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# 40
Pitkin County Environmental Health & Natural Resources Department
Permit for an Individual Sewage Disposal System
0405 Castle Creek Road, Suite 10, Aspen, Colorado 81611
Phone 970-920-5070 / FAX 970-920-5077
Replaces permit 06016
Permit# 06067 Parcel ID# 2467-361-01-001
Type of permit New( X ) Repair( ) Addition/Remodel to House( )
Name of Owner Jack &
Street Address 2763 Lower River Road
Property legal description
Size of lot 7.29 acres
Water source Private Well
# of bedrooms in house _
Caretaker unit
# of bedrooms in caretaker unit
Designed for what # rooms (list)
Lot B, Tract 1, Aspen River Valley Ranch
Total square footage of the house 4,682
# of offices, lofts & similar sized rooms in house 1
Total square footage of the caretaker unit
Designed by HP Geotech
# of offices, lofts & similar sized rooms in caretaker unit
6= 4 (3 BR main house + study) + 1 BR future detached CDU <700 sf
Permit information
Mailing Address P.O. Drawer 1887, Silverthorne, CO 80498
Perc rate 25 Profile hole depth 8 ft Depth to groundwater or bedrock > 8 ft
Minimum Septic tank capacity 2078 gallons Minimum Absorption area 1663sf/ 30% red.+ 1164 sf
Comments
Septic permit approved per compliance with the engineer design and specifications dated July 14, 2006 AND
Revision letter dated August 21, 2006. Any changes must be approved by this department and the design
engineer RLlg[ to them being made. Minimum horizontal distances between components of the system and physical
features shall conform to the Pitkin County ISDS regulations. Engineer has stated that an 80ft separation between
the treatment field and the ditch will not contaminate the ditch water.
The final design is for a 2,000 gallon two-compartment concrete septic tank with an effluent filter installed in the
outlet tee, followed in series by a 1,000 gallon single compartment concrete tank with a dosing siphon. The siphon
must deliver a dose volume of at least 200 gallons. Flow is to a concrete Distribution Box with equal flow to 8 rows,
each with 16 Quick4 gravelless chambers for a total of 128 chambers.
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.
The owner has the responsibility that all components are inspected and maintained on a regular basis by qualified personnel.
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: Date:6Plans and specifications of the pro ed individual sewag disposal system ha �b�v
iewed and are considered
satisfactory. Permission is hereby nted 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 Deparrtm/Qnt.�As-built
drawings must be included with this permit before the final approval will be issued. Expiration Date: -)1'71 V
Installer: 1 License Number: p 3
]Final approval: ✓ 1. �.� `+ w Date: a O
L_9
a a
PITKIN COUNTY ENVIRONMENTAL HEALTH DEPARTMENT
APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM
0405 Castle Creek Road, Suite 10, Aspen Colorado 81611
Phone (970) 920-5070 Fax (970) 920-5077
Name of OWNER Jack & Nancy Hilty
Owner's Mailing Address PO Box 6089
City,State,Zip Snowmass Village, CO 81615 Business Phone:(970 ) 945-1185
Home Phone: E-mail Address:
Primary Contact Person (all communication regarding this permit will go through this person)
Name Duane Neuman or Jason Neuman
Company DM Neuman Construction Co.
Contact Mailing Address PO Box 2317
City, State, zip Glenwood Springs, CO 81602 Business Phone: (970) 945-7502
Cell Phone: 230-1521 Fax: 945-6865 E-mail Addressdmneuman@sopris.net
Parcel ID # (available from assessor's office 2 4 6 7 3 6 1 0 1 0 0 1
at 920-5160 or at www.pitkinassessor.org)
Building Permit # (if available) 0225,2005.PRBK
Street address of property 2763 Lower River Road
Legal Description: Lot Bit 1 ,Filing ,Subdivision Aspen River Valley
Size of lot: 7-2q acres. Type of proposed structure: gingle Family Residence
Total square feet of house 4,682 # of bedrooms (potential) in house 3
Caretaker Unit: Attached ( ) Detached ( Y ) (in future)
Total areafsn. ftl of rarataker unit under 700 It of hedrooms I
Permit is for: New Home( x ) 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 true and
accurate and that I have provided true and accurate information on locations of all existing and proposed wells, contour
intervals, buildings, property lines, ditches, slopes, waterlines, springs, suction or irrigation lines, drinking water cisterns, drain
tiles, irrigation ditches, lakes, water courses, streams, floodplains, dry gulches, and existing septic systems. I hereby certify that
any such features not shown on attached site map are not present. Issuance of the permit does not imply the approval of any
other permit required for construction pursuant to Pitkin County codes. No construction may be undertaken until all approvals
and permits have been obtained.
The Pitkin County Environmental Heal - epa ment, Pitkin County and employees of these agencies will be held harmless
should the individual sewage dis)os stem ail o malfunction. The permit to construct is issued on information submitted by
the applicant or his/her representat e . The ne assumes full responsibility in c e of failure of the system.
Signature of appl'cant Date -7-Z7-06
Received by Receipt # Z2L - Date
C]
Ll
Pitkin County Environmental Health & Natural Resources Department
Permit for an Individual Sewage Disposal System
0405 Castle Creek Road, Suite 10, Aspen, Colorado 81611
Phone 970-920-5070 / FAX 970-920-5077
Permit# 06016 Parcel ID# 2467-361-01-001
Type of permit New( X ) Repair( ) Addition/Remodel to House( )
Name of Owner Jack & Nancy Hilty
Street Address 2763 Lower River Road
Property legal description Lot B, Tract 1, As
Size of lot 7.29 acres Total
Water source Private Well
# of bedrooms in house
Caretaker unit
# of bedrooms in caret
Designed for what # roc
4 # of offices,
_ Total square footage
unit # of of
(list) FOUR = 3 Bedro
Designed by HP Geol
Mailing Address P.O. Dra
Perc rate 25 Profile
Minimum Septic tank capacity
River Valley Ranch Subdivision
footage of the house
& similar sized rooms in house
the caretaker unit
!s, lofts & similar sized ropins in
llp + study Wr/access to
Permit
1887, Silverthorne, CO 80A98
depth 14 ft Depk to
* A profile hole in the area of themou d must be obsery
depth to groundwater before any work n begin under t
Septic permit approved per compliance with a engineer desi
changes must be approved by this departmen and the design
horizontal distances between components of th system and r
ISDS regulations. The irrigation ditch must be'ned and pil
cannot be met.
or bedrock
on area
keerr unit
Y d
A
01
during period of high groundwater to confirm
permit.
I and specifications dated January 18, 2006. Any
ngineer Dflor to them being made. Minimum
yysical features shall conform to the Pitkin County
lls double encased where setback distances
Design is for a 2000 gallon two compartment concret septic tan with gravity feed to a single chamber dose tank
with a Biotube screened pumping vault. Effluent is dos%dteo a san mound approximately 20 ft X 70 ft. The sand
must conform to the intent of Section 6.28.670 A. oPitkin County ISDS regulations or conform to ISDS
Policy 2006-001. An invoice to document the type nd ma rial must be submitted.
This department does not endorse any brand of products. is pe it must be kept on-site during installation.
The engineer must do a final inspection of the installation an sub -tan as - built letter to this department. This
department must also be called for an inspection with a minimNioditio
of 8 hours advanced notice.
*Revegetation over the area of the field is very important for the functionof t system. Pitkin County has guidelines that must be
followed to assure the plants that are introduced are appropriate for the s of the area. The use of native plants is strongly
Permit approved by: Date: 2 � O
Plans and specifications of the pr sed individuals age disposal systemTinlid
een reviewed and are considered
satisfactory. Permission is heret! ranted to the owner or the agent to perfwork indicated in accordance with the Pitkin
County ISDS Regulation in effect at the time of issue. This permit becomes 6 months from the date that the permit was
issued unless system construction has commenced or an extension has been approved in writing by the Department.
As -built drawings must be included with this permit before the final approval will be issued.
Installer: License Number:
Final approval: Date:
3
Jan 30 OG 05:23p Alicia Davis-Lypps 970 7055 p.l
0 40
PITRIN COUNTY ENVIRONMENTAL HEALTH DEPARTMENT
APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM
0405 Castle Creek Road, Suite 10, Aspen Colorado 81611
Phone (970) 920.5070 Fax (970) 920-5077
NsmeofOWNER
Ovmees Mailing Address
I cm eau. sip C21,p j,=rT-tail �vC
S'lLw w�c�rt —
3I1�I
D.M. NEUMAN .
CONSTRUCTION CO.
RESIOE"AL • COMMERCIAL • LOG HOMES
DUANE M. NEUMAN
President (970) 945-7502
310 19th Street, P.O. Box 2317 Fax (970) 9456865
Glenwood Springs, Colorado 816C2 Cell 2301521
Building Permit a (rf available)
Street address of property
Initiation regarding this permit will go through this person)
4-1 n..
Business Phone: -i 3 - o
r�an'a,gc? E-rnail Address: SSI-6tirrs Cri(Ou
-2�S0-i Sr.—
Legai. Description- Lot &, ,Blook -r121ii ,Filing .Subdivision
Size of lot: 4, a`1 acres Type of proposed structure: dc�ii-)Qle
Total scuam feet of house -4, & t! ;1 a of bedrooms (potential) in house
Caretaker Unit Attached ( ) Detached (
in
4L--Qr.L
s . ire (—
nC4r
Permit A for New Home (J() Rei due to failure ( ) Remodel/Addition ( ) Emergency use ( )
Water Private well ( )( ) Spring ( ) Stream ( ) CommurdtyyPub$c Water System ( )
If community system: Name of system _J
The fee for a ISCS application is $600 for a per,, tthat takes 6 hours or less for the department to approi if approval takes
longer than 6 hours, a rate of $100 per hour will be larged. The maximum fee is $1000. The basic `ee of S600 ie due at the
time of application. The remainder, deny, will be due in two stages. fret. attire time of issuance of the ISCS permit second,
before first approval of the ISDS permit
Application for an individual sewage dspoea: system is hereby submitted. I hereby cerafy that the above inicmnation is true and
accurate and that 1 have provided true and accurate nformation an locations of all existing and proposed wens. contour
intervals, buildings, property lines, d'totea, slopes, waterlines, springs, auction or irrigation lines, drinking water cisterns, drain
tiles, irrigation ditches, lakes, water courses, streams, floodplain, dry gulches, and existing septic systems. I hereby certify that
any such features not shown on attached site tamp are not presl lasuance of the permit does Trot 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 Pekin County Environments, Health Department Phan County and employees of Meso agencies will be halt harmless
should the individual sewage disposal system fail or malfunction. The permit to constructs issued on information submitted by
the appliwm or his/her representatives. The owner assumes full responsibility in case cf `adore of the system.
Signature of applicant _ B, r' Ili11 Date 1 o d a
Received by Receipt # Y� -61;Date oZ
FEB. 6.2007
4:38PM
D M NEUMRN CONSTR
M
Q M.I- NEUMAN
• CONSTRUCTION CO.
February 6, 2007
Pitkin County F;nvironmental Health
Nancy Mackenzie
ti
NO. 283
P.2/2
(9701945-7502
310 19th Sweet, P.O. 6o)c2317
Glenwood Springs, Colorado 41602
Hilty Residence
2763 Lower River Road
Septic SysteM permit #06016
Designed by_ HP Geotech
The design proposed by HP allows for the septic system to handle both the flows from
the house and the flows of the future guest house. The design incorporated a coupler in
the line to allow for a seamless transition when tying in the new guest house at a later
date.
The coupler will not be installed until the build out of the guest house, The location of
the guest house has not been determined and D.M. Neuman Construction Co, has made
the decision, along with the support of Dr. Jack Hilty, to install the coupler at a later date.
Once the guest house is placed on the property the rise and run can be figured for positive
flow and the coupler will be placed at the most efficient point at that time.
D.M. Neuman Construction Co. will maintain an accurate set of As-l3uilts for the
property in order to accurately trench to the line. When tying into the line Pitkin County
Environmental Ifealth will observe and inspect the open trench and the installation of the
coupler.
Please correspond with Jim,Austin of the Building Department so that we can get this job
closed out in a timely manner for Dr. Jack and Nancy Hilty.
n M. Neuman
Vice President
D.M. Neuman Construction Company
E0%0 FEB. 6.2007
4:39PM D M NEUMAN CONSTR
.
•
NO. 2e3 P.1/2
ce.: .a r11J
J t-1►�
Q IVI � NEU /IAN (9- 945-7
310 18th 5>;rpet, p,p, Dox 2317
CONSTRUCTION CO. Glenwood Spring% Colorado 816p=
FACSIMILE TRANSMITTAL via 945-6865
TO: '34>i%V-4%4 Cov�.1t� 1� rcA�T:1
A•�t-� 'til � c.
FROMZh
:�o►-� —
Total Pages, including This Sheet:
a-cceQ4
DATE: C'?- - 04.0'7
RECEIVED
FEB p : 2007
PITKIN CUUN I r tNvIRUNMENTAL
'L HEALTH & NATURAL RESOURCES
g eP + c sy �ml . r
1�r LY I G `0 01F- ► c�
This facsimile transmission is intended for the addressee only. Any person who is not tho
addressee 4 communicates the contents of this transmission to a third party may be subject to
both criminal and civil penalties. Please call our phone number collect if you are an
1 unintended recipient of this fax transmission.
0 di
January 31, 2007
Jason Neuman
DM Construction Co.
PO Box 2317
Glenwood springs, CO 81602
RE: Jack Hilty new residence plus future CDU
Lot B, Tract 1, aspen River Valley Ranch
2763 Lower River Road
Septic permit # 06067
Dear Mr. Neuman,
This letter is to advise you that the Pitkin County Environmental Health & Natural Resources
Department has not been able to final the Individual Sewage Disposal System (ISDS) permit for
the above stated residence/property.
