HomeMy WebLinkAboutpitkin.eh.273503200017 (2002)Pitkin County Environmental Health 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 # 02029 Parcel ID # 2735-032-00-017
Type of permit
Name of Owner
Street Address
Addition
Jovice Amico & Charles Malkemus
477 Aspen Oak Drive
Property legal description
Size of lot 5.022
Lot 6
acres Total square footage of the house
Water source Private well/Spring
# of potential bedrooms in
Caretaker unit detached Total square footage of the caretaker unit 1322 sq ft
# of potential bedrooms in caretaker unit
Designed for what # rooms (list) 2 bedrooms
Permit information
Designed by High Country Engineers 923 Cooper Ave GWS 81601
Perc rate 57 mpi Profile hole depth 8 ft Depth to groundwater or bedrock 5 ft
Minimum Septic tank capacity 656 gallons Minimum Absorption area 397 sq ft w/ 50% reduction
Comments
Septic permit approved per compliance with the engineer design and specifications dated April 30, 2002. 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 tank should be a minimum of 5 feet from the house and the field should be at least
20 feet from any occupied building. There must be a 10 foot setback from the field to the property line.
The system will consist of one 1000 gallon tank with an effluent filter on the outlet. The field will be in a trench
configuration, in series, with 10 feet between each trench. There will be a total of 30 Infiltrator units. Depth to
ground water was found toga at 5 feet. The trenches cannot be installed any deeper than 1 ft in order to
maintain a 4 -foot separation between the bottom of the field and ground water.
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.
Permit approved by:
Date:
Plans and specifications of the proposed individual sewage disposal system have been reviewed and are considered
satisfactory. Permission is hereby granted to the owner or the agent to perform the work indicated in accordance with the Pitkin
County ISDS Regulation in effect at the time of issue. This permit becomes invalid 6 months from the date that the permit was
issued unless system construction has commenced or an extension has been approved in writing by the Department.
As -built drawings must be included with this permit before the final approval will be issued.
Installer: U, '.1
Final inspection approval: �.i `��� Dater
PITKIN COON ENVIRONMENTAL HEALTH DEPAF LENT
APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL b k`STEM
0405 Castle Creek Road, Suite 10, Aspen Colorado 81611
Phone 970-920-5070/Fax 970-920-5077
Name of OWNER 'I C , "A—L
Owner's Mailing AddressAY-&-iJo
Business Phone: 21Lf.Home Phone:
E-mail Address:
Primary Contact Person (all communication regarding this permit will go through this person)
Name
0117—
Company
/
Contact Mailing Address D
Business Phone: 3od
Cell Phone : 0,01 Fax.
E-mail Address:
Parcel ID # (available from assessor's office
at 920-5160 or at www.aspen.com/assessor/)
Street address of property
Lo Z -D -off
Legal Description: Lot ,Block Filing Subdivision
Size of lot: 5,017 -acres. Type of proposed structure:1--,� Size of bldg. envelope:
Total square feet ofho� use ZZ' # of bedrooms in house
# of offices, lofts & similar sized rooms in house
Caretaker Unit: Attached ( ) Detached ( �` Total area(sq. ft.) of caretaker unit _
# of bedrooms in caretaker unit # of offices, lofts and similar size rooms of caretaker
Permit is for: New Home ( ) Repair due to failure ( ) Remodel/Addition ( J<) Emergency use ( )
Water: Private well (/,) Spring ( ) Stream ( ) Community/Public Water System OG-
If community system: Name of system MFIA-) L)T7IM jLK- �, SIJ�i/L 7
The fee for a ISDS application is $330 for a permit that takes 6 hours or less for the department to approve. If approval takes
longer than 6 hours, a rate of $65 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 ent, Pitkin County and employees of these agencies will be held harmless
should the individual sewage disposal ste fail or alfunction. The permit to construct is issued on information submitted by
the applicant or his/her representati s. Th assumes full responsibility in case of failure of the system.
Signature of applicant
Received by Al'�
G:\eh\isds\isdsapp\is sapp.doc
Date
Receipt # '48 Date
phone 970-920-5438
fax 970-920-5077
0405 Castle Creek Rd, Aspen CO 81611
e-mail carlab@ci.aspen.co.us
FaX
To: Barrett Cyr From: Carla Block
Fax: 927-6436 Pages: 2
Phone: Date: 5/24/02
Re: septic permit CC: High Country Engineering
❑ Urgent 0 For Review ❑ Please Comment ❑ Please Reply ❑ Please Recycle
If you have any questions regarding this permit, please give me a call.
