HomeMy WebLinkAboutpitkin.eh.272920200072 (2003)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 # 03001 Parcel ID # 2729-202-00-072
Type of permit New( X) Repair( ) Addition/Remodel to House( )
Name of Owner OD & Beth Hudson
Street Address 350 Coal Basin Road
Property legal description Lot 1 Redstone Unique
Size of lot 1 Total square footage of the house 4426
Water source Private well
# of bedrooms in house 5 # of offices, lofts & similar sized rooms in house
Caretaker unit N/a 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) FIVE Bedrooms
Permit information
Designed by High Country Engineering
Mailing Address 1517 Blake Ave Ste 101 Glenwood Springs CO 81601
Perc rate 15 Profile hole depth 8 Depth to groundwater or bedrock +8
Minimum Septic tank capacity 2188 gal minimum Minimum Absorption area 1356 sq ft`
f_nmmPnts
Septic permit approved per compliance with the engineer design and specifications stamped 1/17/03. 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 Advantex AX -20 treatment units to reduce the setback distance from the well to 100 feet. The
tank is a 2500 gallon two compartment tank. *A 30% reduction is used for gravelles chamber units in a bed
configuration, 5 units by 13 units for a total of 65 units.
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 prop sed 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 approval: Date:
Nov 22 02 12:34p Pit; I Co Env. Health (970'--.:,0-5077
ENT
PITKIN COUNTY ENVIRONMENTAL HGE D SP EPA SYSTEM
APPLICATION FOR INDIVIDUAL SEWA
0405 Castle Creek Road, Suite1a 9970-920-5077 orp 8111
Phone 970-920-5070F
0
Name of OWNER L 0�LtV L-
pwner's Mailing Address 3 j 2 3 ; Business Phone:
�A2a�st F� 4
Ci ,State, Zi 1� 7� E-mail Address:
Home Phone: 74 I 92
ardin this permit will 90 through this person)
Primary Contact Person tall communication reg g
Name
Contact Mailing Address
State, Zi I A.Vj �(
cell Phone : 970 6i 4, 12 f 9
do(i=`� OF CoLG�dU
6-7 9 � I
(e 'r Business Phone:
Fax : `j 70
�2q Z6E ov o�
2 7 -- --
Parcel ID # (available trom assessor's office
at 920-5160 or at wwvy pitkinassessor.or )
E-mail Address'
ro .17�kj (.0 I . -
Street address of property ert Y Filing Subdivision
Legal Description: Lot
_1.Block
5it.1(aLE �F✓al�`
0 Q-° acres. Type of proposed structure:
Size of lot — J
4[�, L� # of bedrooms (potential) in house
Total square feet of house
Detached ( )
Caretaker Unit: Attached ( ) # of bedrooms otential in caretaker
Total area s . ft. of caretaker unit
Remodel/Addition ( )
Repair due to failure ( ) stem ( )
ffPermilfor. New Home Q� StreamCommunity/Public Water SySpringPrivate well (>C -----------
Uhil
Emergency use (
p.4
If community system: Name of system approval takes
S a licadon is $330 for a permit that take�sheh % °um feer less ls $1000. The basr the departm ic feent to e of $330 s ue at the time
The fee for a ISD pp permit; second, before
longer than 6 hours, a rate of $65 per hour will be charged
' tion. The remainder, if any, will be due in two stages: first, at the time of issuance of the ISD
of application'
final approval of the ISDS permit.
submitted. i hereby certify that the above information nt contour $ a
nd
Application for an individual sewage disposal system is hereby certify
curate and that I have p springs, suction or irrigation lines, systems.nl hereby cisterns, drain
provided true and accurate information on locations of all existing an prop
ac lines, ditches, slopes, waterlines, s, gulches, and existing septic i the approval of
intervals, buildings, property resent. issuance of the Permit does not imply
tiles, irrigation ditches, lakes, water courses, streams, flaoenlot p "g be undertaken until ail
that any such features not shown on attached site map
an other permit required for constructionpursuant to Pitkin County codes. No construction may harmless
Y ermits have been obtained.
approvals and p agencies will be held ha
and employees of these
sal system fail nt malfunction. The permit to construct is issued on information submitted by
The Aspen/Pitkin Environmental Health Department, Pitkinunc full responsibility in case construct failure of the system.