The septic permit was issued for a system sized for both the main house and the CDU and was
based on the engineer design which indicated a sewer line connection would be installed into the
septic tank to serve the future CDU. Neither this line, nor a stub -but, was installed. The last
contact with you was on October 30, 2006 when I talked to you about this. You told me that the
location of the CDU was undetermined and therefore a septic line was not necessary. I requested
a letter from you, the primary contact for the owner on this permit, stating that the owner did not
want this line installed. I have not received this letter from you.
We cannot sign the Certificate of Occupancy for this property until this letter is received and we
can give final approval to the septic permit. Please contact me with any questions.
advance, for your help and cooperation in this matter.
Sincerely,
Nancy MacKenzie
Sr. Environmental Health Specialist
920-5076
Cc: Jack Hilty, owner
Andy Kosse, HP Geotech
0405 Castle Creek Road, Suite 10 Aspen, Colorado 81611
(970) 920-5070 fax 920-5077 www.pltkingov.com
�U
Thank you, in
r
rZ �
0
PITKIN COUNTY ENVIRONMENTAL HEALTH & NATURAL RESOURCES
DATE: 2/9/2007
send to: Duane or 3ason Neuman I From: Alicia Gomez
Fax Number: 945-5865 Phone Number: 920-5087
CC: HP Geotech Number of Pages, Including Cover: 2
CC Fax Number: 97068-5891
0 URGENT 0 REPLY ASAP O PLEASE COMMENT E3 PLEASE REVIEW M FOR YOUR
INFORMATION
COMMENTS:
Septic Permit #06067 for parcel 2467-361-01-001, owner Hllty
has been finalized. Please feel free to call 920-5070 if you have
any questions.
fax cover
Pitkin County Environmental Health and Natural Resources
o405Phone ( 1e Creek 970) 92.0 5070415uite #10o AsPen, CO 81611
Fax (970) 920.507
Web site Nv v .aepenpitldn.corn/ehnr
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* * CO#CATION RESULT REPORT
I SEP. 7. 2.
9:29AM ) * *
P. 1
Phone Number: 920-5087
CC: HP Geotech
FAX HEADER:
ENVIRO HEALTH NAT
RESOURCE
TRANSMITTED/STORED
SEP. 7.2006 9:27AM
O URGENT O REPLY ASAP
O PLEASE COMMENT O PLEASE REVIEW ® FOR YOUR
FILE MODE
OPTION ADDRESS
RESULT
PAGE
----------------------------------------------------------------------------------------------------
594 MEMORY TX
9456865
OK
2/2
19704685891
OK
2/2
---------------------------------------
REASON FOR ERROR
E 4) HANANSWER0. LINE FAIL
NO
• 40 A
------------------------------
E-2) BUSY
E -4i NO FACSIMILE CONNECTION
PITIQN COUNTY ENVIRONMENTAL HEALTH & NATURAL RESOURCES
DATE: 9/7/2006
Send to: Duane or Jason Neuman
From: Allcia Gomez
Fax Number: 945-6865
Phone Number: 920-5087
CC: HP Geotech
Number of Pages, Including Cover: 2
CC Fax Number: 970-468-5891
O URGENT O REPLY ASAP
O PLEASE COMMENT O PLEASE REVIEW ® FOR YOUR
INFORMATION
COMMENTS:
A septic permit (# 06067) has been issued for parcel 2467-361-01-001,
2763 Lower River Road, owner Hilty. This replaces the previous permit
006016. Please feel free to call 920-5070 if you have any questions.
NOTE: Effective April 8, 2006 a licensed installer must install the ISDS
system and EH/NR must be notified prior to Installation who that
person/company is to check for installer's compliance with our new
regulations.
fax cover
Pltldn County Environmental Health and Natural Resources
0405 Castle Creek Road Sulte #SO, Aspen, CO 81611
Phone (970) 920.5070 1 Fax (970) 920.5077
Web site w .aspenpitkin.com/ehnr
ja
MAR 2
2006 4:01DM
HP GEOTECT
•
G14.61tech
HEPWORTH-PAWLAK GEOTECHNICAL
To: Nu^ c'
Company_
Fas1tl�6et: j'
FrQUE
Data-
f4,7,4 cy
PITKIN COUNTY E RONMENTAL
HEALTH 8 NATU R&RESOURCES
13
No.4491 P. 1
•
Hepworth-PawlakGeotechnical, Inc
P.O. (haw— -IISS7
240 Annie Road
Slverihome,Colorado 80498
Phone; (970) 458-1&89
Facsimile 'Transmittal Fprm
Fax (270) 468-5891
Hpgeo4(Qhpgeotech.corn
9 2 G - S o�-
,? Job TFrunber L(o S` </ rG O
b CQ Number of Pages- 21
H,l �J✓!� S/�+ws. ore aAj A/-X'I
4 -ti J
$Piti �.G-2� UrQ_ wry r' `i be(. Q
The original of this transmittal will be sent by: s ys ni P fi a✓ ;leq G/) d G �t—
r
Ordinary Mail Ovetnight _
X Fax Only Othe:
The information contained in this facsimile message is coriEdential and intended for the
sole use of the iudlvidual named above. If you are not the intended recipient, received
this commuhication in error, or if problems occur with transmission, please notify ns at
(970) 468-1989.
2
L,
D.M. NEUMAN
CONSTRUCTION CO.
LETTER OF TRANSMITTAL
(970) 945-7502
310 19th Street, P.O. Box 2317
Glenwood Springs, Colorado 81602
To: Pitkin Qty Environmental Hlth Date: July 27.2oo6
Re: Hilty Residence — Septic System Permit #2
We are sending you attached the following:
WEI'VED
✓U
P/rK1'V C0 3 12006
HEAI>Hg*"JRglRfSp�R ES
- Septic System Permit (for revised septic system) and all attachments
These are transmitted:
x for approval; _ for your review; _ for resubmittal; _ file
Remarks:
Please note that this is the second septic system permit we are applying for in
regards to the property located at 2763 Lower River Road in Snowmass. You
should have most of the required documentation in the first file, permit
#o6o16. I am attaching a copy of the original septic system permit for your
information. Please let us know if you do not have something you need and
we will rush to you ASAP.
Sincerely,
DM Neuman Construction Co.
IS
HEPWORTH-PAWLAK GEOTECHNICAL
September 21, 2006
Hepwor,Oawlak Geotechnical, Inc.
P. O. Drawer 1887
S1 hverthome, Colorado 80498
Phone: 970.468-1989
Fax: 970-468-5891
iW�EIVE"Ic,
hpgeo4@hpgeotech.nmi
,LII' D
Jack Hilt
oE
12433 Highway 82 PITKIN UUiw17 tH I Uo1'MENTAL
Carbondale, Colorado 81623 11EA"" s 'AML R'ESOURCES Job No. 405 4560
Subject: As -Built Evaluation of Individual Sewage Disposal System, Existing
Residence, Lot B, Tract 1, Aspen River Valley Ranch, Pitkin County,
Colorado.
Dear Mr. Hilty:
Hepworth-Pawlak Geotechnical, Inc. has observed the installation of the Individual
Sewage Disposal System (ISDS) for the existing four bedroom residence and future one
bedroom garage apartment on the project site. The ISDS components observed included:
septic tank, dosing tank, automatic siphon, effluent filter, sewer pipe, effluent pipe,
encasement of sewer pipe, cleanouts, manifold pipes, Infiltrator Quick 4 chambers,
inspection ports, distribution box and the locations of all components. Based on our
observations made during our site visit on September 18, 2006, it is our opinion that the
ISDS was constructed in accordance with the ISDS design plan, dated July 14, 2006 and
the ISDS Revision Letter dated August 21, 2006, Job No. 405 4560. The ISDS As -Built
plan view is shown on the attached Figure 1.
Sincerely,
HEPW07 r G 0TECHNICAL, INC.
Andy Kosse p0 R!
J.
Reviewed by:
:08161 -'
Ronald J. Uhle, P.E., C.C.E.
Associate
'•SS�ON ASE
Attachment: Figure 1
cc: D.M. Neuman Construction (fax only)
Pitkin County Environmental Health Department
Glenwood Springs 970-945.7988 • Parker 303-841-7119 • Colorado Springs 719-633-5562
LD
LOT B, TRACT 1
7.29 ACRES
317,761.280 S.F.
ABSORPTION BED, APPROX. 64 FT. LONG AN 22.5
FT. WIDE CONSISTING OF EIGHT LONGS
J8I ROOF _
INFILTRATOR QUICK 4 CHAMBERS. EACH RO IS
SIXTEEN 1161 CHAMBERS IN LENGTH FOR A T AL
OF ONE HUNDRED TWENTY
11281 INFILTRATOR QUICK 4 CHAMBERS.
PIPE FROM HOUSE TO
VCASED IN 61NCH
H. 40 PVC SLEEVE PER
n
530' •
FOUND
eunolEXISTING WATER WELL NO.5 REBAR
G
o..'ro15735E 257.69, �F \
f�
520'
•
1,000 GALLON SINGLE CHAMBER
COPELAND CONCRETE DOSE TANK
WITH FLUID DYNAMICS MODEL 417
AUTOMATIC SIPHON. BG,7p/N
GF
N
2.000 GALLON TWO CHAMBER �F(O
COPELANDCONCRETESEPTIC TA NK 'O6'
WITH EFFLUENT FILTER AT OUTLET. =DESIGN
OF
AGET, SIZE NOT OF'06" wN
510'
APPROXIMATE SCALE: 1 INCH = 30 FEET
LOT B, TRACT 1, ASPEN RIVER VALLEY RANCH
ISDS AS -BUILT SITE PLAN
{ 4054560 Go;l-Pt@Cil I FIGURE 1
HEPWOI PAWLAK GEOTECHNICAL
PITKIN ENVIRONMENTAL HEALTH DEPARTMEV
ISDS DESIGN CALCULATIONS
Owner's Name Parcel ID #,
House Size (sq. ft.) (75 gpd, 100 gpd, or 130 gpd) 100
Number of Bedrooms in Main House
Number of Offices, Libraries, Studies, Similar -sized Rooms in Main House
Number of Bedrooms in Detached Caretaker unit
Number of Offices, Studies, Similar -sized Rooms in Caretaker Unit
(If the caretaker unit is ATTACHED, treat as if part of main house.)
Average Daily Waste Flow 800
State Review Required? no
Perc Rate (T)
Design Flow (Q) = # potential bedrooms X 2 people/ bedroom X gpd X 1.75
Q= 1400
Minimum tank capacity
1750 gallons
Absorption Area (=Q/5 X SQRT perc rate)
A = 1400 sq. ft. of absorption area required
90 gravelless chamber units without reduction
# of Perc Holes Required: 3
1 in every soil type? Spaced uniformly over proposed area?
QUICK 9 9_8
A = 700 sq.ft with 50% reductionTRENCfiES
71 gravelless chamber units with reduction
STANDARD
A= 700 sq.ft. with so% reductionTREN=
45 gravelless chamber units with reduction
EO 36
44 EQ36 units in TRENCHES
SETBACK FROM WELL
# of feet = 132
SETBACK FROM POND, STREAM OR IRRIGATION DITCH
# of feet = 82
SETBACK FROM DRY GULCH
# of feet = 57
is
QUICK 4 9.2
980 sq ft 30% reduction BED
107 chamber units with reduc.
980 sq ft 30% reduction BED
63 chamber units with reduc.
78 EQ36 units in a BED
`/VVtVch
HEPWORTH- PAWLAK GEOTECHNICAL
August 21, 2006
Jack Hilty
12433 Highway 82
Carbondale, Colorado 81623
Hepw0awlak Geotechnical, Inc.
P O. Drawer 1887
Silverthome, Colorado 80498
Phone:970-468.1989
Fax: 970-468-5891
eo4®hpgeotech.com
TT��IVED
411;3 2 4 A ioF
PIry,I°l
U0 "A t'fVIR? :yLgl
NL"LL43tA_1UR4L RE .,.
Job No. 405 456
Subject: Revision of Individual Sewage Disposal System Design, Existing
Residence and Proposed Garage Apartment, Lot B, Tract 1, Aspen River
Valley Ranch, Pitkin County, Colorado.
Dear Mr. Hilty:
Hepworth-Pawlak Geotechnical, Inc. has revised the Individual Sewage Disposal System
design dated July 14, 2006 at the request of Nancy McKenzie with the Pitkin County
Environmental Health Department. The design revisions include changing the previously
specified septic tanks, resizing the absorption area and explaining the surface water offset
used in the ISDS design.
In the ISDS design report dated July 14, 2006, Job No. 405 456 we specified that a 2,000
gallon single chamber septic tank be followed by a 1,000 gallon two chamber septic tank
with an automatic siphon installed in the second chamber. These tanks were not ordered
and a different combination of tanks has been delivered to the site- A 2,000 gallon two
l
chamber Copeland Concrete septic tank and 1,000 gallon single chamber Copeland
V11 nate dose tank equipped with an automatic siphon were ordered and delivered to the
si`te. Ile required septic tank volume at the site, per current regulations, is 2,079 gallons.
We performed volume calculations based on the interior dimensions of the 1,000 gallon
dose tank and found that approximately 370 gallons of effluent will he retained below the
outlet from the automatic siphon. Because the on-site tank combination provides the
required settling capacity and to simplify the installation of the ISDS, we recommend that
the tanks at the site be used. This combination will provide an effective volume of about
2,370 gallons. An effluent filter will be installed on the outlet tee of the second chamber
of the 2,000 gallon tank. It is not relevant to the ISDS design which model of automatic
Glenwood Springs 970-945.7988 0 Parker 303-841-7119 • Colorado Springs 719-633-5562
E
Jack Hilty
August 21, 2006
Page 2
siphon is installed in the dose tank as long as it is capable of providing a dose volume of
at least 200 gallons.