Thank you,
Carla
Feld Report te:_�v�s ---y 11o� ----
�f��i✓�/N�Er. ✓C } Conditions:
Project Name: Jp16e- Am-lr-o
Project Number: p(J;
Contractor: C -j ,��,c/ G�
High Country Engineering Subcontractor:
923 Cooper Avenue Report Pepared By:
Glenwood Springs; CO. 81601 Attachments:
(970) 945-8676 - -- - -- ---- Time On Site: Travel TimelMiles:
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Pitkin County Environmental Health
NO SEPTIC PERMIT REQUIRED FORM Pitkin County
Envirom ental Health
Date:
Owner's Name: i C k1 A 4, K CPU S &es .-b F IV 0 -
Project Name:
Address of Property: a Y 77
Building Permit number:
Parcel ID # �2-' 7 3 S— d 3 Z. ' D U t 7
Scope of Project: �� o ��v��;�a
Remodel does not increase the bedroom/potential bedroom count
Existing septic system is sized for this project
New buildings do not need a septic system (i.e. garage, shed, barn, etc.)
Project is not located in the area of the existing septic system
N,
No septic permit is required for this project. No further review is required by
Environmental Health.
,4
FOOD SERVICE FACILITY
This facility contains a retail food establishment. Environmental Health has
reviewed and approved the plans.
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0405 Castle Creek Road, Suite 10 Aspen, Colorado 81611
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AMICO / MALKEMUS RESIDENCE
0477 ASPEN OAK DR.
ASPEN, CO 81611
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KIM RAYMOND AKCHITECT5
412 N MILL STREET
ASPEN COLORADO 61611
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MAY -10-02 06:39 AM CYR & ASSOCIATES
April 25, 2002
970 920 2885 P.01
r.r�c�rir
He worth-Pawtak Geotechnical, Inc.
$020 County Rnad 154
Glenwood S tin Cvlorudo RIM
Phone: in4•&4S•%A
fam 914.945.9434
hprcuC1hpgeotech.com
Joyce Antico
clo Kim Raymond
412 North Mill Street
Aspen, Colorado 81611 Job No, 100 731
Subject: Observation of Excavation and Additional Percolation Testing, Proposed
Pump House and Guest House Addition, Lot 6, Aspen Oaks, 477 Aspen
Oak Drive, Pickin County, Colorado
Dear Ms. Armco:
As requested by Barrett Cyr with Cyr & Associates, Hepworth - Pawlak Geotechnical,
Inc, observed the excavation for the proposed pump house and performed additional
percolation testing for the proposed guest house on April 22, 2002. We previously
conducted a subsoil study for design of foundations and performed percolation testing at
the site and presented our findings in a report dated October 24, 2000, Job No. 100 731.
We also conducted a geologic site assessment for the proposed development and
presented our findings In a letter dated August 29, 2001.
Pump House Excavatloe: The pump house is proposed to be a one story structure
with a slab -on -grade floor located between the proposed pool and existing main
residence. Spread footings were designed by Tom Kingdom for an allowable soil
bearing pressure of 2,000 psf are proposed for support of the structure.
At the time of our visit, the excavation for the pump house had been cut in essentially
one level between 4 and 8 feet below adjacent grades. A trench was excavated for the
north footing line and supped down 3% feet below the main level to achieve frost
depth. The soils exposed in the bottom of the excavation consisted of relatively dense,
silty to clayey sand and gravel with cobbles. The results of a gradation analysis
performed on a sample of silty sandy gravel with cobbles (minus 6 inch traction) obtained
from the site are presented on Fig. 3. No free water was encountered in the excavation
and the soils were slightly moist to moist.
The soil conditions exposed in the excavation are consistent with those prevtouety
encountered on the site and suitable for support of spread footings designed for an
allowable soil bearing pressure of 2,000 psf. Loose and disturbed soils should be
removed in the footing areas to expose the undisturbed natural g=ular soils. The bottom
of the excavation should be compacted prior to concrete placement. Other
recommendations presented in our previous report which are applicable should also be
observed.
MAY -10-02 06:39 AM
Joyce Armco
April 25, 2002
Page 2
CYR & ASSOCIATES
�w
970 920 2885
The recommendations presented above are based on our observation of the soils exposed
within the pump house foundadon excavation and the previous limited subsurface
exploration at the site. Variations in the subsurface conditions below the excavation
could increase the risk of foundation movement. We should be advised of any variations
encountered in the excavation conditions for possible changes to recommendations
contained in this letter.
Percolation Testing: A Profile Pit and three percolation test holes were excavated
prior to our arrival on-site at the locadons shown on Fig. 1. The subsoils exposed in
the Profile Pit consisted of about 4 feet of loose organic topsoil overlying medium
dease, silty to clayey sand and gravel with cobbles to the bottom pit depth of 6�6 feet.