should the individual sewage d'+spo Y � } � � �
the applicant or his/her representatives. The own assume Date
Signature of applicant Date �
Receipt # �.�- �
Received by �a o
�do
October 17, 2003
Nancy MacKenzie
Pitkin County Environmental Health
0405 Castle Creek Road, Ste. 10
Aspen, CO 81611
Re: Hudson Residence - Lot 1, Redstone Unique Subdivision
HCE Project Number 2011093.59
Dear Nancy:
The following letter is to confirm the engineer's inspection of the septic system of the
Hudson Residence at Lot 1, Redstone Unique Subdivision. The design included a 2,500 -
gallon septic tank, Advantex AX -20 Series Mode 3A, and 65 infiltrators. The bed is 13 units
by 5 units. Photo documentation is provided with this submittal to Pitkin County.
High Country Engineering Inc. (HCE) has performed an inspection to observe the
construction of the new ISDS. Per our discussion with Pitkin County, the two clean outs
before the 22.5 degree bends were capped and covered. Also, a distribution box was
installed in lieu of the manifold.
The contractor needs to seal the remaining two block outs at the distribution box with non
shrink grout. With this complete, HCE feels the installation is within substantial
conformance to the original design.
If you have any questions, or need additional information, please contact us.
Sincerely,
HIGH COX, ITRY,,�NG- ERING, INC.
of gory G. Shaner, P.E.
error roject Manager
1517 Blake Avenue, Suite 101 14 Inverness Drive East Suite F-120
Glenwood Springs, CO 81601 Englewood, CO 80112
Telephone (970) 945-8676 - Fax (970) 945-2555 Telephone (303) 925-0544 - Fax (303) 925-0547
i ir►
X!
November 3, 2003
Gabe Butler
Mountain Log Homes of Colorado
772865
Steamboat, Colorado 80477
Re: Parcel ID # 2729-202-00-072
Property Address/Legal Description: 350 Coal Basin Road
Dear Mr. Butler:
This letter is to advise you that Environmental Health is unable to complete the
processing of the Individual Sewage Disposal System (ISDS) permit for the above stated
residence/property.
It is mandatory that our office receives an "As Built" letter from the engineer who
designed the system. The letter will confirm that they observed the installation of the
system as designed. Any changes to the system must be noted in the letter or by a new
set of plans. The Building Department will not issue a Certificate of Occupancy for this
property until they are notified that the ISDS permit process is complete.
This office must receive the "As Built" letter from the engineer no later than 30 days
from the date of this letter.
Please contact me with any questions. Thank you in advance for your help and
cooperation in this matter.
Sincerely,
Carole Twitchell
Pitkin County Environmental Health
cc: High Country Engineering
C
CUNT/Q
�� ✓G/NEE.f�/NG
January 28, 2003
Nancy MacKenzie via fax: 920-5077
Pitkin County Environmental Health
0405 Castle Creek Road, Ste. 10
Aspen, CO 81611
Re: Hudson Drainage
HCE Project Number: 2011093.59
Dear Nancy:
0 RECEIVED
JAN 2 9 2003
PITKIN COUNTY
ENVIRONMENTAL HEALTH
In accordance with the Pitkin County Individual Sewage Disposal System Regulations, 2001,
I ask that you please include the following statement with my engineered design of the
Hudson Individual Sewage Treatment System:
"Based on geological conditions, engineering controls and my evaluation of risk of
contamination of surface water and ground water, through the use of advanced sewage
treatment by means of the AdvantexTm Treatment System as specified, it is not necessary to
add 8 -feet of additional distance for each 100 -gallons of wastewater per day of design flow
over 1,000 -gallons per day as specified in the table to prevent contamination. The 100 -foot
separation between the proposed absorption area and the ground water well is appropriate to
prevent contamination."
Please contact me if you have any questions or additional comments.
Sincerely,
HIGH COUNTRY ENGINEERING, INC.
Deric J. Watler, P.E.
