HomeMy WebLinkAbout254 Wolcott Springs Rd - 194127204003Work Classification: NewPermit
CO
Address Owner Information
Permit Status: Active
Project Address
N/A
Permit Type: OWTS Permit
Permit NO. OWTS-9-12-8008
Expires: 10/22/2013 Issue Date: 9/24/2012
Parcel No.
000254 Wolcott Springs RD EAGLE, CO 81655-
Private Wastewater
System
Environmental Health
Department
P.O. Box 179
500 Broadway
Eagle, CO 81631-0179
Phone: (970)328-8755
Fax: (970)328-8788
Phone: (970)331-2646
Cell:
Inspection
For Inspections call: (970) 328-8755
Inspections:
IVR
OWTS Final Inspection 095
PhoneEngineer(s)
970-945-7988HP GEOTECH
Contractor(s)Phone Primary ContractorLicense Number
JAKOB SCHWAIGER (970)331-1209 Yes50-13
BRANDON PETERSON
Permitted Construction / Details:
"Install exactly as depicted on HP Geotech's engineered design report dated July 29, 2013, stamped,
signed and dated July 31, 2013. The OWTS is designed to serve a three bedroom residence with an
attached garage and attached workshop.
System consists of a 1,500 gallon Valley Precast septic tank or equivalent with an effluent filter placed in
the outlet tee of the second compartment with 2,300 sq. ft. of absorption area credit via 115 Infiltrator
Quick 4 chambers placed in shallow (2 to 3 feet deep), serially connected trenches with 23 chambers per
trench with inspection portals placed in each trench.
Installation of vent holes in the inspection portals is not required but if included, must be equipped with
#16 mesh screen covering each perforated hole above ground surface.
Due to the drop in elevation between the tank and first trench, be sure to place scour protection where
the effluent pipe enters the first chamber.
The design engineer must certify the installation and provide as-built drawings prior to the use of the
system and occupancy of the dwelling.
The design engineer must verify a four foot separation exists between the bottom of the soil treatment
area and bedrock by observing a soil profile completed to the north of the last trench in series.
Do not install when wet soil conditions are encountered or when the ground is frozen.
Issued by: Environmental Health Department, Eagle County, CO
September 11, 2013
Date
Customer Copy
Terri Vroman
CONDITIONS:
1. THIS PERMIT EXPIRES BY TIME LIMITATION AND BECOMES NULL AND VOID IF THE WORK AUTHORIZED BY THE PERMIT IS NOT
COMMENCED WITHIN 120 DAYS OF ISSUANCE, OR BEFORE THE EXPIRATION OF AN ASSOCIATED BUILDING PERMIT
2. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM
REGULATIONS ADOPTED PURSUANT TO AUTHORITY GRANTED IN C.R.S. 25-10-101, et seq., AS AMENDED
3. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND
BUILDING REQUIREMENTS. CONNECTION TO, OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND
BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT, AND WILL RESULT IN BOTH
LEGAL ACTION AND REVOCATION OF THE PERMIT
4. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL
SYSTEM TO BE LICENSED
Work Classification: NewPermit
CO
Address Owner Information
Permit Status: Active
Project Address
N/A
Permit Type: OWTS Permit
Permit NO. OWTS-9-12-8008
Expires: 10/22/2013 Issue Date: 9/24/2012
Parcel No.
000254 Wolcott Springs RD EAGLE, CO 81655-
Private Wastewater
System
Environmental Health
Department
P.O. Box 179
500 Broadway
Eagle, CO 81631-0179
Phone: (970)328-8755
Fax: (970)328-8788
Phone: (970)331-2646
Cell:
Inspection
For Inspections call: (970) 328-8755
Inspections:
IVR
OWTS Final Inspection 095
PhoneEngineer(s)
970-945-7988HP GEOTECH
Contractor(s)Phone Primary ContractorLicense Number
JAKOB SCHWAIGER (970)331-1209 Yes50-13
BRANDON PETERSON
Permitted Construction / Details:
"Install exactly as depicted on HP Geotech's engineered design report dated July 29, 2013, stamped,
signed and dated July 31, 2013. The OWTS is designed to serve a three bedroom residence with an
attached garage and attached workshop.
