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NR
Permit* 0011.2014.powt
SITE WASTEWATER TREAT&T SYSTEM (OWTS)
CONSTRUCTION PERMIT
76 Service Center Rd Aspen, CO 81611
Phone: 970.920.5070 Fax: 970.920.5374
Parcel ID #: 2471-143-01-013
Permit Issued: ®NEW CDU []REPAIR ❑REMODEL/ADDITION []TANK ONLY []FIELD ONLY []AMENDMENT
Owner(s): Randy and Kara Schumacher
Property Address: 210 Miller Creek Trail
Legal Description:
Size of Lot: 12.477 Acres Detached Accessory Unit: OYES ONO
Size of Building: 3483 Sq. Ft. Size of Accessory Unit: Sq Ft
s
Designed By: HP Geotech Project #: 113129A Dated: June 28, 2013
Phone #: 970-945-7988 Mailing Address: 5020 CR 154 Glenwood Springs CO
Fax #: Email Address:
Perc Rate: 45 mpi Profile Hole Depth: 7.5 It Depth to Groundwater or Bedrock: >7.5 It
Minimum Tank Capacity: 844 gallons Minimum Absorption Area: 887 If (30 % Reduction)
Permit Conditions:
This OWTS Construction Permit is approved on the condition of compliance with the engineer design as submitted with the application and the specifications
cited above. Changes must be approved by this Department and the engineer prior to construction.
This permit is for the installation of a new septic system for a 3 bedroom residence. The design identifies two of the bedrooms
as bunkrooms. However, the system has been oversized by Pitkin County Regulations and is adequate for 5 bedrooms/10
persons.
Sewage will flow via gravity to a 1,500 gallon two -chamber concrete septic tank with an effluent filter installed in the second
compartment. Effluent will flow via gravity to a 7 -trench, serial -distribution soil treatment area. Each trench will have 22 Quick -
4 chambers for a total of 154 chambers. Inspection ports will be installed at the end and beginning of each trench. The soil
treatment area shall be a minimum of 100 feet to any well and 50 feet to any stream or pond and 25 feet to any dry gulch.
This Permit must be kept on-site during installation. The engineer must do a final inspection of the installation and submit an "as -built' letter to this
Department within 30 days of the final inspection, unless a longer period of time has been agreed upon, in writing. This Department must also be called for
the final inspection with a minimum of 48 hours notice.
Minimum horizontal distances between components of the system and physical features shall conform to the requirements of the Pitkin County OWTS
Regulation.
This Permit is conditioned upon the property owner(s) providing for regular inspection, cleaning, and maintenance of the system by qualified personnel, in
accordance with the manufacturer's recommendations and the requirements of the Pitkin County OWTS Regulation. Issuance of this OWTS Construction
Permit does not constitute a guarantee, warranty, or representation by the Department that the system will operate properly or will not fail. Issuance of this
permit does not imply compliance with Pitkin County building and/or land use regulations, nor guarantee issuance of building and/or land use permits.
THIS PERMIT IS EXPRESSLY CONDITIONED UPON COMPLIANCE WITH ALL REQUIREMENTS OF THE PITKIN
COUNTY OWTS REGULATION, INCLUDING BUT NOT LIMITED TO THOSE CONDITIONS SPECIFIED ABOVE.
Plans and specifications for the proposed OWTS have been reviewed and are considered satisfactory. Permission is hereby
given to the property owner(s) to perform the work indicated in accordance with the Pitkin County OWTS Regulation. This
Permit will expire 1 year from the date of issuance unless construction on the system has commenced. An "as -built' drawing
must be submitted and approved by EH before final approval of the system will be issued.
Issued By: _ Date: sh=ot Expires: ny1n�n��
ooll.2ot4, POWT
DONSITE WASTEWATER TREATMENT SYSTEM (OWTS)
EH/NR CONSTRUCTION PERMIT APPLICATION
76 Service Center Rd Aspen, CO 81611
Phone: 970.920.5070 Fax: 970.920.5374
Parcel ID# (available from the Pitkin County Assessor's Office 2l
970-9205160 or at vrww.oitkinassessor.oro):
_ H O _ O
Purpose of Permit. NEW ❑ REPAIR DUE TO FAILURE ❑ REMODEL/ADDITION ❑ TANK ONLY ❑ FIE D ONLY
Cost of System Repair or Remodel/Addition (approximate).
$pa�4p
Property Address:
Business Phone:
Lot: Block. Filing.
13
Subdiyy{{Sion:
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CiCty,, State, Zip: O LiI
Home Phone:'f
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303- 8ac�
Business Phone
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'Contact information must be provided for the owner signing this application.
Primary Contact Person/App�li�ent pQf of owner):
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Com appy /
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Contact/Applicant
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Cell Phone:
Business Phone:
Fax Number: t�
Email Address
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Building Permit # (if applicable):
3.20 ? PR3K
Lot Size (in acres): I a I Ln I ^ e -::,
Size of Building (square feet):
3H S3 2L� GI
Number of Potential Bedrooms:
L, 32
Date:
Applicant Signature:
Detached Accessory Unit? ❑ YES NO
Size of Accessory Unit (square feet).
Number of Potential Bedrooms In or Fixture List for the Accessory Unit:
ir\
Water Source: p(I �..,(
PRIVATE WELL [I SURFACE WATER ❑SPRING ❑COMMUNITY/PUBLIC WATER SYSTEM
Name of Community/PublicCiWater System (if applicable):
ri
Engineering Firm: Job Number. Phone Number Fax Number
H -P C�k�h �7� ��\�?9�8 c��o�i�tS 7sLls`1
Mailing Addr ss: Cit ,State, Zip:
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PLEASE READ BEFORE SIGNING:
1 certify that the above Informatio is
com tete and accurate and that I have provided complete and accurate information in all of the documents
In e n yap Ilcadon pee ge.
I accurate, 16 or misleatll Infor
I ec no
a on.
ledge that EH/NR may revoke any permit I am issued if my application is found to contain any
understand that no construction may be undertaken on an OWT9until an OWTS Construction Permit is
sued.
ignatur (Re Ired):
Date:
Applicant Signature:
Date
frill h1.
ff—OWMME USE ONLY
Received by EN/HR Staff:
Fee & Receipt #: Dale.
