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Permit
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Third System etc.
Floor Plans
Please See Building and Land Use Approvals Files for additional information.
ONSITE WASTEWATER TREA&NT SYSTEM (OWTS)
C
CONSTRUCTION PERMIT
0405 Castle Creek Road, Suite 10 Aspen, CO 81611
Phone: 970.920.5070 Fax: 970.920.5077
Permit #: 10012 Parcel I D #: 2643-064-01-003
Permit Issued: ®NEW ❑REPAIR ❑REMODEL/ADDITION ❑TANK ONLY ❑FIELD ONLY ❑AMENDMENT
Owner(s): Roaring River Ranch, LLC
Property Address: 300 Sadie Lane
Legal Description: Lot 3, Aspen Village River Homes
Size of Lot: Acres Detached Accessory Unit: DYES ®NO
Size of Building: 3908 Sq. Ft. Size of Accessory Unit:
Sq. Ft.
Designed By: 1840 Partners, LLC Project #: Dated: June 7, 2010
Phone #: 866-934-8140 Mailing Address: PO Box 0426, Eagle, CO 81631
Fax #: Email Address:
Perc Rate: 21 mpi Profile Hole Depth: 8 ft Depth to Groundwater or Bedrock: Greater than 8 ft
Minimum Tank Capacity: 1406 gallons Minimum Absorption Area: 722 sq ft w/ 50% reduction
This OWTS Construction Permit is approved on the condition of compliance with the engineer design as submitted with the application and the specifications
cited above. Changes must be approved by this Department and the engineer prior to construction.
This design calls for one 1500 gallon two compartment tank followed by a pump tank with a pump that meets
engineer specifications. If the pump does not have a built-in filter, an effluent filter must be placed on the outlet of
the 1500 gallon tank. A baffled distribution box, accessible from grade, will be used to distribute effluent to 3
trenches. Each trench will consist of 25 Quick 4 chambers for a total of 75 chambers. There must be at least 6' of
undisturbed soil between each trench.
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 within 30 days of the final inspection, unless a longer period of time has been agreed upon, in writing. This Department must also be called for
the final inspection with a minimum of 48 hours notice.
Minimum horizontal distances between components of the system and physical features shall conform to the requirements of the Pitkin County OWTS
Regulation.
This Permit is conditioned upon the property owner(s) providing for regular inspection, cleaning, and maintenance of the system by qualified personnel, in
accordance with the manufacturer's recommendations and the requirements of the Pitkin County OWTS Regulation.
THIS PERMIT IS EXPRESSLY CONDITIONED UPON COMPLIANCE WITH ALL REQUIREMENTS OF THE PITKIN
COUNTY OWTS REGULATION, INCLUDING BUT NOT LIMITED TO THOSE CONDITIONS SPECIFIED ABOVE.
Plans and specifications for the proposed OWTS have been reviewed and are considered satisfactory. Permission is hereby
given to the property owner(s) to perform the work indicated in accordance with the Pitkin County OWTS Regulation. This
Permit will expire 1 year from the date of issuance unless construction on the system has commenced. An "as -built" drawing
must be submitted and approvve//d by EH/NR before final approval of the system will be issued.
Issued By: 4 %RY�2eHCl Date: qlb l0 Expires: mlLot lI
Installer: License #:
Reactivation Authorized by:
' r l yll
Final Approval I
Date:
TVy(a
New Expiration Date: []FkmIYii
2l all
0OOOul or 5-4
Carla Ostberg
From:
Debbie Weinant
Sent:
Monday, June 07, 2010 2:29 PM
To:
AnnMarie Prince; Bonnie Waechtler; Brian Nichols; Brian Pawl; Brian Pettet; brucer romero
forward; Carla Ostberg; Catherine Berg; Cory Garske; 'Dawn Sager; Debbie Weinant; Debby
Payne; Dwight Shellman; gavette@carbondalefire.org; Ginny Bultman forward; Jan Schubert
forward; Jeff Rice; 'Jim Wilson'; Joanna Schaffner; Kathy Rogo; Lee Ledesma; Mary Lackner;
'Qwest Addressing'; Sam Irmen; Sandy Boteilho; 'Scott Thompson'; Tom Parry; Tony Fusaro;
Tony Popish; USPS Aspen; 'USPS Basalt'; 'USPS Carbondale'; 'USPS Snowmass'; Vicki
Monge
Subject:
New Rd Name "Sadie Ln" and New Addresses - Aspen
Attachments:
Sadie Ln.pdf
Address: 100 Sadie Lane
PIN: 2643-064-01-001
Owner: Roaring River Ranch
Address: 200 Sadie Ln
Formerly: 30135 Hwy 82
PIN: 2643-064-01-002
Owner: Roaring River Ranch
New proposed house
Address: 300 Sadie Lane
PIN: 2643-064-01-003
Owner: Roaring River Ranch
Address: 400 Sadie Ln
Formerly: 30133 Hwy 82
PIN: 2643-064-01-008
Owner: Roaring River Ranch
Debbie Weinant
Pitkin County Community Development
130 5 Galena St
Aspen, CO 81611
970-920-5525
11111,1♦
-it 1 [
00002
pativ\-u i I0OI7-
ONSITE WASTEWATER TREATMEr SYSTEM (OWTS)
D II� CONSTRUCTION PERMIT APPLICATION
IiH/hR
I 0405 Castle Creek Road, Suite 10 Aspen, CO 81611
Phone: 970.920.5070 Fax: 970.920.5077
Parcel ID# (available from the Pitkin County Assessor's Office 2643 064 01 003
970-920-5160 or at www.pitkinassessor.orgl: - - -
Purpose of Permit: X❑ NEW ❑ REPAIR DUE TO FAILURE ❑ REMODEL/ADDTTION ❑ TANK ONLY ❑ FIELD ONLY
Cost of System Repair or Remodel/Addition (approximate):
$12,000
Property Address: ROARING RIVER RANCH, LLC HIGHWAY
82 (SEE ADDRESS FOR97—
Lot: 3 Block: . N/A Filing: NIA Subdivision: ASPEN VILLAGE RIVER HOMES
I rroperry �;wnerls)-: ROARING RIVER RANCH, LLC tmail Address: RICHARD_KINDER@KINDERMORGAN.COM
2929 LAZY LANE
970-923-7622
HOUSTON, TX 77019
Primary Contact Person/Applicant (if not owner):
Company:
Number of Potential Bedrooms In or Fixture List for the Accessory Unit:
RICHARD SHAW
DESIGN WORKSHOP, INC.
Contact/Applicant Mailing Address:
City, State, Zip:
Name of Community/Public Water System (if applicable):
ASPEN VILLAGE
120 FAST MAIN STREET
ASPEN, CO 81611
Cell Phone:
Business Phone:
970-710-9539
970.925-8354
Fax Number:
Email Address:
970-920-1387
RSHAW@DESIGNWORKSHOP.COM
Building Permit # (if applicable):
NOT AVAILABLE
Lot Size (in acres):
B&H GENERAL CONTRACTORS 5317 CR 154 #206, GLENWOOD SPRINGS, CO 81601 970-945-0102
Size of Building (square feel): Number of Potential Bedrooms:
FAR = 5,288 (3,908 SF OF WHICH IS HOME) 5 (Includes 2 Sets of Bunks on Lower Level)
Detached Accessory Unit? ❑YES ®NO
Size of Accessory Unit (square feet):
Number of Potential Bedrooms In or Fixture List for the Accessory Unit:
NIA
Water Source:
❑ PRIVATE WELL ❑ SURFACE WATER
❑ SPRING Q COMMUNITY/PUBLSC WATER SYSTEM
Name of Community/Public Water System (if applicable):
ASPEN VILLAGE
Engineering Finn: Job Number: Phone Number: Fax Number.
8140 PARTNERS, LLC N/A 970-45-8810 877.934-8141
Mailing Address: City, State, Zip:
PO BOX 0426 Eagle, CO 81631
PLEASE READ BEFORE SIGNING:
1 certify that the above information is complete and accurate and that I have provided complete and accurate Information In all of the documents
included In my application package. I acknowledge that EH/NR may revoke any permit I am Issued if my application is found to contain any
Inaccurate, false, or misleading Information. I understand that no construction may be undertaken on an OWTS until an OWTS Construction Permit
is Issued.
Owner Si lur squired): / Date:
April 20, 2010
Applicant Signature:Date.
Qoo-3 ,4(s ,, Al gh-0j- April 20, 2010
FOR OFFICE, j _;:.., ':' - .. .x
Received by ENIHR Staff. W Fee & Receipt #: Date:
4 A.liR9�b vera cb �a f /aa3 97 60//10
Pitkin County Environmental Health Department
Contact Log Sheet
i
Uwlft" I&*
January 26, 2011
Ms. Carla Ostberg
Environmental Health Manager, Pitkin County
0405 Castle Creek Road, Suite 30
Aspen, CO 81611
•
RE: Septic Construction/Installation Certification, Roaring River Ranch LLC, Aspen Village River
Homes— Lot 3, Pitkin County, Colorado
Dear Ms. Ostberg:
This letter and attached "as -built' drawings are being submitted to the Department to document the
final inspection of the constructed septic system for the subject project. Per onsite inspections,
observed testing (September 1, 2010) and coordination with the contractor,`1110motion
aiftallation of the systems was completed in accordance with the team ofthe e(igineered design
sWamAmmi4o-and approved by the Department, asmodlffed per Department
5/fdggestions. .
Not all the project improvements interacting with the septic system have been completed to date (i.e.
finished pavement of the driveway and finished material on the stairs). However, all primary
construction associated with the septic system have been completed, inspected, tested and GPS
surveyed per Department requirements and pipe trenching (Class A) at driveway and stair crossings
meet the required minimum standards and are properly bedded and covered. Should there be
questions concerning the installation, please contact me at (970) 445-8810.
Regards,
Sam Otero, P.E.