System consists of a 1,500 gallon Valley Precast septic tank or equivalent with an effluent filter placed in
the outlet tee of the second compartment with 2,300 sq. ft. of absorption area credit via 115 Infiltrator
Quick 4 chambers placed in shallow (2 to 3 feet deep), serially connected trenches with 23 chambers per
trench with inspection portals placed in each trench.
Installation of vent holes in the inspection portals is not required but if included, must be equipped with
#16 mesh screen covering each perforated hole above ground surface.
Due to the drop in elevation between the tank and first trench, be sure to place scour protection where
the effluent pipe enters the first chamber.
The design engineer must certify the installation and provide as-built drawings prior to the use of the
system and occupancy of the dwelling.
The design engineer must verify a four foot separation exists between the bottom of the soil treatment
area and bedrock by observing a soil profile completed to the north of the last trench in series.
Do not install when wet soil conditions are encountered or when the ground is frozen.
Office Copy
September 11, 2013
Issued by: Environmental Health Department, Eagle County, CO Date
Terri Vroman
CONDITIONS:
1. THIS PERMIT EXPIRES BY TIME LIMITATION AND BECOMES NULL AND VOID IF THE WORK AUTHORIZED BY THE PERMIT IS NOT
COMMENCED WITHIN 120 DAYS OF ISSUANCE, OR BEFORE THE EXPIRATION OF AN ASSOCIATED BUILDING PERMIT
2. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM
REGULATIONS ADOPTED PURSUANT TO AUTHORITY GRANTED IN C.R.S. 25-10-101, et seq., AS AMENDED
3. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND
BUILDING REQUIREMENTS. CONNECTION TO, OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND
BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT, AND WILL RESULT IN BOTH
LEGAL ACTION AND REVOCATION OF THE PERMIT
4. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL
SYSTEM TO BE LICENSED
DEPARTMENT OF
ENVIRONMENTAL HEALTH
(970) 328-8755
FAX: (970) 328-8788
TOLL FREE: 800-225-6136
www.eaalecounty.us
P.O. Box 179
500 Broadway
Eagle, CO 81631
www.eaglecounty.us
EAGLE COUNTY
************************************************************************************
PERMIT APPLICATION FOR ONSITE WASTEWATER TREATMENT SYSTEM
OWTS PERMIT # f-, -- $UILDING PERMIT # _F_Z5 - `b - I -a - -7 93 5
INCOMPLETE APPLICATIONS WILL NOT BE ACCEPTED (SITE PLAN MUST BE INCLUDED)
FEE SCHEDULE
APPLICATION FEE $800.00 MAJOR REPAIR FEE $800.00 MINOR REPAIR FEE $400.00
This fee includes the OWTS Permit, Site Evaluation (Percolation Test, or Soil Profile Observation) and Final
Inspection. Additional fees may be charged if a re -inspection is necessary, or a pre -construction site visit or
consultation is needed. The re -inspection fee is $135.00
Make all remittance payable to: Eagle County Treasurer.
Property Owner: Phone: C-7 -7 O 331
Mailing Address: ? D , a Gv- S516-5e- email
Registered Professional Engineer: Phonek-21 5 7 9 b 5
Applicant or Contact Person: 1 �1 � � s � PhoneL'1`I 0 Gt-1,
Licensed Systems Contractor: f c>.V-c— cAnvlc,k $j;Z License # �
Company / DBA: Phone:�� -70)3 3 k - ) ZO
Mailing Address:
email
Permit Application is for: _X New Installation Alteration Repair
Location of Proposed Onsite Wastewater Treatment System:
Legal Description:. Lol 2. 19k ,...
Tax Parcel Number: _MV
Assessor's Link: www.eaglecounty.us/patie/
Physical Address: 02-5"A Nrl� A t-, )" S
Building Type: __D!� Residential / Single Fan
Residential / Multi Family
LotSize: i a -5 1
Number of Bedrooms:
Number of Bedrooms:
Commercial / Industrial* Type of Use:
*These systems require design my a Registered Professional Engineer
Type of Water Supply: _�(, Private Well Spring Surface Public
If Public Name of Supplier:
Applicant Signature:����
Office Use Only
Amount Paid: Receipt #: Check #: Date:
G( ortech
HEPWORTH-PAWLAK GEOTECHNICAL
lleffOith-Pawhik UeOtedMiCal, 11)1.