We previously sized the number of Infiltrator Quick 4 chambers required in the
absorption area incorrectly using 9.8 square feet of absorption area per chamber. In
Pitkin County each Infiltrator Quick 4 chamber used in a bed configuration can only be
counted as 9.2 square feet. Therefore, we will add one chamber to the northwestern end
of each row of chambers in the absorption bed. Therefore, the revised absorption area
will consist of eight (8) rows of Infiltrator Quick 4 chambers. Each row will contain
sixteen (16) chambers for a total of 128 chambers and about 1,178 square feet of
absorption area. A revised Figure 3 is provided as an attachment.
The ISDS absorption area is designed to be constructed no less than 80 feet from the
existing irrigation ditch. The ISDS must be constructed within the building envelope due
to subdivision covenants. The distance between the ISDS absorption area and the
irrigation ditch has been maximized in the design dated July 14, 2006. There is no area
within the building envelope which would allow for the setback distance between the
absorption area and the ditch to be increased to 103 feet and still limit disturbance due to
construction of the ISDS to be within the boundaries of the building envelope. An
underground utility vault exists about 15 to 20 feet to the north of the northwest end of
the absorption area. It is our opinion that the ISDS absorption area should not be located
any closer to this vault than is already specified by adding one additional chamber to the
northwestern end of each row of chambers in the absorption area. If Colorado State
design flows were used, the setback from the absorption area to surface water would be
60 feet minimum. Per Article 7, Section 7-3, of the Pitkin County Individual Sewage
Disposal System Regulations the 8 foot rule will not be applied to the surface water
setback in this case due to geographic and geologic conditions. The ISDS absorption area
is located down topographic and hydraulic gradient from the irrigation ditch and it is not
necessary to add 8 feet of additional setback distance for each 100 gallons of sewage
design flow over 1,000 gallons per day to prevent contamination of the surface water in
Job No. 405 456
POW
0 0
Jack Hilty
August 21, 2006
Page 3
the ditch. However, it is our opinion that the previously specified setback distance of 80
feet minimum should be used as the setback from the absorption area to the ditch.
If we may be of further assistance please contact us.
Sincerely,
HEPWORTH - PAYLA GEQL AL, INC.
Andy Kosse r/
Reviewed by:
' Pp0 REC,
Ronald J. Uhle, P.E., C.C.E.
Associate = 28161
o
Attachments Revised Figure 3 9o�FSS�ON A`��G
cc: D.M Neuman Construction Company (fax only)
Carla Block, Pitkin County Environmental Health Department
Job No. 405 456
HOLE DISTRIB'
LEVEL WITH N
AT EQUAL EL
4" DIA. SOLID SDR 35 PVC MAN
PIPING SLOPED AT 2% MIN. TO I
TOWARD CHAMBERS.
ABSORPTION BED CONSISTING EIC
ROWS OF INFILTRATOR QUICK CH
ROW TO BE SIXTEEN (16) CHAME
ONE HUNDRED TWENTY EIGHT (1:
QUICK 4 CHAMBERS TOTAL.
4" DIA. PVC AIR VENT INSTALLEI
VERICALLY INTO PORT ON TOP C
CHAMBER. TOP OF PIPE TO BE
COVERED WITH VENTILATED
REMOVEABLE CAP, TOP CAPS T
BE A MINIMUM OF 8- ABOVE
ELEVEN (11) TWSE TANK
24
NOTES: 1. ALL PIPING AND INSTALLATION METHODS SHALL MEET PITKIN COUNTY
ENVIRONMENTAL HEALTH DEPARTMENT REGULATIONS.
APPR
67'
405 456 1 Goc�&ech ILOT B, TRACT 1, ASPEN RIVER VALLEY RANCH I REVISED
HEPWORTH-PAWLAKGEOTECHNICAI- I REVISED ABSORPTION AREA PLAN VIEW FIGURE 3
yQ
HP0
HEPWORTH-PAWLAK GEOTECHNICAL
July 14, 2006
HepworTTPawlak Geotechnical, Inc.
P. G. Drawer 1887
Silverthome, Colorado 80498
Phone: 970.468.1989
970.468-5891
T C jv : hpgeo4@hpgeorech.com
JUL 11 2006
Jack Hilty
12433 Higbway 82 95KIN CuUNIv EI RESOURCES
Carbondale, Colorado 81623 HEALTH 8 NATURALRESOURCES
Job No. 405 456
Subject: Individual Sewage Disposal System Design, Proposed Residence and
Garage Apartment, Lot B, Tract 1, Aspen River Valley Ranch, Pitkin
County, Colorado.
Dear Mr. Hilty:
As requested, Hepworth-Pawlak Geotechnical, Inc. has redesigned the Individual Sewage
Disposal System (ISDS) for the proposed residence and garage apartment at the project
site. The study was conducted in accordance with our written agreement to you dated
July 13, 2006. The data obtained and our ISDS design recommendations based on the
proposed construction and subsurface conditions encountered are presented in this report.
Site Conditions: The project site was vacant, with the exception of an existing
unimproved driveway and recently drilled water well at the time of our site visits. The
site is about 7.3 acres in size and an active irrigation ditch crosses the site downhill of the
proposed residence and uphill of the absorption area. At the request of Nancy McKenzie
with the Pitkin County Environm ealth Department, the ISDS absorption area is
�nVe
designed to be no closer 80 feet m the existing irrigation ditch It is our
professional opinion that locating the ISDS absorption area at least 80 feet down gradient
from the irrigation ditch will prevent contamination of irrigation water in the ditch. The
ISDS is designed for a total of fi✓✓✓✓✓✓ve bedrooms since the pro o d four bedroo idence
is about 4,000 square feet in size and the propo one bedroom t be located
over the future garage, will have less than 750 square e.
Percolation Test: Percolation tests were conducted in the proposed absorption area on
June 27, 2006 by our Glenwood Springs office to evaluate the percolation rate of the
natural soils at the site. One Profile Pit and three percolation test pits were excavated at
a3 Glenwood Springs 970-945-7988 • Parker 303-841-7119 • Colorado Springs 719-633-5562
Jack Hilty
July 14, 2006
Page 2
the approximate locations shown on Figure 1. The subsoils exposed in the percolation
test holes and Profile Pit, below about 1.5 feet of topsoil, consisted of sandy gravel and /
clay with scattered cobbles to the depth explored. The average soil percolation rate is 25 1/
minutes per inch and the percolation test results are presented as an attachment to this
report.
ISDS Analysis: Based on the subsurface conditions encountered and the percolation test
results the tested area is suitable for an ISDS utilizing the shallow soils for the treatment
and dispersal of effluent. A site plan showing the proposed ISDS, existing water well,
proposed residence, disturbance envelope, existing irrigation ditch, and the minimum
horizontal setback distances of site features relative to the ISDS components is shown on
Figure 1. The ISDS was designed for a total of five bedrooms. All materials and
installation should meet the requirements of the current Pitkin County Individual Sewage
Disposal System Regulations.
Septic and Dosing Tanks: A septic tank volume of 2,079 gallons is required to serve the
residence and garage apartment. A 2,000 gallon, single chamber Copeland Concrete
septic tank will be followed by 1,000 gallon, two chamber, single piece, Copeland
Concrete septic tank. An effluent filter will be installed between I�e fust and
chambers of the 1,000 gallon tank, or a screen vault should be installed around the
automatic siphon in the second chamber (dose chamber) of the 1,000 gallon . This
combination wi provide greater than 2,600 gallons of settling capacity. Both the
residence and the proposed garage apartment will be plumbed into this tank combination.
Sewage will gravity feed from the proposed residence and proposed garage apartment to
the septic tank and effluent will be dosed to the absorption area by the automatic siphon
in the dose chamber of the 1,000 gallon tank. The automatic siphon should provide a
dose volume of at least 200 gallons.
If the septic tank access riser lids will be installed at grade, with no backfill cover, then
the lids should be insulated with foam insulation board to provide frost protection. The
Job No. 405 456
�y
0 0
Jack Hilty
July 14, 2006
Page 3
sewer pipe inlet tee in the first chamber of the septic tank should be installed beneath the
access lid of the first chamber of the septic tank so that it can be reached for service
should it become clogged. The handle on the effluent filter or screen vault should be
extended up to within reach of the dose chamber access riser lid. This will allow for easy
access and maintenance of the filter. Approximately 2 feet of soil backfill cover should �!
be placed over the tops of the septic and dose tanks to allow for easy access and provide
some frost protection. For maintenance reasons deep tank installations should be avoided
and we should be contacted to evaluate this ISDS design should it appear that a deep tank
installation involving more than four feet of backfill soil over the top of the septic and/or
dose tanks may be required.
Sewer and Effluent Piping: The sewer line from the proposed (residence) to the septic
tank should not be less than the diameter of the building drain and not less than 4 inches
in diameter. The sewer pipe will need to be encased within a sleeve of 6 inch diameter
schedule 40 PVC piping from the point where it leaves the foundation to the point where
it is at least 50 feet from the existing tion ditch The sewer pipe should lay in the
bottom of the 6 inch diameter sleeve. Caps with 4 inch diameter holes drilled in them
should be installed at each end of the sleeve where the 4 inch diameter sewer pipe enters
and exits. The gaps between the 4 inch diameter holes in the end caps and the 4 inch
diameter pipe within must be sealed with 100% silicon caulk. Soil backfill beneath the
sewer pipe must be adequately bedded and compacted to prevent settlement of the pipe.
The sewer pipe should be installed in landscape areas with at least 2 feet of soil backfill
covering the pipe, or the pipe should be insulated on the top and sides with 2 inch thick
rigid foam insulation board for frost protection. Beneath the driveway, the 6 inch
diameter Schedule 40 PVC sleeve which houses the sewer pipe should be installed at least
4 feet below the finished grade of the driveway.
The portion of the sewer pipe extending from 5 feet outside the building foundation
should have a slope of at least 2% except for the last 10 feet of sewer pipe immediately
preceeding the septic tank which should be sloped between 1% and 2%. Cleanout pipes
Job No. 405 456
Ge�
E
Jack Hilty
July 14, 2006
Page 4
should be installed in the sewer line adjacent from the building foundation, adjacent to the
inlet of the septic tank, where the sewer pipe bends at 90 degrees or more, at the outlet j
from the automatic siphon and at least one cleanout should be installed at least every 100 ✓
linear feet of non -pressurized sewer or effluent pipe throughout its length. We
recommend that a straight section of pipe be installed between the residence foundation
and the septic tank, however, due to the location at which the sewer pipe exits the
residence, this will not be possible. Any required 90 degree bends in the sewer pipe
should be accomplished through the use of a series of 45 degree smooth elbows or a 90
degree long sweep to help prevent clogging of the pipe.
Absorption Area: The soil absorption area is designed to be 1,176 square feet in size
with approximate dimensions of 63 feet long by 24 feet wide. The absorption area will
consist of eight (8) rows of Infiltrator Quick 4 chambers with (15) chambers per row for a
total of one hundred twenty (120) chambers. Absorption area calculations are shown on
Figure 2. The absorption bed should be excavated to the approximate depths shown on
Figure 4. Care must be taken during installation to ensure that the soils exposed in the
bottom and sidewalls of the bed excavation are not compacted. Once the bed excavation
is complete it should be left open, if necessary, to allow the soils to air dry prior to
placement of the chambers. Once the soils have air dried, if necessary, the bottom and
sidewalls of the excavation should be scarified prior to chamber placement.
The on-site soils can be used as backfill over the chambers and should be graded to
deflect surface water and precipitation away from the absorption area We recommend
the soil backfill be re -vegetated as soon as possible with a suitable grass mix. It is
important not to plant large vegetation or vegetation with invasive roots in and around the
absorption area and manifold piping as the roots may damage piping.
Combination air vent/inspection ports should be installed at each comer of the absorption
bed. The ports should be constructed of 4 inch diameter PVC pipe installed into the
knockouts provided on the tops of the Infiltrator chambers. The ports should extend a
Job No. 405 456
ME
0
Jack Hilty
July 14, 20M
Page 5
minimum of 8 inches above the ground surface and should have ventilated removable
caps. The absorption area manifold and distribution piping layout is shown on Figure 3.
All materials used and installation methods should meet the requirements of the Pitkin
County Individual Sewage Disposal System Regulations, Revised 2001.
Subsurface Drainage: No free water was encountered in the Profile Pit when excavated
on June 26, 2006 and when observed by the health department at a later date. The Profile
Pit was excavated and observed while the irrigation ditch had been running to ensure that
free water from the ditch would not influence the absorption area If free water is
encountered in any excavations on the site we should be notified to re-evaluate the need
for a subsurface drain to protect the absorption area
ISDS Maintenance: The on-site ISDS will require maintenance. The level of
maintenance will vary with the complexity of the system and water use habits of the
users. We recommend that fats, oils, bath oils, greases, paint, solids, water softener
backwash solution, water from hot tubs and other constituents that can clog and foul
collection and disposal equipment are not disposed of in the residence drains. The
absorption area and any areas directly up gradient of it should not be watered by lawn
irrigation systems or other means as the soils may become hydraulically overloaded.
Septic tanks and other treatment tanks should be pumped whenever the sludge occupies
1/3 of the liquid capacity of the first chamber of the septic tank_ The effluent filter or
screen vault surrounding the automatic siphon should be checked for clogging at least
once per year and cleaned as necessary. We recommend that an operation and
maintenance manual be developed for the ISDS. The ISDS should be operated and
maintained as stipulated in the manual. If you desire our services, we can prepare the
operation and maintenance manual for the on-site ISDS.
