
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� mown i • iJiI
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rn
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RIG DIESEL
GENERATOR DIESEL
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LOC. INSPECTION
c
� mown i • iJiI
DESCRIPTION OTY. I COMPANY I CONTRACTOR
rn
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BACK HOE
RIGUP TRUCK
.IVii11GG
NUMBER OF LOADS OF WATER
FUEL & MW.
RIG DIESEL
GENERATOR DIESEL
OTHER DIESEL
LOC. INSPECTION
APPROVED SIGNATURE: DRILLER SAMPLER
GEOLOGIST
•
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RIMES DRILLING COMPANY, INC. - DAILY DRILL REPORTS
DATE
REVERSE CONVENTIONAL
WATER TRUCK SIZE
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4/J
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\ \
POND 8`
\� EXIST IN OWE
AND PIPING \�
ABANDONED IN PLACE.
CAPPED 4 PLUGGED 'O
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ALL L INES
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PIPING TO EXISTING
PIPING AT THE
EX IST ING TANK�
1471
l ,
OWS SYSTEM PIP ING-
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SDR 35 PVC, 3,5 FOOT
DEEP FROM TANK TO
TIE INTO LINE FROM
MAIN HOUSE, INSTALLED
CLEANOUTS AT 1001
INTERVALS AND AT
MAJOR BENDS,
PROV IDED SLOPE
FROM TANK TO
INTERSECT ION WITH
MAIN HOUSE LINE
OWS SYSTEM - INSTALLS,\
4 - 78' LONG TRENCHES
10' APART, 13 UNITS IN
EACH TRENCH FOR A
TOTAL OF 52 STD.
INFILTRATORS. (IF
QUICK 4'5 ARE USED,
80 UN ITS ARE
REQU IRED IN 4 - 20
UNIT TRENCHES 80'
LONG)
'Sd
64' FROI" 1N POND EDGE
INSTALLED NEW 1,000
GALLON ,� ti
INSTALLED B IOTUBE IN
TANK EFFLUENT TEE, POND
93' FROM POND EDGE
ALIGNMENT OF PIPING
FROM CAB IN/BARN INSTALLED NEW- 1,0
AND MAIN HOUSE TO GALLON TANK IN
BE FILED DETERMINED SER IES BELOW
TO AVOID VEGETATION, EXISTING TANK, INSTALL
B IOTUBE IN TANK
UT IL I-�' LINES, CUVERTS,
AND OTHER FEATURES, EFFLUENT TSE, I
MAINTAIN A MINIMUM OF
30' FEET FROM POND
OWS TO BE 125' MIN
FROM ,. ��,� POND EDGE
GOBE� NEDND, �0' FROM POND EDGE
FUTURE �
INSTALEDL NEW 1,5Q0
GALLON TANK IN SE
WITHE SECOND' 1,000
GALLON TANK '\
INSTALL 4" SDR
PVC PIPING FROM INSTALL STANDARD
BOX TO EACH TRENCH, CONCRERTE
SLOPE TOWARD DISTRIBUTION BOX - 1
TRENCH, INLET AND 4 OUTLETS
TO F IELD
�\ INSTA_L 4'' SDR 35
\PVC =ROM TIE-IN OF
P IP INS FROM BOTH
SYSTEMS TO SPLITTER
BOX. SLOPE TOWARD
BOX
OWS SYSTEM PIPING -
INSTALL - 4501-411 SDR
35 FIVC, 33 FOOT
DEED FROM TANK TO
TIE INTO LINE FROM
MAIN HOUSE. INSTALL
CLEANOUTS AT 100'
INTERVALS AND AT
MAJOR BENDS.
PROV ID SLOPE FROM
TANK TO CONNECTION'
TO LINE FROM
CABIN/BARN
481
\e.
93' \
I
EX [STING OWS AND
PIPING,ABANDONED IN
PLACE, CAPPED AND
PLUGGED ALL LINES
30 0 30 60
1 inch = 30 feet
BAOKFLL - 3'mmz MAX.