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HEPWORTH-PAWLAK GEOTECHNICAL
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ONSITE WASTEWATER
TREATMENT SYSTEM DESIGN
PROPOSED RESIDENCE
LOT 13, RUEDI SOUTH SHORES
PITKIN COUNTY, COLORADO
JOB NO. 113 129B
JULY 19, 2013
PREPARED FOR:
HALLMARK CUSTOM HOMES, LLC
ATTN: TOM MATTHYS
163 CASTLE GROVE PLACE
CASTLE ROCK, COLORADO 80108
t2matthVs(iumsn.com
Parker 303.641.7119 • Coloradu Springs 719-633.5562 • Silverrhorne 970-468-1989
TABLE OF CONTENTS
PURPOSE AND SCOPE OF STUDY........................................................................ - 1 -
PROPOSED CONSTRUCTION................................................................................. - 1 -
SITECONDITIONS................................................................................................... - 1 -
PERCOLATION TESTING AND SUBSURFACE CONDITIONS ............................ - 2 -
OWTSANALYSIS........................................:........................................................... - 2 -
-SEPTSEPTIC
IC TANK........................................................................................................... - 3 -
SEWER
-SEWER AND EFFLUENT PIPING........................................................................... - 3 -
-ABSOABSORPTION
-SUBSRPTION AREA................................................................................................ - 4 -
SUBSURFACE
URFACE DRAINAGE.:................................................................................... - 5 -
-LIMIOWTSMAINTENANCE........................................................................................... - 5 -
LIMITATIONS
TATIONS.......................................................................................................... - 6 -
FIGURES -
FIGURES
FIGURE 1- OWTS SITE PLAN
FIGURE 2 - ABSORPTION AREA CALCULATIONS
FIGURE 3 - ABSORPTION AREA PLAN VIEW
FIGURE 4 -ABSORPTION AREA CROSS SECTION
ATTACHMENTS
VALLEY PRECAST SEPTIC TANK DETAIL
is
• 0
PURPOSE AND SCOPE OF STUDY
As requested, Hepworth-Pawlak Geotechnical, Inc. has designed an Onsite Wastewater
Treatment System (OWTS) for the proposed residence to be located on Lot 13, Ruedi
South Shores, Lake View Drive, Pitkin County, Colorado. The study was conducted in
accordance with our agreement for geotechnical engineering services to Hallmark Custom
Homes, LLC dated June 5, 2013. The data obtained and our OWTS design
recommendations based on the proposed construction and subsurface conditions
encountered are presented in this report. We previously performed a subsoil study and
percolation test for the proposed residence and septic absorption area, and presented our
findings and recommendations in a report dated June 28, 2013, Job No. 113 129A.
PROPOSED CONSTRUCTION
The proposed residence will consist of a two story wood framed structure over
crawlspace level and located on the site as shown on Figure 1. The residence will have a
total of three bedrooms and a bunkroom. The OWTS will provide service to all levels of
the residence.
SITE CONDITIONS
The lot is vacant and bisected by Lake View Drive, see Figure 1. The proposed building
area is located east of Lake View Drive and vegetated with sage brush, grass and weeds.
The ground surface slopes down to the northwest at a grade of about 10 to 15 percent in
the building area. Elevation difference across the proposed residence is about 12 feet.
Scattered cobbles and boulders were observed on the ground surface. The septic disposal
field area to the west of Lake View Drive has similar site and slope conditions.
Job No. 113 129B
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PERCOLATION TESTING AND SUBSURFACE CONDITIONS
For the previous percolation test, one profile pit and three percolation test holes were
excavated at the approximate locations shown on Figure 1. The subsoils exposed in the
Profile Pit consisted of about two feet of topsoil overlying intermixed sandy clay and
gravel with cobbles to the pit depth of 7%z feet. No free water was encountered in the pit
when excavated on June 5, 2013.
The percolation testing results were provided in our previous report with an average
percolation rate of 45 minutes per inch obtained. A gradation/hydrometer analyses was
performed on the bulk sample of the subsoils from the Profile Pit to determine the United
States Department of Agriculture (USDA) soil classification. The natural soils classify as
Very Gravelly "SANDY LOAM" per USDA. The Long Term Acceptance Rate (LTAR)
for SANDY LOAM from Table 6.28-4 of the State of Colorado Regulations is 0.72
gallons per square foot per day. Based on the percolation rate and SANDY LOAM soils,
a percolation rate of 45 minutes per inch (MPI) was recommended.
OWTS ANALYSIS
Based on the subsurface conditions encountered and the percolation test results, the area
at Profile Pit is suitable for an OWTS utilizing Infiltrator Chambers and the shallow soils
for the treatment and dispersal of effluent. A percolation rate of 45 MPI will be used for
sizing of the absorption area. The effluent will gravity flow to the absorption area. A site
plan showing the proposed OWTS, proposed residence, building envelope, and the
minimum horizontal setback distances of site features relative to the OWTS components
is provided on Figure 1. The proposed residence will have 3 bedrooms with a bunkroom
and we estimated 2% persons per bedroom for determining total design flow. All
materials and installation should meet the requirements of the current Pitkin County
Onsite Wastewater Treatment System Regulations.
Job No. 113 129B
4
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SEPTIC TANK
A concrete 1,500 gallon, two chamber, Valley Precast septic tank, or equivalent, will be
used for primary treatment of sewage from the residence. A detail o f the tank is provided
as an attachment to this report. The tank will be located west of the proposed residence
and east of Lake View Drive. An effluent filter will be installed on the outlet of the
second chamber of the septic tank. Sewage will gravity feed from the residence to the
septic tank and effluent will be gravity fed to the absorption area.
The tank should be set level and bedded as necessary with compacted road base. if the
septic tank access riser lids will be installed at grade, with no backfill cover, then the lids
should be insulated with foam insulation board to provide frost protection. The sewer
pipe inlet tee in the first chamber of the septic tank should be installed beneath the access
lid of the first chamber of the septic tank so that it can be reached for service should it
become clogged. The PVC handle on the effluent filter should be extended up to within
reach of the second chamber access riser lid. This will allow for easy access and
maintenance of the filter. Approximately 2 feet of soil backfill cover should be placed
over the top of the septic tank to allow for easy access and frost protection. For
maintenance reasons deep tank installations should be avoided and we should be
contacted to evaluate our design should it appear that a deep tank installation involving
more than 4 feet of backfill over the top of the septic tank may be required.
SEWER AND EFFLUENT PIPING
The sewer line from the proposed residence to the septic tank should not be less than the
diameter of the building drain and not less than 4 inches in diameter and will service all
levels of the proposed residence. Soil backfill beneath the sewer pipe must be adequately
bedded and compacted to prevent settlement of the pipe. The sewer pipe should be
installed in landscape areas with at least 2 feet of soil covering the pipe, or the pipe
should be insulated on the top and sides with 2 inch thick rigid foam insulation board for
frost protection. Beneath driving surfaces, Schedule 40 PVC sewer pipe should be used
and the pipe should be insulated if it will be installed with less than 4 feet of soil cover.
