HomeMy WebLinkAboutpitkin.eh.273510101004 (2001)�MA
Pitkin County Environmental Health Department
Permit for an Individual Sewage Disposal System
0405 Castle Ck Rd, Aspen, Colorado 81611
Phone 970-920-5070 / FAX 970-920-5077
Replaces permit 20009
Permit # 01029 Parcel ID # 2735-101-01-004
Type of permit New(X ) Repair( ) Addition to House( )
Name of Owner Dr. & Mrs. Marc Epstein
Street Address 300 W. Eagle Pines Rd
Property legal description Lot 4 Eagle Pines Sub
Size of lot 7.778 Total square footage of the house 13,319
Water source City of Aspen
# of bedrooms in house 5 # of offices, lofts & similar sized rooms in house
Caretaker unit Total square footage of the caretaker unit
# of bedrooms in caretaker unit # of offices, lofts & similar sized rooms in caretaker unit
Designed for what # rooms (list) SIX (6): 5 bedrooms plus 1 future bedroom or attached caretaker
Permit information
Designed by Dean Derosier, McLaughlin Water Engineers
Mailing Address 111 P AABC, Aspen, CO 81611
Perc rate 30 Profile hole depth 8 ft
Septic tank capacity 2,730 minimum
Depth to groundwater or bedrock
Absorption area 2,990 sq ft; 50% reduc= 1495 sq ft
+8 ft
r`nmmnnfa
Septic permit approved per compliance with the engineer design and specifications dated May 9, 2001. Any
changes must be approved by this department and the design engineer prior to them being made.
Minimum horizontal distances between components of the system and physical features shall conform to the Pitkin
County ISDS regulations.
The design is for two 2,000 gallons tanks with effluent filters. There are two separate absorption fields with a total of
104 units. Installer must check with engineer to insure that flow is evenly divided into the different length
trenches.
This department does not endorse any brand of products. 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.
Permit approved by: ZG �►-t Date:
Plans and specifications of the p posed individual sewage disposal system have been reviewed and are considered
satisfactory. Permission is hereby granted to the owner or the agent to perform the work indicated in accordance with the Pitkin
County ISDS Regulation in effect at the time of issue. This permit becomes invalid 6 months from the date that the permit was
issued unless system construction has commenced or an extension has been approved in writing by the Department.
As -built drawings must be included with this permit before the final approval will be issued.
Installer:
Final Inspection Approval:
Date: /�
ASi 'ITKIN ENVIRONMENTAL HEALTI �3ARTMENT
APPLIGA 17ION FOR INDIVIDUAL SEWAGE DlarjuSAL SYSTEM
130 S. Galena St., Aspen Colorado 81611
` Phone 970-920-5070/Fax 970-920-5074
Name of OWNER M,t VCS l C__E��re
Owner's Mailing Address -V� i � T �� � 1 CZ 1!�-3 ((,;rp I
Business Phone: Home Phone: q 70 22Y- 4 -1 44 -
Primary Contact Person (all communication regarding this permit will go through this person)
Name U
Company j c -t Le tZ
Contact Mailing Address 6E 1 % "ov/.
Business Phone: qZ5 + 5 (j�
Cell Phone: Fax:
Parcel ID # (available from assessors orrice
at 920-5160 or at www.aspen.com/assessorl)
Street address of property
Z7!3 i 6 0 i 0 ag
Legal Description: Lot 4_5 ,Block Filing Subdivision 9,C�41&
Size of lot: 7,77 acres. Type of proposed structure: 5 -FC Size of bldg. envelope:
Total square feet of house �3 , J7 /9 -�,F # of bedrooms in house 15-
#
# of offices, lofts & similar sized rooms in house
Caretaker Unit: Attached ( ) Detached ( ) Total area(sq. ft.) of caretaker unit
31,¢141 s_F.
1f of harlrnnmc in rAn-takPr unit # of offices, lofts and similar size rooms of caretaker unit
Permit is for: New Home (y ) 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'lLfor a permit that takes 6 hours or less for the department to approve. If approval takes
longer than 6 hours, a rate of $55 per hour will be charged. The maximum fee is $1000. The basic fee of $330 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 Aspen/Pitkin Environmental Health Department, Pitkin County and employees of these agencies will be held harmless
should the individual sewage disposal system fail or malfunction. The permit to construct is issued on information submitted by
the applicant or his/her representatives. The owner assumes full responsibility in case of failure of the system.
Signature of applicant 1 A71 Date
Received by Receipt # Date ,7�>
G:\eh\isds\isdsapp.doc r
Pitkin County Environmental Health Department
Contact Log Sheet
Person Spoken To
WIN
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WMA
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Pitkin Erwironmental Health Departmer
Contact Log Sheet ,
Name: :
Parcel ID#: Address:
-3 d
Date
S
Person Spoken To
Comments / Action to be Taken
Initials
Time
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McLAUGI-ILIN WA"(FR ENGINEERS, itch
I I I P AADC ASPt:N, Cpl,0RAD0 ` 01 I
970-925-1920 97U-425-19741iix inwcasPeiI(amI'Ilei
MEMORANDUM
Date: DeCember 4_j,200_l_
To: Pitkin County Environmental Health,
From: Dean Derosier; McLaughlin Water Engineers, Ltd.
RE: Epstein Septic System - Recommendation of Final Approval AO -004.02
The system was designed and installed and placed into service in December of
2001. MWE and GDD inspected the installation of the system and found it was
installed according to MWE's design and PCEH requirements. This letter is to
serve as the acceptance letter for MWE and recommendation to Pitkin County for
final acceptanCe Of the system.