The log of the pit is shown on Fig. 2. Free water was observed in the pit at a depth of
5 feet below the ground surface and the soils above the water level were moist.
Percolation test holes were hand dug in the bottom of shallow backhoe pits excavated
adjacent to the Profile Pit and soaked with water prior to our testing.
Percolation testing was conducted on April 22, 2002, by a representative of Hepworth -
Pawlak Geotechnical, Inc. Test results indicate variable infiltration rates between 20
and 90 minutes per inch. The percolation test results are sturunarized on Table 1. Due
to the variable infiltration rates and shallow groundwater, we recommend a professional
civil engineer design the septic disposal system.
If you have any questions or need further assistance, please call our office.
Sincerely,
HEPWORTH - PAWLAK GEOTECHNICAL. INC.
=) 001� _e �_a
Trevor L. Knell
Reviewed By: _
r
Daniel E. Hardin, P Z4W
TLK/ksw
attachments
cc: High Country Fng Attn: Deric Walter
Tom Kingdom Engineering - Attn: Tom Kingdom (Fax Only)
Cyr & Associates - Atm: Barrett Cyr
P.02
r,es�er
MAY -10-02 06:39 AM CYR & ASSOCIATES
APPROXIMATE SCALE
1' - 50'
PROPI
SOUNI
LOT 6
970 920 2885 P_03
LOT 7
APPROXIMATE
LOCATION OF 110 {
LOT 5 EXISTING SEPTIC / 120
1 SYSTEM
I EXISTING f � ,130
RESIDENCE / / PROPOSED
POOL
A.PROFILE PIT 2 /� /PIT 2
,&4P 5 / ` -130
P 4 / �
L`ES A'" klt ' 130
c s
u
� Y Eq
PIT i k t PROFILE PITS 140
f PROPOSED
1 120 GUEST HOUSE .�` i r 150
- ORIGINAL PROPOSED J /
130 SEPTIC LOCATION
1 r
LOT 3
100 731 HEPWORTH - PAWLAK LOCATION OF EXPLORATORY PITSI Fig. 1
GEOTECHNICAL, INC. AND PERCOLATION TEST HOLES
MAY -10-02 06:39 AM CYR & ASSOCIATES 970 920 2885 P.04
-- ----- „ , r.e5�e'r
PROFILE PIT 2
0 0
o
3 1
a
10 10
LEGEND:
TOPSOIL; sandy silty cloy, organlo, firm, slightly moist to moist, block.
ISAND AND GRAVEL (SM—GM); silty to clayey, with cobbles, medium dense, moist to wat below
the water level, reddish brown, subangular rock.
Water level In pit when measured on Aprll 22, 2002.
NOTES:
1. The exploratory pit was excavated prior to our arrival on—site,
2. Location of the explorotory pit was meosursd approximately by pacing from features shown on the
site plan provided.
I Elevation of the exploratory pit was not measured and log of exploratory pit is drown to depth.
4. The exploratory pit location should be considered accurate only to the degree Implied by the method
used.
S. The lines between material# Mown an the exploratory pit log represent the approximate boundaries
between material types and transitions may be gradual.
6. Water level readings shown on the logs were mode at the time and under the donditiene indicated.
Fluctuations In water level may occur with time.
100 731 HEPWORTH--PAWLAK LOG OF PROFILE PIT Fig. 2
GEOTECHNICAL, INC.
MAY -10_02_06-:40 AM CYR &`ASSOCIATES 970 920 2885 P.06
JOINV y r
HEI-NORTH-PAWLAK GEOTECHNICAL, INC.
TABLE I
PERCOLATION TEST RESULTS JOB NO. 100 731
HOLI
P
f
NO.
HOLE DEPTH
(INCHES)
LENGTH OF
INTERVAL
(MIN)
WATER DEPTH
AT START Of
INTERVAL
INCHES)
WATER DEPTH
AT END OF
INTERVAL
(INCHESI
DROP IN
WATER
LEVEL
(INCHES)
AVERAGE
PERCOLATION
RATE
IMINANCH)
4
51
15
6
4 A
t 1%
au
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%
2A
1%
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Note: Percolation test holes were dug in the bottom of backhoe pits and soakedy the
Di nt
prior to our testing. Percolation tests were conducted on April
representative of Hepworth-Pawlak Geotechnical, Inc. The average percolation rates are
based on the last three reading$ of each test.