Job No. 113 129B
C-199itech
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-4-
We recommend the use of Schedule 40 PVC pipe between the proposed residence and the
septic tank, though this is not required by local regulations. The portion of the sewer pipe
extending from 5 feet outside the building foundation should have a slope of at least 2%.
Cleanout pipes should be installed in the sewer line adjacent from the building
foundation, adjacent to the inlet of the septic tank, where the sewer pipe bends at 90
degrees or more, and at least one cleanout should be installed at least every 100 linear feet
of non -pressurized sewer or effluent pipe throughout its length. We recommend that a
straight section of pipe be installed between the residence foundation and the septic tank.
Any required 90 degree bends in the sewer pipe should be accomplished through the use
of a series of 45 degree smooth elbows or a 90 degree long sweep to help prevent
clogging of the pipe.
ABSORPTION AREA
The absorption area calculations are shown on Figure 2. The soil absorption area was
designed to be 1520 square feet and will have 7 absorption trenches consistin of154
Infiltrator Quick 4 Standard chambers as shown on Figures 1 and 3. Each chamber was
given 9.87 square feet of absorption area per Pitkin County regulations. A 30% reduction
was applied for using Infiltrator Quick 4 Standard chambers in a trench configuration.
The trenches will each contain 22 chambers and will be combined in a serial distribution
mem.
The absorption trenches should be excavated to the approximate depths shown on Figure
4. The trench excavations must follow the natural contours on-site. Care must be taken
during installation to ensure that the soils exposed in the bottom and sidewalls of the
trench excavations are not compacted. Once the trench excavations are complete, the
trenches should be left open, if necessary, to allow the soils to air dry prior to placement
of the Infiltrator chambers and distribution pipes. After the soils have air dried, the
bottom and sidewalls of the excavations should be scarified prior to placement of the /
chambers and piping.
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Job No. 113 129B
-5 -
The on-site soils, devoid of oversized rocks, can be used as backfill over the chambers
and should be graded to deflect surface water and precipitation away from the absorption
area. We recommend the soil backfill be re -vegetated as soon as possible with a
mountain meadow grass mix or suitable equivalent. It is important not to plant large
vegetation or vegetation with invasive roots in and around the absorption area and piping
as the roots may damage piping.
Combination air vent/inspection ports should be installed at each end of the absorption
trenches. The ports should be constructed of 4 inch diameter PVC pipe installed into the
knockouts provided on the tops of the Infiltrator chambers. The ports should extend a
minimum of 8 inches above the ground surface and should have ventilated removable
caps. The absorption area distribution piping layout and serial trench connections is
shown on Figure 3.
All materials used and installation methods should meet the requirements of the current
Firkin County Regulations for Onsite Wastewater Treatment Systems.
SUBSURFACE DRAINAGE
No free water was encountered in the profile pit when excavated on June 5, 2013 and it is
our opinion that a subsurface drain will not be required. If free water is encountered in
any excavations on the site we should be notified to re-evaluate the need for a subsurface
drain to protect the absorption area.
OWTS MAINTENANCE
The OWTS will require maintenance. The level of maintenance will vary with the
complexity of the system and water use habits of the users. We recommend that fat, oils,
bath oils, greases, paint, solids, water softener backwash solution, water from hot tubs and
other constituents that can clog and foul collection and disposal equipment are not
disposed of in the residence drains. The absorption area and any areas directly up
gradient should not be watered by lawn irrigation systems or other means as the soils may
become hydraulically overloaded. The septic tank should be pumped whenever the
Job No. 113 129B G(�'JtEch
0
-6-
sludge occupies 1/3 of the liquid capacity of the fust chamber of the septic tank. In
addition, the effluent filter should be checked for clogging at least once per year and
cleaned as necessary. We recommend that an operation and maintenance manual be
developed for the OWTS. The system should be operated and maintained as stipulated in
the manual. We can prepare the operation and maintenance manual if desired.
LIMITATIONS
This design has been conducted in accordance with generally accepted engineering
principles and practices in this area at this time. We make no warranty either express or
implied. The conclusions and recommendations submitted in this report are based upon
the data obtained from the profile pit excavated at the location indicated on Figure 1 and
to the depth shown on the attached percolation testing report, the proposed type of
construction and our experience in the area. Our findings include extrapolation of the
subsurface conditions identified at the profile pit and variations in the subsurface
conditions may not become evident until excavation is performed. If conditions
encountered during construction appear different from those described in this report, we
should be notified at once so re-evaluation of the recommendations may be made.
Based on site reconnaissance, it is our opinion that the designed location of the OWTS
does not violate any setback requirements of the current Pitkin County Environmental
Health Department's regulations. We recommend that the position of the OWTS
components, proposed residence and setback requirements be verified in the field by a
Professional Land Surveyor licensed in the State of Colorado.
This report has been prepared for the exclusive use by our client for the OWTS design
submittal process. We are not responsible for technical interpretations by others of our
information. As the project evolves, we should provide continued consultation and field
services during OWTS construction to review and monitor the implementation of our
recommendations, and to verify that the recommendations have been appropriately
interpreted. Pitkin County requires that an As -Built evaluation of engineered OWTS
designs be performed by the OWTS engineer. We should be contacted to perform
Job No. 113129B _--- _5pt
0
-7-
Ll
the OWTS As -Built evaluation at least 48 hours in advance. You must obtain the
required OWTS permit from Pitkin County prior to our As -Built inspection. Prior
to evaluation, all system components should be installed including: sewer pipe,
effluent pipe, septic and dosing tanks, effluent filter, inlet and outlet tees, pump,
Infiltrator chambers and distribution and manifold piping. No components of the
OWTS should be backfilled prior to our performing the As -Built evaluation.
Please contact us for any necessary revisions or discussion after review of this report by
the Pitkin County Environmental Health Department. If you have any questions, or if we
may be of further assistance, please let us know.
Respectfully Submitted,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
1AA -
RobertE. Stempihar, P.E.
Reviewed 1 --
David A.