To my knowledge the system was installed according to MWE standards, the
system layout was changed as per the attached drawing, which can be used as
the asbuilts. The system consists of 2 - new 2,000 gallon tanks or 4,000
gallons total, two Serial distribution systems with 51 units in one and 53
units in the other, for a total of 104 units. All trenches were installed
using a infiltrator gravelless chamber system. All setback limitations were
meet.
Please call/, is yoW ve j y questions.
if -- ,
G. Den Derosier,vP. �.
r•d bLGI-S26-0L6 9N3 H31UM NIIHonuioW dSb:20 IO b0 oaQ
LETTER OF TRANSMITTAL
McLaughlin Water Engineers, Ltd.
I I P AABC Aspen, Colorado 81611 (970) 925-1920
FAX 925-1974 EMML - MWEASPEN®ROF.NET
WE ARE SENDING YOU
C Shop drawings
0 Copy of letter
0 Attached O Under separate cover via the following items:
O Prints U Pians 0 Sampk:s a Specification
QChangc Order 0
REMARKS A,-'/(- rj '95-2, ^- G /4' ` �' A l N 6 5 — /;
VC, r T ,,�,,., , 5�.-► , �. 71r7
,)PY TO SIGNED
If enclosures are not as voted, kindly uo&y us at number above.
1-d *L61 -926 -OLS 9N3 831UM WI-Msn iow d2b:20 10 LZ daS
McLaughlin Water c
Project Titic Project No. �" 4 o y C,/ Date
Subject Designed Paye
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Project Title
fr' f-' 71"F/r_� 7 '`� Project No.
Subject � N i ` S Designed Page
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Subject Designed Page
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173
MWEMcLAUGHLIN WATER ENGINEERS, ltd.
111 P AABC ASPEN, COLORADO 81611
970-925-1920 970-925-1974 fax mweaspen@rof.net
MEMORANDUM
Date: May 9, 2001
To: Pitkin County Environmental Health; Marc Epstein
From: Dean De:rosier; McLaughlin Water Engineers, Ltd.
RE: Epstein Residence - Septic System Design Notes - Eagle Pines
The following are my design notes for the new Epstein Residence Septic System
design.
6 - Bedrooms
- Approx. 13,000 Square Feet of living area
130 gallons per day per person
- 30 minutes per inch pert rates (avg) - Perc Test by HP Geotech Attached
Ground water 100+\- feet from surface
Flow = Q = 6 bed rooms x 2 peo/br x 130 gal/day/per x 1.75 = 2,730 gallons
per day.
Tank_sizin - 6 - Bed Rooms requires 3,500 gallons of septic tanks; Q 1.25
The effluent. from the house will enter a 2,000 gallon tank for initial
ent
settling of solids. The tank will have a Bioerbtankswilled in flow downetheuhill to
line of the tank. The effluent from this upper
a second 2,000 gallon tank, also with a BioTube -- 400, away.
This will
provide 4,000 gallons of storage. The second tank is being placed near the
the hill to provide a tank to stabilize the flows
system at the bottom of
after the steep run down from the upper tank, and to provide an additional
location with better access for pumping and Biotube maintenance.
Area of Septic field required = A
A = (Q\5) x square roots of the pert rate (AVG) = 2,730/5 X SR(30) �
A = 2,990 square feet = 193 Infiltrators
Infiltrators 50% reduction for trenches = 1,495 SF
Infiltrators = 15.5 square feet = 97 infiltrators
System size is for 104 infiltrators to allow for even length
oftrenches.
he Two
ty.
separate disposal systems are being installed on t ottom
with 15 units 60 tal
System A will consist of 4 trenches units. System A is
located on the east side of the disposal area. The trenches will be 10' apart
stem
and step down to match the
2°trenchesours fofh7 units lfor ae. ytotal Bof144 onsist of
2 trenches of 15 units a
(go
is
infiltrators. System B is located in the west of system A�nd Each sated on
the ridge and flat area and again trenches will be 10' apar
will have a 4" Sch 40 PVC line into each row of infiltrators. Tees will be
o rows. The layouts of the
used to split the flow evenly into each set of tw
systems are required to fit site conditions and meet all setbacks as shown on
the attached drawing.
A concrete splitter box will be installed just outside the lower tank to split
the flow into each system evenly. The soil under the splitter box will be
road base a minimum of 6" thick and compacted to 95%. The box will be set
level and water tested to verify even distribution into each system.
hown on the drawings. Tees will be installed on
Tanks will be installed as s
both the inffluent and effluent lines of the tank, set on the inside of the
he tank a
tank. Set top of line from tee within 1" of the roof of t
er line of tee. Fill tank with water prior
nd
oYxo
line downward 12" below cent
backfill to check for leaks and leave water in tank for placing the system in
service. Septic tanks will be a two -chambered tanks. Install a OSI 4" diameter
Biotube in each new 2,000 gallon tank effluent line, inside the tank. The
housing is to be 36" high with a cartridge length of 28", using SDR 35 PVC
piping per Pitkin County ISDS requirements.
Piping from the home to the tanks will be 4" SDR 35 PVC laid at a minimum of
1%. Insulate lines with less than 5 -foot of cover or in uninsulated crawl
spaces. Maximum bend angle is 45 degrees. All piping, including the manifold
lines, 4" PVC and, others are to be bedded in a minimum of 2" under and 6"
over of 3/4" screened rock.