TOTAL P.07
MAY -10-02 06:40 AM CYR & ASSOCIATES 970 920 2885 P.07
Shoot I
fi
ASPEN/PITKIN ENVIRONMENTAL HEALTH DEPARTMENT
ISDS DESIGN CALCULATIONS
Owner's Name Parcel ID #
House Size (sq. ft.) (75 gpd, 100 gpd, or 130 gpd)
Number of Bedrooms in Main House
Number of Offices, Libraries, Studies, Similar -sized Rooms in Main House
Number of Bedrooms in Detached Caretaker unit 2
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 300
State Review Required? no
Perc Rate 22 (T)
Design Flow (Q) = # potential bedrooms X 2 people/bedroom X gpd X 1.75
Q= 525
Absorption Area (=Q/ 5 X SQRT perc rate)
A = 492.49365 sq. ft. of absorption area required
32 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 = 344.74556 sq.ft. w/30% bed reduction 246.246827 sq.ft. w/ 50% trench reduction
22 gravelless chamber units 16 gravelless chamber units
Type of system: []Absorption trenches []Absorption bed [] Gravelless chambers
[]Dry well []Seepage Pit []Other (type)
Minimum tank capacity 656.25 gallons
SETBACK FROM WELL
# of feet = 100
SETBACK FROM POND, STREAM OR IRRIGATION DITCH
# of feet = 50
SETBACK FROM DRY GULCH
# of feet = 25
Printed on Recycled Paper
OC:T-27-2000 11:06 4-F GEOTEC;H
in
Gom tech
October 24, 2000
Hep•vorth-Pawtak (;eptechniml, Inc.
5020 County Road 154
Glej)wond Springs, Colorado 81607
Phone: 970 -9 -15 -?988
Fam 9;o-945-8454
hpgeoehpgeute01.c0m
Joyce Armco
c/o Kim Raymond
41,2 north Mill Street
Aspen, Colorado 81611 Joh No. 100 73i
Subject: Subsoil Study for Foundation Design and Percolation Testing, Proposed
Pool and Guest House Addition, Lot 6, Aspen oaks, 477 Aspen Oak
Drive, Pitkin County, Colorado.
Dear Ms. Arnica:
P. e2,'ce
As requested, Hepworth-Pawlak Geotechnical, inc. performed a subsoil study and
percolation test for foundation and septic disposal designs at the subject site. The study
was conducted in accordance with our agreement for geotechnical engineering services
to you dated September 6, 2000. The data obtained and our recommendations based on
the proposed construction and subsurface conditions encountered are presented in this
report.
Proposed Construction: The proposed guest house will be a one story wood frame
structure over walkout basement level located on the site as shown on Fig. 1. Ground
floors are proposed to be slab -on -grade. Cut depths are expected to range, between
about 3 to 6 feet. Foundation, loadings for this type of construction are assumed to be
relatively light and typical of the proposed type of construction. The proposed pool will
be located to the south-southeast of the existing residence and Include cuts up to about 8
feet. The septic disposal system is proposed to be located about 40 feet to the southeast
of the proposed guest house.
If building conditions or foundation loadings are significantly different from those
described above, we should be notified to re-evaluate the recommendations presented in
this report.
Site Conditions: The site is occupied by an existing two story wood frame residence
located to the east of the proposed guest house. The ground surface in the proposed
building area slopes moderately steep down to the east at grades of about 30°x. The lot
OGT -27-2000 11;05 N -P GEOTEC:H
Joyce Amico
October 24, 2000
Page 2
is vegetated with scattered small aspen trees, scrub oak, grass and weeds.
Subsurface Conditions: The subsurface conditions at the site were evaluated by
excavating one exploratory pit in the area of the proposed guest house, one pit i i the
area of the proposed pool and one profile pit in the septic disposal area at the
approximate locations shown on Fig. 1. The logs of the pits are presented on Fig. 2.
The subsoils encountered, below about ?� to 1 iii feet of topsoil, consist of relatively
dense, silty to clayey sated and gravel with cobbles and small boulders. No free water
was observed in the pits at the time of excavation and the soils were slightly moist to
moist.
P. 03-1`01
-:1
Recommendations: Considering the subsoil conditions encountered in the
exploratory pits and the nature of the proposed construction, we reconrntend spread
footings placed on the undisturbed natural soil designed for an allowable soil bearing
pressure of 2,000 psf for support of the proposed guest house and pool. The soils tend
to compress' after wetting and there could be some post-coustzuction foundation
settlement. ]Footings should be a minimum width of 16 inches for continuous walls and
2 feet for columns. Loose and disturbed soils and encountered at the foundation bearing
level within the excavation should be removed and the footing bearing level extended
down to the undisturbed natural soils. Exterior footings should be provided with
adequate cover above their bearing elevations for frost protection, Placement of
footings at least 42 inches below the exterior grade is typically used in this area.