Project Engineer
$y --= Z-4
•Q' 3,014 • F
371106066*9 AV
�Ffs�ONAI E
1517 Blake Avenue, Suite 101 14 Inverness Drive East Suite D-136
Glenwood Springs, CO 81601 Englewood, CO 80112
Telephone (970) 945-8676 - Fax (970) 945-2555 Telephone (303) 925-0544 - Fax (303) 925-0547
Nov 22 02 12:33p Pi in Co Env. Health (9' )920-5077 p-1
phone 970-920-5070
fax 970-920-5077
0405 Castle Creek Rd, Aspen CO 81611
e-mail beths c@ci.aspen.co.us
To: Jake Henry
Fax: 970-879-8709
Pitkin
County
Health
Environmental
From: Beth Seeman Nancy MacKenzie
Pages: 8
Date: 11122102
Phone:
Re: Septic Application cc:
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Name
c/o
O. D. Hudson
Shelton Drilling Corp
P.O. Box 1059
Basalt, Co. 81621
(970)927-4182
Lic. # 1095
Address : 1835 Southpointe Dr.
City, St, Zip : Sarasota, Fl. 34231
Phone #
Hole Size
Depth
Type
Casing ID
Casing OD
From - To
9.0
1 44
Steel
6.5
7.0
0-44
6.5
122
Steel
5.0
5.5
42-122
5.0
142
Invoice # : C-1857
Date : 10/22/2001
Permit #: 235222
Location : Redstone
Perforated Ft : 30 ft
Estimated 10 gpm
Static Level : 70 ft
Total Drilled . 142 ft
J it
Recommended Pump Set Depth 115 Ft. Pumping 10 GPM_
For Pump Installation We Recommend1-�<amuehson Pump 945-6309 (Raun Samuelson)
J & M Pump Co 945-6159 (Rick Holub) Q�
Aqua Tec Pump 984-0311 (Tom Platzer)
Instructions :
Price Per Foot 120 Feet @ $ 32.00 Per Foot = $ 3840.00
Feet @ $ Per Foot = $ 0.00
Total Footage Charge $ 3840.00
Minimum Well Charge (if applicable) .............................$
Conditions Of Payment :
pay $ 3840.00
PLEASE READ THE FOLLOWING RECOMMENDATIONS
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
2 OUR GUARANTEE IS VALID ONLY IF A LICENSED PUMP INSTALLER INSTALLS THE PUMPING SYSTEM!!
3. The landowner is ultimately responsible for the plugging and abandonment of dry holes or replaced wells.
according to State Rules and Regulations. Please contact us for details and/or prices.
4 ALL INVOICES DUE AND PAYABLE WITHINIb DAYS OF INVOICE DATE UNLESS PRIOR ARRANGE-
MENTS ARE MADE A 1.5% HANDLING CHARGE PER MONTH MAY BE ADDED 15 DAYS FROM FIRST
BILLING
Please call us if you have any questions.
THANK YOU
--o.
G L E N WOOD i R R I M Go C O.
December 26, 2001
O.D. Hudson
1835 South Point Dr.
Sarasota, Fl. 34231
Attn: Mr. Hudson
On November 29, 2001 a well test was conducted on a new well on the
Hudson property near Redstone, Co. The following information was
obtained;
WellDepth -------------------------------------122'-0"
Casing size(top)------------------------------ 7"(steel)
Standing water level ----------------------------78'-8"
Total test time ------------------------------------4 hrs.
Drwdown at 15 gpm--------------------------- 81'-10 3/4"
Production is greater than ---------------------15 gpm
This test was conducted with= -a-1 hp. IOEJ Goulds submersible. The well
recovered back to 78'-8 1/2" in 11 min. If you have'any questions please
call me, Raun Samuelson at 945-6309.
Sincerely;
Raun Samuelson
P.O. Box 297 • Glenwood Springs, CO 81602 • (970) 945-6309 . Fax (970) 947-9448
Water Systems - Sales, Service & Installation
GecPtecr,
August 29, 2001
O.D. Hudson
1835 South Pointe Drive
Hepworth-Pawlak Geotechnical, Inc.
5020 County Road 154
Glenwood Springs, Colorado 81601
Phone: 970-945-7988
Fax: 970-945-8454
hpgeo@hpgeotech.com
Sarasota, Florida 34231 Job No. 101 594
Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed
Residence, Lot 1, Redstone Unique, Coal Basin Road, Redstone,
Colorado.
Dear Mr. Hudson:
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 August 17, 2001. The data obtained and our recommendations based on
the proposed construction and subsurface conditions encountered are presented in this
report. Evaluation of potential geologic hazard impacts on the site is beyond the scope
of this study.