The 104 units will be installed in a trench configuration as laid out to fit
not be installed at
the site, setbacks, and other restrictions. Trenches can
one elevation, several terraced levels may be required to meet contours,
individual trenches will be installed to within 1" of level.
Other chances may be required to meet contours and site conditions with
maximum
of 6' of cover over the units, and a
engineers' approval. Provide a max
minimum of 2'. Return the slope of the hillside to preconstruction contours.
Adjustments to fit site contourioandnArchitectexisting conditions
domay
Elevationsofthetank
be made per approval of the eng'neer
. installation and
and trenches will be finalized in thefield brloretonfinal racceptance. System
operation will be approved by the engineers p
must meet all PCEH and MWE standards.
No trees or irrigation systems will be installed on top of the septic disposal
d shrubs that do not require watering may be planted
field. Native grasses an
over the top of the field. Maintain minimum setback backs from property lines
and other spt3�aG$, as note
ti d on the drawing to minimize disturbance and
,
xif•,ual blocking with natural vegetation.
maintain;, �.,,. �,.
G. De erri"s re's.
gdd\( te:inn
FROM : 1 CC-EPSTE I N Res. FAX N0.
G99bw:h
October 31, 2000
Marc and Nancy Epsteia
205 North 6th Street
Asj=, Colorado 81611
970 544 0594 Apr. 10 2001 02:23PM P2
Cr.aca
t'rWeCth'pawlak Geowbnical. tw-
SM Cama Read IS4
Glenwood spriKm Colorado 81601
P'ho(W 970.%9-7488
fax: 970.915.8454
bPVeu ®hPBe*Wb—M
Job No. 198 288
Sul)jeot: Additional Percolation Testing, Proposed Septic Disposal Sy3tem, Lot 4,
Eagle Pines Subdivision, Pitkin County, Colorado.
Dear Mr. and Mrs, Epstein:
Ar rNuested by Marc $alter with Iglebart Constna:tion. a representative of Hepworth-
Pawlak Geotechnical, Inc. conducted additional percolation testing at the subject site to
evaluate the feasibility of an infiltration septic disposal system. The results of our work
are pry in this report. We previously conducted a subeoil study for the proposed
residence and perdolation testing for the leach field and presented our findings in
reports dated iwe 3, 1998 and Decer;bt_r 21, 1999, Job No. 198 288. Additional
percolation tesfing was conducted in the � of the Nordic Trail and presented in a
report dated August 2. 2000, lob No. 198 288.
A profile pit and three shallow backhoe pits had been excavated is two are" at the
locations shown on Fig. I. Percolation test holes were hand dug in the bottom of the
backhoe pits. The test holes were soaked one day prior to testing. The soils exposed in
profile Pit 4 consisted of about 2 feet of topsoil overlying stiff clay and gravel to the
proffie pit depth of 852 feet. The soils exposed in ProQ,e Pit 5 consisted of about 1 foot
of topsoil, .1 foot of clayey sand with gravel and I S6 fleet of topsoil overlying relatively
dense 4ayey sand and gravel with occasional cobbles to the profrle pit depth of 81A feet.
Groundwater was not observed in the profile pits and the soils were slightly moist to
moist.
Percolation teals were performed ou October 27, 2000 by a representative of Hepworth-
Pawlak Geotechnical. Inc. The percolation test results are presented on Table I. The
percolation Lost results in area 4 indicate an lnfiltr 600 rate of between about 18 and 60
minutes per inch with en average *f-46srunutee per inch- The festrr rate of P-11 wee
due to the looser matrix of the soil. The percolation test results in area S indicate an
infiltration rate of 30 minutes per inch for P-14 and P-15. Test hole P-13 had 5%
imba of water from s Oepreviom day and no percolation rate. Based on the
FROM : ICC-EPSTEIN Res. FAX NO. : 970 544 0594 Mar. 09 2001 e8:43AM P2
Marc and Nancy Epstein
October 31, 21)0(1
Page 2
subsurftce mcd1dom observed and the variable percolation test results, we rCCOWnmd
a civil cagiam by eWgcd tO design the septic disposal sysieftL
If them are auy questions or if we may be of fi3rtber assistance, please let us know.
siv=ely.
HBpWORTH - PAWj4N&5@Wft
, _WCAL, INC.
jordy Z. A
i tea.
Rev. by:
NAI-
JZA/kSW
attachments
;!ion - AttDL;..NX)L-.Bak19
14-P GEOTECW
I
FPOM :]CC-EPSTEIN Res. FAX N0. : 970 544 0594 Mar_ 09 2001 08:43AM P3
I_,,. ALL- IIVLL _VI._ ..I!.J'.2 I }1 L'. J 1 -
APPROMAIX
V •r ar
LOT 3
A
Ma I
ic
P 1!6PRaDFi13 / P '!Z 11, PFT 4
PFF 5
LOT 4
rff� .ra. �
RT 3�►
IRAL
P-6
A ,PROFILE BaVW 2
Aso f wY 2 P-2
,& %* Al
AJ
/P-3
LEGIM
A pDana+AL PEIM AIM IES1
EM' E PMIES W:VE
• WFOWIS DMLUD FOR SUBSCIL S WY 6/3/"
Lot 5
ll
}EpWd�EN - PAILM LOCATION OF PERCo"moN imy HOLES E'�g.
198 291 GEOTECHNICAL, ING
FROM : ]CC-EPSTEIN Res.