5020 County Road 154
Cilcllwood Spruu,?c, Colorado -N161 l
Fhomc: 970-945-7988
R. N: 970-945-8454
etuai I: 13p�eu�S�hEa�eotech.cnm
ONSITE WASTEWATER
TREATMENT SYSTEM DESIGN
PROPOSED RESIDENCE
LOT 2, PARCEL D, WOLCOTT SPRINGS
EAGLE COUNTY, COLORADO
JOB NO. 111334B
MARCH 26, 2012
PREPARED FOR:
JAY PETERSON
P.O. BOX 425
WOLCOTT, COLORADO 81655
ikp a vail.net
q 135--
Parker 303-541-7119 • Culcjrado Springy: 719-633-5562 0 Silverthorne 970-468-1989
TABLE OF CONTENTS
PURPOSE AND SCOPE OF STUDY
3-
........................................................................
-
PROPOSED CONSTRUCTION
3-
.................................................................................
-
SITECONDITIONS...................................................................................................
- 3-
SUBSURFACE CONDITIONS AND PERCOLATION TESTING ............................
- 3 -
OWTSANALYSIS....................................................................................................
- 2-
SEPTICAND DOSE TANKS
3-
....................................................................................
-
DOSINGPUMP.........................................................................................................
- 3
SEWER AND EFFLUENT PIPING
4-
...........................................................................
-
AUTOMATIC DISTRIBUTING VALVE
5-
..................................................................
-
ABSORPTIONAREA................................................................................................
- 5-
SUBSURFACEDRAINAGE
6
.....................................................................................
- -
OWTSMAINTENANCE
...........................................................................................
7-
LIMITATIONS..........................................................................................................
- 7-
FIGURES
FIGURE I -- OWTS SITE PLAN
FIGURE 2. ABSORPTION AREA CALCULATIONS
FIGURE 3 - ABSORPTION AREA PLAN VIEW
FIGURE 4 - ABSORPTION AREA CROSS SECTIONS
ATTACHMENTS
VALLEY PRECAST SEPTIC TANK DETAIL
ORENCO PF3005 PUMP PERFORMANCE CURVE
ORENCO V6606 AUTOMATIC DISTRIBUTION VALVE DETAIL SUBSOIL STUDY
REPORT FOR THE PROJECT SITE DATED 11-30-2011, JOB NO. 111 334A.
Job No. III 334B
PURPOSE AND SCOPE OF STUDY
Hepworth-Pawlak Geotechnical, Inc. has designed an Onsite Wastewater Treatment
System (OWTS) for the proposed residence to be located on Lot 2, Parcel D, Wolcott
Springs Subdivision, Wolcott Springs Road, Eagle County, Colorado. The design was
performed in accordance with our professional services agreement to Jay Peterson dated
October 19, 2012. The data obtained and our OWTS design recommendations based on
the proposed construction, the subsurface conditions encountered and percolation rate of
the natural subsoils are presented in this report. We previously performed a subsoil study
for foundation design and percolation testing at the subject site and submitted our
findings in a report dated November 30, 2011, Job No. 111 334A.
PROPOSED CONSTRUCTION
The residence will be a single story wood frame structure over a basement level located
on the site as shown on Figure 1. There will be an attached garage and attached
workshop to the residence. Water service will be provided to the residence by an on -site
water well. The proposed OWTS will provide service to all levels of the proposed three -
bedroom residence.
SITE CONDITIONS
The Iot is vacant and the ground surface topography is strongly sloping down to the
northeast at grades from about 3 to 8%. The grade becomes flatter in the proposed
absorption area location. Vegetation consists of grasses and weeds with sage brush and
aspen trees surrounding the building area.
SUBSURFACE CONDITIONS AND PERCOLATION TESTING
As part of our previous subsoil study at the site, two profile pits (Profile Pits I and 2)
were excavated and four percolation tests (P-1, P-2, P-3 and P-4) were performed in the
area of the proposed absorption field as shown on Figure 1. A copy of the previous report
that includes the profile pit subsurface logs, laboratory testing and percolation test results
is provided as an attachment to this report.
Job No. III 334B -- -
-2-
The subsoils encountered in the profile pits, below about 1 to 4 feet of topsoil, consisted
of gravel, cobbles and boulders in a sandy silty clay matrix that extended down to the pit
depths of 5 and 6'/z feet. The profile pit excavations refused at 5 and 61•2feet depths due
to difficult digging conditions with the mini -excavator in the cobble and boulder soils.