Continuous foundation walls should be reinforced top and bottom to span local
anomalies such as by assuming an unsupported length of at least 10 feet. Foundation
walls acting as retaining structures should be designed to resist a lateral earth pressure
based on an equivalent fluid unit weight of at least 50 pcf for the on-site soil, excluding
topsoil and oversized rock, as backfill.
Floor Slabs: The natural on-site soils, exclusive of topsoil, are suitable to support
lightly loaded slab -on -grade construction. To reduce the effects of some differential
movement, floor slabs should be separated from all bearing walls and columns with
expansion joints which allow unrestrained vertical movement. Floor slab control joints
should be used to reduce damage due to shrinkage cracIdng. 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
M -P GEOTECH
OCT -27-2000 11:06 H—P GEOTECH
Joyce Amico
October 24; 2000
Page 3
should be placed beneath basement level slabs to facilitate drainage. This material
should consist of minus 2 inch aggregate with less than 50% passing the No. 4 sicve
and less than 2° passing the No. 200 sieve.
Ail fill materials for support of floor slabs should be compacted to at least 95 9 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.
P. 04, E"g
Gnderdrain System: Although freo water was not encountered during our exploration.
it has been our experience in the area that local perched groundwater can develop
during times of heavy precipitation or seasonal runoff. Frozen ground during spring
runoff can create a perched condition. We recommend below -grade construction, such
as retaining walls, pool walls 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 l foot below lowest adjacent
finish grade and sloped at a minimum I % to a suitable gravity outlet. A minimum 6
inch thick blanket drain should underlie the pool bottom slab. The blanket drain should
be connected to the pool underdrain. Free -draining granular material used in the
underdrain system should contain less than, 2% passing the No. 200 sieve, less than
50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel
backfill should be at least i Va feet deep.
Surface Drainage: The following drainage precautions should be observed during
construction and maintained at all times after the guesthouse and pool have been
completed:
1) Inundation of the foundation excavations and underslab areas should be
avoided during construction.
2) Exterior backfill should be adjusted to near optimum moisture and
compacted to at least 95 % of the maximum standard Proctor density in
pavement and slab areas and to at least 90 % of the maximum standard
Proctor density in landscape areas. Free -draining wall backfill should be
capped with about 2 feet of the on-site, finer graded soils to reduce
H -R GEOTECH
CiC-1 -27-2000 11:37 u -P GEOTECH P. i7.`_;, Gig
Joyce Armco,
October 24, 2000
Page 4
surface water infiltration..
3) , The ground surface surrounding the exterior of the building should be
sloped to drain away from the foundation in all directions. We
recommend a minimum slope of 12 inches in the first 10 feet in unpaved
areas and a minimum slope of 3 inches in the first 10 feet in pavement
and walkway areas. A swale may be needed uphill to direct surface
runoff around the guest house.
4) hoof downspouts and drains should discharge well beyond the limits of
all backfill.
Percolation Testing, Percolation tests were conducted on September 29, 2000 to
evaluate the feasibility of an infiltration septic disposal system at the site. One profile
pit and three percolation holes were dug at the locations shown. on Fig. 1. The test
holes (nominal 12 inch diameter by 12 inch deep) were hand dug at the bottom of
shallow backhoe pits and were soaked with water one day prior to testing. The soils
exposed in the percolation boles are similar to those exposed in the Profile Pit shown on
Fig. 2 and consist of about 11h feet of topsoil overlying relatively dense silty to clayey
sand and gravel with cobbles and stroll boulders to the pit depth of S feet. The
percolation test results are presented in Table 1. The percolation test results indicate an
infiltration rate between about 15 and 36 minutes per inch with an average of about 22
minutes per inch. Based on the subsurface conditions encountered and the percolation
test results, the tested area should be suitable for a conventional 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
warranry either expressed or implied. The conclusions and recommendations submitted
in this report are based upon the data obtained from the exploratory pits excavated at the
locations indicated on Fig. 1, the proposed type of construction and our experience in
the area. Our findings include interpolation and extrapolation of the subsurface
conditions idewifled at the exploratory pits and variations in the subsurface conditions
may not become evident until excavadon is performed. If conditions encountered
during construction appear different from those descried in this report, we should be
notified at once so re-evaluation of the recommendations may be made.
H -P GEOTECH
OCT -27-2000 11:07 H -P GEOTEGH P.06.
Joyce Armco
October 24, 2000
Page 5
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.