Proposed Construction: The proposed residence will be a two story log structure over
a 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 be up to about 8 to 10 feet.
A barn is proposed to the south of the proposed residence. Foundation loadings for this
type of construction are assumed to be relatively light and typical of the proposed type
of construction. The septic disposal system is proposed to be located about 40 feet
downhill to the northeast of the proposed residence.
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 was vacant at the time of our field work. The ground
surface in the building envelope slopes moderately steep down to the northeast at grades
of 15 % to 20 %. The hill side steepens southwest of the building envelope. There is
about 15 feet of elevation difference across the proposed building area (including the
barn) and 32 feet across the building envelope. A dry irrigation ditch crosses the lot
below the proposed building area. The lot is vegetated with aspen trees and occasional
O.D. Hudson
August 29, 2001
Page 2
blue spruce with an understory of brush, grass and weeds.
Subsurface Conditions: The subsurface conditions at the site were evaluated by
excavating two exploratory pits, uphill and downhill of the proposed building area. The
lower pit was located in the septic disposal area. The approximate locations of the pits
are shown on Fig. 1. The logs of the pits are presented on Fig. 2. The subsoils
encountered, below about 1 foot of topsoil, consist of medium dense, silty sand and
gravel with cobbles and small boulders. The soils were rockier in Pit 1. Results of a
gradation analysis performed on a sample of the silty sand with gravel (minus 5 inch
fraction) obtained from the site are presented on Fig. 3. No free water was observed in
the pits at the time of excavation and the soils were slightly moist to moist.
Foundation Recommendations: Considering the subsoil conditions encountered in the
exploratory pits and the nature of the proposed construction, we recommend spread
footings placed on the undisturbed natural sand and gravel soils designed for an
allowable soil bearing pressure of 2,000 psf for support of the proposed residence. The
soils tend to compress after wetting and there could be some post -construction
foundation settlement. Footings should be a minimum width of 16 inches for
continuous walls and 2 feet for columns. Loose and disturbed soils encountered at the
foundation bearing level within the excavation should be removed and the footing
bearing level extended down to the undisturbed natural soils. Voids created by the
removal of large rocks should be backfilled with compacted sand and gravel or with
concrete. The exposed subgrade should be moistened and compacted prior to placing
concrete. 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 12 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 45 pcf for the on-site sand and gravel soils, excluding 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
H -P GEOTECH
O.D. Hudson
August 29, 2001
Page 3
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 less than 50% passing the No. 4 sieve
and less than 2 % passing the No. 200 sieve.
All fill materials for support of floor slabs should be compacted to at least 95 % of
maximum standard Proctor density at a moisture content near optimum. Required fill
can consist of the on-site soils devoid of vegetation, topsoil and oversized rock.
Underdrain System: Although free water was not encountered during our exploration,
it has been our experience in the area that local perched groundwater can develop
during times of heavy precipitation or seasonal runoff. Frozen ground during spring
runoff can create a perched condition. We recommend below -grade construction, such
as retaining 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 1 foot below lowest adjacent
finish grade and sloped at a minimum 1 % to a suitable gravity outlet. Free -draining
granular material used in the underdrain system should contain less than 2 % passing the
No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of
2 inches. The drain gravel backfill should be at least 11/2 feet deep.
Surface Drainage: The following drainage precautions should be observed during
construction and maintained at all times after the residence has been completed:
1) Inundation of the foundation excavations and underslab areas should be
avoided during construction.
2) Exterior backfill should be adjusted to near optimum moisture and
compacted to at least 95 % of the maximum standard Proctor density in
pavement and slab areas and to at least 90% of the maximum standard
Proctor density in landscape areas.
3) The ground surface surrounding the exterior of the building should be
H -P GEOTECH
O.D. Hudson
August 29, 2001
Page 4
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.
4) Roof downspouts and drains should discharge well beyond the limits of
all backfill.
Percolation Testing: Percolation tests were conducted on August 22, 2001 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 holes are similar to those exposed in the Profile Pit shown on Fig. 2 and
consist of about 1 foot of topsoil overlying medium dense, silty sand and gravel with
cobbles and small boulders to the pit depth of 9 feet. The percolation test results are
presented in Table I. The percolation test results indicate an infiltration rate of between
13 and 17 minutes per inch with an average of 15 minutes per inch.