No free water was encountered in the pits at the time of excavation or when observed one
day later.
The percolation tests were conducted to evaluate the percolation rate of the natural
subsoils at the site. The percolation test holes were hand excavated at the bottom of
shallow backhoe pits and soaked with water one day prior to testing. The soils exposed in
the percolation test holes were similar to those observed in the profile pits. Percolation
tests were performed at depths ranging from about 39 to 48 inches below the adjacent
ground surface. The percolation rate average from the four test holes was 33 minutes per
inch. The gradation/hydrometer analysis performed on a sample taken from Profile Pit 2
at 3 to 4 feet depth classified as a Very Gravelly Sandy Loam according to the USDA soil
texture system. Based on the percolation test results and gradation/hydrometer analysis, a
corresponding Long Term Acceptance Rate (LTAR) of 0.40 gallons per square foot per
day was recommended for sizing of the absorption field.
OWTS ANALYSIS
Based on the subsurface conditions encountered and the percolation test results, the tested
area is suitable for an OWTS utilizing the natural shallow soils for the treatment and
dispersal of the effluent. A site plan showing the proposed OWTS components, proposed
residence and the minimum horizontal setback distances of site features relative to the
system components are shown on Figure 1. The OWTS will be designed for a total of
three bedrooms using an LTAR of 0.40. All materials and installation should meet the
requirements of the current Eagle County Land Use Regulations for Individual Sewage
Disposal Systems. The effluent will need to be pumped from the septic tank to the
absorption field due to the basement construction and relatively flat terrain.
Job No. 111 334E — GgRech
-3-
SEPTIC AND DOSE TANKS
A concrete 1,500 gallon, two -chamber Valley Precast septic tank, or equivalent, will be
used for primary treatment of sewage effluent from the residence. The second chamber
of the septic tank shall be equipped with a submersible effluent pump enclosed within an
Orenco Biotube Pump Vault. A copy of the Valley Precast tank detail is provided as an
attachment to this report. Sewage will gravity feed from the residence to the septic tank
and the effluent will then be pressure dosed to the absorption area. Due to the residence
basement, the septic tank will need to be installed relatively deep. Due to the tank depth
and approximately 7 to 8 feet of fill on top of the tank, the tank will need to rated for a
deep burial condition. The tank should be set level. Road base should be used to provide
a level base for the tank.
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 Biotube Pump Vault filter cartridge should be
extended up to within reach of the second chamber access riser lid to allow for access and
maintenance of the filter.
DOSING PUMP
An Orenco PF3005, 115 volt, submersible effluent pump with a 1.25 inch diameter
discharge assembly, or equivalent, is suitable for this application. Due to the cylindrical
design of the P3005 pump, it must be installed in an Orenco Biotube Pump Vault. For
design purposes, it was assumed that the elevation difference from the dosing pump
intake to the automatic distribution valve location is not more than I0 feet and that the
length of the effluent transport pipe does not exceed 25 feet. An equivalent pump must
be capable of providing a flow rate of 16.4 gallons per minute and 24.2 feet of total
dynamic head.
Job No. 111 334B Gt c ech
-4-
The dosing pump will be controlled by a control panel and a system of float switches.
The float switches should be set to provide a dose of 85 gallons. The actual dose volume
will be about 83 gallons assuming an effluent drainback volume of about 2 gallons in the
transport pipe. To achieve the desired dose volume in the 500 gallon second chamber of
the specified Valley Precast septic tank, the lowest (off) float and the middle (on) float
should be placed approximately 8 inches apart. At this volume, the absorption area will
be dosed about 9 times per day during normal operation.
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 residence. The sewer pipe should be adequately bedded in 3,4 inch or smaller
washed or screened aggregate, or native soils provided that there are no angular rocks or
rocks larger than 21..-2' inches in diameter. Backfill of the aggregate or native soils backfill
must be adequately compacted to prevent settlement of the pipe. Beneath driven surfaces,
we recommend using Schedule 40 PVC sewer pipe. The pipe should be insulated if
installed with less than 40 inches ofbackfill soil cover.
We recommend using Schedule 40 PVC pipe between the 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.