CC:
Richard Shaw, Design Workshop
Eagle Office 11143 Capitol Street, Suite 205 1 PO Box 426 1 Eagle, CO 81631
Golden Office 114143 Denver West Parkway, Suite 170 1 Golden, CO 80401
00M'5 P: 866-934-8140 1 F:877-934-8141
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SEPTIC RISERS
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ALL UTILITY SERVICES TO E INSTALLED PER MANUFACTURE SPECIFGATIONS
AND N ACCORDANCE YAM ALL APPLIDABLE STANDARDS.
ME CONTRACTOR SHAUL OBTAIN ALL PERMITS AND APPROVALS FROM ALL
UTILITY AGENC[S PRIOR TO UTKOIES CONNECTOR AND INSTALLATION.
UTILITY CONNECTIONS AND INSTA.ATaNs SHALL BE COMPLETED BY
ERSONNEL
AUTHORIZED RONLY.
EXISTING SOILS k GEOTECHHCAL INFORMATION WAS OBTAINED FROM AN
EXISTING DINTS PERMIT NO. 960)).
• CONTRACTOR SILLLL WRIFY ALL DIMENSIONS AND ELEVATIONS PROM TO
CONSTRUGII
• CONTRACTOR SHALL VERIFY LOCATION OF Al MISTING UOLMES IN
ADVANCE OF CONSTRUCTION AND MAKE ANY OBSEWATONS THAT AFFECT
CONSTRUCTION KNOWN W ME MINER'S REPREENTATNE.
LEGEND
PROP. SANITARY` SEND LINE
—PY/—
PROP. !/H" POTABLE WATER UNE
—E —
PRIOR. ELECTRIC LINE
—G —
PROP_ GAS UNE
—T
PROP. TELEPHONE UNE
00)
PROP. CLEANOUT
EXST, FIRE N1'ORNNT
p0
DST. WATER VALVE
01
EXE, TELEPHONE RISER
Ek.
EXST. CAS METER
�.
EXST. GAS VALVE
TEST W LOATON
V
PERCOLATION TEST LOCATION
\ / vP-3 j1 ♦718925
AS -BUILT NOTE:
ME AS -BURT COINDnIONS ON M5 PLAN REPRESENT ME
CONSTRUCTED CONg1ONS OF ME PROROSED SEPTIC
A y` _ / SDIERSNOW ON 6 PLAN IS�� OR DAILY PROPOSED
FORMAWN ONLY.
J $ / PROP. pSTIBTRITION \ PROP. FENCE
®PROP. 69EWATON
A PIPES (IPJ ° %°�A(19') , PROP. SEPTIC SYSTEM SIZING INFORMATION
Fla v
/ E`M4�NpN / 10 / / ® NUMBER OF
1 MOR OOHS .55
/ ♦4',y f(0 / /f it GALLONS PER DAY (GRID) PER PERSON - 75
/ / / / ICS / PERSONS PER BEDROOM - 2
/I. ♦'/•/"/F M, .1•N PERC RATE - 21 MPI
DST. MTIurY / // / 106 W / PROP. SEPTIC TANK SIZE:
EASEMENT 1, // // / / VOLUME - TOTAL GPD X 2 PERSONS X (L5 X N0, BEDROOMS) X ( A HOURS Y
OR
1.108 GAL - 755 x 2 x (IS X 5) XLEACH
EASEMENTNT SEPTIC TANK ROUNDED TO
/f / A / PROP. ABSORPTION AREA SIZE
AREA.RM(�RIj
/ / (/ 1A0 SI..1.. (IL5) 21
/ 01TS5 W t IF/ ML/ PM- 1.1 PER OWiS REGUTATIONS
APST/ SEPTIC PROLTION OO- 1.5 X 22 PERSONS X NO. BEDROOMS X 75 GPD
ABSOpgfgN RELIC 1.125 - IS X 2 X 5 X 75
OR
/ / � 1 PERC RATE
I •N
RPIION TRENCMA %J i 9t] 8EQUcwNs
•FIRM A TOTAL OF ]• 1.. AS PER COONIY OWNS REGULAR(NNS
ELM
NFILTRATOR OUICA. S�p ^ • A ]0; REDOCTION 19 PERMITTED FOR ME USAGE OF GRAVELLE55 CNIABERS.
L.LM (3 TPEYICNFS AT 100' L ® � A A 2Mt REDUCTION IS PERMIREO FOR ME USAGE OF DOSMG BY PIMPS.
712 SF.- .. S.F. % (0.30 (GRAVELlE55 REDUCTION) .0.20 (DOSING REDUCTION))
)CACTI-•, N -/y , . •TW ouK mmDA CN,Nml R
1' 24 CIMMBE16 - 722 S.F. /9.87 S.P.
4 6 ) B 1 9 1 10
ROARING RIVER
RANCH
ROARING RIVER RANCH LLC
ASPEN VILLAGE RIVER HOMES - LOT!
PITMN COUNTY, COLORADO
AS -BUILT
I A pFro>/1q ntMSMN -sunt ssRW I
! l l IElELiO MR EO6IBICIpII
DATE:
ROARING RIVER RANCH
UTILITY PIAN
K -TIF
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F
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SEPTIC FIELD PRIOR TO BACKFILL
SEPTIC TANK DETAIL
SCN_E: NTS
SEE LANDSCAPE MATERIAL
SERIES PLANS FOR SURFACE
TREATMENT
8
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rJ
hmm.
1. D-OUTSIOE DIAMETER OF PAVE.
CLASS A PIPE TRENCH DETAIL
SCALE: NTS
10007 1 3
GRIDS
SEPTIC AND PUMP TANKS PRIOR TO BACKFILL
ACCESS
LID
WATERRGNT HEAW DUTY
PPLY TANK RISER TYP.
.PING
HIGH WATER .R TANK ADAPTER RING TYP.
AM FLOAT
CONCRETE
PUMP TANK
i
(sB'xse')
_ P' PURECORE 400 PS.1.
AY INLET SLAT Yd- PER FO
HALLODRNN BACK TO TANKNAFTER
i�nnx� EACH PUMP CYCLE
i TO TANKS SHALL BE SUBMERSIBLE WASTEWATER PUMP (1/4 HP)
T ANO SOIL -TKAs. GOULD PUMP MODEL NO. 3885
CODE WE051IHN OR EOUAL
WITH DUCK DISCONNECT
SEPTIC PUMP TANK DETAIL
SCALE: NTS
Q //I
O
i
>io
SCALE: I'-1'-0'
AS—BUILT NOTE:
THE TAS -WART CONDRIONS ON THIS PLW REPRESENT THE
CONSTRUCTED CONDITIONS OF THE PROPOSED SEPTIC
SEWER SYSTEM ONLY. ADOITO A PRCP05ED INFORMATION
SHOW ON THIS PUN 5 SHOWN FOR WFORWTION ONLY.
TYPICAL LATERAL
CLEANOUT DETAIL
SCALE: NTS
3 1 4 1 5 1 1 1T 1 B 1 10
ROARING RIVER
RANCH
ROARING RIVER RANCH LLC
ASPEN VILLAGE WVER HOMES - LOTS
PITION COUNTY. COLORADO
CONSULTANTS:
P NNRMNw4,31.
AS -BUILT
I PROJECT MANAGER: W. OlIER01
ROARING RIVER RANCH
UTILITY DETAILS
SHEET NUMBER:
Coos
r
Carla Ostberg
From:
Carla Ostberg
Sent:
Wednesday, July 21, 2010 9:36 AM
To:
'William Dorais'
Subject:
RE: Hi from Bill Dorais
0
Bill, I really feel that you are being led in the wrong direction with his pump. It is a
cheaper style pump (there are better ones out there) but still could be installed in a more
user-friendly manner with a quick disconnect at the top of the riser rather than at the
bottom of the tank. It's not a matter of IF the pump will need to be serviced, but when. If
installed as Chris has described, they will have to do a confined space entry per OSHA
requirements and general common sense to be safe. You NEVER want to go into a septic tank
unless it's absolutely necessary - and with the pumps and applications that are available
today, this should not be necessary.
In addition, I'm extremely disappointed that no one from the engineering firm is able to
complete an installation observation in a timely manner. The more time the system sits open,
the more chance of compromising something with the installation that was done properly to
begin with. We do have rain in the forecast and it is best to get that covered asap. In my
mind, a week or 2 lag time for the observation is simply unacceptable. Most engineers we
work with, even if they are working out of Denver, ask for maybe a 48 hour window to do the
inspection. And, if they are not available, they hire someone to conduct the installation
observation on their behalf so the installer can cover the system.
If you wouldn't mind passing my comments along to Brad and Mike, that would be helpful. I
don't mean to be harsh, and I'm happy to talk to Chris directly, but I'm a little
disappointed in both their engineering choices for this system as well as their operational
protocol. Please call me if you have questions.
Carla Ostberg, MPH, REHS
Environmental Health Manager
Pitkin County Environmental Health
970-920-5438
-----Original Message -----
From: William Dorais [mailto:wdorais@gmail.com]
Sent: Tuesday, July 20, 2010 6:50 PM
To: Carla Ostberg
Subject: Fwd: Hi from Bill Dorais
---------- Forwarded message ----------
From: Chris Snyder <chris.snyder@8140partners.com>
Date: Tue, 20 Jul 2010 12:25:31 -0400
Subject: RE: Hi from Bill Dorais
To: William Dorais <wdorais@gmail.com>
Hi Bill - Thanks for the pictures.
Sam Otero (my boss) lives in Eagle and will be able to stop by next
week to take a look at the tanks and leach field. He's on vacation
this week and I'm also away for business.
From what I understand from the contractor, they may need to reset the
tanks anyways due to a missunderstanding between the architect and us,
_ t
OOOO',3
though I'm waiting to hear mopfrom the contractor. •
As far as someone reaching the pump in the pump tank for maintanence.
We figured that if the pump needed to be serviced, they would first
pump the effluent from the pump tank with a pump truck, and then climb
into the pump tank to service it. The reasoning for this approach was
that due to the depth of the pump tank, it would be easier to access
the pump from inside the tank verses trying to reach/hang into the
tank (from the top) to service the pump.