�r
FAX NO. : 970 544 0594 Mar. 09 2001 08:44AM P5
: l'P!�1 LroSCa • ,De.—t -__ "t, u -
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE I
PERCOLATION TEST RESULTS JOB NO. 198 288
Pam 7 of 2
HOLE NO.
HOLE DEPTH
S1tWWS?
L NGM OF
MITMAL
(MINI
WATER DEPTH
AT $TMr OF
■ 71MAL
gUC)1E6I
WATER OEM
AT EIS OF
WW"AL
1
DROP IN
WATO
LEVEL
amem)
AVERN E
PERCOWTgM
RATE
(WXANCH)
P-70
48
1s
MOos. added
6
D4
Y►
so
4X
4%
K
4
3%
1f'
3 v
3%
X
3A
214
K
a
a
%
4 iG
414
yi
P-111
So
16
wear added
5
3 YA1
SS
18
3Yi
2V&
'X
7 A
6 X
1
e
x
y
5A
4%
rA
4%
4
�G
q
a
l
8
2 IL
X
P-12
so
is
water added
4%
4%
x
L OR
4 K
4
Y.
4
31
'k
3 y
3 I
x'
316
3
Y`
3
2:
x
5
• is
X
4x
41
Noce: Percolation test holes were hand dug in the bottom of backhoe pita and soaked on
October 218, 2000. percolation tests were conducted on October 27, 2000. The average
percolation rates were based on the last three readings of each lost-
FROM : ICC-EPSTEIN Res. FAX NO. : 970 544 0594 Mar. 09 2001 08:44AM P4
.. . r. ! i 1 I F'— . -R'T C.;i lam. i � I � r. L .1 . .1 1 . - 'I •'' : 13 ..
"I-•
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE I
PERCOLATION TEST RESULTS JOB NO. 198 288
. Peae 2 of 2
i101r lVGG.
HOLE D6PTM
t +Es1
t EIiaTH OF
RaERVAL
(Mal:
WATER DEPTH
AT STMT of
WTVWAL
MiIClIE6
WATW DEPT"
AT 00 OF
WT1iWAt
DMP IN
WAWR
(Wim!
AVERAGE
PERGALAT30N
PATE
(AIgP.lalCtl!
P-13
so
t5
S%
6 3S
o
did eat Pate
SK
sx
a
8
6 3G
0
6%
636
0
51E
0
694
6'A
0
6 %
5 3E
6Y,
aK
0
P-14
53
15
wew added
S
Z
30
6
4
7
4
3%
K
3 >5
g
15
9
2 34
Z
2
R
5
4 sh
Yb
4 3S
4
'4
P-15
90
15
8 Xe
6 V4
__. _
B iL
5
14
5
4%
Y,
4K
4
4
3 Y+
K
3%
$
Y'
s
x
Nene: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on
October 26, 2000. Percolation tests were conducted on October 27, 2000. The average
Percolation rates were based on the last three readings of each test. P-17 appeared to be
more clayey than other percolation taste- The water in P-13 was left from the wetting on
`_; October 26.
IeUeivea: :y/ is/ul 10:29AM;
03-Oe-zool i w 5 From -GRAND JUN, .jN PIPE
9709631229 -> McLaughlir Water Engineers, Ltd; Page 2
9709631229 T-406 P.002/004 F-303
First -Line Defense for Your Septic System
11 �
05a patented Screened Vault
Technology retains solids
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discharged.
ou've put your money (or
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Protect your investment with
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technology.
The OSI Biotube® Effluent Filter
dramatically improves the
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Effluent from the relatively clear
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the scum and the sludge layers,
enters the Biotube Effluent Filter
through its inlet holes.
Effluent then enters the space
between the housing and
Biotubes, utilizing the entire
screen surface for filtering.
Particles larger than 1/8" are
detained in the interior space,
where continued decomposition
of organic material occurs.
Once the effluent has been filtered
through the Biotubes, it flows
through the modulating orifices at
the outlet of the filter.
If inflow becomes temporarily
excessive, the fluid level in the
tank will rise as the modulating
orifices slow the flow through the
tank, allowing maximum settling
of solids.
0
•
r�C�.01V CU J/ o/vi IV=JVHM; `J /VLl CJJI'GL`J- -> MCLaugnlin water Engineers, Ltd; Page 3
03-i18-2001 11:16 From -GRAND JUi jN PIPE 9709631229 T-406 P.003/004 F-303
Pure Performance
o• •
o '
0
F
The OSI Biotube Effluent Filter i;
the most advanced in the indusl
engineered to provide maximun
protection for your septic syster
Features and Benefits
• Improves effluent quality.
Average Total Suspended Soli
(TSS) is less than 30 PPM, ne,
2-1/2 times lower than a non -
screened system!
• Allows for smaller diameter
drainfield pipe.
Lowers drainfield material co!
• Superior patented design.
Extends drainfield life_ Reliably
corrosion -proof construction.
• Easy installation.
Installs in minutes in new or
existing tanks.
• Simple, hassle -free
maintenance.
• Available alarm.
Indicates when maintenance
needed.
• Ideal for variable -grade sewe
Allows reduction of the transl
line size and associated cost:
• Custom sizes.
Call for availability.
nCl:C1VCU J/ O/VI IV: JVNMj Ll, uwaO iLGw MU uuyr111/1 VVd Luc =nglrievr' LIU�
33-08-2001 11:16 From -GRAND JU 1N PIPE 9709631229 T-406 P.OD4/004 F-303
Sizes and Applications
OSI Biotube Effluent Filters are
available in several diameters,
suitable for a variety of
applications.
r and 4" models shown
4" Diameter
Best for most residential
applications.