Limitations: This design has been conducted in accordance with generally accepted
engineering principles and practices in this area at this time. We make no warranty either
Job No. 405 456
E
J
Jack Hilty
July 14, 2006
Page 6
express or implied. The conclusions and recommendations submitted in this report are
based upon the data obtained from the Profile Pit and percolation test holes excavated at
the approximate locations indicated on Figure 1 of the attached percolation test report, the
proposed type of construction, and our experience in the area. Our findings include
interpolation and extrapolation of the subsurface conditions identified at the Profile Pit
and percolation test holes. Variations in the subsurface conditions may not become
evident until excavation is performed. If conditions encountered during construction
appear different from those described in this report, we should be notified at once so re-
evaluation of the recommendations may be made.
Based on site reconnaissance, it is our opinion that the designed location of the ISDS does
not violate any setback requirements of the current Pitkin County Environmental Health
Department's ISDS regulations. The staked locations of the ISDS absorption area is
approximate and not for construction. We recommend that the position of the ISDS
components, proposed residence, existing water well and setback requirements be verified
in the field by a Professional Land Surveyor licensed in the State of Colorado.
This report has been prepared for the exclusive use by our client for the ISDS design
submittal process. 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 ISDS construction to review and monitor the implementation of our
recommendations, and to verify that the recommendations have been appropriately
interpreted.
Pitkin County requires that an As -Built evaluation of engineered ISDS designs be
performed by the ISDS engineer. We should be contacted to perform the ISDS As -Built
evaluation at least one full business day before you are ready for the evaluation. Prior to
evaluation, all ISDS components should be installed including: sewer pipe, effluent pipe,
septic and dosing tanks, effluent filter or screen vault, inlet and outlet tees, automatic
Job No. 405 456
De
0 9
Jack Hilty
July 14, 2006
Page 7
siphon, Infiltrator Quick 4 chambers, distribution and manifold piping. No components
of the ISDS should be backfilled prior to our performing the ISDS As -built evaluation.
Please contact us for any necessary revisions or discussion after review of this report by
the Pitkin County Environmental Health Department. If you have any questions, or if we
may be of further assistance, please let us know.
Sincerely,
HEPWOR - A AK GEQTECHNICAL, INC.
Andy Ko
Reviewed by:
"^ — iir 28161
Ronald J. Uhle, P.E., C.C.E. = a v
Associate
%,SION WE
Attachments: Figures 1 through 4 '-71'101`
Percolation Test Report
cc: Nancy McKenzie, Pitkin County Environmental Health Department
Job No. 405 456
99
PROPOSED ABSORPTION BED, APPROX. 63
LONG AND 24 FT. WIDE CONSISTING OF •ig 1 (8)
ROWS OF INFILTRATOR QUICK 4 CHAMBERS.
EACH ROW TO BE FIFTEEN (1 5( CHAMBERS IN
LENGTH FOR A TOTAL OF ONE HUNDRED T W
(120( INFILTRATOR QUICK ♦CHAMBERS.
PROPOSED 1,000 GAL. �
COPELAND CONCRETE
SINGLE PIECE TWO
CHAMBER TANK WITH
AUTOMATIC SIPHON IN
SECOND CHAMBER.
ENCLOSE AUTOMATIC
SIP
H
ULT OR INSTA
EFFLUENT FILTER
BETWEEN TANK
CHAMBERS.
I S'
EXISTING WATER WELL •
mdopwo
X540'
I ( _
• I
• I
EAN T •`A
ENCASE RPIPE A ".
SEALED 61 DIA. S .40 •tee
PVC SLEEVE LL ARE
,\ WHERE PIPE IS THAN i• • 530'
FT, FROM DRC OF
BANK.
CLEAN
,S.
PROPOSED 2.000
GAL. COPELAND
CONCRETE SINGLE
CHAMBER SEPTIC
TANK.
APPROX. END OF ENCASED
SEWER PIPE AT 50 FT. FROM
DITCH TOP OF BANK.
FIELD FIT SEWER PIT TO
GARAGE APARTMENT IN
V FUTURE GREATER THAN 50 FT.
FROM IRRIGATION DITCH.
LOCATION OF
FUTURE GARAGE
APARTMENT, SIZE
AND SHAPE NOT
INDICATIVE OF
FINAL DESIGN
510' r
APPROXIMATE SCALE: 1 INCH = 30 FEET
LOT B, TRACT 1, ASPEN RIVER VALLEY RANCH
ISDSS SITE PLAN
\ 4054560 ptech FIGURE 1
HEPWOHTH-PAWLAK GEOTECHN-CAL
MINIMUM HORIZONTAL DISTANCES
FIELD TO:
TANK TO:
PROPERTY UNES
10'
HOUSE
5'
• ADD 8 FT. FOR
TANK
6'
WATER UNES
10'
EACH 100 GAL
HOUSE
20'
SURFACE WATER
DESIGN FLOW
WATER UNES
25'
DRY DITCHES
i0'
DAY
SURFACE WATER
SO' •
WELLS
50'
OVER 1,000
DRY DITCHES
25' •
PROPERTY LINES
10'
GAL„ DAY
WELLS
100'
IRRIGATION DITCH
50'
BUILDING SEWER TO:
EXISTING FIELDS
20'
WATER LINES
10'
CUT BANKS
4X VERT.
CUT HEIGHT WELLS
50'I,
510' r
APPROXIMATE SCALE: 1 INCH = 30 FEET
LOT B, TRACT 1, ASPEN RIVER VALLEY RANCH
ISDSS SITE PLAN
\ 4054560 ptech FIGURE 1
HEPWOHTH-PAWLAK GEOTECHN-CAL
ISDS ABSORPTION AREA CALCULATIONS
In accordance with Article 8, Pitkin County Envircnmental Health Department's Individual Sewage
Disposal Regulations, effective April 15, 2003, the absorption area was calculated using the following
equation:
A = Q(t°S)
Where,
A = absorption area in square feet
Q =estimated design flow equal to 175% of average
daily sewage flow in gallons per day
t = soil percolation rate in minutes per inch
An estimated average daily sewage flow of 100 gallons per day per person was used for the four
bedroom residence which is less than 6,000 square feet in size. An estimated average daily sewage
design flow of 75 gallons per person per day was used for the proposed one bedroom apartment in the
upper level of the future garage. It is assumed that there are two (2) people per bedroom. The
calculated design flow is 175% of the average daily flows which was calculated as follows:
House: Q = (100)(4x2)(1.75) =1,400 gallons per day
Garage Apartment Q =(75)(1)(2)(1.75) =262.5 gall per day
Total Q = 1,662.5 gallons per day
The absorption area size was calculated using an average percolation rate of 25 minutes per inch and a
design flow of 1,662.5 gallons per day as follows: ' /
A =1,662.5 (25)0.1 = 1,662.5 square feet "
5
A 301/a reduction in the size of the absorption bed will be used because the bed will be constructed with
Infiltrator Quick 4 chambers and therefore the minimum absorption area size was calculated as follows:
A =1,662.5 (0.7) = 1,164 square feet
Therefore, an absorption bed consisting of 120 Infiltrator Quck 4 chambers will be used The absorption
bed will consist of eight (8) rows of Quick 4 chambers and each row will be fifteen (15) chambers in
length fora t hundred twenty (120) Quick 4 chambers. Each Infiltrator Quick 4 chamber was
a 9.8 squa feet of a sorption area and the absorption area size is 1,176 square feet.
4054560 I y�oWnC7( C tech N`� ILOT B, TRACTSDS ASPEN
RIVER VALLEY RANCH I FIGURE 2
COPELAND CONCRETE ELEVEN (11) TO DOSE TANK
HOLE DISTRIBUTION BOX INSTALLED
LEVEL WITH MANIFOLD OUTLETS
AT EQUAL ELEVATION.
4" DIA. SOLID SDR 35 PVC MANIFOLD
PIPING SLOPED AT 2% MIN. TO DRAIN
TOWARD CHAMBERS.
ABSORPTION BED CONSISTING EIGHT (8)
ROWS OF INFILTRATOR QUICK CHAMBERS. EACH
ROW TO BE FIFTEEN (15) CHAMBERS IN LENGTH,
ONE HUNDRED TWENTY (120) INFILTRATOR QUICK
CHAMBERS TOTAL.
4" DIA. PVC AIR VENT INSTALLED
VERICALLY INTO PORT ON TOP OF
CHAMBER. TOP OF PIPE TO BE
COVERED NTH VENTILATED
REMOVEABLE CAP. TOP CAPS TO
BE A MINIMUM OF B" ABOVE -
24'
63'
NOTES: 1. ALL PIPING AND INSTALLATION METHODS SHALL MEET PITKIN COUNTY
ENVIRONMENTAL HEALTH DEPARTMENT REGULATIONS.
4054560 GkaUP't C' LOT B, TRACT 1, ASPEN RIVER VALLEY RANCH FIGURE 3
HEPWORTKPAWLAK GEOTECHNICAL ABSORPTION AREA PLAN VIEW
3a
0 0
INFILTRATOR QUICK 4
CHAMBER BACKFILL TO BE GRADED
\ TO DEFLECT PRECIPITATION
AND SURFACE WATER RUN-ON.
I�
12 INCHES MINIMUM COVER WITH
ON-SITE SOIL AT WEST END OF BED.
0 0 0 0 0 0 0 0
I_ BOTTOM SURFACE SHALL BE LEVEL.
BOTTOM AND SIDES OF EXCAVATION TO BE
SCARIFIED.
UNDISTURBED NATIVE SOIL
BOTTOM OF ABSORPTION BED TO BE APPROX. 3 FEET
BELOW EXISTING GRADE AT UPHILL SIDE OF BED.
SLOPE BACKFILL
SOIL AT 3H:1V
MAXIMUM
NOT TO SCALE
4054560 tech LOT B, TRACT 1, ASPEN RIVER VALLEY RANCH FIGURE 4
HEPWORTH-PAWLAK GEOTECHNICAL I ABSORPTION AREA CROSS SECTION
33
Goi oMech
HEPWORTH-PAWLAK GEOTECHNICAL
June 30, 2006
Hepwo lal- Georechnical, Inc.
5020 Co Road 154
Glenwood Springs, Colorado 81601
Phone: 970-945-7988
Fax: 970.945-8454
email: hpgeo®hpgeotech.com
Dr. Jack Hilty
12433 Highway 82
Carbondale, Colorado 81623
Job No. 104 902
Subject: Additional Percolation Testing, Proposed Residence, Lot B, Aspen River
Valley Ranch, Pitkin County, Colorado
Dear Dr. Hilty:
As requested by D.M. Neuman, Hepworth - Pawlak Geotechnical, Inc., performed
percolation testing at the subject site. We previously performed a subsoil study for
foundation design and percolation testing at the subject site and reported our findings
November 16, 2005, Job No. 104 902.
A profile pit and four percolation test holes were excavated prior to our first site visit on
June 26, 2006 at the locations shown on Figure 1. The subsoils exposed in the Profile Pit
consisted of about 1 1/2 feet of topsoil overlying sandy gravel and clay with scattered
cobbles to the bottom pit depth of 8 feet. No free water was observed in the pit and the
soils were slightly moist to moist. We understand the Pitkin County Health Department
was notified of the open profile pit. Percolation test holes were hand dug in the bottom of
shallow backhoe pits and soaked with water on June 26, 2006.
Percolation testing was conducted on June 27, 2006, by a representative of Hepworth -
Pawlak Geotechnical, Inc. The percolation test results are summarized on Table 1.
Based on the subsurface conditions encountered and the percolation test results, the tested
area should be suitable for a conventional infiltration septic disposal system.
If you have any questions or need further assistance please call our office.
Sincerely,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
Louis E. Eller
Reviewed by:
Daniel E. Hardin, P.E.
attachments Figure 1 — Location of Percolation Test Holes
Table 1 — Summary of Percolation Test Results
cc: HP Geotecb — Attn: Andy Kosse (Silverthome)
Parker 303-841-7119 • Colorado Springs 719-633-5562 • Silverrhome 970-468-1989
3q
3
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE 1
PERCOLATION TEST RESULTS
JOB NO. 104 902
HOLE NO.
HOLE
DEPTH
(INCHES)
LENGTH OF
INTERVAL
(MIN)
WATER
DEPTH AT
START OF
INTERVAL
INCHES
WATER
DEPTH AT
END OF
INTERVAL
INCHES
DROP IN
WATER
LEVEL
(INCHES)
AVERAGE
PERCOLATION
RATE
(MIN./INCH)
Pi
34
15
9
8
1
30/1
8
7
1
7
6 1/2
1/2
6 1/2
6
1/2
6
5 1/2
1/2
5 1/2
5
1/2
P2
32
15
Water added
7
53/4
11/4
20/1
53/4
5
3/4
63/4
6
3/4
6
5 1/4
3/4
51/4
41/2
3/4
41/2
33/4
3/4
P3
29
15
7
6 1/2
1/2
30/1
6 1/2
6
1/2
6
5 1/2
1/2
5 1/2
5
1/2
5
41/2
1/2
4 1/2
4
1/2
P4
33
15
Water added
Water Added
8
6
2
20/1
73/4
61/2
11/4
8
7
1
7
6
1
6
51/4
3/4
51/4
41/2
3/4
Note: Percolation test holes were hand dug in the bottom of backhoe pits and _
soaked on June 26, 2006. Percolation tests were conducted on June 27;—
2006. The average percolation rates were based on the last two readi 0�f
each test.
z
�a
3 L -o
Ch
HEPWORTH-PAWLAK GEOTECHNICAL
January 18, 2006
Hepwor-Pa"Iak Gentedmic:d, Inc.
P. O. Drawer 1887
Silverrhome, Colorado 80498
Phone: 970-4684989
Fax: 970-468-5891
email: hpgeo4®hpgeorech.com
Dr. Jack Hilty
12433 Highway 82
Carbondale, Colorado 81623
Job No. 405 456
Subject: Individual Sewage Disposal System Design, Proposed Residence, Lot B,
Tract 1, Aspen River Valley Ranch, Pitkin County, Colorado.