(Send via Smartphone)
-----Original Message -----
From: William Dorais [mailto:wdorais@gmail.com]
Sent: Monday, July 19, 2010 7:47 PM
To: Chris Snyder
Subject: Hi from Bill Dorais
Chris We had Carla Ostberg, from Oitkin County OSW. out this afternoon
to inspect the work that we have completed. She wants to add observation
ports on end inflitrator panels to the west, she said everything else looked
good. She wants you to look at it also, before we can cover field. Please call
me tues. and let me know you schedule. We also have concerns on being
able to reach the discharge pump, if it has to be replaced in the future. We
have steps in the 48 inch diam. riser above the pump tank where we can
lay on top of tank, but we are not able to reach to the depth of the discharge
elevation you requested .. Hope to hear from you tommorow
Bill D.
Email secured by Check Point
z
0 0
OWTS DESIGN CALCULATIONS - for Pitkin
Owner's Name ..:. ti•Parcel lD#*;.`4^.r.:;t••.
House Size (sq. ft.)1.a1; 4 - (75 gpd or 100 gpd)
75
Number of Bedrooms in Main House
alswim
Number of Offices, Libraries, Studies, Similar -sized Rooms in Main House
Number of Bedrooms in Detached Caretaker unit
MMLI
Number of Offices, Studies, Similar -sized Rooms in Caretaker Unit
(If the caretaker unit is ATTACHED, treat as if put of main house.)
Average Daily Waste Flow 750
State Review Required? no
Pere Rate AWO (1)
Design Flow (Q) = # potential bedrooms X 2 people/bedroom X gpd X 1.5
Q= 1125
Minimum tank capacity 1406 gallons
Absorption Area (=Q/5 X SART pert rate)(1.4 loading factor)
A = 1,444 sq. ft. of absorption area required
Absorption Area (=Q/5 X SQRT perc rate) WITH SECONDARY TREATMENT (no loading factor)
A= 1,031 sq. ft. of absorption area required
Abs. Area w/ loading factor (B25) Trench Bed
Quick4 Trench
Quick4 Bed
Pipe and Gravel (-10%) 1299 no red. 1444
132
146
Dosing (-20%) 1155 (-20%) UK
117
117
Chambers (-30"�) 1010 (-10%) 1299
102
132
Max Allowable (iw� 722 (-30x) 1010
73
102
Secondary Treatment
Abs Area w/ out loading factor (B28) Trench Bed
Pipe and Gravel (-10-.) 928 no red. 1031
94
104
Dosing (-20%) 825 (40%) M
84
84
Chambers (-an%) 772 (-10%) 929
73
94
Max Allowable (-50".q 516 (-30%) 722
52
73
110
SETBACK FROM WELL
# of feet =
60
SETBACK FROM POND, STREAM OR IRRIGATION DITCH
# of feet =
35
SETBACK FROM DRY GULCH
# of feet —
INIIGPl01
Parcel Detail • • Page 1 of 3
Pitkin County Assessor/Treasurer
Parcel Detail Information
Assessor/Treasurer PropertySearch I Assessor Subs LQuery I Assessor Sales Search
Clerk & Recorder Reception Search
Basic Building Characteristics I Tax Information
Parcel Detail I Value Detail I Sales Detail I Residential/Commercial Improvement Detail
Land Detail I Photographs
000011
Tax AreaI
Account Number I Parcel Number 2009 Mill Levy
057 j
R013286 264306401001 21.125
Owner Name and Address
ROARING RIVER RANCH LLC
2929 LAZY LANE
HOUSTON, TX 77019
Legal Description
Subdivision: ASPEN VILLAGE RIVER HOMES Lot: 1 Section: 4
Township: 9 Range: 85 LOT 1 SEC 6 & 4-9-85
Location
Physical Address:
HWY 82 SNOWMASS
Subdivision:
ASPEN VILLAGE RIVER
HOMES
Land Acres:4.3600001335144
Land Sq Ft:
0
Section Township Range
4=1 9 85
2010 Property Tax Valuation Information
Actual Valu I Assessed Value
Land: j 3,10g00j 899,000
http://pitkinassessor.org/assessor/Parcel.asp?AccountNumber=RO13286 5/26/2010
Parcel Detail
Improvements:I 0
Total: 3,100,000 1 899,000
Sale Date: I 10/4/2001
Sale Price: 3,100,000
Basic Building Characteristics
Number of Residential 0
Buildings:
Number of Comm/Ind 0
Buildings:
No Building Records Found
Tax Information
ce Due as of 5/24/2010
nt Year Balance Due
luent Years' Balance Due
Balance Due
Tax Year
Due In Tax + Special Assessment Amount
2009
2010 $18,991.36
2008
2009 $17,958.96
2007
2008 $17,215.12
2006
2007 $15,897.24
2005
2006 $15,126.40
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000012
http://pitkinassessor.org/assessor/Parcel.asp?AccountNumber--RO 13 286
5/26/2010
Parcel Detail • • Page 3 of 3
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ROARING FORK RIVER
GENERAL NOTES:
--- �--
ALL UTILITY SERVICES ToBE LED PER TANDFN
ACRE SPECRlGT10N5
AND IN ALCgiDANCE WITH KLL APPA➢PIICABtE STANDARDS
`�\`���/ '\`• _ ' - - -, _+1 L_ T\ _ _ J.y. • THE CONTRACTOR SHALL OBTAIN ALL PERMITS AND APPROVALS FROM ALL
`IrIPPRO BWT N - - -- UTNTY AGENCIES PRIOR TO U ILInES CONNECTION AND INSTQLAnON.
FUDODWI
l71� - . UTIUTY CONNECTIONS AND INSTKunDNS SNALL BE COMPLETED BY
%• _ _ EXIST _ - - AUTHORIZED PERSONNEL ONLY
'\` ENVELOPE
_.
f _ • EXISTING SOILS k GEOIEO 9W INFORMATION WAS OBTAINED MOM AN
ENVELOPE EXISTING OWfS PERMIT NO 960Tr.
/ . CONTRACTOR SHALE VERIFY ALL DIMENSIONS AND ELEVATIONS PRKKV TO
PROP.
_.�__ _ --_ _____-
IANDSCM�I D / � CC 1 _ CONSTRUCTION.
a e SCHEDULE
- PROP. 40 pyD PIPE /� _ - -- . CONTRACTOR SH•LL VEIRM CANTON E ALL EXISTING THAT
IN
la / BUILDING PROP - _->>- - "- - - ADVANCE TI CgNOWN TO AND NER* ANY OBSEMATWE. TINT ISFECT
\`�. ��,[ UP• ) PROP v", lArvx SEPTIC TANK YIiH RISERS----"-"_� _ CONSTRUCTION RENOWN TO THE OWNER'S REPRESENTATNE.
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PROP. ABSORPTION TRENCHES
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(3 TNEWINES AT IN' LORD X 3' WIDE)
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PLAN �/ 0
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NOTES:
PPS
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CONNECT TO EXISTING GASLINE AND PROVIDE GAS METER AND GAS
—0—
PROP GAS LINE
VALVES AS RECURRED PER UTILITY OWNER STANDARDS
-_ •'��
O
CONNECT TO EXISTING WATERLINE AT EXISTING WATER VALVE AND
B
EXIST. FIRE HYDRANT
PROWDE WATER METER AS REQUIRED PER UTWN OWNER STANDARDS
7155_
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CONNECT TO EXISTING ELECTRICAL VAULT AND PROVIDE ELECTRIC
METER PER UTILRY OWNER STANDARDS,
EL
OCONNECT
TO EXISTING TELEPHONE RISER PER UDLM STANDARDS.
/
e
CONNECT UTILITIES TO PROPOSED BUILDING PER LOCAL UTILITY
Q
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STANDARDS AND CODE.
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(INSTALL TOP Di DISTPIBUiION BOX t0 MATCH PROP. GRADE)
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/
f" 60 /HILL NOi INSTALL / \
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CASEMENTEXST ADDL
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PROP. ABSORPTION TRENCHES
INFL TOR CUUICKa ASTANOMDE CHAMBERS
(3 TNEWINES AT IN' LORD X 3' WIDE)
I P-1 I
PLAN �/ 0
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— PW—
PROP. 3/4- POTABLE WATER ONE
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PROP. WIRARY SEINER LINE
—E —
PROP. ELECTRIC LINE
—0—
PROP GAS LINE
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PROP. TELEPHONE LINE
ODO
PROP CLEANOIn
Ty(
EXIST. FIRE HYDRANT
W
EXST, WATER VALVE
O
EXST. TELEPHONE RISER
EL
EXST. GAS METER
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Exv. CAS VALVE
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ZEST PIT LOCATION
Q
PERCOLATION TEST LOCATION
PROP. SEPTIC SYSTEM SIZING INFORMATION
• NUMBER OF BEDROOMS -5
• NUMBER OF BATHROOMS= 5
•
GAL -ONS PER DAY (GPD) PER PERSON = 75
• PERSONS PER BEDROOM - 2
• PERC RATE - 21 MPI
PROP. SEPTIC TANK SIZE:
HOURS
VOLUME = TOTAL GPD X 2 PERSONS X (1.5 X N0. BEDROOMS) X l2A HWNS WY J
OR
75 X 2 X (1 5 X 5) X ( 2 )
SEPTIC TANK ROUNDED TO 1.500 C L1ON<
PROP, ABSORPTION AREA SIZE:
AREA PvI3i„
- 1.NA S.F. =I ! (Imp) 21
PU • I A PER OWES REGULATIONS
OD- 1.5 X 2 PERSONS X NO BEDROOMS X 75 GRD
OR
1,125= 1.5A 2 A 5 X 75
1 - PERC RATE
PRWP a�ORPT ON Me��C�R����S.
AS PER COUNIT OATS REGULATIONS
• A 30W REDUCTION IS PERMRTED FOR THE USAGE OF GRAVEUESS CHAMBERS.