RES/ksw
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OWES ABSORPTION AREA CALCULATIONS
In accordance with the current Pitkin County Environmental Heafth Department's On -Site Wastewater Treatment System
Regulations, the absorption area was calculated as follows:
Q = (F(B)(N)(I.5)
1011
F=AVERAGE FLOW PER PERSON= 75 GALLONS PER DAY
B = TOTALNUMBER BEDROOMS= 4
N = ESTIMATED NUMBER OF PERSONS PER BEDROOM 15
CONSTANT= ESTIMATED DESIGN FLOW EQUAL TO I50%OFAVERAGE DAILY SEWAGE FLOW = 1.5 GALLONS PERDAY
Q = TOTAL DESIGN FLOW=
1125 GALLONS PER DAY
ABSORPTION AREA CALCULATIONS•
t = SOIL PERCOLATION RATE IN MINUTES PER INCH (MPD = 45
CONSTANT = 5
P = LOADING FACTOR 14
A=POft03l
5
A= MINIMUM ABSORPTION AREA AGGREGATE SUE= 2113 SQUAREFELT
ABSORPTION AREA RED CTIONS
REDUCTION FACTOR FOR CHAMBERS = 0.7 up to 30%
MINIMUM ABSORPTION AREA AGGREGATE SIZE WITH REDUCTION= 1479 SQUARE FEET
ABSORPTION TRENCH CONFIGURATION
AMOUNT OF ABSORPTION AREA GIVEN TO EACH CHAMBER = 9.87 SQUARE FEET
MINIMUM NUMBER OF CHAMBERS = 150.0 CHAMBERS
NUMBER OF TRENCHES = 7.0
NUMBER OF CHAMBERS PER TRENCH = 22
TOTAL NUMBER OF CHAMBERS = 154
A=ACTUAL ABSORPTION AREA A(GRDGATESIZE= 1520 SQUARE FM
113 129B
ABSORPTION AREA CALCULATIONS I FIGURE 2
• 0
SEVEN PROPOSED ABSORPTION TRENCHES
CONNECTED VIA SERIAL DISTRIBUTION. EACH
TRENCH CONTAINS 22 INFILTRATOR STANDARD
QUICK 4 CHAMBERS (154 CHAMBERS TOTAL) FOR
1520 SQAURE FEET OF ABSORPTION AREA.
4 -INCH NON -PERFORATED PIPE SLOPED AT 2%
MINIMUM FROM ABSOPRTION TRENCH CHAMBER TO
ADJACENT ABSORPTION TRENCH CHAMBER FOR
PROPER SERIAL DISTRIBUTION.
4 -INCH DIAMETER PVC AIR VENT INSTALLED VERTICALLY INTO
KNOCKOUTS IN INFILTRATOR CHAMBERS. REMOVABLE COVER TO
BE PLACED ON TOP OF PIPE. TOP OF PIPE TO BE VENTILATED WITH
AT LEAST TWELVE, Y2 -INCH HOLES. VENT SHOULD STICK UP AT
LEAST 8INCHES FROM FINISHED GRADE. INSTALL VENTS AT EACH
END OF EACH TRENCH.
FROM SEPTIC TAlVk
INFILTRATOR END PLATE
NOTE: ALL INSTALLATION MATERIALS AND METHODS TO MEET CURRENT PITKIN COUNTY OWTS REGULATIONS.
113 129B
ABSORPTION AREA PIAN VIEW I FIGURE 3
= tiQ
4 -INCH NON -PERFORATED TRANSPORT
�=
PIPE SLOPED AT 2% MINIMUM TO DRAIN
FROM THE SEPTIC TANK OUTLET DOWN
4
TO THE FRIST ABSORPTION TRENCH
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INLET.
INFILTRATOR END PLATE
NOTE: ALL INSTALLATION MATERIALS AND METHODS TO MEET CURRENT PITKIN COUNTY OWTS REGULATIONS.
113 129B
ABSORPTION AREA PIAN VIEW I FIGURE 3
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OWTS DESIGN CALCULATIONS - for Pitkin
Owner's Name Parcel ID #
House Size (sq. ft) (75 gpd or 100 gpd)
T
Number of Bedrooms in Main House
5
Number of Offices, Libraries, Studies, Similar -sized Rooms in Main House
0
Number of Bedrooms in Detached Caretaker unit
0
Number of Offices, Studies, Similar -sized Rooms in Caretaker Unit
0
(if the caretaker unit is ATTACHED, treat as if part of main house.)
Average Daily Waste Flow 750
State Review Required? no
Per: Rate (I)
Design How (Q) = # potential bedrooms X 2 people/bedroom X gpd X 1.5
Q= 1125
Minimum tank capacity 1406 gallons
Absorption Area (=Q/5 X SART pert rate)(1.4 loading factor)
A = 2,113 sq. ft. of absorption area required
Absorption Area (=Q/5 X SQRT perc rate) WITH SECONDARY TREATMENT (no loading
factor)
A= 1,509 sq. ft. of absorption area required
Abs. Area w/ loading factor (B25) Trench Bed
Quick4 Trench
Qmck4 Bed
Pipe and Gravel (-10%) 1902 red. 2113
193
214
Dosing (-20%) 1690 (40%) 1690
171
171
Chambers (-30%) 1479 (-10%) 1902
150
193
Max Allowable (-50%) 1057 (-30%) 1479
107
150
Secondary Treatment
Abs Area w/ out loading factor (B28) Trench Bed
Pipe and Gravel (-10%) 1358 m md. 1509
138
153
Dosing (-20%) 1207 (-20%) 1207
122
122
Chambers (-30%) 1057 (-10%) 1358
107
138
Max Allowable (-50%) 7M5 (-30%) 1057
76
107
110
SETBACK FROM WELL
# of feet =
60
SETBACK FROM POND, STREAM OR IRRIGATION DITCH
# of feet =
35
SETBACK FROM DRY GULCH
# of feet =
•YfaQmarf custom xomes ccc
O
1263 Castle Grove Place
Castle Rock. CO 80108
303-435-9723 Cell
720-733-9319 Fax
H all m arkcustom homes.biz
tgmalthysr&.msn.com
February 25, 2014
Kurt Dahl
Pitkin County
Dept. of Environmental Health
76 Service Center Road
Aspen, CO 81611
Mr. Dahl
Attached is a completed OWTS Construction Permit Application and related
documents. We submitted for permit in December and apparently missed this
step in the process for submission despite having all the work in hand on the
date of permit submission.
Property is on Lot 13 Ruedi South Shores, near Meredith. Property address still
not assigned.
Please review the attached and contact me with any questions or requests for
added information.
Sincerely,
Tom Matthys
303-435-9723
L
� ��(/�h Hepworth -Paw ak Geotechnical, Inc.