6" and 8" Diameter
Ideal for larger residential
applications, such as large homes or
duplexes, or for small commercial
flows.
12" and 15" Diameter
For larger commercial flows.
Multiple filters may be used to
accommodate larger flows.
Excellent for:
• Gravity Septic Tank
Filters
• Effluent Pumping
Systems
• Dosing Siphon Systems
• Grease Trap Filters
• Industrial Process
Filtering
• Groundwater
Remediation
• Variable -grade sewers
Custom designs available to
satisfy specialized needs.
ASPEN/Pi. _,N ENVIRONMENTAL HEALTH DEPAR'
ISDS DESIGN REQUIREMENTS -DEPARTMENT UE
Name Epstein
House Size (75 gpd, 100 gpd, or 130 gpc
#of Bedrooms, Similar Rooms accessible to baths in Main Residence
# of Bedrooms, similar rooms w/ access to bath in ATTACHED caretaker
# of Bedrooms & Similar Rooms w/ access to baths in DETTACHED caret,
Average Daily Waste Flow 900 # bedrooms X 2 people/br X
State Review Required? no
Perc Rate 30 (T) 3 equals # of Perc Holes Req
Design Flo w (Q) = # bedrooms X 2 people/bedroom X gpd X 1.75
Q= 2730
Minimum tank capacity 3413 gallons
Absorption Area (A= Q/5 X SQRT)
A = 2991 sq. ft. of absorption area required
193 infiltrator units without reduction
A maximum 30% reduction is bed- gravelless chambered system.
2093 sq.ft. with reduction
135 infiltrator units with reduction
AREA NEEDED FOR STANDARD ABSORPTION TRENCHES
97 2991 Total sq ft /3 =lineal ft of trench needed
1495
96
0
A maximum �0% reduction i
17 997 lineal ft/assumed trench length of 60ft = # of 60ft trenches needed
1L # trenches minus 1 = rows of 6ft wide undisturbed soil between trenches
51 17 times 3 = total width of of 60" long field needed for just the trenches
96 16 times 6' = total width of 60' long field needed just for undisturbed soil
1_47 width of trench +width of undisturbed soil = total width needed
147 by 60 ft is the area needed for a standard absorption field in a trench configuration with no
reductions taken and ASSUMING AN AVERAGE PERCOLATION RATE OF 3.4
SLOWER PERCOLATING SOILS WOULD REQUIRE MORE AREA.
SETBACK FROM WELL SETBACK FROM POND, STREAM OR IRRIGATION DITCH
# of feet = 238.4 # of feet = 188.4
SETBACK FROM DRY GULCH
# of feet = 163.4
Remember: 8 feet of additional distance for each 100 gallons/day of design flow over 1,000 gallons/day
should be added unless an RPE can verify that it is not necessary to prevent contamination.
1/20/99
Printed on Recycled Paper
Permit # 20009
Type of permit
Name of Owner
Aspen/Pitkin Environmental Health Department
Permit for an Individual Sewage Disposal System
130 S. Galena St. Aspen, Colorado 81611
Phone 970-920-5070 / FAX 970-920-5074
Parcel ID # 2735-101-01-004
New( X ) Re
Dr. & Mrs. Marc E
Street Address 300 IN. Eagle Pines Road
Property legal description
Size of lot 7.778 acres
Water source City of Aspen
# of bedrooms in house 5
Caretaker unit
# of bedrooms in caretaker unit
Designed for what # rooms (list)
Addition to Housei
Lot 4, Eagle Pines Sub.
Total square footage of the house 319
# of offices, lofts & similar sized rooms in house
Total square footage of the caretaker unit
# p
# of offices, lofts & similar sized rooms in caretaker unit
SIX : 5 bedrooms plus 1 future bedro&h,gr attached caretaker
Permit information
Designed by Dean Derosier, McLaughlin Water Engineers
Mailing Address 111 P AABC, Aspen, CO 81611
Perc rate 36 mpi Profile hole depth 8 ft Depth to groundwater or bedrock
Septic tank capacity
35000
+8ft
Absorption area 3276 sq ft, 2293 w/ 30% infiltrator reduction
Comments
Septic permit approved per compliance with the engineer design and specifications dated February 2, 2000. Any
changes must be approved by this department and the design engineer prior to them being made. Design is for one
1,500 gallon tank then split into two equal components, System A and�ystem B. Each system has a 1,000 gallon
tank followed by a 1,000 gallon dosing tank, and a disposal field witK74 to 75 units (149 units total). The engineer
must be consulted for instructions on the manifod installations.
Minimum horizontal distances between components of the system and physical features shall conform to the Pitkin
County ISDS regulations.
This department does not endorse any brand of products.
The engineer must do a final inspection of th`i •i.nstallation 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.
Permit approved by: Date: Z I
Plans and specifications of the propo ed individual sewage disposal system have been reviewed and are considered
satisfactory. Permission is hereby granted to the owner or the agent to perform the work indicated in accordance with the Pitkin
County ISDS Regulation in effect at the time of issue. This permit becomes invalid 6 months from the date that the permit was
issued unless system construction has commenced or an extension has been approved in writing by the Department.
As -built drawings must be included with this permit before the final approval will be issued.
Installer:
Final inspection approval Date:
Go otech
December 21, 1999
Hep ,i-Pawink Geotechnical, Inc.