• A 20Z REDUCTION IS PERMITTED FOR THE USAGE OF DOSING BY PUMPS
4122 S.F. = 1.444 SE X (0.30 (GRAVELLESS REDUCTION) + 0.20 (DOSING REDUCTION))
ROARING RIVER
RANCH
ROARING RIVER RANCH LLC
ASPEN VILLAGE RIVER HOMES - LOT 1
PRKIN COUNTY, COLORADO
914OP&MMM LLC
P R -
1 3 0113/10 RELEASED FDR ODRiRUCRDB 1
PROTECT MPNACER. W OTERO
DRAWN BY: C. LOAM
CHECKED Fc C SNYOEN
ROARING RIVER RANCH
UTILITY PLAN
CBO5
F
PROP GRADE
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Ll' MIN
uomL
_LEVEL
9"0 INLET
\ 14" MIN, 3
TRANSFER
PORT
S
C PRECAST %.. � S
Q
OG TANK TSG
s' SEPTIC TANK DETAIL
SCALE NTS
ACCESS
UO TYP
SEPTIC SYSTEM PROFILE
Sc 1'.10'
NOTE
PIPE TRENCH SHALL BE CLASS B PIPE
TRENCH UNLESS NOTED OTHERWISE
pm
F-f%ST GROUND
G
PROP GRACE
WATERTIGHT ACCESS
PROP. GRADE 1- -
• 1 SCHEDULE
PROP PROP_
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_
PROP
G cLEANouT
_
NOTE
EL 7165.20
EL 916] W
2" 160 PSI COIL PLASTIC PIPE
CLASS A PIPE TRENCH DETAIL
�K r
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OR AS REOUIRED PER
WATERTIGHT HEAVY DUTY'
g PROP
PUMP TANK MANUFACTURE
PROP
SEPTIC o �S PU ITF
SPECIMATIONS
r
7µK
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PROP
BUILDING
A
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LIMITS
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PROP GRADE
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9"0 INLET
\ 14" MIN, 3
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PORT
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C PRECAST %.. � S
Q
OG TANK TSG
s' SEPTIC TANK DETAIL
SCALE NTS
ACCESS
UO TYP
SEPTIC SYSTEM PROFILE
Sc 1'.10'
NOTE
PIPE TRENCH SHALL BE CLASS B PIPE
TRENCH UNLESS NOTED OTHERWISE
NOTE'
1. ALL JOINTS TO TANKS SHALL EE SUBMERSIBLE WASTEWATER PUMP (I/2 HP)
WATERTIGHT AND SOIL -TIGHT. COULD PUMP MODEL N0..SHS
CODE WE0511HH OR EQUAL
SEPTIC PUMP TANK DETAIL
SCALE. HIS
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PROP GRACE
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NOTE
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SCARIFY E%IST TRENCH
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CLASS A PIPE TRENCH DETAIL
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SCALENTS
WATERTIGHT HEAVY DUTY'
2
HORE TANK RISER TYP.
r
WATERTIGHT HEAVY DUTY
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HOPE TANK RISEN TYP.
TANK ADAPTER PING ttP.
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20"P
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ALARM FLOAT
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2" 160 P51 LOLL PLASTIC PIPE
AS REQUIRED
(MANUFACTURE
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PUMP TANOR
4EACH
�'
SLOPED AT IL' PER FOOT MIN.
SHALL DRAIN BACK TO TANK AFTER
LIQUID
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NOTE'
1. ALL JOINTS TO TANKS SHALL EE SUBMERSIBLE WASTEWATER PUMP (I/2 HP)
WATERTIGHT AND SOIL -TIGHT. COULD PUMP MODEL N0..SHS
CODE WE0511HH OR EQUAL
SEPTIC PUMP TANK DETAIL
SCALE. HIS
NOTF:
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SCALE: NTS
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TOP SOIL
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SCARIFY E%IST TRENCH
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TYPICAL ABSORPTION TRENCH
DETAIL
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TYPICAL LATERAL
CLEANOUT DETAIL
SCALE HIS
ROARING RIVER
RANCH
ROARING RIVER RANCH LLC
ASPEN VILLAGE RIVER HOMES -LOT 3
PITKIN COUNTY. COLORADO
mLsuLrALJrs.
1140 P.�. 1 LC
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10-H, CO BIIIIIL•36
Pham 14. MIA.. I.
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F'LI
PROJECT
ROARING RIVER RANCH
UTILITY DETAILS
C006
0 •
C�ecPtech
HEPWORTH-PAWLAK GEOTECHNICAL
GEOTECHNICAL ENGINEERING STUDY
PROPOSED GUEST RESIDENCE
LOT 3, ASPEN VILLAGE RIVER HOMES
HIGHWAY 82 NORTH OF ASPEN
PITKIN COUNTY, COLORADO
JOB NO. 109 414A
DECEMBER 28, 2009
v�
Q@� aq".
PREPARED FOR:
DESIGN WORKSHOP, INC.
ATTN: MIKE ALBERT
120 EAST MAIN STREET
ASPEN, COLORADO 81611
000011
171
TABLE OF CONTENTS
PURPOSE AND SCOPE OF STUDY........................................................................
FIGURE
- 1 -
BACKGROUND INFORMATION...................................................... I.....................
- 1 -
PROPOSED CONSTRUCTION.................................................................................
- 2 -
-SITESITE
CONDITIONS...................................................................................................
- 3 -
-GEOLOGIC
GEOLOGIC CONDITIONS........................................................................................
3 -
-FIELFIELD
D EXPLORATION.............................................................................................
3 -
-SUBSURFACE
SUBSURFACE CONDITIONS...................................................................................4-
ENGINEERING ANALYSIS......................................................................................
4 -
-DESIGN
DESIGN RECOMMENDATIONS.............................................................................
- 5 -
SLOPE STABILITY AND SITE GRADING...........................................................
5 -
FOUNDATIONS....................................................................................................
- 6 -
FOUNDATION AND RETAINING WALLS..........................................................
7 -
FLOORSLABS......................................................................................................
- 8 -
UNDERDRAINSYSTEM.......................................................................................
9 -
SURFACEDRAINAGE..........................................................................................
9 -
PAVEMENT SECTION THICKNESS..................................................................
10-
LIMITATIONS........................................................................................................ -
10-
0-
FIGURE 1 - LOCATION OF EXPLORATORY PITS
FIGURE 2 - LOGS OF EXPLORATORY PITS
FIGURE 3 - GRADATION TEST RESULTS
00001%
0 •
PURPOSE AND SCOPE OF STUDY
This report presents the results of a geotechnical engineering study for a proposed guest
residence to be located on Lot 3, Aspen Village River Homes, also known as Roaring
River Ranch, Highway 82 north of Aspen, Pitkin County, Colorado. Other landscape
development is proposed on Lot 2 and Parcel B of Aspen River Homes. The project site
is shown on Figure 1. The purpose of the study was to develop recommendations for the
foundation design and evaluate the slope stability of the site with respect to the proposed
development. The study was conducted in general accordance with our proposal for
geotechnical engineering services to Design Workshop, Inc. dated November 23, 2009.
Percolation testing discussed in the proposal has been eliminated at this time.
A field exploration program consisting of exploratory pits 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 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. The report includes a discussion of the stability of the
steep slopes on the lot as well as recommendations for construction on and near the
slopes.
BACKGROUND INFORMATION
Hepworth-Pawlak Geotechnical has performed previous geotechnical studies at Roaring
River Ranch. These Studies include:
Review of Boulder Wall Condition, Lot Z Aspen Village River Homes, Pitkin
County, Colorado, Job No. 102 441, Dated June 28, 2002.
Job No. 109 414A c�tect,,,1
[1
-2-
• Subsoil Study for Foundation Design, Proposed Residence, Lot 1, Aspen Village
River Homes, Pitkin County, Colorado, Job No. 197 550, report dated October 17,
1997.
• Subsoil Study for Foundation Design, Proposed Residences, Lots 1 and 2, Aspen
Village River Homes, Across Highway 82 from Aspen Village, Pitkin County,
Colorado, Job No. 194 344-1, report dated October 8, 1996.
• Subsurface Study for Lining of Proposed Ponds, Riverwaod Ranch Estates, Across
Highway 82 from Aspen Village, Pitkin County, Colorado, Job No. 194 344,
report dated October 12, 1994.
Information from these reports has been reviewed and considered in the preparation of
this report.
PROPOSED CONSTRUCTION
The guest residence will be located on the lot approximately as shown on Figure I and
consist of a two story split level structure with a partial basement. Ground floors will be
a combination of slab -on -grade and structurally supported over crawlspace. The detached
slab -on -grade garage and access drive will be located above the guest residence near the
existing barn, see Figure 1. Porch and exterior slabs for the residence, and the garage
area driveway, will be located near the top of slope down to the Roaring Fork River along
the east side of the lot. Walkways and stairs will be located on the slopes stepping down
to the north and northwest. Grading for the structures is assumed to be relatively minor
from the review of the grading plan with cut depths between about 3 to 8 feet. We
assume relatively light foundation loadings, typical of the proposed type of construction.
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.
Job No. 109 414A Gg;teCh
000020
0 •
-3-
SITE CONDITIONS
The lot is vacant and the ground surface appears mostly natural. The terrain at the site
transitions fi•om an upper, relatively flat terrace down to an intermediate, strongly sloping
terrace area where the guest residence is planned, then down to relatively flat ground
adjacent the Roaring Fork River. The intervening slope down to the north between the
upper and intermediate terrace is steep, on the order of 35 to 50%, and about 15 feet high.
The intervening slope down to the north from the intermediate terrace to the relatively flat
terrain near the river is moderately steep, on the order of 25%, and about 15 feet high.
Along the east side of these terrace areas is a very steep slope down to the Roaring Fork
River. The very steep slope below the upper terrace where the garage and drive is
planned is about 1 `/< horizontal to I vertical (80%) and 40 feet high. The slope down
from the intermediate terrace where the guest residence is planned is about 1 h horizontal
to 1 vertical (67%) and 25 feet high. The slopes are vegetated and no signs of instability
or seepage were observed. The vegetation consists of grass, weeds and sage brush with
occasional evergreen trees. About 8 to 12 inches of snow covered the site at the time of
our field exploration.