The 1 YZ inch diameter schedule 40 PVC transport pipe should be sloped at 2% minimum
to drain back to the septic tank from the automatic distributing valve. The automatic
distributing valve must be at the highest point in the system to operate correctly. It
Job No. I 11 334B — G93tech
-5-
is critical that the effluent transport pipe be properly bedded to reduce settlement in the
pipe. Sags in the transport pipe will increase the risk of the effluent freezing.
AUTOMATIC DISTRIBUTING VALVE
Due to the clay matrix of the soils at the site and the configuration of the proposed
absorption area, an Orenco V6605 automatic distributing valve (ADV) will be used to
alternate doses of effluent to five zones of the absorption field. The automatic
distributing valve will ensure that effluent is equally distributed throughout the absorption
area while providing each zone an adequate resting period. The valve should be installed
in an insulated sprinkler box, such that it is serviceable and protected from freezing. A
detail of the ADV is provided as an attachment. To function properly, the valve must be
installed such that is it at the high point of the entire OWTS system, The transport pipe
from the pump to the valve must slope at 2% minimum away from the valve such that
effluent drains back to the dose chamber of the septic tank when the pump finishes each
cycle. Improper drainage could cause standing water to freeze in the transport line. The
distribution outlet pipes from the valve to each absorption trench must also slope away
from the valve at a minimum slope of 2% for the valve to function properly. Each valve
has clear sections of manifold outlet pipe so that the valve can be inspected at least once
per year to ensure that it is alternating doses to each absorption area zone and functioning
properly.
ABSORPTION AREA
The absorption area calculations are presented on Figure 2. The soil absorption area was
sized based on a soil loading capacity of 0.40 gallons per square foot per day. The soil
absorption area will be 850 square feet. The absorption area will consist of five
absorption trenches containing 17 Infiltrator Quick 4 Standard chambers in each trench
for a total of 85 chambers. A 6 feet minimum separation of undisturbed earth must be
maintained between the edges of the adjacent trenches. A 50% reduction in absorption
area size was used for the infiltrator chambers in a trench configuration. The absorption
area was split into five equal distribution zones consisting of one trench in each zone.
Job No. III 334B C-89bech
S-2
Alternating doses to the five zones should allow the natural soils to rest and provide
adequate time for effluent absorption.
The absorption trenches should be excavated to the approximate depths shown on Figure
4. Care must be taken during installation to ensure that the soils exposed in the bottom
and sidewalls of the trench excavations are not compacted. Once the trench excavations
are complete, they should be left open, to allow the soils to air dry prior to placement of
the chambers and distribution pipes.
The chambers should be backfilled with on -site soils up to ground surface. The backfill
soils should be graded to divert surface water and precipitation away from the absorption
area. We recommend soil backfill be re -vegetated as soon as possible with a native grass
common to the area. It is important not to plant large vegetation or vegetation with
invasive roots in and around the absorption area and manifold piping as the roots may
damage piping and chambers. Areas on the property located up -gradient of the
absorption area should not be heavily irrigated or watered to prevent hydraulic overload
and possible failure of the absorption area.
Combination air vent-: inspect ion ports should be installed at each end of each absorption
trench. 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 S inches above the ground surface and should have ventilated removable
caps. The absorption area chambers and distribution piping layout is shown on Figure 3.
All materials used and installation methods should meet the requirements of the current
Eagle County Land Use Regulations for Individual Sewage Disposal Systems.
SUBSURFACE DRAINAGE
No free water was encountered in the profile pits when excavated in November 2011 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.
Job No. 111 3348 — — — Gg;fiech
-7-
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 fats, oils,
bath oils, greases, paint, solids, water softener backwash solution, water from hot tubs and
other constituents that can clog and foul collection and disposal equipment are not
disposed of in the residence drains. The absorption area and any areas directly up
gradient should not be heavily watered, such as by lawn irrigation systems or other
similar means, as the soils may become hydraulically overloaded. The septic tank should
be pumped whenever the sludge occupies I f3 of the liquid capacity of the first chamber of
the septic tank. The high water alarm float switch should be checked at least once per
year to ensure that it is working properly. In addition, the Biotube pump vault 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. If you desire we can
prepare the operation and maintenance manual for the system.
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 pits excavated at the locations indicated on Figure 1
and to the depths shown on exploratory pits logs, the soil percolation rates obtained, the
proposed construction, and our experience in the area. Our findings include interpolation
and extrapolation of the subsurface conditions identified at the profile 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 and the attached report, we should be notified at once so re-evaluation of the
recommendations may be made.