5020 -.ounty Road 154
Glenwood Springs, Colorado 81601
Phone: 970-945.7988
Fax: 970-945-8454
hpgeo@hpgeotech.com
Marc and Nancy Epstein
205 North 6th Street
Aspen, Colorado 81611 Job No. 198 288
Subject: Percolation Testing, Proposed Residence, Lot 4, Eagle Pines, Pitkin
County, Colorado
Dear Mr. and Mrs. Epstein:
As requested by Rod Dyer, we have conducted percolation testing at the subject site to
evaluate the feasibility of an infiltration septic disposal system. The results of our work
are presented in this report. We previously conducted a subsoil study at the subject site
and presented our findings in a report dated June 3, 1998, Job No. 198 288.
A profile pit and three shallow backhoe pits were excavated on November 12, 1999 at
the locations shown on Fig. 1. Access on the downhill side of the building envelope
was not possible due to the steep terrain and vegetation. Percolation test holes (about
12 inches in diameter and 12 inches deep) were dug in the bottom of backhoe pits and
soaked one day prior to testing. The soils exposed in the percolation test holes and
Profile Pit 1 consist of about 11/2 feet of topsoil overlying clayey gravel with cobbles
and boulders to the profile pit depth of 8 feet. No free .water was encountered in the
pits and the subsoils were slightly moist to moist.
Another profile pit and three shallow backhoe pits were excavated to the north of the
building envelope on December 9, 1999. Percolation test holes (about 12 inches in
diameter and 12 inches deep) were dug in the bottom of backhoe pits and soaked one
day prior to testing. The holes were covered with rigid foam insulation to protect
against freezing overnight. The soil temperature at the time of these tests was between
34° and 39° F and no frost was indicated in the holes. The soils exposed in the
percolation test holes and Profile Pit 2 consist of about 2'/2 feet of topsoil overlying
clayey to silty gravel with cobbles and scattered boulders to the profile pit depth of 8
feet. No free water was encountered in the pits and the subsoils were slightly moist to
moist.
Marc and Nancy Epstein
December 21, 1999
Page 2
Percolation tests were performed on November 13 and December 10, 1999 by a
representative of Hepworth-Pawlak Geotechnical, Inc. The percolation test results are
presented on Table I. The percolation test results indicate an infiltration rate between
30 and 40 minutes per inch with an average of 37 minutes per inch for the area on the
uphill southwest side of the envelope. An infiltration rate between 15 and 30 minutes
per inch with an average of 22 minutes per inch was indicated for the northern area
tested. Based on the subsurface conditions encountered and percolation test results, a
conventional infiltration septic disposal system appears feasible at the tested locations.
If you have any questions or if we can be of further assistance, please call our office.
Sincerely,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
Jordy Z. Adamso , Jr P
Rev. By: SLP
JZA/sd/ksm
attachments
cc: Dyer and Associates - Attn: Rod Dyer
t
APPROXIMATE SCALL t3370 8380
1" = 60'/ /
♦ 100 �o/
♦ ♦ / 8390
/ / / 8400
001.01
8370 / 4-1 de Ile
/ 8410
8380� � /
.n.� /
..r '
,yam
EXISTING NORDIC TRAIL /
8390 -- —-------- ._..—_--_...-7/._ /
8400 -- ! _ _ _ ` — — — / 8420
LOT 4
8410 '� _
��-�♦ /
/ 8430
8420 ..r
00, 00
8430— ' 1 — � � � /
����.��,+...'�' 8440
LOT 3 P�..—._. r/ ........_----- \�' 8450
P5 PROVLE PIT 2
8440
Q -� LOT 5
' BORING 3
� ��'• � /�� 8460
A
♦♦rte BORING 2 '����
we
BORINGS DRILLED PROFILE PIT 1 / ♦ � 8470
---
FOR PREVIOUS STUDY / / / BUILDING BORING 1�/Q QP2
ENVELOPE // PLl , 0 /
q P3
8450
8460
BROAD SWALE
ACCESS DRIVE
I
8470
198 288 HEPWORTH - PAWLAK I LOCATION OF PERCOLATION TEST HOLES I Fig. 1
GEOTECHNICAL. INC.
ri
S,
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE I PAGE 1 OF 2
01:Rrn1 ATIMU TEST RESULTS JOB NO. 198 288
HOLE NO.
HOLE DEPTH
(INCHES)
LENGTH OF
INTERVAL
(MIN)
WATER DEPTH
AT START OF
INTERVAL
(INCHES)
WATER DEPTH
AT END OF
INTERVAL
(INCHES)
DROP IN
WATER
LEVEL
(INCHES)
AVERAGE
PERCOLATION
RATE
(MIN./INCH)
P-1
36
10
61/2
6 114
1/4
40
61/4
6
1/4
6
53/4
114
53/4
5 112
1/4
61/2
5 114
1/4
5114
5
1/4
5
43/4
114
4 314
41/2
114
P-2
38
10
7
63/4
1/4
40
63/4
61/2
114
61/2
61/2
0
61/2
61/4
1/4
61/4
6
114
6
53/4
1/4
53/4
51/2
1/4
51/2
51/4
1/4
P-3
37
10
7
61/2
1/2
30
61/2
6 114
114
61/4
53/4
112
51/2
1/4
---63/4
51/2
5 114
114
51/4
5
114
5
4 112
112
41/2
41/4
1/4
Note: Percolation test holes were hand dug in the bottom of backhoe pits, soaked and covered with rigi� insulation on
November 12, 1999. Percolation tests were conducted on November 13, 1999. The average percolation rates were
based on the last three readings of each test.