GEOLOGIC CONDITIONS
The surficial soil deposits at the site are older coarse granular river terrace deposits
consisting of sandy gravel and cobbles with boulders. The underlying bedrock is the
Maroon Formation. Potential geologic hazards at the site appear limited to the steep
slopes and the potential for construction induced slope instability. The steep slopes at the
site appear stable and the project should be planned, designed and constructed to limit
impacts to the slopes. A further discussion of the slopes and recommendations for
construction on and near the slopes is provided below in the report.
FIELD EXPLORATION
The field exploration for the project was conducted on December 16, 2009. Four
exploratory pits were excavated at the locations shown on Figure 1 to evaluate the
C P✓ n L Job No. 109 414A G( (&eCh
0
subsurface conditions. The pits were dug with a rubber -tire backhoe. The pits were
logged by a representative of Hepworth-Pawlak Geotechnical, Inc.
Samples of the subsoils were taken with disturbed sampling methods. Depths at which
the samples were taken are shown on the Logs of Exploratory Pits, Figure 2. Undisturbed
sampling of the subsoils was not possible due to the rock content. 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, below about %: to 1 foot of organic topsoil, consisted of relatively dense,
silty to slightly silty sandy gravel and cobbles with boulders that extended down to the pit
depths of 6 to 8 feet. Digging in the dense granular soils with the rubber tire backhoe was
difficult due to the cobbles and boulders.
Laboratory testing performed on samples obtained from the pits consisted of gradation
analyses. Results of gradation analyses performed on disturbed bulk samples (minus 3
inch fraction) of the coarse granular subsoils are shown on Figure 3.
No free water was encountered in the pits at the time of excavation and the subsoils were
moist to slightly moist with depth.
ENGINEERING ANALYSIS
Development of the site as planned should be feasible based on geotechnical
considerations. The existing slopes on the site appear currently stable. The development
should be carefully planned, designed and constructed to limit impacts to the slopes and
cause potential for construction induced instability.
The natural coarse granular soils possess moderate bearing capacity and low settlement
potential, and spread footings bearing on these soils should be suitable for foundation
support of the buildings and other facilities. Footings adjacent the very steep slope along
the east side if the site may need to be deepened to achieve the recommended set -back.
Job No. 109 414A
000002
Gtech
0 •
5 -
DESIGN RECOMMENDATIONS
SLOPE STABILITY AND SITE GRADING
A formal slope stability analyses for the site development was not performed. Our
conclusions and recommendations are based on our experience in the area with similar
subsurface and slope conditions. Based on the proposed site and grading plans, the
proposed construction appears feasible with the recommendations provided below.
The risk of construction -induced slope instability at the site appears low provided the
facilities have adequate set -back from the very steep slopes along the east side of the site,
and cut and fill depths are limited. Foundations located near the top of slopes should
have adequate set -back or depth to penetrate an imaginary 1% horizontal to 1 vertical line
extended up from the bottom of the slope. In general, patios and drives near the very
steep slope along the east side of the site should be set back horizontally at least 5 feet on
the intermediate bench in the area of the guest residence and 10 feet on the upper terrace
in the area of the garage/drive. The walkway/stairs that transition the moderately steep, to
steep north facing, slopes should have minor impact on slope stability due to the limited
cuts and fills proposed. Surface water should not be allowed to discharge down the
slopes at the site uncontrolled but rather collected and discharged in rip -rap or lined
channels, or piped away from the slopes.
We assume the cut depths for the basement level will not exceed one level, about 8 to 10
feet. Fills should be limited to about 6 to 8 feet deep and be compacted to at least 95% of
the maximum standard Proctor density near optimum moisture content. The current
proposed grading plan appears to meet the cut and fill depth recommendations. 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 horizontally into the portions of the site exceeding 20% grade and not
placed on slopes steeper than 50%.
OJn.M Job No. 109 414A -GecPteCh
s
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. The risk of slope
instability will be increased if seepage is encountered in cuts and flatter slopes may be
necessary.
FOUNDATIONS
Considering the subsurface conditions encountered in the exploratory pits and the nature
of the proposed construction, we recommend the buildings and other facilities be founded
with spread footings bearing on the natural granular coarse soils.
The design and construction criteria presented below should be observed for a spread
footing foundation system.
1) Footings placed on the undisturbed natural coarse granular soils should be
designed for an allowable bearing pressure of 3,000 psf. Based on
experience, we expect settlement of footings designed and constructed as
discussed in this section will be about 1 inch or less.
2) To not adversely impact slope stability, footings placed adjacent to steep
slopes should penetrate an imaginary 1 %x horizontal to 1 vertical line drain
up from the base of the slope. The depth/set-back should be approximated
during the design and field verified at the time of construction.
3) The footings should have a minimum width of 16 inches for continuous
walls and 2 feet for isolated pads.
4) 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.
5) Continuous foundation walls should be reinforced top and bottom to span
Job No. 109 414A
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.
E
-7-
0
6) All existing fill, topsoil and any loose or disturbed soils should be removed
and the footing bearing level extended down to the relatively dense natural
coarse granular soils. The exposed soils in footing area should then be
moistened and compacted.
7) 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 50 pcf
for backfill consisting of the on-site granular soils. Cantilevered retaining structures
which are separate from the buildings 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. The wall backfill should not contain
vegetation, topsoil or oversized rocks.
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 optimum. 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
CJ00 j J lob No.1094f4A Meth
0
0
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
calculated based on a coefficient of friction of 0.50. Passive pressure of compacted
backfill against the sides of the footings can be calculated using an equivalent fluid unit
weight of 400 pef. 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 well graded 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. 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 rocks.
Job No. 109 414A Gey E
0000 G
0
W
UNDERDRAIN SYSTEM
0
Although free water was not encountered during our exploration, it has been our
experience in the area that local perched groundwater can develop during times of heavy
precipitation or seasonal runoff. Frozen ground during spring runoff can also 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% feet deep.
SURFACE DRAINAGE
The following drainage precautions should be observed during construction and
maintained at all times after the buildings have 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 buildings should be
sloped to drain away from the foundation in all directions. We
recommend a minimum slope of 6 inches in the first 10 feet (5%) in
unpaved areas and a minimum slope of 3 inches in the first 10 feet (2h%)
in paved areas.
CvnUL Job No. log 414A
P
-10-
0
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 5 feet from foundation walls.
PAVEMENT SECTION THICKNESS
The subgrade soils encountered at the site, below topsoil, consist of silty sandy gravel and
cobbles which are considered a relatively good support for pavement sections. We
assume relatively light traffic for the access drive consisting of automobiles, pick-up
trucks and occasional delivery type trucks. Based on our experience, we estimate an 18
kip EDLA of about 5 for the assumed traffic. Assuming the above traffic loading, a
Hveem "R" value of the granular subgradc soils of about 50, a Regional Factor of 2.0 and
a serviceability index of 2.0, we recommend the pavement section thickness for the
access drive and parking areas consist of at least 3 inches of asphalt on 8 inches of base
course. For portland cement concrete pavement, we recommend a minimum section of
51/2 inches of concrete on 4 inches of base course.
The asphalt should be a batched hot mix, approved by the engineer and placed and
compacted to the project specifications. The concrete should have a minimum 28 day
compressive strength of 4,500 psi and be air entrained. The base course should meet
CDOT Class 6 specifications. All base course and required subgrade fill should be
compacted to at least 95% of the maximum standard Proctor density at a moisture content
within 2% of optimum.
LIMITATIONS
This study has been conducted in accordance with generally accepted geotechnical
engineering principles and practices in this area at this time. We make no warranty either
express or implied. The conclusions and recommendations submitted in this report are
based upon the data obtained from the exploratory pits excavated at the locations
indicated on Figure 1, the proposed type of construction and our experience in the area.
Our services do not include determining the presence, prevention or possibility of mold or
Job No. 109 414A
0000L3
0 •
other biological contaminants (MOBC) developing in the future. If the client is
concerned about MOBC, then a professional in this special field of practice should be
consulted. Our findings include interpolation and extrapolation of the subsurface
conditions identified at the exploratory pits and variations in the subsurface conditions
may not become evident until excavation is performed. If conditions encountered during
construction appear different from those described in this report, we should be notified 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 -
David A. Younger _216
Reviewed by:
Steven L. Pawlak, P.E.
DAY/ksw
INC.
Job No. 109 414A G9&ec l
a5
APPROXIMATE
SCALE: 1'=60'
TO H2s
109 414A
�000T3
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0
LOT 2 '
EXISTING MAIN /
RESIDENCE
< ,, r
v L - LOT 3
7150_p�NG/�OP�I I 1
7
7160_ _--- 6��� I 1
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7180 \ OPOS PIT 1 / / /
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PIT 4
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-----------
LOCATION OF EXPLORATORY PITS
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Figure 1
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PIT 1 PIT 2 PIT 3 PIT 4
ELEV.= 7166' ELEV.= 7169' ELEV.= 7184' ELEV.= 718T
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10 10
LEGEND: GUEST RESIDENCE GARAGE AND DRIVEWAY
TOPSOIL; organic silty clayey sand with scattered gravel and cobbles, frozen, moist, dark brown.
GRAVEL AND COBBLES (GM); with boulders, sandy, silty to slightly silty with depth, dense, moist to slightly
moist with depth, brown, rocks are primarily rounded to sub -rounded.
Disturbed bulk sample.
NOTES:
1. Exploratory pits were excavated on December 16, 2009 with a Case 580 backhoe.
2. Locations of exploratory pits were measured approximately by pacing from features shown on the site plan
provided.
3. Elevations of exploratory pits were obtained by interpolation between contours shown on the site plan provided.
The pit logs are drawn to depth.
4. The exploratory pit 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 pit logs represent the approximate boundaries between
material types and transitions may be gradual.