Dear Mr. Hilty:
As requested, Hepworth-Pawlak Geotechnical, Inc. has designed an Individual Sewage
Disposal System (ISDS) for the proposed residence at Lot B, Tract 1, Aspen River Valley
Ranch in Pitkin County, Colorado. The scope of services were performed in accordance
with our agreement with you dated December 14, 2005.
Site Conditions: The project site was vacant, with the exception of an existing
unimproved driveway and recently drilled water well at the time of our site visits. The
site is about 7.3 acres in size and an active irrigation ditch crosses the site downhill of the
proposed residence and uphill of the ISDS mound absorption area and dose tank.
Portions of the property below the ditch appear to be hay fields and c
o on", exist alongboth sides of the ditch. The ISDS is designed for a totaledroom and
the proposed residence is about 4,000 square feet in size. Because oof the
existing water well and proposed driveway as well as ISDS absorption area setback
requirements, there was not enough room available for the absorption area to be located
on the uphill side of the irrigation ditch as was originally planned.
Percolation Testing: Percolation tests were conducted by our Glenwood Springs office
on October 17, 2005 to evaluate the percolation rate of the natural soils. One Profile
Boring and three percolation test holes were drilled at the approximate locations shown
on Figure 1 of the attached Subsoil Study for Foundation Design, Job No. 104 902, dated
Glenwood Springs 970-945-7988 • Parker 303-841.7119 • Col6rado Springs 719.633-5562
33
Dr. Jack Hilty
January 18, 2006
Page 2
November 16, 2005, (Subsoil Study) which includes percolation test data. The attached
report should be reviewed for additional percolation test and subsoil data. The
percolation test results are presented on Table 2 of the attached Subsoil Study for
Foundation Design report. The average soil percolation rate is approximately 25 minutes
per inch.
ISDS Analysis: The Profile Boring was drilled on October 14, 2005 at the project site.
High groundwater conditions in the project site vicinity occur during the spring months of
May and June. Because the Profile Boring was conducted while groundwater conditions
were likely not at their highest level, the ISDS absorption area has been designed for
worst case groundwater conditions and consists of a mounded sand filter absorption area.
In the spring time, a Profile Pit should be excavated while the ditch is running to observe
if any shallow groundwater exits at the site. If shallow groundwater does not exist, then a
below grade absorption area could be designed for the site.
Based on the snow cover which has obscured the ground surface from observation by the
Pitkin County Environmental Health Department and the unknown natural and irrigation
related groundwater conditions, a mounded sand filter absorption area will be required for
the treatment and dispersal of effluent. A site plan showing the proposed ISDS, proposed
residence, existing irrigation ditch, topography, proposed and existing driveways,
building envelope, property lines and the minimum horizontal setback requirements of
site features relative to the ISDS components is shown on Figure 2. A map showing the
complete project site boundary is shown on Figure 1. All materials and installation
should meet the requirements of the Pitkin County Individual Sewage Disposal System
Regulations, Revised 2001.
The ISDS absorption area is located greater than the suggested 132 horizontal feet from
the existing water well, as shown on Figure 2. The ditch will be lined, as discussed in the
Job No. 405 456
38
r]
Dr. Jack Hilty
January 18, 2006
Page 3
0
Irrigation Ditch Liner section of the report. Any portions of the ditch within 50 feet of
the north side of the absorption area aggregate bed will be lined to reduce the risk of ditch
water intercepting the absorption bed. The irrigation ditch is considered to be surface
water. Because the ditch will be lined, it is not necessary to add 8 feet of additional
distance for each 100 gallons of wastewater per day of Pitkin County design flow over
1,000 gallons per day to prevent contamination of the intermittent irrigation ditch water
on the project site. To meet the current Colorado State Guidelines on Individual Sewage
Disposal Systems, the absorption area should be located no closer than 132 feet from the
existing water well.
\11
Septic and Dosing Tanks: A concrete 2,000 gallon, two chamber septic tank will be
used for will be used for primary treatment of sewage from the residence. Septic tanks
from Copeland Concrete are typically used in this area however septic tanks made by
Valley Precast or Front Range Precast are also available. The septic tank will be located
downhill of the residence and uphill of the irrigation ditch to allow for gravity feed of
sewage from the lower level of the residence. The sewer pipe leaving the residence
should be installed at an appropriate elevation such that only 2 to 3 feet of backfill soil
will be required over the septic tank. We were informed that the finished floor of the
lower level of the residence will be constructed at relative elevation 523.5 feet. Sewage
will gravity feed from the residence to the septic tank. Clarified effluent will then gravity
feed from the septic tank via a solid pipe beneath the irrigation ditch to a 48 inch diameter
single chamber Copcland Concrete dose tank or a 500 gallon single chamber concrete
dose tank manufactured by Valley Precast or Front Range Precast. Effluent will then be
pressure dosed to the mound absorption area via a submersible effluent pump installed in
the dose tank. The submersible effluent pump must be enclosed within a screen vault.
The dose tank is located downhill of the ditch to allow the effluent pump to be installed at
a lower elevation than the absorption area manifold to allow for the effluent transport pipe
to drain back to the dose tank.
Job No. 405 456
3�
0 0
Dr. Jack Hilty
January 18, 2006
Page 4
Portions of the irrigation ditch within 50 feet of the septic and dose tanks must be lined as
discussed below and detailed on Figure 6. If the septic tank access riser lids will be
installed at grade, with no backfill cover, then the lids may be insulated with foam
insulation board to provide frost protection. A high water alarm switch should be
installed in the dosing tank 3 to 6 inches above the upper float position. The high water
alarm will provide audio and visual warning of a high water condition in the tank and
should be placed inside or on the dwelling where it will be readily seen or heard.
Dosing Pump: An Orenco P5005 submersible effluent pump with a 2 inch diameter
discharge assembly is suitable for this application. For design purposes it was assumed
that the elevation difference from the dosing pump intake to the absorption area manifold
is not more than 15 feet and that the length of the effluent transport pipe does not exceed
35 feet. The Orenco pump, due to its shape, must he installed within an Orenco Biotube
screen vault and controlled by an Orenco control panel. Orenco products are chosen due
their high quality and reliability. Any substitutions must be approved by the engineer.
The dosing pump will be controlled by a control panel and a system of float switches.
The float switches should be set to provide a dose of about 236 gallons. The actual dose
volume is about 233 gallons, assuming an effluent drainback volume of about 3 gallons in
the transport pipe and the absorption area will be dosed up to 6 times per day.
Sewer and Effluent Piping: The sewer line from the residence to the septic tank should
not be less than the diameter of the building drain and not less than 4 inches in diameter.
Soil backfill beneath the sewer pipe must be adequately compacted to prevent settlement
of the pipe and we suggest the use of Schedule 40 PVC pipe between the residence and
the septic tank. The portion of the sewer pipe extending from 5 feet outside the building
foundation should have a slope of at least 2%, except for the 10 feet of sewer pipe
immediately preceding the septic tank which should be sloped between I% and 2%.
Cleanout pipes should be installed in the sewer line adjacent from the building
foundation, adjacent to the inlet and outlet of the septic tank, where the pipe bends at 90
Job No. 405 456
11
Dr. Jack Hilty
January 18, 2006
Page 5
degrees or more and at least one cleanout should be installed at least every 100 linear feet
of sewer or non pressurized effluent pipe throughout its length.
The effluent pipe from the septic tank to the dose tank must cross beneath the irrigation �>
ditch easement. Single wall sewer and effluent pipe must be located at least 10 feet from
a lined or piped irrigation ditch. The effluent pipe between the septic and dose tanks
1 ' -
should be cuc�ithin 6 inch diameter schedule 40 PVC for a distance of at least 10
feet from either side of the irrigation ditch top of bank. The ends of the 6 inch diameter
encasement pipe must be sealed with caps by a drilling hole of sufficient size to
accommodate the 4 inch diameter effluent pipe in the bottom of the 6 inch diameter
schedule 40 PVC end caps, such that the effluent pipe lays on and is supported by the
bottom of the 6 inch diameter encasement pipe. The gap between the 4 inch diameter
effluent pipe and the hole in the 6 inch diameter end cap should then be sealed with 1000/6
silicon caulk. The top of effluent pipe should be installed at least 2 feet below the
finished ditch flow line.
The 2 inch diameter schedule 40 PVC effluent transport pipe must be sloped at 2%
minimum to drain from the absorption area manifold back to the dose tank. The risk of
effluent freezing in the transport pipe is reduced if the pipe is sloped to drain after each
dose.
Absorption Area: The mound absorption area is designed to be 1,400 square feet and
will be dosed by a low pressure distribution system. The aggregate bed containing the
distribution laterals has dimensions of 20 feet wide by 70 feet long and will be
constructed over a sand filter which is 4 feet thick. Absorption area calculations are
shown on Figure 3.
The mound absorption area should be installed on a relatively flat excavated surface.
Excavation cuts at the uphill toe of the sand filter should not exceed about 1 to 2 feet.
Topsoil should be stripped from beneath the footprint of the sand filter and then the on -
Job No. 405 456
4q
Dr. Jack Hilty
January 18, 2006
Page 6
site subsoils from the absorption area and/or foundation excavations, exclusive of topsoil,
can be used to create a relatively balanced cut and fill bench on which the sand filter will
be constructed. The fill soil used to build a level bench should extend laterally about 1
foot past the sand filter toe. The fill should be placed in loose lifts about 6 inches thick
and each loose lift should be compacted by machine tracking and/or wheel rolling prior to
placement of the next loose lift of soil. Care must be taken during installation to ensure
that the natural soils exposed in the base of the absorption area excavation are not
compacted prior to fill placement. The excavation, once completed, should be left open
to allow the soils to air dry, if necessary, before the fill, sand, aggregate and distribution
piping are placed.
The sand filter should be placed in loose lifts not to exceed 1 foot thick. Each lift should
be compacted by track compacting or bucket packing prior to placement of the next lift.
If water is available each lift may be moisture conditioned prior to compaction to
decrease future settlement of the filter sand. A Mirafi 14ON or equivalent geotextile
should be placed over the aggregate bed containing the distribution laterals to reduce
clogging of the aggregate by fine soil particles. The total thickness of the soil cap over
the mound, including topsoil, should be a minimum of 1 foot with the side slopes graded
ata slope of 3HA V or flatter. At least the top 6 inches of the soil cap should consist of
topsoil suitable to support vegetation. It is important not to plant large vegetation or plant
species with invasive roots in and around the mound absorption bed. We recommend that
the topsoil cap be re -vegetated as soon as possible with a mountain meadow grass mix or
other suitable equivalent.
Combination air vent/inspection ports should be installed at each comer of the aggregate
bed. The ports should be constructed of 4 inch diameter PVC pipe installed to the bottom
of the aggregate bed. The bottom portion of the pipe which lies within the aggregate
should be perforated. The ports should extend a minimum of 8 inches above the ground
surface and should have ventilated removable caps. The absorption area manifold and
Job No. 405 456
ya
0
Dr. Jack Hilty
January 18, 2006
Page 7
E
distribution piping layout is shown on Figure 4. A cross section of the mound absorption
area is shown on Figure 5.
All materials used and installation methods should meet the requirements of the Pitkin
County Individual Sewage Disposal System Regulations, Revised 2001.
Irrigation Ditch Liner: The irrigation ditch is considered to be surface water. The
absorption area is sited relatively close to ditch in order to facilitate hay field operations.
If the property owner is not concerned about hay field operation being limited by the
installation of an ISDS absorption area, then the absorption area can be nerved downhill a
distance of at least 50 feet away from the ditch so that lining the ditch is not necessary.
Lining the ditch may or may not have a negative effect on the cottonwood trees which
have grown along the ditch. A lined ditch will likely reduce the amount of water
available to the cottonwood trees and irrigation of the trees may be necessary.
Any portions of the irrigation ditch within 50 feet of the absorption area aggregate bed,
septic tank and dose tank must be lined or piped. Approximately 6 inches of soil will
need to be removed from the flowline and sidewalls of the ditch, such that 6 inches of soil
will cover the liner system when completed. The ditch subgrade should be raked smooth
and any sharp angular rocks removed. Once the ditch subgrade is prepared the liner
system can be installed. The liner system should be installed as shown on Figure 6. The
liner system will consist of a layer of Mirafi MCF 1212 ditch liner sandwiched between
layers of 8 ounce per square yard geotextile on either side. If an 8 ounce per square yard
geotextile is not readily available then two layers of Mirafi 14ON can be substituted on
each side of the Mirafi MCF1212. Mirafi MCF1212 is a durable product specifically
designed for lining ditches. At least 6 inches of soils should then be placed over the liner.
Active irrigation ditches require periodic grading and maintenance. The lined portion of
the ditch will need to be maintained and graded using hand tools to prevent liner damage.
The homeowner should decide whether it is better for the absorption area to be located
Job No. 405 456
X13
0
Dr. Jack Hilty
January 18, 2006
Page 8
0
farther south into the hay field and at least 50 feet from the ditch or whether it is better to
line the ditch based on hay field operations.
Subsurface Drainage: Free water was not encountered in the Profile Boring when
drilled on October 14, 2005 and re -observed on October 17, 2005. This mounded
absorption area has been designed to meet or exceed the required 4 feet of separation
between the distribution laterals and any free water. According to our Subsoil Study, the
irrigation ditch was flowing about 2 feet deep during our site visits in October. It is our
opinion that a subsurface drain is not required to protect the mounded absorption area.
However, if a less costly subsurface absorption area is desired, then it will be necessary to
excavate a Profile Pit in the proposed absorption area, down hill of the ditch in the spring
time and preferably while the ditch is flowing, to determine whether or not the installation
of a below grade absorption bed is possible. If free water is encountered in any
excavations on the site we should be notified to re-evaluate the need for a subsurface
drain to protect the absorption area
ISDS Maintenance: The on-site ISDS will require maintenance. The level of
maintenance will vary with the complexity of the system and water use habits of the
users. We recommend that fats, oils, greases, paint, solids, water softener backwash
solution, water from hot tubs and other constituents that can clog and foul collection and
disposal equipment are not disposed of in the residence drains. Water softener backwash
and water from large hot tubs should be disposed of in a separate drywell. The absorption
area and any areas directly up gradient of it should not be watered excessively by lawn
irrigation systems or other means as the soils may become hydraulically overloaded.