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE I
PAGE 2 OF 2
PERCOLATION
TEST RESULTS
Juts
Nu. -I U6 ZOO
HOLE NO.
HOLE DEPTH
(INCHES)
LENGTH OF
INTERVAL
(MIN)
WATER DEPTH
AT START OF
INTERVAL
(INCHES)
WATER DEPTH
AT END OF
INTERVAL
(INCHES)
DROP IN
WATER
LEVEL
(INCHES)
AVERAGE
PERCOLATION
RATE
(MIN./INCH)
P•4
51
10
15
water added
61/2
5114
1 114
30
51/4
4 3/4
112
43/4
41/4
1/2
4 114
33/4
1/2
61/4
51/2
314
51/2
5
112
5
41/2
1/2
41/2
4
112
P-5
55
10
15
water added
9
7 112
1 1/2
15
71/2
6
1 112
6
41/2
1 1/2
41/2
3
1 1/2
73/4
6 1/2
1 114
61/2
5 112
1
51/2
41/2
1
41/2
31/2
1
P-6
40
10
15
water added
10114
91/4
1
20
91/4
8
1 1/4
s
63/4
1 114
63/4
51/2
1 1/4
7
6
1
6
51/2
1/2
51/2
41/2
1
4 112
33/4
3/4
e hand dug in
e bottom of backhoe
ts, soaked
nd covered with
n on
Note: Percolation test 1999!ePe Percolation on tests were ed on Decembeir 10, 1999.aThe average percolationso
December 9, rates were
based on the last three readings of each test.
ASPEN/PITKIN ENOVIRONMENTAL HEALTH DEPARIIA' ENT
ISDS DESIGN CALCULATIONS
Owners Name
y� Parcel ID #
«»...�, , ¢ ��
House Size (sq. ft.) ,.r (75 gpd, 100 gpd, or 130 gpd)
Number of Bedrooms in Main House
Number of Offices, Libraries, Studies, Similar -sized Rooms in Main House
Number of Bedrooms in Detached Caretaker unit
Number of Offices, Studies, Similar -sized Rooms in Caretaker Unit
(If the caretaker unit is ATTACHED, treat as if part of main house.)
Average Daily Waste Flow 1560
State Review Required? no
Perc Rate (T)
Design Flow (Q) = # potential bedrooms X 2 people/bedroom X gpd X 1.75
Q = 2730
Absorption Area (=Q/5 X SQRT perc rate)
A = 3276 sq. ft. of absorption area required
211 gravelless chamber units without reduction
# of Perc Holes Required: 3
1 in every soil type? Spaced uniformly over proposed area?
A maximum 30% reduction is allowed for use of deep gravel or gravelless chambered system,
only if the lot size and soil conditions are optimal.
If a reduction is being proposed, describe why lot size and soil conditions are optimal:
A = 229 -a.2 -so. ft. with reduction
148 pravelless chamber units with reduction
Type of system: []Absorption trenches []Absorption bed [] Gravelless chambers
[]Dry well []Seepage Pit []Other (type)
Minimum tank capacity 3412.5 gallons
SETBACK FROM WELL
# of feet = 238.4
SETBACK FROM POND, STREAM OR IRRIGATION DITCH
# of feet = 188.4
SETBACK FROM DRY GULCH
# of feet = 163.4
Printed on Recycled Paper
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EXISTING AND FUTURE GROUND
BACKFILL - 3'MINUS MAX,
6' -
TOP SOIL
BEDDING ZONE - FINE NATIVE
MATERIAL NO LARGER THAN
1' IN DIAMETER WITHIN 6 ' OF
INFILTRATOR
vvv vv
vvv vvvvvvv
vv v vvv
vv vvv
v v / v v
INFILTRATOR
NOTES=
BYSTEM TO BE 1N57ALLEC PER DESIGN NOTES
BY MIUE ANO PER PITKIN COUNTY ISDS 2001
REGULArONS
ENGINEER TO VERH=Y rANK AND SYSTEM /- OCAT10N5
AND EL-1Ar/ON.5
WATER 6y -6M7"1 /S COASPEN PUBLIC SYSTEM
6 - 90 -FOOT AND 1 - 48 -FOOT INFILTRATOR TRENCHES
15 UNITS IN 6 ROWS AND 1 W/ 8 - 98 TOTAL
TRENCHES, IE TO BE FIELD DETERMEINED
MINIMUM DEPTH IS 3 -FOOT TO BOTTOM OF
TRENCH, 10' APART MINIMUM, MAX DEPTH IS 6'
IE TO BE F'IELD DETERMINED BY ENGINEER
V 4' SDR PVC PIPING TO EACH
END OF INFILTRATOR TRENCHES
INSTALL OPEN TEE AT EACH TRENCH
TRENCH DETAIL
FOUND REBAR & CAP
%LS. 15710
1/ ELEC. PEDESTAL
ELEC. TRANSFORMER
TELE. PEDESTAL
PAVEMENT
I
IN5r4f-L 4"6DR 35
FROM F,2/S,E r0
SEPrk, 7,4NK 4NC
TANK To SYSTEM
.81
ANSTALL Y,ERrA:;;4L BENDS
A$ AdSSMW /N L//VE r0
-51-CFE
SLOPE
MATCH
AA$rALL / 2000 GALLON SEPrC \
rANK wlh4 Blonoe Oiv Emma-wr
LINE E OF TANK rO BE SET BY
ENG - 128.o LCCArE TANK ro eESr
F/r SITE AAQ7 f lh1P/NG A?EaOeSr�6
/NSTALL CLEAA10Ur5 - �
100 AND Ar AU BEI
M�111
30' WIDE ACCESS
/T EASEMENT TO LOT 6
BK. 629, PG. 594
18'
DATE I in - I REVISIDN
Ir
ID REBAR & CAP
20133
VALVE
BY
Iac*10
LOT 3
iER'