6. No free water was encountered in the pits at the time of excavating. Fluctuation in water level may occur with time.
7. Laboratory Testing Results:
+4 = Percent retained on the No. 4 sieve
-200 = Percent passing No. 200 sieve
109 414A
LOGS OF EXPLORATORY PITS
Figure
2
He worth—Pawlok GeotechNcal
iJ'0031
EXISTING LO
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\ BUILDING \f
ENVELAPEI
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\ , , PIT 2
PI
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PROFILE M
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APPROXIMATE
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SLOPE DOWN
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LOT 2
'BUILDING
I�ENVELOPE
I PIT 3
�" PIT4
J
APPROXIMATE SCALE /
I° s ISO'
194 3441 HEPWORTH - PAWLAK LRATION OF EXPLORATORY PI1
GEOTECHNICAL, INC. AND PERCOLATION TEST HOLES
000033
DEPTH - FEET
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194 344 1 HEPWORTH - PAWLAK LOGS OF EXPLORATORY PITS Fig. 2
GEOTECHNICAL, INC.
09003
•
LEGEND:
® TOPSOIL; organic sandy silt and silty sand, soft to firm, moist to wet with depth, dark brown to black.
C:I SAND (SM); sllty, trace gravel, loose, wet, brown.
GRAVEL AND COBBLES (GM -GC); sandy, silty to clayey, dense, moist, brown.
GRAVEL AND COBBLES (GM -GP); with boulders, sandy, silty to silghtly silty, dense, wet in Pits 1 to 4,
to moist in Profile Pit, mixed browns.
Disturbed bulk sample
Free water level in pit at time of observation,
NOTES:
1. Exploratory pits were excavated prior to our site visit on September 23, 1996.
2. Locations of exploratory pits were measured approximately by pacing from features shown on
the she plan provided.
3. Elevations of exploratory pits were not measured and logs of exploratory pits are drawn to depth.
4. The exploratory pit locations should be considered accurate only to the degree Implied by the
method used.
5. The lines between materials shown on the exploratory pit logs represent the approximate
boundaries between material types and transitions may be gradual.
6. Water level readings shown on the logs were made at the time and under the conditions indicated.
Fluctuations in water level may occur with time,
7. Laboratory Testing Results:
+4 = Percent retained on No. 4 sieve.
-200 = Percent passing No. 200 sieve.
PI — Plasticity Index (%)
NP = Nonplastic
184 3441 I GEOTORTH - ALWI AKC. I LEGEND AND NOTES I Fig. 3
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HEPWORTH-PAWLAK GEOTECHNICAL, INC.
JOB NO. 194 344-1
TABLE
SUMMARY OF LABORATORY TEST RESULTS
$pMHE IACATKIN
NpTUppL
Mob m
CONTENT
(1G1
NATDpgI
DRY
veN r
1%O
GRADATION
PERCENT
PA NG
N0. 200
s1E�/E
ATTEPBERG IAV Ts
DNCONPWED
STRENGTH
SOLL OR
R ROC[YVPE
PfT
DE➢TN
II,�D
GRAVEL
1%)
SAND
1%)
uOLID
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1x1
PL4ST)CCOMPRESSNE
INOE%
M)(p
2
3-332
1
78
21
j
NP
Silty sand
4
332-4
33
49
18
NP
Silty sand and gravel
Profile Pit
6-8
74
21
5
Sandy gravel with cobbles
•
•
0
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE II
PERCOLATION TEST RESULTS
JOB NO. 194 344-1
HOLE NO.
HOLE DEPTH
(INCHES)
LENGTH OF
INTERVAL
(MIN)
WATER DEPTH
AT START OF
INTERVAL
(INCHES)
WATER DEPTH
AT END OF
INTERVAL
(INCHES)
DROP IN
WATER
LEVEL
(INCHES)
AVERAGE
PERCOLATION
RATE
(MIN./INCH)
P-1
41
20
refilled
refilled
9
8
1
10
8
6 1/2
2 112
9
7
2
7
6
2
7 1/4
6 114
2
P-2
(boulder
exposed In
side and
part of hole
bottom)
40
-
20
refilled
7 314
7 1/2
114
,' 40
7 112
6 3/4
314
6 314
6 112
1/4
61/2
6
1f2
8 314
8 1/4
112
8 1/4
7 314
1/2
P-3
50
20
refilled1/2
131/4
101/2
1 314
15
11/2
81/2
2
1126
314
1 314
P9,
8
1112
8
6 112
1 i/2
Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on
September 23, 1996. Percolation tests were conducted on September 24, 1996.
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ROARING
RIVER
RANCH
GUEST
HOUSE
PITKIN COUNTY.
COLORADO
DATE:
MAY 13.2010
DRAM BY -
RL
CHECKED BY.
TK
PROJECT NUMBER.
09150
ISSUE.
100%CONSTRUCTION
DOCUMENIS
REVISIONS_
LOWER LEVEL
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GUEST
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PITKIN COUNTY,
COLORADO
DATE:
MAY 13.2010
D"" BY:
RL
CHECKED BY:
TK
PROJECT NUMBER:
08150
ISSUE.
100%C0NS11iUCTION
DOCUMENTS
REVISIONS:
MAIN LEVEL
FLOOR PLAN
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oGCREVANCIEs wsroLkRFO OONOTw,LF FLOOR PLAN
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• 0
ASPEN VILLAGE METROPOLITAN DISTRICT
711 E. Valley Rd., Stuite 103 Basalt, Colorado 81621 (970) 273-3100 FAX (970) 273-3105
Donnie Lee, President Richard Jackson, Vice -President David Ritter, Treasurer
Mike Haman, Secretary Brent Ford, Director Michael Kiernan, Manager
Design Workshop
Mike Albert & Richard Shaw
I20 East Main Street
Aspen, CO 8I6I I
Re: Proof of Adequate Water Supply and Water Tap Fee for
Lot 3, Aspen Village River Homes Subdivision
April 20, 20I0
Mr. Albert and Mr. Shaw,
As per our conversation, I am sending a letter along to clarify the issue of water taps fee
for your project- While the property falls within the Aspen Village Metropoliran District,
we are still in the process of determining the appropriate cost of the fee. In the spirit of
cooperation and to ensure a timely application process for the remainder of your project,
on behalf of the District, we recognize that Lot 3 of Aspen Village River Homes falls
within the service district, and confirms that the District has sufficient water to supply the
development and has agreed to do so.
Therefore, I am writing to notify you that the District will provide water to
service this residential use, granting you permission to tap into the district's water source.
The existing service line is in place to the property line and is currently available for the
Parcel.
Sincerely,
By_� % l%Ciilc/t�
Michagl Kiernan
District Manager
on 0 0 4 4
0
Mr. Richard Shaw
Design Workshop, Inc.
120 East Main Street
Aspen CO 81611
0
December 14, 2009
RE: Roaring River Ranch, LLC — Water Rights and Water Resources for the Proposed
Guest House Project
Dear Richard:
This letter report presents the water resources plan and documents the water rights for
the Roaring Fork River, LLC (RRR) Guest House Project. The proposed project
includes reconstruction of an existing water feature, a single family residential structure
with detached garage, and associated landscaping. The improvements will be located
on Lot 3, a portion of Lot 2, and a portion of Parcel B, Aspen Village River Homes
Subdivision, near Woody Creek, Colorado. Each of the three water related components
are discussed below.
SUMMARY
RRR has adequate water rights and physical water supply for the proposed domestic
use, water feature and irrigation for the Guest House Project. The domestic water will
be provided by connecting to the existing Aspen Village Metropolitan District central
water system. Reconfiguration of the existing decreed water features is consistent with
the water rights and plan of augmentation in Water Court Case No. 99CW240. Irrigation
of proposed landscaping will utilize the existing pump stations on the Roaring Fork River
and existing water court decrees in Case Nos. 94CW380, 94CW381 and 99CW240. Up
to 3,000 square feet of irrigation could be supplied from the central water system.
SINGLE FAMILY RESIDENCE DOMESTIC SUPPLY
The proposed single family residence will be served by potable water from the Aspen
Village Metropolitan District (AVMD) central water system. Aspen Village River Homes
Subdivision (AVRH), Lots 1, 2 and 3 are each entitled to connect to the AVMD central
system in accordance with the Declaration of Covenants, Conditions and Restrictions of
Aspen Village River Homes recorded July 19, 1984 in Book 470, Page 216 and the
Aspen Village River Homes Subdivision Improvements Agreement recorded July 19,
1984, in Book 470, Page 163 in the records of the Pitkin County Clerk and Recorder.
Such water service is further defined in the Agreement between Aspen Village, Inc, and
Ronald and Janice Koch recorded July 21, 1988, in Book 560, Page 188. The
Agreement states that potable water service will be provided to AVRH Lots 1, 2 and 3
from the Aspen Village Central Water System for in-house uses and up to 5,000 square
feet of irrigation subject to any limitation contained in the augmentation plan.
A water main was extended from the AVMD pump house on AVRH Lot 1 to a point near
the existing RRR Barn on AVRH Parcel B. The water main terminates at a fire hydrant.
The proposed house on AVRH Lot 3 will be served by a'/. inch service line tap from the
main line near the fire hydrant. In addition to fire protection available from the AVMD
�non4�
0 0
central water system, fire protection water is available at a dry hydrant in the Pines
Grove Pond located on AVRH Parcel B near the RRR entrance from Highway 82 (see
Figure 1).
Water rights and a plan for augmentation for the AVMD central water system were
decreed in Case No. 81CW432. The engineering analysis for the water court decree
indicates that the plan of augmentation covers one dwelling unit and up to 3,000 square
feet of irrigation for each of the three AVRH lots served by the central water system.
WATER FEATURE RECONSTRUCTION
The existing water features on AVRH Lot 2 are proposed to be reconfigured to also flow
through Lot 3. The existing water features were decreed as Kinder Pond No. 1 and
waterfall, Kinder Pond No. 2 and associated stream feature and Kinder Pond No. 3 and
associated stream feature in Case No. 99CW240 (see attached Figure 1). Kinder Pond
No. 1 and waterfall will remain the same, Kinder Pond No. 2 and associated stream
feature will move onto Lot No. 3, but remain within 200 feet of the decreed location.
Kinder Pond No. 3 and associated stream feature will be slightly modified.
The source of water for the water features is the Roaring Fork River via the Kinder Pump
and Pipeline, also decreed in Case No. 99CW240. The Kinder Pump and Pipeline is
decreed as an alternate point of diversion for 0.27 cfs of the Pines Grove Pipeline
(decreed in 94CW380). The Pines Grove Pipeline water right includes up to 0.5 acre of
new irrigation on the AVRH property, stock watering, recreational and piscatorial uses.