' M/VVtV1►� ■ 5010County5o7 154
Glcnwtxxl Springb, Colorado S1601
Phone: 9/0945.79RF
HEPWORTH-PAWLAK GEOTECHNICAL Fax: 970-945•8454
email: 1711golt'r-blhpgeotech.com
September 18, 2014
Hall Custom Homes, LLC
Attn: Tom Matthys
163 Castle Grove Place
Castel Rock, Colorado 80108
(t matthys c().msn.com)
Job No. 113 129B
Subject: As -Built Evaluation of On-site Wastewater Treatment System, Lot 13,
Ruedi South Shore, Lake View Drive, Pitkin County, Colorado
Dear Mr. Matthys:
As requested by Joe Zamora, Hepworth-Pawlak Geotechnical, Inc. observed the
installation of the Onsite Wastewater Treatment System (OWTS) for the proposed
residence on the subject site. The OWTS components observed include: effluent pipe,
infiltrator chambers, inspection ports, and the locations of the observed components. We
previously designed the OWTS for the subject site and presented our recommendations in
a report dated July 19, 2013, Job No. 113 129B. Our observations and recommendations
are presented in the following paragraphs.
We performed our As -Built site evaluation on August 11, 2014. We met with Joe
Zamora at the site this date. At the time of our site visit, the contractor had installed and
buried the effluent line from the house to the septic tank and from the septic tank to the
absorption field. The top of the tank was exposed. There is an approximate 6 foot drop
in elevation in the 30 foot distance between the house and the septic tank. There is
another 6 foot drop in elevation in the 58 foot distance between the tank and the
absorption field. The septic tank is reportedly a 1500 gallon precast two chamber tank
equipped with an effluent filter in the second chamber. We confirmed that the tank has
two chambers and the tees were in place at both the inlet and outlet of the tank. The
effluent filter was in place at the outlet tee. The piping from the house to the absorption
field was backfilled but reportedly consisted of all 4" diameter Schedule 40 PVC non-
perforated sewer pipe.
The trenches for the absorption field were completed with the infiltration chambers in
place and mostly backfilled. The ends of each row of chambers were exposed. Trenches
4, 6 and 7 had not been backfilled. Seven lines of twenty-two standard Quick4 Infiltrator
chambers were installed in the serial distribution disposal area trenches. An inspection
port consisting of a vertical 4" schedule 40 pvc pipe with cap rising above the finished
ground surface was installed in a knockout on each of the end infiltrator units. The
infiltrator units and effluent pipe were installed at a depth of approximately 2 to 3 feet
below the top of the trench. Minimum depth of soil cover in our report for the infiltrator
Parker 303-841-7119 • Colorado Springs 719-633-5562 • Silverthorne 970-468-1989
Do
Hall Custom Homes, LLC
September 18, 2014
Page 2
units was 1 foot. Measurement with a 4 foot construction level at the pipe from the septic
tank to the absorption field and at six locations along the effluent pipe between the
infiltrator trenches indicated positive drainage into each of the infiltrator units. The
components noted above were observed to be located generally as shown on the attached
OWTS As -Built Site Plan.
It is our opinion that the installed OWTS meets the general intent of our July 19, 2013
design report. The OWTS As -Built Site Plan is shown on the attached Figure 1. An As -
Built Photo Log is also provided as an attachment.
The observations and recommendations presented above are based on our site
observations and our experience in the area. We make no warranty either express or
implied. Alterations to the system including backfill and site grading could alter the
operation and effectiveness of the OWTS. On-site observations of the OWTS backfill,
recommended corrections or other out of scope services can be provided for an additional
cost.
Please feel free to contact us if you have any questions regarding this letter.
Sincerely,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
I
Daniel E. Hardin, P.E.
Rev. by:
David A. Young, P.E. �V•: 32-216
Attachments: Figure 1 — OWTS As -Built Site Plan
As -Built Photo Log
Job No. 113 1296
aI
nu i uiiii'
�ru
o �
v
I
AS -BUILT PHOTOGRAPH LOG
August 14, 2014
Job No. 113 12913
a3
Photograph 1:
Looking West
Cleanout adjacent to house.
Tank to left. Absorption field
between truck and backhoe.
Photograph 2:
Looking West
1500 Gallon Tank
Photograph 3
Looking Northwest
1500 Gallon Tank
I
' . I
AS -BUILT PHOTOGRAPH LOG
Job No. 113 129B
Qq
Photograph 4:
Looking South
Trench #1 with Trench #2 to
right. Twelve %" holes drilled
in vent cap.
Photograph 5:
Looking South
Trench #3 with Trench #4 to
right.
Photograph 6:
Looking South
Trench #4 with Trench #5 to
right.
AS -BUILT PHOTOGRAPH LOG
August 14, 2014
Job No. 113 12913
Photograph 7:
Looking South
Trench #6
Photograph 8:
Looking South
Trench #7
Cgted l
H
28, 2013
PAWLAK GEOTECHNICAL �„-'o, 4; _I;�
Hall ark Custom Homes LLC
Attn: Tom Matthys
163 Castle Grove Place
Castle Rock, Colorado 80108
Job No. 113 129A
Subsoil Study for Foundation Design and Percolation Test, Proposed
Residence, Lot 13, Ruedi South Shore, Pitkin County, Colorado
Mr. Matthys:
As r�quested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study and.
test for foundation and septic disposal designs at the subject site. The study
was Onducted in accordance with our agreement for geotechnical engineering services to
Custom Homes LLC dated May 2, 2013. The data obtained and our
based on the proposed construction and subsurface conditions
are presented in this report. Chen and Associates Inc. previously performed
a proiminary geotechnical study for the subdivision and reported their findings in a report
July 28, 1983, Job No. 24,838.
Construction: The residence will be a two story wood frame structure over a
craw'space located on the lot approximately as shown on Figure 1. Cut depths are
i
expected to range between about 3 to 6 feet. Foundation loadings for this type of
consiruction are assumed to be relatively light and typical of the proposed type of
construction. The on-site septic disposal system is proposed to be located west of the
roadway and downhill of the residence as shown on Figure 1.
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 r�port.
PSIrkt!i- 303-ti41-7110 • 119-633-7562 • Sihcnhurnc 910-468-1189
6)
0 0
-2-
Site Conditions: The lot is vacant and bisected by Lake View Drive, see Figure 1. The
proposed building area is located east of Lake View Drive and vegetated with sage brush,
grass and weeds. The ground surface slopes down to the northwest at a grade of about 10
to 15 percent in the building area. Elevation difference across the proposed residence is
ab ut 12 feet. Scattered cobbles and boulders were observed on the ground surface. The
sep is disposal field area to the west of Lake View Drive has similar site and slope
Irface Conditions: The subsurface conditions at the site were evaluated by
sting two exploratory pits in the proposed building area and one profile pit in the
sed septic disposal area at the approximate locations shown on Figure 1. The logs
pits are presented on Figure 2. The subsoils encountered, below about 2 feet of
nic topsoil, consisted of intermixed sandy silty clay and gravel with scattered cobbles
were stiff/medium dense and extended down to the pit depths of 7'/z to 8%2 feet.