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 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 identified at the exploratory pits and variations in the subsurface conditions
may not become evident until excavation is performed. If conditions encountered
during construction appear different from those described in this report, we should be
notified at once so re-evaluation of the recommendations may be made.
This report has been prepared for the exclusive use by our client for design purposes.
We are not responsible for technical interpretations by others of our information. As
the project evolves, we should provide continued consultation and field services during
construction to review and monitor the implementation of our recommendations, and to
verify that the recommendations have been appropriately interpreted. Significant design
changes may require additional analysis or modifications to the recommendations
H -P GEOTECH
O.D. Hudson
August 29, 2001
Page 5
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 G
Jordy Z. Adamson, Jf., P
Reviewed by:
Daniel E. Hardin, P.E.
JZA/ksw
attachments
INC.
29707
x/31
S�O,�JAi.. EAG\
cc: High Country Engineering - Attn: Deric Walter
Jake's Drafting Service, Inc. - Attn: Jake
H -P GEOTECH
7310_ -� 1
7320
7330
r I 7300
r r / BUILDING I
/ ENVELOPE
I L
/ PROPOSED
/ DRAINAGE
SWALE AND I
5' BERM I
/ P-1 I
/ 0 I
PIT 2 I
PROPOSED I
RESIDENCE I I
/ PIT 1 ■ I VVV
/ I
/ I
/
PROPOSED
RETAIN N 2
�
1 WALL
/ P-3 I
PROPOSED
\ BARN I
\ PROPOSED
\ DRIVE I
\ I
732/0
731
7300
APPROXIN
lr
EXISTING DRY
IRRIGATION DITCH
101 594 GEOTEO HNICALw NC. I ANDA
PERCOLATION TE TOHOLES S I Fig. 1
PIT 1
PIT 2
ELEV.= 7304'
ELEV.= 7322'
0
WC -4.7
5 • _
• j _' +4-27
°•
epn
� -20x-14
�d
10
LEGEND:
TOPSOIL; gravelly silty sand, organics, loose, moist, dark brown.
= SAND AND GRAVEL (SM—GM); silty, with cobbles and small boulders, more rocky in Pit 1,
medium dense, slightly moist to moist, reddish brown.
_
Disturbed bulk sample.
�
NOTES:
1. Exploratory pits were excavated on August 21, 2001 with a rubber -tire backhoe.
2. Locations of exploratory pits were measured 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
provided.
4. The exploratory pit locations and elevations should be considered accurate only to the degree implied
by the method used.
5. The lines between materials shown on the exploratory pit logs represent the approximate boundaries
between material types and transitions may be gradual.
6. No free water was encountered in the pits at the time of excavating. Fluctuations in water level may
occur with time.
7. Laboratory Testing Results:
WC = Water Content ( % )
+4 = Percent retained on No. 4 sieve
—200 = Percent passing No. 200 sieve
1 101 594 I GEOTECHNICAL 1 LOGS OF EXPLORATORY PITS I Fig. 2 I
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE I
PERCOLATION TEST RESULTS JOB NO. 101 594
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
(MINANCH)
P-1
46
10
water added
8
6 '/2
1 '/2
15
6 '/2
5 '/2
1
5 '/2
4 '/2
1
8 '/4
71/4
1
7 '/4
6 '/2
%
61/2
5 %
%
5 %
5
%
5
4 '/2
%
P-2
'44
10
water added
7
6
1
17
6
5 '/.
%
5 '/4
4 '/2
%
8
71/4
%
71/4
6 '/2
%
61/2
5 %
%
5 %
5 '/4
5 '/4
4%
%
P-3
51
10
water added
8 %
71/4
1 '/2
13
7 '/4
5 '/2
1 %
9
7 '/2
1 '/2
7 '/2
6 %
%
6 %
6
%
6
5
1
5
4 '/2
'/2
4 '/2
3 %
2/4
Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked onAugust I
21, 2001. Percolation tests were conducted on August 22, 2001. The average
percolation rates were based on the last three readings of each test.