Case No. 99CW240 includes a plan of augmentation, which in conjunction with Case
No. 94CW381, provides for evaporation from 0.09 acre of water features and 0.5 acre of
irrigation.
In summary, the water feature will be supplied from the Roaring Fork River using the
Kinder Pump and Pipeline with the Pines Grove Pipeline water right as decreed in Case
No. 99CW240. The reconfigured water feature is composed of the Kinder Pond No. 2
and associated stream feature and the Kinder Pond No. 3 and associated stream feature
water rights decreed in Case No. 99CW240. The evaporative losses are augmented
pursuant to Case No. 99CW240 in conjunction with Case No. 94CW381.
SP.I9T.'lei-J1: a12cN[4f_itfM2
Irrigated landscape for the proposed project will include small lawn areas, flower beds,
shrubs, and trees. Some disturbed areas will be revegetated with native grasses and
vegetation and will be initially watered for establishment. Based on planning and design
for the project, up to 20,000 square feet of sprinkler and drip irrigation areas may be
developed for the project.
There are four potential sources of irrigation water for the project including the AVMD
potable water supply, the Kinder Pump and Pipeline, the Pines Grove Pipeline, and the
Brush Creek Ditch (alternate point of diversion at the Pines Grove Pipeline). As
mentioned above, the AVMD water tap allows up to 3,000 square feet of irrigation. The
Kinder Pump and Pipeline diverts from the Roaring Fork River and irrigates
QnnoiiG
0 0
approximately 0.385 acre around the existing house on Lot 2. Up to 0.15 acre (the
balance of the 0.5 acre allowed pursuant to the decree in Case Nos. 99CW240 and
94CW381) could be irrigated on Lot 3 from the Kinder Pump and Pipeline. The Pines
Grove Pipeline was decreed for 0.728 cfs in Case No. 94CW380 for irrigation of 21
acres. The RRR ownership of Brush Creek Ditch was changed to an alternate point of
diversion at the Pines Grove Pipeline in Case No. 94CW381. This water court case
included Basalt Water Conservancy District (BWCD) contract water in a plan of
augmentation to replace up to 8.94 acre feet of out -of -priority diversions by the Pines
Grove Pipeline. RRR currently irrigates up to 14.4 acres with the Pines Grove Pipeline
(shoulder season irrigation) and the Brush Creek Ditch water rights diverted at the Pines
Grove Pipeline. Up to 5.6 acres could be irrigated on Lot 3 with the Pines Grove
Pipeline, but areas not historically irrigated by the Brush Creek Ditch would be subject to
curtailment from downstream senior water rights. There is enough contract water
remaining for Case No. 94CW381 to augment approximately 1.75 acres of irrigation for
the proposed project.
The recommended plan for irrigation on Lot 3 includes use of at least two and up to
three sources of legal and physical water supply. The lower terrace area of Lot 3 around
the proposed water feature includes about 5,000 square feet (0.12 acre) of irrigation and
can be irrigated with the Kinder Pump and Pipeline system that irrigates Lot 2. Up to
3,000 square feet around the proposed house could be irrigated from the potable water
system or by extension of the existing upper terrace Pines Grove Pipeline system. The
hillside and upper areas of the project around the driveway and garage should be
irrigated by extension of the existing Pines Grove Pipeline system.
In summary, RRR has adequate legal and physical water supply for landscape irrigation
of the proposed project. It is recommended that the lower terrace proposed irrigation be
integrated with the Kinder Pump and Pipeline system and the hillside/upper area
proposed irrigation be integrated into the Pines Grove Pipeline system. Use of the
potable water system for lawn, flower beds, shrubs and trees around the house can be
utilized for up to 3,000 square feet if appropriate to optimize design of the irrigation
system(s).
Please call if you have any questions or need additional information
Sincerely,
RESOURCE ENGINEERING, INC.
Michael J. Erion, P.E.
Water Resources Engineer
MJE/mmm
901-2.0
MCIentsNI ROARING RIVER RANCH
Q.01richard shag water rgts for guest hcuse.doc
CC: Art Daily, Esq. Holland & Hart LLP
00000
ALT•. i
_ PINES GROVE
PIPELINE DIVERSION
• 990`9 ' , 'LOT l
` ;o
AVMD PUMP HOUSE
r
�f
PINES GROVE
POND NO. 1
AND WATERFA
LOT 2 �.
PARCEL B
KINDER POND NO. 3
AND ASSOCIATED STREAM FEATURE
KINDER PUMP
D PIPELINE DIVERSION
1
IT 3; KINDER POND NO. 2
AND ASSOCIATED STREAM FEATURE
FIRE HYDRANT
DATE: DECEMBER 14, 2009 JOB NUMBER: 901-2.0 1 DRAWN BY: RKM CHECKED BY: MJE I SCALE: 1" = 4W
RESOURCE ROARING RIVER RANCH FIGURE
�N�iNEE R�N�. 1Nc. WATER RESOURCES/WATER RIGHTS LOCATION MAP 1
C-)
C-)
C)
C')
CD
0
MEMORANDUM
To: Suzanne Wolff, Planning Department
E
From: Carla Ostberg, Environmental Health Department
Date: March 15, 2010
Re: Roaring River Ranch, LLC (PID 2643-064-01-001; Case P134-09)
SUMMARY OF RELEVANT PARTS OF APPLICATION: The applicant is requesting
development beyond a previously approved and platted building envelope on Lot 3, which
includes a portion of Lot 2 and part of Parcel B for the purposes of access, onsite wastewater
treatment, landscaping, and pond and stream improvements. The proposed development
would include a single family house of less than 5750 square feet and a detached garage with a
caretaker dwelling unit (CDU).
DISCUSSION: The Pitkin County Environmental Health Department has reviewed the details
of the Roaring River Ranch, LLC application under the authority of the Pitkin County Land Use
Code and the Pitkin County Onsite Wastewater Treatment System (OWTS) Regulation and has
the following comments.
On March 11, 2010, Carla Ostberg, Catherine Berg, and Suzanne Wolff from the Pitkin County
Community Development Department conducted a site visit to the property with Mitch Haas,
representative of the owner.
--- WATER SUPPLY:
According to the applicant, domestic water will be supplied to the development from Aspen
Village Metropolitan District. A letter from the District describing the intent to serve the
development must be submitted to this department with any OWTS Construction Permit
Application. If there are any wells on the properties, they must meet required setback distances
to any OWTS.
-- SEWAGE TREATMENT AND COLLECTION:
There are three existing OWTS permits on these parcels.
• 97069 was issued to serve a 10,424 square foot single family home with five bedrooms
and an attached CDU on Lot 1. This development was never constructed and the permit
has expired.
• 97004 was issued to serve an accessory stable with fixtures including a sink, toilet, and
shower. This system was installed and the permit finaled in 1997.
• 96077 was issued to serve an 8000 square foot home with five bedrooms. This system
was installed and the permit finaled in 1999.
, rnno4
0 9
Although Parcel B was covered with snow at the time of the site visit, there appears to be no
constraints in the large, open field area cited as the proposed area for the OWTS that will serve
the new development.
In reviewing the existing OWTS permits and documents for these properties, groundwater had
been in an issue in at least two of the designs. Soil conditions should be carefully scrutinized
and groundwater conditions should be monitored at a time of high runoff and/or irrigation in the
proposed absorption area. Any wells on the parcels must meet required setback distances to
all OWTS components.
Since the proposed OWTS absorption area will be located on parcel B, a recorded easement
must be provided with the OWTS Construction Permit Application.
All OWTSs installed within Pitkin County require an OWTS Construction Permit issued by the
Environmental Health Department, and must comply with the County's OWTS regulations. The
County cannot issue a Building Permit until an OWTS Construction Permit has been obtained.
ro505,m�,�P.�
Carla Ostberg
From: Carla Ostberg
Sent: Monday, December 14, 2009 10:43 AM
To: chris.snyder@8140partners.com'
Cc: Bryan Daugherty
Subject: HP report
Attachments: 20091214103446192.pdf
Hi Chris,
Here is the HP report you requested. One more page in following email. It looks like there
is an introduction letter that accompanies the figures. I'm happy to send those your way as
well. Did you only request a portion of the report?
Looking through the file, the permit issued by this department in 1997 (ISDS 97069) is
expired. It was never finaled and therefore should not exist - or if it does, it is not
legal. This system was for Lot 1, a 10,424 sq ft home w/ 5 bedrooms and a caretaker unit.
Another permit issued for the property, Lot 2, appears to be in order. This is ISDS 97004
for the barn.
The file seems to be pretty detailed and I'm happy to review this with you if you have any
questions. Thanks,
Carla Ostberg, MPH, REFS
Environmental Health Program Supervisor
Pitkin County Environmental Health
970-920-5438
-----Original Message -----
From: carlab [mailto:carlab@co.pitkin.co.us]
Sent: Monday, December 14, 2009 8:35 AM
To: Carla Ostberg
Subject:
This E-mail was sent from "RNPE2ADCB" (Aficio MP 5000).
Scan Date: 12.14.2009 10:34:45 (-0500)
1
ocx5os1
A- 1PITKIN ENVIRONMENTAL HEALTH D 1MENT
AlS t TION FOR INDIVIDUAL SEWAGE DISPOW SYSTEM
130 S. Galena. St_ Aspen Colorado 81611
1 Phone 970-920-5070/Fax 970-920-5039
Perma�
x /o Parcelloo R6N3- NqV- to ( ^OCi I
Permit For: New Installation (7 Repair( Remodel( ) Emergency use( )
Name of OWNER RS rev A. v,c - Mery us inwS SNC.