Ilts of swell -consolidation testing performed on relatively undisturbed samples of the
portion of the subsoils, presented on Figure 3, indicate low to moderate
sibility under conditions of loading and wetting with a low hydro -compression
when wetted. Results of gradation analyses performed on disturbed bulk
sam les of sandy clay and gravel soils (minus 1 %2 inch fraction) obtained from the pits are
pres nted on Figures 4 and 5. The laboratory test results are summarized in Table 1. No
free Iwater 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 soil designed for an allowable bearing pressure
of 1,500 psf for support of the proposed residence. The soils may tend to compress some
when wetted and precautions should be taken to prevent wetting. Settlement could be up
to 1 io 1'/2 inches depending on the depth and extent of the wetting.
Job N4. 113 129A
a-3
I. gnech
-3-
0
Footings should be a minimum width of 18 inches for continuous walls and 2 feet for
col mns. 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. The footing subgrade should then be moistened and compacted.
ExI erior 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
typ Cally used in this area. Continuous foundation walls should be well 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 also 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 plus 8 inch size rocks, as backfill. A representative of the
gco echnical engineer should observe all footing excavations prior to concrete placement
to aluate bearing conditions.
Slabs: The natural on-site soils, exclusive of topsoil, are suitable to support lightly
d slab -on -grade construction. To reduce the effects of some differential movement,
slabs should be separated from all bearing walls and columns with expansion joints
i allow unrestrained vertical movement. Floor slab control joints should be used to
e damage due to shrinkage cracking. The requirements for joint spacing and slab
should be established by the designer based on experience and the intended
use. A minimum 4 inch layer of sand and gravel should be placed beneath slabs at
e for support and to facilitate drainage. This material should consist of minus 2 inch
gate with less than 50% passing the No. 4 sieve and less than 12% passing the No.
two
All ill materials for support of floor slabs should be compacted to at least 95% of
ma 'mum standard Proctor density at a moisture content near optimum. Required fill can
co ist of the on-site soils devoid of topsoil and oversized rocks.
Unerdrain System: Although free water was not encountered during our exploration, it
has I
een our experience in the area and where clay soils are present that local perched
Job
D8
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PROFILE PIT I
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APPROXIMATE
CALF:
113 129A
GE'.CPt@C�'1
LOCATIONS OF EXPLORATORY PITS AND
FIGURE 1
HE
WORiHfAWLAKGEOTECHHICAL
PERCOLATION TEST HOLES
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HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE 2
PERCOLATION TEST RESULTS
JOB NO. 113 129A
HOLE NO.
HOLE DEPTH
(INCHES)
LENGTH OF
INTERVAL
(MIN)
WATER DEPTH
AT START OF
INTERVAL
(INCHES)
WATER DEPTH
AT END OF
INTERVAL
(INCHES)
DROP IN
WATER LEVEL
(INCHES)
AVERAGE
PERCOLATION
RATE
(MIN./INCH)
Pi
49
15
7
51/2
11/2
45
51/2
5
1/2
5
41/2
1/2
41/2
41/4
1/4
41/4
4
1/4
4
31/2
1/2
31/2
31/4
1/4
P2
47
15
71/2
6
11/2
45
6
51/2
1/2
51/2
5
1/2
5
41/2
1/2
41/2
41/4
1/4
41/4
4
1/4
4
3 1/2
1/2
P3
45
15
71/2
61/2
1
45
61/2
6
1/2
6
51/2
1/2
51/2
5
1/2
5
4 1/2
1/2
4 1/2
4 1/4
1/4
41/4
4
1/4
Note: Perc lation test holes were hand dug and soaked on June 5, 2013. Percolation tests were
cond cted on June 6, 2013 by HP Geotech. The average percolation rates were based on the
last t, ree readings of each test.
3 -I
JUND #5 REBAR
8 PLATIC CAP
L.S. 014111
GRAPHIC SCALE
co c w Bo zo
CIN FEET)
OPEN SPACE
m
lw
HAISTII1p COISDITIOIiS/PGRTIGL iOYOGRGPHICGL MGP OF:
Ad& MTN
LOT 13, RUEDI SOUTH SHORE Architects'
rci ec s
A PARCEL OF LAND SITUATED IN THE SW } OF SECTION 14, TOWNSHIP 8 SOUTH, RANGE 84 WEST OF THE 6TH P.M.
CONSTUCTION EASEMENTS
FOR PURPOSE OF ROAD
REALIGNMENT
S86'55'09'E
835.OT
ORIGINAL BUILDING
ENVELOPEI
LOT I; SOUTH
543,490 SO. FT.
12.477 ACRES
LOT 14
to.o'
REVISED ACTIVITY
ENVELOPE
EDGd OF
GRA EL
ROAD rP)
NBd55'OB'W i
418.01'
LOT;
COUNTY OF PnXIN, STATE OF COLORADO
MILLER
SHEET 2 OF 2
PROJECT BEXCW "M
UNITED STATES
CREEK
643'490 SO. Fr.
ESTATES
C 1/4 CORNER SEC. 14
FOREST SERVICE
FOUND 1963 BLM
BRASSCAP \
BASIS OF BEARING 1573.41'
ELEV. 8007.79'
1162.70'
V
y
°u
380.41'
`IO.0' GENERAL PURPOSE UTILITY EASEMENT INSIDE ALL LOTS
30.0' WIDE ROAD
PP4
O
ALONG SOUTH SHORE DRIVE AND LAKE VIEW DRIVE i
RIGHT-OF-WAY
AND LYING ADJACENT TO BOTH SIDES OF SAID DRIVE
GENERAL PURPOSE
(SEE PLAT NOTE 3)
UTILITY EASEMENT
(SEE PLAT NOTE 2)
10.0'
u
OPEN SPACE
CONSTUCTION EASEMENTS
FOR PURPOSE OF ROAD
REALIGNMENT
S86'55'09'E
835.OT
ORIGINAL BUILDING
ENVELOPEI
LOT I; SOUTH
543,490 SO. FT.
12.477 ACRES
LOT 14
to.o'
REVISED ACTIVITY
ENVELOPE
EDGd OF
GRA EL
ROAD rP)
NBd55'OB'W i
418.01'
LOT;
MILLER
CREEK
ESTATES
P4
x�
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PP4
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Ac
DRAW: DAM, GF+DOD
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PROJECT: 13-001
/
(y SET
CO+MIGHIFO GY MCLMAA:0.RCHreCR lM5
' LINE GMwkG 15 NOT TO BE WED PoR MWNG MY
REFAODUCi%N'Ni9ECF OA fOR CCNRl4C'ING
ANYBNLOINGYMNOVF1l510BiAININ T
wAlnEx'ERM ss�a: aF *xE cormGHr
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Up PvWr i:�Mf SAR'OFCON5IR:.TON
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SCA_=_: AS VOTED
zLm
SITE 1
SHEET
Owner's Acknowledgement
The owner acknowledges being Informed by Pltkin County of
the existence of environmental hazard areas that might
affect the property, any Improvements and the use thereof.