�&" -TOP 30L
EfDDNG ZCNE - FNE NATNE
MATERIAL NO LARGER THAN
t" N DIA7'ETEi WREN r " OF
NFLTRATOR
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W74.L SPLASH PLATE AT PPE ENTRANCE
-----------------------�
TRENCH DETA IL - NTS
Number Revision Description By Date I DESIGN: Drawing Number:
CABINBARN & MAIN Laughlin Rincon DETAIL: PROJECT NUMBER
WINGO JUNCTION RANCH HOUSE OWS - PARCEL C - ASBUILT AUGUST 2006 SYSTEM REPLACEMENT s.,.ABCAS, CHECK: 05-90-05 OWS-1
Ill PAABC wM Fax
�Ifill
MPH.970-9�rI920 Fax 97Cr92°i 1971 DATE: AUGUST, 2006
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III
a•pac
II
4 - 78 - FOOT INFILTRATOR
TRSCY -M - 13 UNUS N EACH
TRQJCFEB. E TO BE FELD DETERNENED
'
MAXKjH DEP114 IB 3f00T TO TOP OF
TRENCH, 10' MART M14MR1
I
I
E TO BE FELD DEIERMNEA BY ENGNEER
I
I
-----------------------------�
TRENCH DETA IL - NTS
Number Revision Description By Date I DESIGN: Drawing Number:
CABINBARN & MAIN Laughlin Rincon DETAIL: PROJECT NUMBER
WINGO JUNCTION RANCH HOUSE OWS - PARCEL C - ASBUILT AUGUST 2006 SYSTEM REPLACEMENT s.,.ABCAS, CHECK: 05-90-05 OWS-1
Ill PAABC wM Fax
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MPH.970-9�rI920 Fax 97Cr92°i 1971 DATE: AUGUST, 2006
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2.) ALL AREAS OAr LOT f LrjArG BrZOW rffe,
AND OUTSIDE OP rAW AMAM 4WWWW AW0,16W AM
PART OP YN,,V AMMMMA&Z 0WA307W rIOZA M
MSCRIBRB IN PM ~F-AIA00
(RECEPTIOAr AVAMER
3.) BUMWINGS ARV P.MWITEWD 0 W, K
AW
(4" NOT ArIMIN T 1W8nQmWmr A0090W AWMI M T&F
�A�,w
LITIZITYANP .49=S ZNVW�"A i% A"
AW L00,4?&T VOWtV TAr J SW' oft IV
~,RVINFAMMY49 BY PAW mowb000w
AWPAPTOMT,
4.) A4Z ARWAS 0jT8jVV OF THW AW -UN -M RAWF—J"; W T*tT
Alt ff DfS °t fl BY 0aNSP1VVPMV AWP M AM ' J
LOT t,
AMMOAr- YIN&V JUAVFMN AWARW SMONVI UV.
as mcmded in W qf�floe of Me, IfIft CWO0-,,# Cierk and p7
goo Wer
in Hot Book -?%-- at j%W fq_ as 0#00pum Ab
County of Pitkin
State of CWomdo
BOARL Or
This 1041 Hazard Review Site Man Aas been adett and Opp—mvea bv,
the Board o f County 04 . I
068-2004 and. 11,3 :W*w
Board of Cou -------- 4�iAifrrt*vxl
Q- ff, KAR&W AM
Applicant aaknowledy
ffs Mat A&AMe Aas been na"fimd 6%( fiftiCbunt
n y
of telae exsstence of 1041 Shmard Areas" that m%yAt afftt fte pmpvrty
and any imjorovemo*4 and telae use and ocoupamy t4oppo��
J- T7*
promston of these r*#4datfom do not in any uoy assure or imqpo mat
Me areas outs%* of (tesVmied hazard auras wiU Cuarantee sajW$t of
any property.
O/j, Q
'U)ner.' Roberrr.4 *t""m --------- 700<
CLMK 6t
This f041 Hazard Review Site Plan has been accepted fe,r �r'n:
0 '06 of *e and Recorder of P94in Count Ablumdov
y ------ 2006, in Part ok ?JLI e
I A, I
as j%ception M.__j ----523393gI
-------- Pae: I of
a? and ie 11 1 1 111111111111 04/26/2006 12:
JANICE K VOS CAUDILL PITKIN COUNTY CO R 11.00 0 .0.00
,/Z41" �/4