Street Address 13 Z 8' [ r4 e L Ay a v o e
Owners Mmling Address 318 ETI, e L A Ve N Ll e. � dot -r4 Id o 11 J lr ova l d L I Fo n Nr 4 r/ /60 r I
a .... — Ph.,,,.2"\ Home Phone:
Legal Description: Lot I ,Block Suboivisnn ASC
Size of lot a D acres Type of proposed structure: �QOD f envelope
bldg. envep
Total arealliwng space (sq. it) /o t e% ay is of Bedrooms, offices ands rod _
Primary Contact Person
Contact Mailing Address 310 3 i H t✓ y/ . ou
on
Water( !P"atewed ( )Spring ( ,Stream ( ommu /Public(Na meofSvstem Aslpe,l ViLLar�e Assnl,
Is Proof of Aeecuate Water Attached I Required) ? ( Y ( ) ( A water quality test and .veil pump test or approval letter trout Community system)
Has this protect teen approved by Pitkin County 7 ( !! l ) No
Is a copy of:`e floor plan altacrlea ( it ) 9 (/V' Y 1 No
Is a mov of :Ce tine clan attacn� /Yes 1 )No
tpoiration'ar 3n m0iwdu wage aiso05ai s eWiis hereby 5u0mmed. I hereby oettity mat me above information is we and accurate and that I have prowdea true aria
accurate in",
soon an qua _ 0 ",WlnWnd proposed wails, contour imerva s. Oullurl prober:)' ones, addles. slpes, 'watenines, springs. suCbOn or ImQatim lines,
drinking water am'.
drain g.ditch lakes, water courses. streams. flocoObms. ary guimes, and existing septic systems. I addrowledge that any false or
ncomplete nt0nnauod Will m ate N bplipatlon and any subsequent permit. Issuance of me prime does not imply the approval of any 000 perm required for construction
pursuant 10 =':kin County codo n may be ndMaxen until all approvals and I,ermns have seen ablibrI'he owner assumes all reepdhsiblime, m Use of failure
ar madequa_! cf :nis system.
ou
Signature ]f aODlicam CtioDate
_________________________________ _
F r n use opiow
P ERMIT FOR INDIVID11 A9 5 EWAGE Dt$PUAL SYSTEM
Design Criteria of system 10 be Installed I Any cnandes must be submitted and aooroved in writinq
Pefc Rate_ min per inch Profile Hole Deotn p feet
Seotie :ane cagacdY. 3500 gallons Absorption area ,?Sri y sq. 9.
Flu rtuixd plans 4 CalarLl4 a1s dtLlz(d� u- 6^-f 9 6 8n't;nLCr , lf't� eecl, Al
(Iocnfrt/ Cn�iCUl•j must be 4/&wed`fa' 44c sa,ncl iili,- or 9lundxrd Jn�/irx�i
un. is /1rt a prtssu.c d0s', / •�As SfkCi A. td lGt F�rta l,'7ar al fs .5Aor�tld nv* be
Use),ll 4o%p r1dgC-Ir•ca70 » 7116'Ved
"tvl4livA'lirediaes •y
59tore 4016gt la l7sf o. 113 unrls. fi: b7,00O141 ks�
wj4j &j Ivif/eS /Oils h"e- 46 be 4,neAarCG- All SJ" MUbe a,inW'veO
1,
An inspection is required prior to backfill of any component of the distribution system.
Design by Engmeer Required 7 ( ) Yes (XNo All plans and specifications of the engineer must be followed. Any changes must be approved by the
Asoenlpitkin Envvommntal Health De artment in writing and the engineer must certify the final installation to the Environmental Health Department in
writing i
Permit approval by: Date J1—�l97
Plans and s0e rricalions of the proposed individua swage di system have been reviewed and are consideree satisfactory. Permission u hereby granted to the owner or
the agent :o perforin :he ,Wrx moi sted in accordance with the Pekin County ISDS Regulation in edea M the lime of issue. Tis permit recitalist irwaad 6 malls into Vie date
Inst the aer-in was :Soled a JIMIs system consbuGpn has commenced or an extension has been approved in writing by me Department.
As -Built drawings must be included with this permit before the final approval will be issued.
Installer:
XZ- Receipt '+ � Site Plan Well Permit and ✓ Soils Test
Date received Floor Plan Waver Quality Test or Date Info Complete
Received by ✓ Comm Dev Approval JL'Na;er Svstem Letter Final Insp Requested
Ahad( V;ifgt_ WAlir
L4:� titin -
Finallnsicec:ion Aporovai: Cate: arENo tans
l
�/�!!6 /
i1eludi'll W A- 8110' `5 �kock I,a�� A.,- wells 40 J&J -n ketch �-,id *
h'clds.
4, L.a.�ccu,�I Cc�rcLueji� .ncccl5 �e recorded Laf'S I
bec 4« ce.�, iz�+c o✓� 6ccw�c,�,�y ;s issu<.d.
L'53
9spen / Pitkin Environmental Health Departmu t
Contact Log Sheet
Q0005�F
Parcel ID#7
Address:
Date Person Spoken To
Comments / Aclion to be Taken
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ROARING RIVER RANCH ACTIVITY ENVELOPE AND SITE PLAN
LOT Z, 3 and PARCEL B,
Parcel Le!
Lot 2, Aspen Village River Homes
As shown in Plat Hook 16 at Page 34 and in Plat Book 37 at Page 983 in the records of the Pitkin County
Clerk and Recorder. Tow. nship 9 South, Range 85 West of the 6th Principal Meridian, County of Pitkin,
State of Colorado
Lot 3, Aspen Village River Homes
As shown in Plat Book 16 at Page 34 and in Piat Book 37 at Page 98 in the records of the Pitkin County
Clerk and Recorder. Township 9 South, Range 85 West of the 6th Principal Meridian, County of Pitkin,
State of Colorado
Parcel B, Aspen Village River Homes
As shown in Plat Book 16 at Page 34 and in Plat Book 37 at Page 98 in the records of the Pitkin County
Clerk and. Recorder. Township 9 South, Range 85 West of the 6th Principal Meridian, County of Pitkin,
State of Colorado
Access Instructions
The lots can be accessed through two access points.
1) From the intersection of Highway 82 and Gerbaz Way, take Gerbaz Way north appfummately 600
feetuntil you reach a gated entrance, From the gated enhance, follow the internal ranch road to the east
until it dead ends,
1) From the intersection of Highvray 82 and Gerbaz Way, take High, wray 82 east approximatelyi,200 feet
until you reach a gated entrance. From the gated entrance, follow the internal ranch road to the east until it
dead ends.
Signature Blocks
Discfaimer:
VILLAGE RIVER HOMES
, C L RADO
-00► , AND 2643=064=01=008, RESPECTIVELY
The owner acknowledges that he/she has been informer! by Pitkin County of the existence of "environmental hazard
areas° that might affect the property, any improvements, and the use and occupancy thereof.
Pitkin County Community Development Director
This Roaring River Ranch Site Plan/Activity Envelope Plan has been reviewed and approved by the Community
Development Director tbis_,Ax ay of t,4tr_ 2 . subject to Administrative Determination No. recorded
as Reception Nol'.
Pitkin County Community Development Director,
<; j
Acceptance for recording
This Roaring River Ranch Site Plan/ Activity Envelope Plan has been accepted for filing in the office of the Cleric and
Recorder of the counter of Pitkin, state of Colorado; thik-,,7,& day of Jr. Plat Book _ at
Pageas Reception Number
RECEPTION#: 558771; 04.'2212010 at
10:00;28 AAV1 CF 4. R $41.00 Janice K.
Vos Candi,;, Pitkin County, CC
PLAT SK 93 PG 78
Map I Scale: 1 "-20OW
PROJECT LOCATION
�ICHWAY 82
Sheet Index
Sheet Sheet Title
Drawings:
Parfet Man hIsT. .
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LEGEND
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Proposed Lanvs�ape Envelope
QESIGNWORKSHOP
Landscape fir Wdecture . Land Planning
Urban Design . Tourism Planning
Ax.heviite . Aspen - Austin . D tee* . Sa@a Lake Cifs
Phoenix . Lake Tahoe
120 East Main Street
Asper, Coicirado 81611
(970 925-8354
Facsimile (970) 920-1387
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REVISIONS
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LOCATION OF FILL PLACEMENT
LOCATION OF ONSITE IWAS I ENNATER TREATMENT SYSTEM
U
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— PROPERTY LINE
LOT 3 & PARCEL 8
— 56' OFFSET FROM RIVER HWL
— 1W OFFSET FROM RIVER HWL
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NORTH .3 30:4v
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DPSIG111 1WIOSHOP
Landscape Architecture • Lard Plar ing
Urban rjesign . Taudsm Plaruni g
dskxWI& ..Asper: • Awurn Den—,w - Sail C.
Ph£, U . Lake
1213 East Main Street
Aspen, Colorado 81611
(9'17 k925-8354
Faosim. ffe (970) 920-1387
W W%,,.0 ES f 0 k W 0`11':4 S H 0 P. 00 M,
A : E. 4.2.2009
� 4s ONS
DRAWN, MA10C REVIEWED: RS
I—_A
PRC -ECT Nlji,,,9FR' 45'2
S. . a �. _.
S-ieey NUMBER,
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000057
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LOCATION OF FILL PLACEMENT
LOCATION OF ONSITE IWAS I ENNATER TREATMENT SYSTEM
U
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— PROPERTY LINE
LOT 3 & PARCEL 8
— 56' OFFSET FROM RIVER HWL
— 1W OFFSET FROM RIVER HWL
r PARCEL'S' ACTIV=,iY ENVELOPE
F !
I ;
iswam
NORTH .3 30:4v
3v' 3
DPSIG111 1WIOSHOP
Landscape Architecture • Lard Plar ing
Urban rjesign . Taudsm Plaruni g
dskxWI& ..Asper: • Awurn Den—,w - Sail C.
Ph£, U . Lake
1213 East Main Street
Aspen, Colorado 81611
(9'17 k925-8354
Faosim. ffe (970) 920-1387
W W%,,.0 ES f 0 k W 0`11':4 S H 0 P. 00 M,
A : E. 4.2.2009
� 4s ONS
DRAWN, MA10C REVIEWED: RS
I—_A
PRC -ECT Nlji,,,9FR' 45'2
S. . a �. _.
S-ieey NUMBER,
Lv
fit v z`•�,. ,.:.•. � - . _ __ ,re r.
000057