Randy Schumacher, Owner
Community Development Director's Approval
This Ruedi South Shores Lot 13 site plan has been reviewed
and approved by the Community Development Director of
Pltkl n County this_ day of 2013 and is
subject to Community Development Directors Determination
No. 20_ recorded as Reception Number
J
Cindy Houben, Director p�ivT FE
Clerk and Recorder's Certificate
This Ruedi South Shores Lot 13 site plan has been •c>m' /
accepted for recording in the Office of the Clerk and
Recorder Pitkin County, Colorado the_ day of I L-•—••-- —••— —•• // • 1•
20131n Platbook_ at page_ as —h•—•- -
Reception Number i ACTIVITY
ENVELOrE
�Epe LEACH---------------�!----�- - 1
iRIEL7 r-
Clerk an Recorder I I I r I
I
PRO-OSED LEAC-4
FIELD 5000 OF. ✓• -�' _
GRAPHIC SCALE
Ac o 10 z. loo
(IN FEET)
EIISr Ni0 COFIDITTONS/PARTIAL TOPOGRAPHICAL MAP OF: �•�
LOT 13, RUEDI SOUTH SHORE 8060
A PARCEL OF LAND SITUATED IN THE SW } OF SECTION 14, TOWNSHIP 8 SOUTH, RANGE 84 WEST OF THE 6TH P.M. �, \
COUNTY OF PITS:INI, STATE OF COLORADO \
SHEET 2 OF 2�
X
8050
8070
8E1 NAr_ AND LAME
ON PR Ar- _M5
L/ ELEVAT'ON 906';9'
RE'AIN 3
P L'T- GRACE)
xlerrNG GFtALJE r'Y=1
8070
GRA'JE rr=:
8080
OFFSET LINE
ALMTN
Architects
CRAJN
-'CF 9.16J3
Y� L212
•+O al.le ('
PROJECT: 13-001
COPYNGNI®aYMWMAN ACHRCIS !M6
DMWND6NOr Te&. FDP xwtlN4 MY
RMy BUIL IRN IIEAEOf. RF001MiM1WTW
4nellagNOWIMOf FAS OBI 0IFF
W" ^FRMi55i0N RTE tAPRila••I
401M, MWMAINARMIYALE
MS WR
DMWINfiS MOLMIAINARC.N'1 MIS NT
AESRdSiBLE iM FAA W s alit TO SGIFD
DMMuss.AEfnANr WFs!px6oR
oEta�Rmts ro M W'fAW 4�i ECa
3EmF s*up DFcaamucror
5CA_E: AS NOTED
SITE 2
SHEET
Sep 1013 09:06a Shelton Drilling Corp. • (970)927 18 1 PA
WELL CONSTRUCTION AND TEST REPORT
STATE OF COLORADO, OFFICE OF THE STATE ENGINEER
FOR OFFICE USE ONLY
APPROVAL a GWS31-91-03
I •
WELL PERMIT NUMBER 288529
2.
Owner Name(s): Randy Schumacher
Mailing Address: 5680 Hackney Ct
City, State, Zip: Parker, Co 80134
Phone #
3
WELL OCATION AS DRILLED )fir 1/4 SE 114 See: 14
DISTANCES FROM SEC. LINES Twp: 8 S Range: 64 W 6th PM
ft. fiom Sec. line and ft. From Sec. line OR Easting: 3 50 156 Northing: 4357435
SUBDIVISION: Ruedi South Shores LOT: 13 BLOCK: FILING (UNM:
STREET ADDRESS AT LOCATION
4
GROUND SURFACE ELEVATION ft. DRILLING METHOD Air Rotary
DATE COMPLETED: 1 V82012 TOTAL DEPTH: 625 DEPTH COMPLETION: 500
5.
GEOLOGIC LOG
6. HOLE DIAMETER (to) FROM (a) To (a)
Depth
Type of Material Siz Color, and
9.0
0 100
000022 Overburden
6.5
too 500
022-220 Gothic Formation
5.0
500 625
220-320 Leadville Limestone ?? Lost Circulation
7. PLAIN CASING
320-625 Chaffee Gro r
OD (m)
Kind WWI Sae Frain (a) To (ft)
7.0Steel
0.240 IDD
5.5
99-1
Steel 0.188 480
PERF. CASING :
Saeen Slot Size
5.5
Steel 0.188 480 Soo
Water Located: 540+
Remarks :
8. Filter Pack
Material :
Size :
Interval
9. Packer Placement
Type :
Depth
10. GROUTING RECORD
Material Amwnt Density lotavW Plac"ex"a
Cement 7 sks 6 sk 10-40 poured
11. DISINFECTION : Type : HTH
Amt. Used: 12 m
12. WELL TEST DATA : () Check Box if Test Data Is Submitted On Supplemental
TESTING METHOD: Air Compressor
Static Level : 381 ft. Date/Time Measured 11!82012 Production Rate 4 gpm
Pumping Level : Total IL Date/Time Measured 11!82012 Test Length : 2 hours
Tett Remarks:
13. fhWnadth5:M",wAckhmldkmwthcm mt&mo(=d"Umrm"lomykrawkdge.(Pu IWScatu24414(13Xm)CR&U.e NgotnWmlm
eemtlNksOa(w u the temnd delta ad's pwatbebk a • cku I sifdemunot.)
CONTRACTOR Shelton Drilling Corp. Phone: (970)9274182
Mailing Address: P.O. Box 1059 Basalt, C0,1011 I Lic. No. 1095
Nature /ride (Please Type or Print)
Wayne Shelton / President
gna
Si '
Date
11/912012
0
APPENDIX E
Small Scale
Construction Management Plan for:
Address « r3 p A ,,;
F-f+,teC.
Parcel ID Number
.241 IHlol tit
Permits Applied for:
Check all that apply.
Demolition Permit
#
_Building Permit
#
Access Permit
#
Earthmoving Permit
#
Floodplain Permit
#
ROW Permit
Property Owner's Name
-
--.@tnf! j Sr.�r�,c�i a �.