UNDLVGLOPGD
UNDEVELOPED
PROJECT SIGN
? \
CATTLE GUARD
\ 1
EUILDINS ENVELOPE \ \\y//�`\\ \
TO RGDSTONG
\\ �\ \\ \\ `� \� \ `� `� LOT 1, REDSTONE UNIQUE
\ \ `\ \\ \ `� \ / \ \\ 38.06
NORTH
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SETBACKS i DESIGNATED BUILDING ENVELOPE \
PARCEL ID ! , 2720.202.00.072 \ \ \ \ \ \ 1 /~ `
�
STREET ADDRESS , aso COAL CREEK ROAD \ RdVIDE °DEFENSIBLE SPACE" PER SPECIFICATIONS
LEGAL DESCRIPTION i LOT 1, RGDSTONE UNIQUE, A PARCEL OF LAND SITUATED IN THE \\\ \\\ \`\ \\\ \ \\\ \\\ \\ ` \ \ \\` R\gV'`GETATE ALL DISTURBED AREAS PER SPECIFICATIONS
NE 1/4, NE 1/4 SEC. 1S 6 N 1/2 NW 1/4 SEC. 20, TIOS, R66W, OF THE\\\\ SEE WELL PERMIT APPLICATION PREPARED BY OTHERS
STH P.M., PITKIN COUNTY, COLORADO \ \ \ \ \ \\ \
SEE GRADING 6 DRAINAGE PLAN
•ITC PLAN \`\ \`\ \\\ \ \\ `\ `\ \ `\ `\ `\ `\ \ PREPARED BY HIGH COUNTRY ENGINEERING
SCALE V • 201
SEE INDIVIDUAL SEWAGE DISPOSAL SYSTEM PLAN
PREPARED BY HIGH COUNTRY ENGINEERING
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PER THE MANUFACTURE S REC MENDATyCNS) TO \ �� \ \
REDUCE THE ABSORPTION FIELD'S AREA OF\\INFLUENF� \ \. oo r
TO 100' FROM ALL POTABL WATER \SOURCE:S \ \
INSPECTION WELL
/ (TYP.)
MC
BED PLAN VIEW
N.T.S. FROM
ADVANTEX
SYSTEM
DISTRIBUTION LATERAL
NATURAL GROUND
1
GRAPHIC SCALE
20 0 10 20 40 80
( IN FEET )
1 inch = 20 ft.
REMOVABLE CAP
8-1/2"0 HOLES
4" 0 CUT HOLE IN TOP OF
SOLID PIPE INFILTRATOR UNIT FOR
INSTALLATION OF
INSPECTION
WELL
SIDES
RO \,VGHENI/
C LIKING
\ O /\
12 \/ / 0 \/\ 4"0 PERFORATED PIPE
\\ 0 \\/\
36"
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FINISH GRADE
4" COUPLING
L45
BEND
4" SEWER LINE
FLOW
4" x 4" x 4"PVC WYE LEAN OUT
ASSEMBLY
SEWER CLEAN OUT DETAIL
N.T.S
AdvanTe)(M Treatment System
AX 20 Series - Mode 3A
Top View
Inlet
NATURAL BACKFILL
12" MIN. COVER
36" MAX. COVER
BED BOTTOM LEVEL AND ROUGHENED J INFILTRATOR UNIT (TYP.)
BED CROSS SECTION (T)
N.T.S.
RECORD DRAWING
OCTOBER 17, 2003
VICINITY MAP
COJEFILAL
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE PITKIN COUNTY
REGULATIONS OF INDIVIDUAL SEWAGE DISPOSAL SYSTEMS, EVEN THOUGH
ALL SUCH REQUIREMENTS ARE NOT SPECIFICALLY NOTED ON THE DRAWINGS.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUCH SPECIFIC DETAILS AS
ARE REFERRED TO IN THE ABOVE MENTIONED REGULATIONS,
2. FLOW FOR BED:
5 BEDROOMS * 2 PERSONS/BEDROOM * 100 GALLONS/PERSON/DAY IS:
1000 GPD = AVERAGE DAILY FLOW.
DESIGN = 1.75* AVERAGE = 1750 GPD (Q)
SEPTIC TANK:
MINIMUM TOTAL TANK SIZE:
1750 GPD * 1 DAY/24 HRS * 30 HRS = 2187.5GPD
REPLACE EXISTING INSTALL ONE 2500 GALLON TANK WITH BAFFLE
AND TWO (2) ADVANTEX AX -20 SERIES MODE 3A UNITS.