If you have any questions or if we may be of further assistance, please let us know.
Sincerely,
HEPWORTH - PAWLAK GEOTECHNICAL, MC,
Jordy Z. Adamson, Jr., P.E.
Reviewed by:
Daniel E. ]Hardin, P.E.
JZA/ksw
attacbme,nts
cc: High Country Engineering - Attn: Deric Walter
Tom Kingdorn Engineering - Attn: Torn Kingdom
H -P GEorr;cH
f iCT-27—c:000 11:D7 H—P iaEOTE: H
APPROXIMATE SCALE
1 " = 50'
PROPS
BOW
LOT 6
LOT 7
F.1]7: 0_;
1
110
LOT 5 /j 120
EKISTiNG %
RESIDENCE /
f f PROPOSED
POOL
/ /PIT 2
/ -..130
-� AGCESS AND UTILITY EASEMENT
ti / r ✓
P3 } QP1 rr
PIT 1 �pR4FILE PIT,�� 140
p 2
1 PRCi''OSED
12.0 GUEST HOUSE y �''� �'` 150
r l
140
1
r r
150
L.OT 3
100 731 HEPWORTH - PAWLAK I LOCATION OF EXPLORATOP Y PITS Fig 1
GEOTECHNICAL, INC. AND PERCOLATION TESST H01..ES
LEGEND:
0 TOPSOIL; sandy silty clay, organic, firm, slightly moist. block.
I e e iu
SAND AND GRAVEL (SM --GM); silty to clayey, with cabbies and sinal � bould i'S , in d- rn dense to
21 dense, slightly moist to r-)oist, reddish brown, gubongilar to !;ubroUrided rock -
_.j Disturbed bulk sample.
7
T Refusal to digging with Bobcat x331 backhoe.
NOTES:
1- Exploratory pits wore excavated on September 2B, 2000 with o backhoe.
2. Locations of exploratory pits were rreosured approximately by pacing from features
on the site plan provided.
3, Elevations of the exploratory pits were obtained by interpolation between contours on the site plan
orovided. Lags are drawn to depth.
4. The exploratory pit locations and elevations should be considered accurate only to the degree
implied by the method used.
5. The lines betweej materials shown on the exploratory pit log-, represent the approximate
boundaries between materio'! types and transitions may be gradual.
6_ No free, water was encountered in the pits at the time of excavating.
Fluctuations in water level may occur with time.
100 731 —1 IIEPWORTH — PAWLAK LOGS ()F EXPLORATDRY PPS Fig, 2
C,E__0TECHNiCAI_, INC. I
w—P GEOTECH
P. 08 .09
PIT I
PIT 2
PROFILE PIT
ELEV. 122'
ELEV, 130,
ELEV.
5
'10
C6
_J
E
1010
LEGEND:
0 TOPSOIL; sandy silty clay, organic, firm, slightly moist. block.
I e e iu
SAND AND GRAVEL (SM --GM); silty to clayey, with cabbies and sinal � bould i'S , in d- rn dense to
21 dense, slightly moist to r-)oist, reddish brown, gubongilar to !;ubroUrided rock -
_.j Disturbed bulk sample.
7
T Refusal to digging with Bobcat x331 backhoe.
NOTES:
1- Exploratory pits wore excavated on September 2B, 2000 with o backhoe.
2. Locations of exploratory pits were rreosured approximately by pacing from features
on the site plan provided.
3, Elevations of the exploratory pits were obtained by interpolation between contours on the site plan
orovided. Lags are drawn to depth.
4. The exploratory pit locations and elevations should be considered accurate only to the degree
implied by the method used.
5. The lines betweej materials shown on the exploratory pit log-, represent the approximate
boundaries between materio'! types and transitions may be gradual.
6_ No free, water was encountered in the pits at the time of excavating.
Fluctuations in water level may occur with time.
100 731 —1 IIEPWORTH — PAWLAK LOGS ()F EXPLORATDRY PPS Fig, 2
C,E__0TECHNiCAI_, INC. I
OCT -27-2000 11:38 11-P GEOTECH
P. 0,31L 9
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE I
PERCOLATION TEST RESULTS .JOB NO. 100 731
Note: Percolation test holes were hand dtig in the bottom of backhoe pits and soaked on
September 28, 2000. Percolation tests were conducted on September 29, 2000. The
average percolation rates were based on the fast three readings of each test.
TOTGL G' -LIQ
HOLE DEPTH
(INCHES)
LENGTH OF
INTERVAL
IMkN)
WATER DEPTH
AT START OF I
INTERVAL I
(INCHES)
WATER DEPTH
AT END OF
INTERVAL
(INCHES)
DROP IN
WATER
LEVEL
(INCHES)
AVERAGE
PERCOLATION
RATE
(MIN.IINCH)
HOLE NO.