Name
Phone Number
Owner's Representative's Name:
-rte, tJ1�•64r,, 3o31yIS, •-T-)
Name Phone Number Emarl
Contractor's Name:
3ab''i3 • ��13
Name Phone Number
3U
Emai
1.8.10
9 0
APPENDIX E
DESCRITION OF WORK
c JY%SA-..Vt rj I[t s�6,7ksti1 ldat /Cr lam
�dl 5F'
PUBLIC NOTIFICATION PLAN
0
DATES OF CONS�t UCTION
� l a���
HOURS OF CONSTRUCTION
7soo Ain - 7P
HOW WILL EXCAVATED SOIL BE USED?
ATTACHMEWS:
Site Plan(s) Showing:
L Construction Fencing
2. Emergency Vehicle Access
3. Construction Parking
4. Staging Areas
S. Trailers, material storage, waste management, etc.
3q
KIM
Cp) IN'I1
1.8.10
FOUND #5 REBAR
& PLATIC CAP
L.S. #14111
m
GRAPHIC SCALE
60 0 30 60
(IN FEET)
S89°06'00"E
300
OPEN SPACE
COO
0
0
O
W
N
m
1
MTN
EXISTING CONDITIONS/PARTIAL TOPOGRAPHICAL MAP OF:
LOT 13, RUEDI SOUTH SHORE Architects
A PARCEL OF LAND SITUATED IN THE SW 4 OF SECTION 14, TOWNSHIP 8 SOUTH, RANGE 84 WEST OF THE 6TH P.M.
COUNTY OF PITKIN, STATE OF COLORADO
SHEET 2 OF 2
UNITED STATES
FOREST SERVICE
1162.70'
OPEN SPACE
BASIS OF BEARING
1573.41'
10.0' GENERAL PURPOSE UTILITY EASEMENT INSIDE ALL LOTS
ALONG SOUTH SHORE DRIVE AND LAKE VIEW DRIVE
AND LYING ADJACENT TO BOTH SIDES OF SAID DRIVE
(SEE PLAT NOTE 3)
CONSTUCTION EASEMENTS
FOR PURPOSE OF ROAD
REALIGNMENT
SW55'09"E
835.07'
ORIGINAL BUILDING
ENVELOPEF
LOT 13 SOUTH
543,490 SQ. FT.
12.477 ACRES
1
LOT 14
30.0' WIDE ROAD
I RIGHT-OF-WAY
GENERALPURPOSE
UTILITY EASEMENT
(SEE PLAT NOTE 2)
10.0'
PROJECT BENCHMARK
543,490 SQ. FT.
C 1/4 CORNER SEC. 14
FOUND 1963 BLM
BRASS CAP \
ELEV. 8007.79'
380.41'
REVISED ACTIVITY
ENVELOPE
REVISED ACTIVITY /
ENVELOPE
I
I
i I
EDGd OF
/
GRAVEL
ROAD rP)
N88°55'09"W
418.01'
LOT
MILLER
CREEK
ESTATES z
W w
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W
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1.4
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7
H
W H
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W Go
W
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w DESIGN PHASE
DRA, N: PATE: GI-ICKD
MCF 3.18.13
MCF 5.1.13
DESIGN FSV. PHASE
FNALS PHASE
MCF 6.13.13
CO
O
O
0
O
FROJECT: 13-00-1
50.0' OFFSET COPYRIGHTED BY MOUNTAIN ARCHITECTS. THIS
LINE DRAWING IS NOTTO BE USED FOR MAKING ANY
REPRODUCTION THEREOF, OR FOR CONTRACTING
ANY BUILDING WITHOUT FIRST OBTAINING THE
WRITTEN PERMISSION OF THE COPYRIGHT
HOLDER, MOUNTAIN ARCHITECTS, DO NOT SCALE
DRAWINGS MOUNTAIN ARCHITECTS IS NOT
RESPONSIBLE FOR ERRORS DUE TO SCALED
DRAWINGS REFER ANY QUESTIONS OR
DISCREPANCIES TO MOUNTAIN ARCHITECTS
BEFORE START OF CONSTRUCTION.
i=REL IMINAR'r
NOT FOR
GONSTRUGT I ON
SC,4LE: AS N07ED
SITE 1
SHEET
L10
9M
SET NAIL AND LATHE
ON PROPERTY LINE
U1/ ELEVATION 5061.15'
s
ACTIVITY °
Cindy Houben, Director-3'—ENVELOPE / 2"
i
1 I Clerk and Recorder's Certificate
--- -----
This Ruedi South Shores Lot 13 site plan has been
accepted for recording in the Office of the Clerk and °
Recorder Pitkin County, Colorado the __day ofI
2013 in Platbookatpage as I ------ ---- --- / -- - -
Reception Number ACTNITY----_-- - --- °- -- a
ENVELOPE �- 1 1 — ` /f
, FOR LEACH
' FIELD
Clerk an Recorder
8060
e�® nRAVEL '
ROAD ACTIVITY /
*--- ---------� da
/ � ♦ / ENVE! FE
d /
PiROPOSED LEACH
FIELD 5000 5.F. +/- - 1
GRAPHIC SCALE20 C 10 2 100
\ I
.(IN FEET)
—\ I
T
EXISTING COINDITIONS/PARTIAL TOPOGRAPHICAL MAP OF:
LOT 13, RUEDI SOUTH SHORE �� a
, 1
A PARCEL OF LAND SITUATED IN THE SW 4 OF SECTIOI�I 14, TOW 8 SOUTH, RANGE 84 WEST OF THE 6TH P.M.
COUNTY OF PITKIN STATE OF COLORADO \
C ill J
J 8070 /
SHEET 2 OF 2
'JI
A °
0406]
5m' -o" OFFSET LINE
/ 8080
AA& MTN
Arc itects
DESIGN PHASE
DRALN: DATE:
CHCKD
MCF 3.18.13
MCF 5.1.13
DESIGN REV. PHASE
FINALS PHASE
MCF 6.13.13
PROJECT: 13-001
COPYRIGHTED BY MOUNTAIN ARCHITECTS. THIS
DRAWING IS NOT TO BE USED FOR MAKING ANY
REPRODUCTION THEREOF, OR FOR CONTRACTING
ANY BUILDING WITHOUT FIRST OBTAINING THE
WRITTEN PERMISSION OF THE COPYRIGHT
HOLDER, MOUNTAIN ARCHITECTS, DO NOT SCALE
DRAWINGS. MOUNTAIN ARCHITECTS IS NOT
RESPONSIBLE FOR ERRORS DUE TO SCALED
DRAWINGS. REFER ANY QUESTIONS OR
DISCREPANCIES TO MOUNTAIN ARCHITECTS
BEFORE START OF CONSTRUCTION,
PRELIMINARY
NOT FOR
CONSTRUCT I ON
sCALI=: As NCTED
SITE Z
SHEET