STANDARD ABSORPTION AREA:
A = Q J -t Q = MAXIMUM FLOW
_T- t = PERCOLATION RATE = 15 min./in.
1750 15 - 1356 SF
USE OF STANDARD INFILTRATOR UNITS IN BED CONFIGURATION:
30% REDUCTION (1356 S.F. * 0.70 ® 15.5 S.F./UNIT),
62 UNITS REQUIRED. RECOMMEND 65 UNITS IN 5x13 BED
CONFIGURATION. _
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.
7. LOCATIONS OF ALL COMPONENTS MAYBE VARIED AS NECESSARY AS LONG
AS ALL MINIMUM DISTANCES AND SLOPES MEET THOSE REQUIRED.
8. PROVIDE POSITIVE DRAINAGE OF SURFACE WATER AWAY FROM ABSORPTION
FIELD AREA USING DRAINAGE SWALES AS NECESSARY,
9. SOILS AND PERCOLATION INFORMATION FROM INFORMATION PROVIDED BY
H.P GEOTECH, INC., JOB NO. 100 594, AUGUST 29, 2001.
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.
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.
12. SITE .PLAN INFORMATION FROM JAKES DRAFTING.
13. INSTALL BLUEBOARD INSULATION OVER SEWER PLPE WHEREVER DEPTH IS
LESS THAN 5.0 FEET.
14. THE ENGINEER SHALL BE CONTACTED FOR SITE INSPECTION PRIOR TO
BACKFILLING OF SYSTEM COMPONENTS.
15. DESIGN OF ABSORPTION BEDS BASED ON A SOIL PROFILE INDICATING
1.0' TOPSOIL OVERLYING SANDY GRAVEL WITH COBBLES TO A PROFILE
DEPTH OF 9 -FEET,
M IM �1�$
1. ABSORPTION LATERALS SHALL NOT EXCEED 100 FEET IN LENGTH.
2. THE BOTTOM OF THE 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. BED LATERALS SHALL FOLLOW CONTOURS.
5. INSTALL INFILTRATOR IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS
6. BED BOTTOM AND SIDEWALLS MUST BE RAKED TO REMOVE SOIL SMEARS
INCURRED DURING EXCAVATION.
7. NO EXCAVATION OF ABSORPTION FIELD IS TO BE DONE DURING WET WEATHER
AND USE OF RUBBER TIRE VEHICLES OVER ABSORPTION AREA IS PROHIBITED
8. BOULDERS EXISTING WITHIN THE ABSORPTION FIELD SHALL BE EXCAVATED AND
BACKFILL SHALL CONSIST OF ON-SITE SELECT OR PIT -RUN MATERIAL.
9. DUE TO THE USE OF ADVANCED TREATMENT, AN EFFLUENT FILTER IS NOT
REQUIRED TO BE INSTALLED IN THE SEPTIC TANK OUTLET AS TYPICALLY
REQUIRED IN PITKIN COUNTY.
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PER THE MANUFACTURE S REC MENDATyCNS) TO \ �� \ \
REDUCE THE ABSORPTION FIELD'S AREA OF\\INFLUENF� \ \. oo r
TO 100' FROM ALL POTABL WATER \SOURCE:S \ \
INSPECTION WELL
/ (TYP.)
MC
BED PLAN VIEW
N.T.S. FROM
ADVANTEX
SYSTEM
DISTRIBUTION LATERAL
NATURAL GROUND
1
GRAPHIC SCALE
20 0 10 20 40 80
( IN FEET )
1 inch = 20 ft.
REMOVABLE CAP
8-1/2"0 HOLES
4" 0 CUT HOLE IN TOP OF
SOLID PIPE INFILTRATOR UNIT FOR
INSTALLATION OF
INSPECTION
WELL
SIDES
RO \,VGHENI/
C LIKING
\ O /\
12 \/ / 0 \/\ 4"0 PERFORATED PIPE
\\ 0 \\/\
36"
INSPECTION WELL DETAIL
N. T. S.
REMOVABLE\
PVC CAP
FINISH GRADE
4" COUPLING
L45
BEND
4" SEWER LINE
FLOW
4" x 4" x 4"PVC WYE LEAN OUT
ASSEMBLY
SEWER CLEAN OUT DETAIL
N.T.S
AdvanTe)(M Treatment System
AX 20 Series - Mode 3A
Top View
Inlet
NATURAL BACKFILL
12" MIN. COVER
36" MAX. COVER
BED BOTTOM LEVEL AND ROUGHENED J INFILTRATOR UNIT (TYP.)