Septic tanks and other treatment tanks should be pumped whenever the sludge and scum
occupy one third of the liquid capacity of the first chamber of the septic tank. The dose
tank should be pumped at the same time to remove any sludge accumulations. The high
water alarm float switch in the dose tank should be checked at least once per year to
ensure that it is working properly and the Orenco Biotube screen vault surrounding the
Job No. 405 456
11
Dr. Jack Hilty
January 18, 2006
Page 9
E
pump should be checked for clogging and cleaned at least once per year also. We
recommend that an operation and maintenance manual be developed for the ISDS. The
ISDS should be operated and maintained as stipulated in the manual. If you desire our
services, we can prepare the operation and maintenance manual for the on-site ISDS.
Limitations: This design has-been conducted in accordance with e_g�nerally accepted
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 Profile Boring and percolation test holes excavated
at the approximate locations indicated on Figure l of the attached Subsoil Study, the
proposed type of construction, and our experience in the area. Our findings include
interpolation and extrapolation of the subsurface conditions identified at the Profile
Boring and variations in the subsurface conditions may not become evident until
excavation is performed. If conditions encountered during construction appear different
from those described in this report, we should be notified at once so re-evaluation of the
recommendations may be made.
Based on site reconnaissance, it is our opinion that the designed location of the ISDS does
not violate any setback requirements of the current Pitkin County Environmental Health
Department's ISDS regulations. The staked locations of the ISDS components are
approximate and not for construction. We recommend that the position of the ISDS
components, proposed residence, existing water well and setback requirements be verified
in the field by a Professional Land Surveyor licensed in the State of Colorado.
This report has been prepared for the exclusive use by our client for the ISDS design
submittal process. 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 ISDS construction to review and monitor the implementation of our
recommendations, and to verify that the recommendations have been appropriately
interpreted. We recommend on-site observation of the absorption area excavation, filter
Job No. 405 456
yS
0 0
Dr. Jack Hilty
January 18, 2006
Page 10
sand and aggregate placement, pipe and tank installation, and soil backfill placement by a
representative of the geotechnical engineer. On-site observations of the ISDS installation
or other out of scope services will be provided for an additional cost.
Pitkin County requires that an As -Built evaluation of engineered ISDS designs be
performed by the ISDS engineer. We should be contacted to perform the ISDS As -Built
evaluation the day before you are ready for the evaluation. We assume that the As -Built
will be completed in one site visit. Prior to evaluation, all ISDS components should be
installed including: sewer pipe, effluent pipe, septic and dosing tanks, Orenco Biotube
screen vault and P5005 submersible effluent pump, control panel, inlet and outlet tees,
absorption area aggregate sand, aggregate and distribution piping. In addition, the ditch
liner should be installed but not backfilled prior to our As -Built evaluation. No
components of the ISDS should be backfilled prior to our performing the ISDS As -built
evaluation.
Please contact us for any necessary revisions or discussion after review of this report by
the Pitkin County Environmental Health Department. If you have any questions, or if we
may be of further assistance, please let us know.
Sincerely,
HEPWORTH - PA GEOTECHNICAL, INC.
Andy Kosse
Reviewed by:
Ronald J. Uhle, P.E., C.C.E.
Associate
Attachments:
Figures 1 througl
Orenco P5005 Pi ,
Subsoil Study
cc: Pitkin County Environmental Health Department
Scott S. Tumipseed, AIA
Job No. 405 456
9 LP
APPROWATE SCALE: I INCH • 100 FEET
LOT 9, TRACT I, ASPEN RIVER VALLEY RANCH
PROJECT SITE EOUNDARY
�_ � I 4W 4611 I HEPWORTFFPAWUAI( C�Ep'�CHINICAL I FIGURE I
CENTERUNE
IRRIGATION
DITCH \
LINE OR PIPE
PORTIONS OF
IRRIGATION DITCH
WHICH IS 50 FEET
OR LESS FROM
MOUND
SEPTIC TANK AND
DOSE TANK SEE
FIGURE 6 FOR
DITCH LINER
DETAIL
CENTERLNE
IRRIGATION
PROPOSED MOUND"
ABSORPTION AREA
AGGREGATE BED 70 FEET
1QNG BY 20 FLET WIDE
iYD llt
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—528
GAL
—526 ENCASE
SEWER RPE
WITHIN 6
NCH DIA.
—524 SCH. 40 PVC
/ WITHIN 10
FEET FROM
—522 EITHER TOP
OF DITCH
BANK
INSTALL
PIPE AT LEAST
2 FEET
BELOW
FINISHED
DITCH
FLOWINE.
PROPOSED 48 INCH
DIA. COPELAND
CONCRETE DOSE,
EFFLUENT PUMP
INSTALLED IN 510
ORENCO SIOTUBE
N VAULT.
APPROXIMATE SCALE:
1 INCH = 30 FEET
405 456 1 1
C��Ut@Gil LOT B, TRACT 1, ASPEN RIVER VALLEY RANCH
FIGURE 2
HEPWORTH-0AWLAK GEOTECHNICAL I ISDS SITE PLAN
I. �
ISDS ABSORPTION AREA CALCULATIONS
In accordance with Article 8, Pitkin County Envirouuental Health Department's Individual Sewage
Disposal Regulations, effective April 15, 2003, the absorption area was calculated using the following
equation
A =Q(t„)
5
Where,
A =absorption area un square feet
Q = estimated design flow equal to 175% of average
daily sewage flow in gallons per day
t = soil percolation rate un minutes per inch
An esti rated average daily sewage flow of 100 gallons per day per person was used for the four
bedroom residence which is less than 6,000 square feet in size. It is assumed that there are two (2)
people per bedroom The calculated design flow is 175% of the average daily flows which was
calculatedas follows:
Q = (100x4)(2)(1.75) = 1,400 ga Bons per day `
The absorption area size was calculated using an average percolation rate of 25 minutes per inch and a
design flow of 1,400 gallons per day as follows:
A= 1,400 (25)' ` z 1400 square feet
5
Therefore, a mounded absorption area which is 20 feet wide and 70 feet loin, totaling 1,400 square feet
will be used.
A Copeland Concrete, two chamber, 2,000 gallon septic tank will be followed by a 48 inch diameter single
chamber concrete dose tank. The absorptionarea is designed tototal 1,400 square feet.
I 1"1 ILOT B, TRACT 1, ASPEN RIVER VALLEY RANCH
405 4561 ISDS CALCULATIONS FIGURE 3
HEPWORTH�PAWL4K GEOTECHNICAL
C_ � l
2" DIA. SCHEDULE 40 PVC TRANSPORT
PIPE SLOPED AT 2% MIN.
TO DRAIN BACK TO DOSE TANK.
EDGE OF AGGREGATE
BED
2 INCH DIA. SCH.40 PVC
DISTRIBUTION LATERALS
WITH 3/16" DIA. PERFORATIONS
DRILLED ON BOTTOM OF PIPE
SPACED AT 4.5' ON CENTER.
FIRST PERFORATION AT 6" FROM
MANIFOLD AND LAST PERFORATION
AT 6" FROM SOLID LOOPED
END FOR A TOTAL OF 60
PERFORATIONS FACING DOWN
TOTAL AND 15 PER LATERAL.
SOLID PVC LOOP
ENDS OF LATERALS.
4" DIA.
PVC AIR VENT
INSTALLED VERTICALLY
TO BOTTOM OF
AGGREGATE BED.
BOTTOM 8" OF PIPE
WITHIN AGGREGATE
BED TO BE
PERFORATED. TOP
OF PIPE TO BE
COVERED WITH
REMOVEABLE VENTILATED
TOP CAPS. INSTALL
TOP CAPS A MINIMUM
OF 8" ABOVE
GROUND SURFACE.
2 INCH DIA. SCH.40 PVC MANIFOLD
INSTALLED LEVEL.
3'
I~ 20 � I
3'
70'
NOTES: 1. ALL PIPING AND INSTALLATION METHODS SHALL MEET PITKIN COUNTY
ENVIRONMENTAL HEALTH DEPARTMENT REGULATIONS.
2. DISTRIBUTION PIPES SHALL BE INSTALLED LEVEL AND IN LOCATIONS
SHOWN ABOVE.
405 456 �e�tech LOT B, TRACT 1, ASPEN RIVER VALLEY RANCH FIGURE 4
HEPWORTH-PAWLAK GEOTECHNICAL PLAN VIEW MOUND ABSORPTION SYSTEM
12' MIN. AGGREGATE THICKNESS, SUCH THAT
8 INCHES OF AGGREGATE IS BENEATH PIPE-
AND
IPE_AND 2 INCHES OF AGGREGATE IS ABOVE
PIPE. AGGREGATE GRADATION AS SPECIFIED
BELOW.
12 INCHES MINIMUM TOTAL SOIL
COVER OVER FILTER SAND AND
GEOTEXTILE GRADED AT 3H:iV
OR FLATTER. TOP 6 INCHES
SHALL BE TOPSOIL SEEDED WITH
A SUITABLE GRASS MIX.
EXISTING
\
MIRAFI 14ON OR
EQUIVALENT
DITCH BANK
CRADE
�GEOTEXTILE
I
FILTER SAND
SLOPE AT 2H:1V
MAX
EXISTING
GRADE
- I
BOTTOM OF
EXISTING
TOPSOIL
2 -,
REMOVE TOPSOIL THEN CONSTRUCT
SAND FILTER ON BALANCED CUT AND
FILL WITH NATURAL SUBSOILS. EXTEND
FILL 1 FOOT PAST TOE OF 2H: IV SAND
FILTER SLOPE. PLACE FILL AS SPECIFIED
IN ABSORPTION AREA TEXT.
20'
/1
BOTTOM OF
EXISTING
TOPSOIL
SAND FILTER 4 FEET THICK
CONSISTING OF PITKIN COUNTY
ISDS SAND FROM LA FARGE
WITH GRADATION AS SPECIFIED
BELOW.
NOTES
1. AGGREGATE SPECIFICATIONS:
STANDARD SIEVE SIZE % PASSING BY WEIGHT
2-1/2" 100%
1/2" 0%
2. FILTER SAND SPECIFICATIONS:
STANDARD SIEVE SIZE % PASSING BY WEIGHT
#4 100%
EFFECTIVE SIZE BETWEEN 0.25 AND 0.6mm.
UNIFORMITY COEFFICIENT 4.0 OR LESS.
3. EFFLUENT TRANSPORT PIPE TO BE SCHEDULE 40 PVC.
DISTRIBUTION AND MANIFOLD PIPE TO BE SCHEDULE 40
PVC.
4. REFER TO PITKIN COUNTY ENVIRONMENTAL HEALTH
DEPARTMENT INDIVIDUAL SEWAGE DISPOSAL SYSTEM
REGULATIONS FOR OTHER APPLICABLE SPECIFICATIONS.
APPROX. 2' MAX CUT
TO BOTTOM OF SAND
FILTER FROM EXISTING
GRADE AT UPHILL TOE
OF SAND FILTER.
405 456 I (3kF(5teCh I LOT B, TRACT 1, ASPEN VALLEY RANCH I FIGURE 5
L HEPWORTH-PAWLAK GEOTECHNICAL MOUND ABSORPTION SYSTEM X -SECTION
PLACE AND HAND
TAMP 6 INCHES MIN.
BACKFILL, SOIL FREE
OF SHARP ANGULAR
ROCK, OVER TOP
OF LINER.
FLOWUNE
DITCH �
8 oz/sq.yard\
GEOTEXTILELE OR
2 LAYERS OF
MIRAFI 140N
8 oz/sq-yard
GEOTEXTILE OR
MIRAFI MCF1212 2 LAYERS OF
HEAT BOND OR MIRAFI 140N
GLUE ALL FIELD
SEAMS IN ACCORDANCE
WITH MANUFACTURER'S
RECOMMENDATIONS
KEY IN LINER
SYSTEM 1 FOOT
MIN. BELOW
FINISHED GRADE.
6" MIN.
EXISTING
GRADE
NOT TO SCALE
405 456 1 V
�-. LOT B, TRACT 1, ASPEN RIVER VALLEY RANCH FIGURE 6
C.v���
H E P W ORTN-PAWLAK GEOTECHNICAL IRRIGATION DITCH LINER DETAIL
Pump Selection for a Pressurized System
Input Parameters
0.76 gpm
Orifice Size
3116 inches
Residual Head at Last Orifice
3.0 feet
Orifice Spacing
4.5 feet
Number of Laterals per Cell
4
Lateral Length
64.0 feet
Lateral Line Size
2.00 inches
Lateral Pipe Class/Schedule
40
Distributing Valve Model
None
Manifold Length
16.0 feet
Manifold Line Size
2.00 inches
Manifold Pipe Class/Schedule
40
Lift to Manifold
15.0 feet
Transport Length
35.0 feet
Transport Line Size
2.00 inches
Transport Pipe ClasWSchedule
40
Discharge Assembly Size
2.00 inches
Flow Meter
None inches
'Add-on' Friction Losses
0.0 feet
Minimum Flow Rate per Orifice
0.76 gpm
Number of Orifices per Zone
60
Total Actual Flow Rate
46.3 gpm
Number of Lines per Zone
4
% Flow Differential 1 st and Last Orifice
0.9 %
Lift to Manifold
16.0 feet
Residual Head at Last Orifice
3.0 feet
Head Loss in Laterals
0.1 feet
Head Loss Through Distributing Valve
0.0 feet
Head Loss in Manifold
0.1 feet
Head Loss in Transport Pipe
1.2 feet
Head Loss Through Discharge
4.1 feet
Head Loss Through Flow Meter
0.0 feet
'Add-on' Friction Losses
0.0 feet
Total Flow Rate
45.3 gpm
TDH
23.5 feet
Lot B, Tract 1, Aspen River Valley Ranch
16C
14C
12C
w
1a
D
v
_
�4r
C4
P5015-Ztmae
SUTHERLIN, OREGON
Efftuerlt Pumps
P50 Series
112 hp tot -1R hp
P5010
'
-4f s
P5007-3
P5005 - 2 St a
0
0
10 20 30 40 50 60
Net Discharge, gpm
111_�
0s"`S*1.0
Orenco Systems
Incorporated
814AIRWAYAVENUE
SUTHERLIN, OREGON
97479
'
TOLL FREE.