P-1
35
15
10
9 '/R
9 '/4
14
9
9
1/4
p'/
8 Y4
8
7 Y4
j4s
P-2
i
51
15
I 13
11 1/21
%
15
I
11 '/:
10
g '/=
7 '/4
7 /4
6 1/2
:Y4
P-3 51
15
14
11 11¢
2
16
11 '/Z
10
1 �!x
10
g
1
9
g
1
E
7 'A
7 'A
6 '/z
1
Note: Percolation test holes were hand dtig in the bottom of backhoe pits and soaked on
September 28, 2000. Percolation tests were conducted on September 29, 2000. The
average percolation rates were based on the fast three readings of each test.
TOTGL G' -LIQ
■
KIM
RAYMOND
A R C H I T E C T S
412 n mill street -aspen, colorado 81611
kray mond @aspeninfo. com
tellfax 970.925.2252
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MOUNTAIN WORKS 970-704-9070
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LOT 5
REMOVABLE CAP
12-1/2 DIA. HOLES
O
4" 0 - CUT HOLE IN TOP OF
SOLID PIPE INFILTRATOR UNIT FOR
0 INSTALLATION OF INSPECTION
WELL PIPE
12"
O 4" 0 PERFORATED PIPE
WRAPPED IN FILTER FABRIC
COMBINATION AIR VENT &
INSPECTION WELL DETAIL
N.T.S.
WAM.
IN WELL (TYP)
.J i APPROXIMATE
XX ob1
(6r
��N
yh° LOT 7
til
GRAPHIC SCALE
0 +0 20 40
1 1
RAKE BOTTOM ANDS
SIDE WALLS TO REMOVE
SOIL SMEARS INCURRED
DURING EXCAVATION
NATURAL GROUND -/
/ SCALE: 1"=2000'
/ GENERAL NOTES
/ 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE PITKIN COUNTY
AND COLORADO DEPARTMENT OF HEALTH (CDOH) REGULATIONS OF INDIVIDUAL
SEWAGE DISPOSAL SYSTEMS, EVEN THOUGH ALL SUCH REQUIREMENTS ARE NOT
SPECIFICALLY NOTED ON THE DRAWINGS. THE CONTRACTOR SHALL BE
/ EXISTING WELLO RESPONSIBLE FOR SUCH SPECIFIC DETAILS AS ARE REFERRED TO IN
THE ABOVE-MENTIONED REGULATIONS.
2. FLOW: 2 BEDROOMS * 2 PERSONS/BEDROOM * 75 GPD = 300 GPD
300 GPD = AVERAGE DAILY FLOW
MAXIMUM = 1.75 * AVERAGE = 525 GPD
VOLUME = 1.25 * (30 HOUR RETENTION TIME) = 657 GALLONS
MINIMUM SEPTIC TANK CUMULATIVE SIZE 1000 GALLONS
*FIELD SIZE: PER CDOH EQUATIONS:
A = Q -,rt- Q = MAXIMUM FLOW
5 t = PERCOLATION RATE = 57
A = 525* 57 = 793 SQ.FT
5
PER CDOH REGS FOR USE OF A STANDARD "INFILTRATOR" TRENCH SYSTEM.
50% REDUCTION: 793 S.F. * 0.50 = 397 S.F.
UNITS REQUIRED = 397 S.F./15.5 S.F./UNIT = 26 UNITS.
RECOMMEND AT LEAST 30 UNITS.
THE PERCOLATION RATE WAS DETERMINED BY FINDING THE AVERAGE RATE
AMONG THE 3 PERCOLATION HOLES AT THE PROPOSED TRENCH LOCATION.
3. CLEAN OUTS ARE REQUIRED AT ALL BENDS AND AT LEAST EVERY 100
FEET ALONG THE HOUSE SEWER.
4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING ALL
WATER TIGHT COMPONENTS, PRIOR TO THE ABSORPTION AREA,
TO PREVENT INFILTRATION.
5. TOPSOIL COVER MAY BE VARIED (WITH 1 FOOT MINIMUM) TO ALLOW
LANDSCAPING.
6. INSTALL RISERS AS NECESSARY TO BRING ALL ACCESS POINTS TO
WITHIN ONE-HALF FOOT OF FINAL GRADE.
REMOVABLE
PVC CAP 7. LOCATIONS OF ALL COMPONENTS MAY BE VARIED AS NECESSARY AS LONG
FINISH GRADE AS ALL MINIMUM DISTANCES AND SLOPES MEET THOSE REQUIRED.