BED CROSS SECTION (T)
N.T.S.
RECORD DRAWING
OCTOBER 17, 2003
VICINITY MAP
COJEFILAL
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE PITKIN COUNTY
REGULATIONS OF INDIVIDUAL SEWAGE DISPOSAL SYSTEMS, EVEN THOUGH
ALL SUCH REQUIREMENTS ARE NOT SPECIFICALLY NOTED ON THE DRAWINGS.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUCH SPECIFIC DETAILS AS
ARE REFERRED TO IN THE ABOVE MENTIONED REGULATIONS,
2. FLOW FOR BED:
5 BEDROOMS * 2 PERSONS/BEDROOM * 100 GALLONS/PERSON/DAY IS:
1000 GPD = AVERAGE DAILY FLOW.
DESIGN = 1.75* AVERAGE = 1750 GPD (Q)
SEPTIC TANK:
MINIMUM TOTAL TANK SIZE:
1750 GPD * 1 DAY/24 HRS * 30 HRS = 2187.5GPD
REPLACE EXISTING INSTALL ONE 2500 GALLON TANK WITH BAFFLE
AND TWO (2) ADVANTEX AX -20 SERIES MODE 3A UNITS.
STANDARD ABSORPTION AREA:
A = Q J -t Q = MAXIMUM FLOW
_T- t = PERCOLATION RATE = 15 min./in.
1750 15 - 1356 SF
USE OF STANDARD INFILTRATOR UNITS IN BED CONFIGURATION:
30% REDUCTION (1356 S.F. * 0.70 ® 15.5 S.F./UNIT),
62 UNITS REQUIRED. RECOMMEND 65 UNITS IN 5x13 BED
CONFIGURATION. _
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.
7. LOCATIONS OF ALL COMPONENTS MAYBE VARIED AS NECESSARY AS LONG
AS ALL MINIMUM DISTANCES AND SLOPES MEET THOSE REQUIRED.
8. PROVIDE POSITIVE DRAINAGE OF SURFACE WATER AWAY FROM ABSORPTION
FIELD AREA USING DRAINAGE SWALES AS NECESSARY,
9. SOILS AND PERCOLATION INFORMATION FROM INFORMATION PROVIDED BY
H.P GEOTECH, INC., JOB NO. 100 594, AUGUST 29, 2001.
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.
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.
12. SITE .PLAN INFORMATION FROM JAKES DRAFTING.
13. INSTALL BLUEBOARD INSULATION OVER SEWER PLPE WHEREVER DEPTH IS
LESS THAN 5.0 FEET.
14. THE ENGINEER SHALL BE CONTACTED FOR SITE INSPECTION PRIOR TO
BACKFILLING OF SYSTEM COMPONENTS.
15. DESIGN OF ABSORPTION BEDS BASED ON A SOIL PROFILE INDICATING
1.0' TOPSOIL OVERLYING SANDY GRAVEL WITH COBBLES TO A PROFILE
DEPTH OF 9 -FEET,
M IM �1�$
1. ABSORPTION LATERALS SHALL NOT EXCEED 100 FEET IN LENGTH.
2. THE BOTTOM OF THE 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. BED LATERALS SHALL FOLLOW CONTOURS.
5. INSTALL INFILTRATOR IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS
6. BED BOTTOM AND SIDEWALLS MUST BE RAKED TO REMOVE SOIL SMEARS
INCURRED DURING EXCAVATION.
7. NO EXCAVATION OF ABSORPTION FIELD IS TO BE DONE DURING WET WEATHER
AND USE OF RUBBER TIRE VEHICLES OVER ABSORPTION AREA IS PROHIBITED
8. BOULDERS EXISTING WITHIN THE ABSORPTION FIELD SHALL BE EXCAVATED AND
BACKFILL SHALL CONSIST OF ON-SITE SELECT OR PIT -RUN MATERIAL.
9. DUE TO THE USE OF ADVANCED TREATMENT, AN EFFLUENT FILTER IS NOT
REQUIRED TO BE INSTALLED IN THE SEPTIC TANK OUTLET AS TYPICALLY
REQUIRED IN PITKIN COUNTY.
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