(800)348-9843
TELEPHONE
(541)459-0449
FACSIMILE.
(541)459-2884
wwwore nco.core
G irtech
HEPWORTH-PAWLAK GEOTECHNICAL
Hepwawlak Geotechnical, Inc.
5020 try Road 154
Glenwood Springs, Colorado 81601
Phone: 970.945-7988
Fax: 970-945-8454
email: hpgeo@hpgeorech.com
SUBSOIL STUDY
FOR FOUNDATION DESIGN
PROPOSED RESIDENCE
LOT B, ASPEN RIVER VALLEY RANCH
PITKIN COUNTY, COLORADO
JOB NO. 104 902
NOVEMBER 16, 2005
PREPARED FOR:
DR- JACK HILTY
12433 HIGHWAY 82
CARBONDALE, COLORADO 81623
_ Parker 303-841-7119 • Colorado Springs 719-633-5562 • Silverthome 970-468-1989
10'�
0
TABLE OF CONTENTS
PURPOSE AND SCOPE OF STUDY
PROPOSED CONSTRUCTION
STTE CONDITIONS ..............
GEOLOGIC CONDITIONS .....................
FIELD EXPLORATION
SUBSURFACE CONDITIONS .................................
..................................... 1 -
`m
.................................................. 2-
...................................
-
..................................- 2 -
FOUNDATION BEARING CONDITIONS .......................................
....-3-
............
...-3-
..-3-
LIMITATIONS
............ 9 -
FIGURE
-
FIGURE 1 - LOCATION OF EXPLORATORY BORINGS AND PEROCLATION
TEST HOLES
FIGURE 2 - LOGS OF EXPLORATORY BORINGS
FIGURE 3 - LEGEND AND NOTES
FIGURES 4 THROUGH 6 - SWELL -CONSOLIDATION TEST RESULTS
TABLE 1- SUMMARY OF LABORATORY TEST RESULTS
TABLE 2 - PERCOLATION TEST RESULTS
55
- 4-
DESIGNRECOMIvIENDATIONS................................................................................
FOUNDATIONS.........................................................................................................-
4 -
FOUNDATION AND RETAINING WALLS.............................................................
5 -
FLOORSLABS
-
...........................................................................................................6
UNDERDRAINSYSTEM...........................................................................................
7 -
7 -
SITEGRADING
.........................................................................................................-
8 -
SURFACEDRAINAGE..............................................................................................
PERCOLATIONTESTING........................................................................................-
9 -
LIMITATIONS
............ 9 -
FIGURE
-
FIGURE 1 - LOCATION OF EXPLORATORY BORINGS AND PEROCLATION
TEST HOLES
FIGURE 2 - LOGS OF EXPLORATORY BORINGS
FIGURE 3 - LEGEND AND NOTES
FIGURES 4 THROUGH 6 - SWELL -CONSOLIDATION TEST RESULTS
TABLE 1- SUMMARY OF LABORATORY TEST RESULTS
TABLE 2 - PERCOLATION TEST RESULTS
55
PURPOSE AND SCOPE OF STUDY
This report presents the results of a subsoil study for a proposed residence to be located
on Lot B, Aspen River Valley 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 and percolation rates for the septic disposal system. The study was
conducted as a supplement to our agreement for professional engineering services to Dr.
Jack Hilty dated December 13, 2004. We previously conducted a geologic site assessment
and presented our findings in a report dated April 26, 2005, Job No. 104 902.
A field exploration program consisting of exploratory borings and percolation tests was
conducted to obtain information on the subsurface conditions. Samples of the subsoils
obtained during the field exploration were tested in the laboratory to determine their
classification, compressibility or swell and other engineering characteristics. The results
of the field exploration and laboratory testing were analyzed to develop recommendations
for foundation types, depths and allowable pressures for the proposed building
foundation. This report summarizes the data obtained during this study and presents our
conclusions, design recommendations and other geotechnical engineering considerations
based on the proposed construction and the subsurface conditions encountered.
PROPOSED CONSTRUCTION
The proposed residence will be a 2 -story wood frame structure with a walkout lower
level. The garage will be at the lower level and have a second level above. Ground floors
will be slab -on -grade. Grading for the structure is assumed to be relatively minor with
cut depths between about 4 to 15 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.
j ly Job No. 104 902 C�tach
0
-2-
SITE CONDITIONS
The site is in similar condition to that when reviewed as part of our geologic assessment.
The building site is located in the upper, northeastern part of the building envelope as
shown on Figure 1. The ground surface has a moderate slope down to the southwest with
about 15 feet of elevation difference across the building footprint. Vegetation consists of
grass, weeds and aspen trees. The C/L Irrigation Ditch crosses the lot just below the
building site. The ditch was flowing about 2 feet deep from the south to the north.
GEOLOGIC CONDITIONS
The geologic conditions were described in our previous site assessment report dated April
26, 2005. The site is located on an alluvial fan that could be subjected to debris flows or -
floods, and soils that are collapsible when wetted. We understand that the debris
flow/flood potential will be mitigated by channel and embankment improvements
designed by a civil engineer to not allow flows onto the building site. We should review
the mitigation design for compliance with our recommendations. The collapse potential
and possible impacts to the building are discussed below in the Foundation Bearing
6 ' 4 Conditions and Design Recommendations sections.
FIELD EXPLORATION
The field exploration for the proj ect was conducted on October 14, 2005. Two
exploratory borings were drilled in the residence area and one boring was drilled in the
septic disposal area 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 track -mounted CME 45 drill rig. The borings were logged by a
representative of Hepworth-Pawlak Geotechnical, Inc.
Samples of the subsoils were taken with a 2 inch I.D. spoon sampler. The sampler was
driven into the subsoils at various depths with blows from a 140 pound hammer falling 30
5 _� Job No. 104 902 C19macn
52�
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 and testing.
SUBSURFACE CONDITIONS
Graphic logs of the subsurface conditions encountered at the site are shown on Figure 2.
The subsoils consist of about 1 foot of topsoil overlying silty to very silty sand with
gravel and scattered cobbles to the drilled depths of 25 feet. The soils are roughly
stratified and contain some sandy silt zones or layers. The soils are typically medium
dense and slightly moist. No free water was encountered in the borings at the ti= of
drilling or when checked 3 days later.
Laboratory testing performed on samples obtained from the borings included natural
moisture content and density, and finer than sand size gradation analyses. Results of
swell -consolidation testing performed on relatively undisturbed drive samples, presented
on Figures 4 through 6, indicate low compressibility under conditions of loading and
natural low moisture. The samples typically showed moderate collapse potential
(settlement under constant load) when wetted and high compressibility under addition
loading. The laboratory test results are summarized in Table 1.
FOUNDATION BEARING CONDITIONS
The building site is located on an alluvial fan deposit that has collapse potential that could
be damaging to the proposed residence if the subsoils become wetted. The depth of the
fan deposit is probably greater than 50 feet judging from the elevation of the site above
the valley bottom. Spread footings placed on the natural soils can be used for building
support with a risk of excessive settlement and building distress. Precautions should be
taken to prevent wetting of the bearing soils and the owner should be aware of the
lob No. 104 902 G96teK.71
-4-
potential effects of any wetting. Alternative foundation types may be feasible to help
mitigate the settlement potential, such as a heavily reinforced mat foundation or piles that
extend down to dense river terrace or bedrock-materials. If further evaluation of alternate
foundations is desired, we should be contacted. A pile foundation alternative will require
additional exploration.
DESIGN RECOM AMNDATIONS
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 soils with a risk of settlement and distress if the bearing soi §
become wetted.
The design and construction criteria presented below should be observed for a_spread
footing foundation system.
1) Footings placed on the undisturbed natural soils should be designed fpr an
allowable bearing pressure of 1,200 psf. Based on experience, we&xpect
initial settlement of footings designed and constructed as discussed in this
section will be about 1 inch or less. Additional differential settlements
could be 1 to 2 inches or more depending on the depth of wetting.
2) The footings should have a minimum width of 20 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 such as by assuming an unsupported length of at least 14
feet Foundation walls acting as retaining structures should also be
Job No. 104 902
0
-5-
designed to resist lateral earth pressures as discussed in the "Foundation
and Retaining Walls" section of this report.
5) The topsoil -and any.loose or disturbed soils should be removed and the
footing bearing level extended down to the firm natural soils. The exposed
soils in footing area should then be moistened and compacted.
6) A representative of the geotechnical engineer should observe all footing
excavations prior to concrete placement to evaluate bearing conditions.
FOUNDATION AND RETAINING WALLS
Foundation walls and retaining structures which are laterally supported and can be,
expected to undergo only a slight amount of deflection should be designed for a lateral
earth pressure computed on the basis of an equivalent fluid unit weight of at leas0 pcf
t
for backfill consisting of the on-site soils. Cantilevered and gravity 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 soils. a
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
`1b Job No. 104 902 CII�9�
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
calculated based on a coefficient of friction of 0.4. 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 lateratA ad&.
should be 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. The soils are compressible when 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.
LP'Job No. 104 902
-7 -
All fill materials for support of floor slabs should be compacted to at least 95% of
maximum standard Proctor density at a moisture content near optimum. Required fill can
consist of the on-site soils devoid of vegetation, topsoil and oversized rock.
UNDERDRAIN SYSTEM
Although free water was not encountered during our exploration, it has been our
experience in mountainous areas that local perched groundwater can develop during times
of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create
a perched condition. We recommend below -grade construction, such as retaining walls,
crawlspace and basement areas, be protected from wetting and hydrostatic pressure
buildup by an underdrain system.
The drains should consist of drainpipe placed in the bottom of the wall backfill
surrounded above the invert level with free -draining granular material. The drain should
be placed at each level of excavation and at least 1 foot below lowest adjacent finish
grade and sloped at a minimum 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 inched _The
drain gravel backfill should be at least 1'/z feet deep. An impervious membrane such as a
30 mil PVC liner should be placed beneath.the drain gravel in a trough shape and
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 cut and
fill depths are limited. We assume the cut for the basement level will be up to about 15
feet deep and sloped back to a stable grade. Fills should be limited to about 8 to 10 feet
deep. Embankment fills should be compacted to at least 95% of the maximum standard
Proctor density near optimum moisture content. Prior to fill placement, the subgrade
should be carefully prepared by removing all vegetation and topsoil and compacting to at
Cip"
Job Na. 104 902
(D3
0
BIT
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 vegetation or other
SURFACE DRAINAGE
Maintaining proper surface grading and drainage away from the building will be
important to the long term performance of the facilities. 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 shoulelbe
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 t
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 about 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 and sprinklers 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
Job No. 104 902
the building caused by irrigation.
M
PERCOLATION TESTING
10
Percolation tests were -conducted on October 18, 2005 to evaluate the feasibility of an
infiltration septic disposal system at the site. One profile boring and three percolation
holes were drilled at locations as shown on Figure 1. The test holes were drilled with 6
inch diameter auger and were soaked with water one day prior to testing. The soils
encountered in the percolation holes are similar to those encountered in the Profile Boring
shown on Figure 2 and below the topsoil consist of medium dense silty to very silty sand
with gravel and scattered cobbles.
The percolation test results are presented in Table 2. The percolation test results indicate
an infiltration rate between 13 and 30 minutes per inch with an average of 24 minutes per
inch. Based on the subsurface conditions encountered and the percolation test rezalts, the
tested area should be suitable for a conventional infiltration septic disposal system. Pitkin
County requires a civil engineer to design the infiltration septic disposal system.
LIMITATIONS
This study has been conducted in accordance with generally accepted geotechnical
engineering principles and practices in this area at this time. We make no warranty either
express or implied. The conclusions and recommendations submitted in this.report.are
based upon the data obtained from the exploratory borings drilled at the locations
indicated on Figure 1, the proposed type of construction and our experience in the area.
Our services do not include determining the presence, prevention or possibility of mold or
other biological contaminants (MOBC) developing in the future. If the client is
concerned about MOBC, then a professional in this special field of practice should be
consulted. Our findings include interpolation and extrapolation of the subsurface
conditions identified at the exploratory borings and variations in the subsurface
conditions may not become evident until excavation is performed. If conditions
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.
L0q Job No. 104 902 GgEtech
l0 -
This report has been prepared for the exclusive use by our client for design purposes. We
are not responsible for technical interpretations by others of our information. As the
project evolves, we should provide continued consultation and field services during
construction to review and monitor the implementation of our recommendations, and to
verify that the recommendations have been appropriately interpreted. Significant design
changes may require additional analysis or modifications to the recommendations
presented herein. We recommend on-site observation of excavations and foundation
bearing strata and testing of structural fill by a representative of the geotechnical
engineer.
Respectfully Submitted,
HEPWORTH - PAWLAK GEOTECi-INICAL, INC.
Steven L. Pawlak, P.E.
Reviewed by:
Jordy Z. Adamson, Jr., P.E.