Based on our site reconnaissance and the site plan provided, it is our opinion that the
designed location of the OWTS does not violate any setback requirements of the current
Job No. I I I 334B Getech
-8-
Eagle County Environmental Health Department's ISDS regulations. We recommend
that the position of the OWTS components, proposed well and setback requirements be
verified in the field by a Professional Land Surveyor licensed in the State of Colorado.
This report has been prepared for the exclusive use by our client for the 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 the syyem construction to review and monitor the implementation of our
recommendations, and to verify that the recommendations have been appropriately
interpreted. Eagle County requires that an As -Built evaluation of engineered OWTS
be performed by the design engineer. We should be contacted to perform the As-
BuiIt evaluation at least 48 hours before you are ready for the evaluation. You must
obtain the required OWTS permit from Eagle County prior to our inspection. For
our evaluation, all system components should be installed including: sewer line,
cleanouts, septic tank, Orenco Biotube Pump Vault with effluent pump, effluent
pipe, Infiltrator chambers, automatic distributing valve 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 Eagle County Environmental Health Department. If you have any questions, or if we
may be of further assistance, please let us know.
Sincerely,
HE7t7
AWLAK GEOTECHNICAL, INC.
Jaso P e
Environmental Specialist �e@Rggl�t08Pp�
Reviewedy: :`'O41"`.....
o C)P�.
,.. ,
David A. Young, PAS � 32-
JCP/ksw ���'• 3
cc: Brandon
Job No. 111 334B GgEtech
OWTS ABSORPTION AREA CALCULATIONS
In accordance with the current Eagle County Onsite Wastewater System Regulations, the required absorption area was calculated
as follows:
Q=(FXB)M(1.5)
TOTAL DESIGN FLOW: -
F = AVERAGE FLOW PER PERSON
B = TOTAL NUMBER BEDROOMS�_ `
N = ESTIMATED NUMBER OF PERSONS PER BEDROOM = _
CONSTANT =ESTIMATED DESIGN FLOW EQUAL TO 150% OF AVERAGE DAILY SEWAGE FLOW
Q = TOTAL DES IGN FLOW
_75 GALLONS PER DAY
3
L5 LLONS PERDAY
675 iGA
GALLONS PER DAY
ABSORPTION AREA CALCULATIONS:
LONGTERM ACCEPTANCE RATE(LTAR) FOR NATIVE SOILS--- _ _ 0.4 GALLONS PER DAY
PER SQUARE FOOT
A=. 0 - - - --- --- - - - _ -
--------- • �-- - LTAR
A= ABSORPTION AREA SIZE=------� ---- ------ 1688 SQUAREFEET
REDUCTION FOR UTILIZING INFILTRATOR CHAMBERS W A TRENCH CONFIGURATION = 50
A = Aii4PVFM ABSORPTION AREA SIZE= 844 SQUAREFEEf
ABSORPTION AREA CONFIGURATION:_
NUMBER OF TRENCHES 5 -
NUMBER OF CHAMBERS PER TRENCH := 17
SQUARE FOOTAGE PER CHAMBER PER EAGLE COUNTY REGULATIONS 10 T�
MINIMUM NUMBER OF CHAMBERS IN ABSOPRTION AREA
TOTAL NUMBER. OF CHAMBERS IN ABSORPTION AREA =
TOTAL ABS ORPTION AREA SIZE
85
85
850 SQUAREFEET
111 334E G4gcStech I LOT 2, PARCEL D, WOLCOTT SPRINGS
HEPWORTH-PAWLAKGEOTECHNICAL ABSORPTION AREA CALCULATIONS FIGURE 2
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LOT 2, PARCEL D, WOLCOTT SPRINGS 1 111 334B
Parameters
Discharge Assembly Size
125
Inches
Transport Length Before Valve
25
feet
Transport Pipe Class
40
Transport Line Size
1 50
inches
Distributing Valve Model
6605
Transport Length After Valve
40
feet
Transport Pipe Class
40
Transport Pipe Size
1.50
inches
Max Elevation Lift
10
feet
Manifold Length
0
feet
Manifold Pipe Class
40
Manifold Pipe Size
1.50
inches
Number of Laterals per Cell
5
Lateral Length
70
feet
Laterat Pipe Class
40
Lateral Pipe Size
1 50
inches
Orifice Size
5132
inches
Orifice Spacing
3
feel
Residual Head
5
feet
Flow Meter
None
Inches
'Add -on' Friction Losses
0
feet
Calculations
Minimum Flow Rate per Orifice
068
gpm
Number of Orifices per Zone
24
Total Flow Rate per Zone
164
gpm
Number of Laterals per Zone
T
% Flow Differential 1 stlLast Orifice 3.9
%
Transport Velocity Before Valve
2.6
fps
Transport Velocity After Valve
2.6
fps
Frictional Head Losses
Loss through Discharge
1.9
feet
Loss in Transport Before Valve
0.4
feet
Loss through Valve
5.8
feet
Loss in Transport after Valve
0.7
feet
Loss in Manifold
0.0
feet
Loss in Laterals
0.5
feet