60i WIDE ROAI
EASEMENT
1 PROFILE HOLE • (BK. 246, PG.
1 PERCOLATION TEST HOLES 4
1 1. ,�Ilill
1
F 1 35 TO
1 1
\2L
L
LOT 5
LOT 5
i
FOUND REBAR & CAP
L.S. 15710
EXISTING
I FENCE
FOUND REBAR & CAP
L.S. 15710
TRENCH SYSTEM- 8 TOTAL RCW$
I SYSTEM 2= FOLLGYUS 6 ROICGS OF 15 UNITS AND 2 RCU6 OF i' UMTS ovERHEAD
CONTOURS AND FOR 104 TOTAL ROWS ARE TO BE 10 ' PART UTILITIES
ACRg5S-R! AAl1 FLATS STEP DOIUN TO MATCH CONTOURS OF .SITE,
?%sz ANP3-2 RCW 4 RCIUS FOLLC:U HILLSIDE AND 3 RCU6
rOT4L ARE LOCATED ON THE R� AND FLS r
AREAS. INSTALL YENT5 ON EVERY oz-1ER ROIU
SYSTEM P FOL -CWIS
CON70UR6 AND
SrEPS COG/N HILL5/CE
4 RCU6 0C /5 UMTS/
60 TOTAL
REBAR & CAP
184
\/M3rAL - 4" TEE r0
i €4CH 2 RCU6 OF UN10
,AND AGAIN TO =7C
ACH
RCw OF /NF/L TRArCR
/NSTALL 4"S CH 40 PVC
FROM TANK rO
SFLIrrER BOX AND
BOX r0 SYSTEM
1NSrALL CoNCI�rE 5PLjl7
BOX r01o1vr E FL01U EVENL Y 8 O
1NT0 EACH SY57FM _
a
\ FOUND REBAR & CP
\\ _Y L.S. 15716\
� N
C8
POWER
POLE
GRAPHIC SCALE
O 0 20 40 80 1e
( IN FEET )
1 inch = 40 ft
PROJECT NUMBER
AO -004.01
DESIGN: GDD
DETAIL: GOD
CHECK:
DATE: 501
IGLEHART CONSTRUCTION CO.
617 WEST MAIN STREET
ASPEN, CO 81611
PH: (970) 925-5990 FAX: 925-5485
h1 AY 1 4 2001 f
--------------1
EPSTEIN a3�oy1PPhP,�,,/���
SEPTIC SYSTEM —771
i
SITE PLAN
DETAILS
AND NOTES
,
F -
w
`\1
2420 Alcott Street, Denver, CO 80211
PH. 303.458.5550; Fat 303.480.9 666
email mwe@mwewat�.com
LOT 5
LOT 5
i
FOUND REBAR & CAP
L.S. 15710
EXISTING
I FENCE
FOUND REBAR & CAP
L.S. 15710
TRENCH SYSTEM- 8 TOTAL RCW$
I SYSTEM 2= FOLLGYUS 6 ROICGS OF 15 UNITS AND 2 RCU6 OF i' UMTS ovERHEAD
CONTOURS AND FOR 104 TOTAL ROWS ARE TO BE 10 ' PART UTILITIES
ACRg5S-R! AAl1 FLATS STEP DOIUN TO MATCH CONTOURS OF .SITE,
?%sz ANP3-2 RCW 4 RCIUS FOLLC:U HILLSIDE AND 3 RCU6
rOT4L ARE LOCATED ON THE R� AND FLS r
AREAS. INSTALL YENT5 ON EVERY oz-1ER ROIU
SYSTEM P FOL -CWIS
CON70UR6 AND
SrEPS COG/N HILL5/CE
4 RCU6 0C /5 UMTS/
60 TOTAL
REBAR & CAP
184
\/M3rAL - 4" TEE r0
i €4CH 2 RCU6 OF UN10
,AND AGAIN TO =7C
ACH
RCw OF /NF/L TRArCR
/NSTALL 4"S CH 40 PVC
FROM TANK rO
SFLIrrER BOX AND
BOX r0 SYSTEM
1NSrALL CoNCI�rE 5PLjl7
BOX r01o1vr E FL01U EVENL Y 8 O
1NT0 EACH SY57FM _
a
\ FOUND REBAR & CP
\\ _Y L.S. 15716\
� N
C8
POWER
POLE
GRAPHIC SCALE
O 0 20 40 80 1e
( IN FEET )
1 inch = 40 ft
PROJECT NUMBER
AO -004.01
DESIGN: GDD
DETAIL: GOD
CHECK:
DATE: 501
IGLEHART CONSTRUCTION CO.
617 WEST MAIN STREET
ASPEN, CO 81611
PH: (970) 925-5990 FAX: 925-5485
h1 AY 1 4 2001 f
--------------1
EPSTEIN a3�oy1PPhP,�,,/���
SEPTIC SYSTEM —771
SITE PLAN
DETAILS
AND NOTES
,
F -
w
2420 Alcott Street, Denver, CO 80211
PH. 303.458.5550; Fat 303.480.9 666
email mwe@mwewat�.com
C C
NUMBER J J