SLP/ksw
cc: Scott Tumipseed, AIA — Attn: Alicia Davis-Lypps
Gebau Consulting Structural Engineers — Attn: John Arndt
D.M. Neuman Construction— Attn: Duane Neuman
L s'G,; r
lob No. 104 902
0 0
PROPERrYBOUNOARY '
i
I 1
/7-4—' `l evvELOpE
I I ' �•�. 1 \ `, \\ ` APPROXIMATE
SCALE:
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I.. 20.
aow�aaa 1 ss ��. I Tow-a5}d \ 1
�• 1 � 1 I 1 ti aow•a5u \ \
Tow -sac
I 1 1 .I eow-aaac 1 UPPER
t 1 1 5'pa PATIO
LOWER
\ 1 I 1 1 PATR)
I 1 1 1 \ Mml bYY• 9Td
I I 1 1 11 -5•vs� 1\ \� ` �'-
1 \ MaM Lwa11WC \ `\ • \
BORING2
I I \
\ BOING 1
I
�` \ `\ ♦..per, Via::.:•,:: ,�
I : \ �.:: `•: - '
�ROFILE _
-.BORING
C/L IRRIGATION DITCH
I
`516 `
SNOW STORAGE
104 902 GeUPt@CI'1LOCATION OF EXPLORATORY BORINGS
AND PERCOLATION TEST HOLES Figure 1
GEOTECHNICAL
HEPWORTH-PAWLAK
540
535
530
525
c �_ 520
0
m
Lu
515
510
9
BORING 1 BORING 2
ELEV.= 526' ELEV.= 537'
PROPOSED LOWEI
FLOOR LEVEL
22/12
WC=6.6
DD=97
19/12
WC=7.7
DD=107
-200=56
33/12
PROFILE BORING
ELEV.= 524'
540
PROPOSED MAIN
FLOOR LEVEL 535
24/12
15/6,40/6
WC=3.0
-200=39
20/12
WC=6.0
DD=99
29/12
WC=3.9
DD=107
40/12
50/12
16/12
530
525
Z
m
LL
520
0
m
d
w
515
510
Co -7
38/12
WC=6.1
505
DD=126
505
-200=44
40/12
500
500
Note: Explanation of symbols is shown on Figure 3.
104 902
�7QNvQCi�
LOGS OF EXPLORATORY BORINGS
Figure 2
HEP O~AWI "G!m=cFft I
Co -7
LEGEND:
® TOPSOIL; sandy silt, root zone, scattered gravel, brown.
SAND (SM -SC); silty to very silty, slightly clayey, slightly gravelly to gravelly, scattered cobbles, medium dense,
slightly moist, light brown, subangular rock.
Relatively undisturbed drive sample; 2 -inch I.D. California liner sample.
Drive sample blow count; indicates that 22 blows of a 140 pound hammer falling 30 inches were
22/12 required to drive the California sampler 12 inches.
---� Cave depth when checked on October 17, 2005,
NOTES:
1. Exploratory borings were drilled on October 14, 2005 with 4 -inch diameter continuous flight power auger.
2. Locations of exploratory borings were measured approximately by taping from features shown on the site plan
provided.
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 or when checked 3 days later. Fluctuation in
water level may occur with time.
7. Laboratory Testing Results:
WC = Water Content (%)
DD = Dry Density (pcf)
-200 = Percent passing No. 200 sieve
104 902 1 CnAb&tekCh I LEGEND AND NOTES I Figure
LD 8
7
F]
Moisture Content = 6.6 percent
Dry Density = 97 pcf
Sample of: Very Sandy Silt with Gravel
From: Boring 1 at 4 Feet
0
1
Compression
upon
2
wetting
3
ae
C
0
.W
4
a
E
0
U
5
6
7
8
9
0.1 1.0 10 100
APPLIED PRESSURE - ksf
104
902
GQNRech
I SWELL -CONSOLIDATION TEST RESULTS
Figure 4
HEPWORRFPAWUK GEO'IECNMCAL
0 0
Moisture Content = 6.0 percent
Dry Density = 99 pcf
Sample of: Very Sandy Silt with Gravel
From: Boring 2 at 14 Feet
0
1
2
Compression
upon
3
wetting
4
5
0-0
6
C
0
N
N
a
E
0
0
7
8
9
10
11
12
13
14
0.1 1.0 10 100
APPLIED PRESSURE - ksf
H
104
902
SWELL-CONSOLIDATION TEST RESULTS
Figure 5
HEPW ORIH-PAWLAK GEOTECHNICAL
7
Moisture Content = 3.9 percent
Dry Density = 107 pcf
Sample of: Silty Sand with Gravel
From: Boring 2 at 19 Feet
0
1
--TCompression
upon
2
wetting
3
0
c
0
N
0
4
a
E
0
U
5
6
7
8
9
0.1 1.0 10 100
APPLIED PRESSURE - ksf
104
902
Ch
SWELL -CONSOLIDATION TEST RESULTS
Figure 6
HE GEOTECHNICAL
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE 1
SUMMARY OF LABORATORY TEST RESULTS
Job No. 104 902
SAMPLE
LOCATION
NATURAL
MOISTURE
CONTENT
%
NATURAL
DRY
DENSITY
GRADATION
PERCENT
PASSING
NO. 200
SIEVE
ATTERBERG LIMITS
UNCONFINED
COMPRESSIVE
STRENGTH
PSF
SOIL OR
BEDROCK TYPE
BORING
DEPTH
R
GRAVEL
SAND
LIQUID
LIMIT
%
PLASTIC
INDEX
^/°
1
4
6.6
97
Very sandy silt with gravel
9
7.7
107
56
Very sandy silt with gravel
19
6.1
126
44
Silty sand and gravel 41
2
9
3.0
39
Silty sand with gravel
14
6.0
99
Very sandy silt with gravel
19
3.9
107
Silty sand with gravel
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE 2
PERCOLATION TEST RESULTS
]OB NO. 104 902
HOLE NO.
HOLE DEPTH
(INCHES)
LENGTH OF
INTERVAL
(MIN)
WATER
DEPTH AT
START OF
INTERVAL
INCHES
WATER
DEPTH AT
END OF
INTERVAL
INCHES
DROP IN
WATER
LEVEL
(INCHES)
AVERAGE
PERCOLATION
RATE
(MINJINCH)
P-1
38
15
173/4
14
33/4
13
14
12
2
12
101/2
11/z
101/2
9
11/2
9
71/2
11/2
71/2
6
11/2
6
41/2
11/2
41/2
33/4
3/4
P-2
44
15
171/4
16
11/4
30
16
14
2
14
121/4
13/4
121/4
103A
11/2
103/4
91/4
11/2
91/4
81/4
1
61/4
73/4
1/2
73/4
71/4
1/2
P-3
42
15
151/2
131/z
2
30
131/2
12
11/2
12
11
1
11
91/2
11/2
91/2
8
11/2
8
7
1
7
61/2
1/2
61/2
6
1/2
Note: Percolation test holes were drilled with a 6 -inch diameter power auger on October 14,
2005 and soaked on October 17, 2005. Percolation tests were conducted on October
18, 2005. The average percolation rates were based on the last two readings of each
test.
13
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I Form No. OFFICE OF THE STATE ENGINEER
X25 COLORADO DIVISION OF WATER RESOURCES
818 Centennial Bldg., 1313 Sherman St., Denver, Colorado 80203
` (303) 866-3581
APPLICANT
JACK HILTY
PO BOX 6089
SNOWMASS VILLAGE, CO 81615-
(970) 922-0883
1095
WELL PERMIT NUMBER 266279 _
DIV. 5 WD 38, DES. BASIN MD
APPROVED WELL LOCATION
PITKIN COUNTY
SE 1/4 NE 1/4 Section 36
Township 8 S Range 86 W Sixth P.M.
DISTANCES FROM SECTION LINES
1569 Ft. from North Section Line
170 Ft. from East Section Line
UTM COORDINATES (Meters Zone 13 NAD83)
Easting: Northing:
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 37-92-602(3)(b)(II)(A) as the only well on a residential site of 7.29 acre(s) described as lot B.
tract 1, Aspen River Valley Subdivision, Pitkin County.
4) The use of ground water from this well is limited to ordinary household purposes inside one single family dwelling. The
ground water shall not be used for irrigation or other purposes.
5) The pumping rate of this well shall not exceed 15 GPM.
6) The return flow from the use of this well must be through an individual waste water disposal system of the
non -evaporative type where the water is returned to the same stream system in which the well is located.
7) This well shall be constructed not more than 200 feet from the location specified on this permit.
NOTICE: This permit has been approved for for the location as noted above. The 1/4 1/4 section was amended. The
correct 1/4 1/4 section is: SE 1/4 NE 1/4 NOT NE 1/4 NE 1/4 as originally submitted. 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.S.)
NOTE: Expired permit no. 156044 was previously issued for this lot.
NOTE: Parcel Identification Number (PIN): 49-2467-361-01-001
NOTE: Assessor Tax Schedule Number: R010468
APPROVED-
DMW 2", ��.✓
State Engineer
o --- :..,ni., ncnne o. ._ _^ ^___ BY
174
Name
c/o
Address
City, St, Zip
Phone #
0 0
Shelton Drilling Corp
P.O. Box 1059
Basalt, Co. 81621
(970)927-4182
Lic. # 1095
Jack Hilty
P.O. Box 6089
Snowmass Villaee. Co 81615
Hole Size
Depth
Type
Casing ID
Casing OD
From -To
9.0
95
Steel
6.5
7.0
0-95
6.5
205
PVC
5.0
5.5
5-205
Invoice #: C-2528
Date : 12/19/2005
Permit #:266279
Location :Lower River Road
Perforated Ft : 50 ft
Estimated : 15+ gpm
Static Level : 127 ft
Total Drilled: 205 ft
Recommended Pump Set Depth 200 Ft. Pumping 15 GPM
For Pump Installation We Recommend : Samuelson Pump 945-6309 (Raun Samuelson)
J & M Pump Co 945-6159 (Rick Holub)
Aqua Tec Pump 984-0311 (Tom Platzer)
Instructions :
Price Per Foot 95 Feet @ $ 40.00 Per Foot = $ 3,800.00
110 Feet @ $ 30.00 Per Foot = $ 3,300.00
Total Footage Charge $ 7,100.00
Minimum Well Charge (if applicable) .............................$
Conditions Of Payment: pay $ 7,100.00
1. *WE STRONGLY RECOMMEND A VALID PUMP TEST BE CONDUCTED BY A LICENSED PUMP INSTALLER
TO DETERMINE THE ACTUAL WELL PRODUCTION AND WATER QUALITY. THIS SHOULD ESTABLISH THE
ACTUAL WELL PRODUCTION PARAMETERS WHICH CANNOT BE DETERMINED WHILE DRILLING
? OUR GUARANTEE IS VALID ONLY IF A LICENSED PUMP INSTALLER FR Ih TA S THE PUMPING SYSTEM li
3. The landowner is ultimately responsible for the plugging and abandonment of dry holes or replaced weft
according to State Rules and Regulations. Please contact as for details and/or prices.
Please call us if you have any questions.
WELL CONSTRUCTION D TEST REPORT
OR OFFICE USE ONLY
STATE OF COLORADO, OFFICE OF THE STATE ENGINEER
C -AAq
'11&
-T`
I.
WELL PERMIT NUMBER 266279
2
Owner Name(s): Jack Hilty
Mailing Address: P.O. Box 6089
City, State, Zip: Snowmass Village, Co 81615
Phone #
APPROVAL tlGW531A1-03
WELL
WELL LOCA77ON AS DRI D
''
DISTANCES FROM SEC. LINES SE 1/4 NE 1/4 Sex: 36 Twp: 8 S Range: 86 W
1490 fL from North Sec. line and 200 fi from East Sec. line OR Ensting: Northing:
SUBDIVISION: Aspen River Valley Ranch LOT: B BLOCK: FILING (UNIT):
STREET ADDRESS AT LOCATION
4
GROUND SURFACE ELEVATION ft. DRILLING METHOD Air Rotary
DATE COMPLETED: 12/16/2005 TOTAL DEPTH: 205 DEPTH COMPLETION: 205
5.
GEOLOGIC LOG 6. HOLE DIAMETER (in) FROM (R) TO (a)
Depth I Type of Material Size, Color, and Typo) 9.0 0 95
000-030 Dirt, Rocks 6.5 95 205
030-090 Maroon Formation (Broken, Soft)
090-205 Maroon Formation 7. PLAIN CASING
OD (in) Kind wau sizc Fr® (R) To (R)
7.0 Steel 0.240 1 95
5.5 PVC 0.250 65 1 140
PERF. CASING : Screen Slot Sus
5.5 PVC 0.250 140 1 205
S. Filter Pack 9_ Packer Placement
Water Located: 140+ Material Type ;
Size : Depth
Remarks Interval
10. GROUTING RECORD
MMerial Ampul Doeity In%rvel P6comrtt
Cement 5 sks 6 z&Vsk 1 10-40 poured
11. DISINFECTION : Type HTH Amt Used: 4 oz -
z12.
12.WELL TEST DATA () Check Box If Test Data Is Submitted On Supplemental
TESTING METHOD : Air Compressor
Static Level: 127 R Dalw7ime Measured 12/16/2005 Production Rate 15 Sm
Pumping Level: Total ft. Date/Time Measured 12/162005 Test Length : 2 hours
Test Remarks
13. l hue and (sa mmemeob nude Fade sad luau tYe eon cute Feemf and thm icy au we b my kaowladae. (Paaa�t b aeeOsn 7M 1� (17xa) t]l5 the saska dGhe smRmeata
amatCas u the second depee sed is as pmeisbWe a elm I misdemmor.) a
CONTI�AC fOR
: Shelton Drilling Corp. Phone: (970) 927-0182
Mailing Address : P.O. Box 1059 Basalt, Co. 81621 Lic. No. 1095
Name/ Title (Please Type or Print)
Signature Date
Wayne Shelton / President
12/192005
-�9