8. PROVIDE POSITIVE DRAINAGE OF SURFACE WATER AWAY FROM ABSORPTION
BED AREA USING DRAINAGE SWALES AS NECESSARY.
9. SOILS AND PERCOLATION RATE BASED ON TESTING BY HP GEOTECH.
ON APRIL 22, 2002, JOB NUMBER 100 731.
10. THIS DRAWING DOES NOT CONSTITUTE AN ISDS PERMIT. PERMIT MUST BE
OBTAINED FROM APPROPRIATE CITY OR COUNTY OFFICIALS.
ENGINEER MUST OBSERVE CONSTRUCTED SYSTEM BEFORE BACKFILL
AND PROVIDE REPORT TO COUNTY.
4" COUPLING 4" RISER 11. THIS SYSTEM IS SIZED FOR TYPICAL DOMESTIC WASTES ONLY. BACKWASH
OR FLUSHING FLOWS FOR REVERSE OSMOSIS UNITS OR WATER SOFTENERS
OR FILTERS SHOULD NOT BE INTRODUCED INTO THIS SYSTEM.
4" 45' SWEEP BEND 12, SITE PLAN INFORMATION FROM FIELD SURVEY AND OWNER.
4" SEWER LINE
13. INSTALL BLUEBOARD INSULATION OVER SEWER PIPE WHEREVER DEPTH IS
LESS THAN 5.0 FEET.
FLOW 14. VEHICULAR TRAFFIC IS PROHIBITED ON THE FIELD AREA.
15. A MINIMUM SEPERATION OF 25 FEET SHALL BE MAINTAINED BETWEEN THE
Oy> ABSORPTION FIELD AND THE POTABLE WATER SUPPLY LINE.
P 16. DESIGN OF TRENCH SYSTEM BASED ON SUBSURFACE SOIL STUDY INDICATING
4" x 4" x 4" 4 FOOT OF TOPSOIL OVERLAYING SAND AND GRAVEL TO A DEPTH OF 6.5 FEET.
PVC WYE CLEAN OUT WATER TABLE IS PRESENT AT A DEPTH OF 5' PER FIELD VERIFICATION.
ASSEMBLY 17. GRADING IN THE AREA OF THE INFILTRATOR FIELD, BEHIND THE HOUSE, HAS NOT
BEEN SURVEYED BY HIGH COUNTRY ENGINEERING INC. THE ALIGNMENT OF LATERALS
SEWER CLEAN O U T D E TA I LIS BASED ON A DRAWING FROM ASPEN SURVEY ENGINEERS, INC..
18. INSTALL EFFLUENT FILTER PER MANUFACTURERS SPACIFICATIONS.
N.T.S.'"'
NATURAL BACKFILL GENERAL ABSORPTION BED NOTES
.a.
1. ABSORPTION BED SHALL NOT EXCEED 100 FEET IN LENGTH. ''rC1FJb
12" MIN. COVER
48" MAX. COVER 2. THE BOTTOM OF ABSORPTION BED SHALL BE LEVEL.
/ 3. DRAINAGE DITCHES ARE TO BE PROVIDED ABOVE AND AROUND BED, AS
NECESSARY, TO PREVENT SURFACE RUNOFF FROM ENTERING ABSORPTION AREA.
4. INSTALL INFILTRATOR IN ACCORDANCE WITH MANUFACTURE'S RECOMMENDATIONS.
5. ABSORPTION BED BOTTON AND SIDEWALLS MUST BE RAKED TO REMOVE SOIL
SMEARS INCURRED DURING EXCAVATION.
12"6. NO EXCAVATION OF ABSORPTION FIELD IS TO BE DONE DURING WET WEATHER
AND USE OF RUBBER TIRE VEHICLES OVER TRENCH AREA IS PROHIBITED TO
MAINTAIN GOOD SOIL STRUCTURE.
7. THE PERCOLATION RATES FOR THE SITE OF THE ABSORPTION FIELD SHOULD BE
CHECKED IN AT LEAST TWO SPOTS ONCE THE SITE IS EXCAVATED IN ORDER
INFILTRATOR UNIT TO VERIFY THE RESULTS FROM THE ORIGINAL SITE OF THE TESTS.
TRENCH BOTTOM LEVEL
36" AND ROUGHENED
TO TOP OF GROUND WATER TRENCH CROSS SECTION (T P.)
TRENCH CROSS SECTION (TYP.)-1 N.T.S. AS -BU I LT
N.T.S.
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PROJECT NO.
2021040.00
3/4/03 SHEET