Loss through Flowmeter
0.0
feet
'Add -on' Friction Losses
0.0
feel
Pipe Volumes
Vol of Transport Line Before Valve
2.6
gals
Vol of Transport Line After Valve
4.2
gals
Vol of Manifold
0.0
gals
Vol of Laterals per Zone
7.4
gals
Total Vol Before Valve
2.6
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Total Vol After Valve
11.6
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Size Pump For _
Design Flow Rate 16.4 gpm
Total Dynamic Head 242 feel
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Pump Curve:
Pump Optimal Range:
Curve Intersection:
Design Pointe
Automatic Distributing Valves
Top wVlew - V44wjww
TOP VhM - V4605JMM
To View-V44031 SM
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4000 Series
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• 10 - 40 gpm flowrate
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• 15 -100 gpm flowrate
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(719) 3964764 2MM Co. Rd 317
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Fax: (719) 3954M Sa Vk#^ C0 81211
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Email: f avkk*k@W19ypnsamCcom
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November 30, 2011
Jay Peterson
P. O. Box 425
Wolcott, Colorado 81655
k c�vai.l.net
Job No. 111 334A
Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed
Residence, Lot 2, Parcel D, Wolcott Springs, Wolcott Springs Road,
Eagle County, Colorado
Dear Jay:
As requested, Hepworth-PawIak 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 October 19, 2011. 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 to the property is beyond the scope of our
services.
Background Information: Chen -Northern, Inc. previously performed a preliminary
subsoil study for the Wolcott Springs Subdivision and submitted their findings in a report
dated February 24, 1992, Job No. 4 193 92-1. The report included a review of the
geologic conditions at the site performed by others. The subject lot and subdivision are in.
a snapped landslide area. The previous studies indicate that there apparently has not been
significant historic movement of the landslide in the area of the subdivision. The
previous reports should be referred to for additional information and risk assessment.
Proposed Construction: The residence will be a single story wood frame structure over
a walkout basement level located as shown on Figure 1. There will be an attached garage
at the southwest side and an attached shop at the southeast corner of the residence.
Ground floors are planned to be slab -on -grade. Cttt depths are expected to range between
about 3 to 8 feet. Foundation loadings for this type of construction axe assumed to be
-2-
relatively light and typical of the proposed type of construction. The on -site septic
disposal system is proposed to be Iocated to the northeast of the 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 lot is vacant and the ground surface appears mostly natural. The
terrain is strongly sloping to moderately steep down to the northeast at grades from about
S to 12%. The grades become flatter in the proposed septic disposal area. Elevation
difference across the proposed residence and attached garage.ishop areas is about 10 feet.
Vegetation consists of grass and weeds with sage brush and aspen trees surrounding the
building area. About 6 inches of snow covered the site at the time of our field
exploration.
Subsurface Conditions: The subsurface conditions at the site were evaluated by
excavating two exploratory pits (Pits 1 and 2) in the proposed building area and two
profile pits (Profile Pits 1 and 2) in the proposed septic disposal area at the approximate
locations shown on Figure 1. The logs of the pits are presented on Figure 2. The subsoils
encountered in Pits 1 and 2, below about I' z to 3 feet of topsoil, consisted of medium
dense to dense gravel, cobbles and boulders in a sandy clay matrix that extended down to
the Pit 1 depth of 5 feet and in Pit 2 to a depth of 3 feet where very stiff sandy clay was
encountered to the Pit 2 depth of 7%2 feet. The subsoils encountered in Profile Pits I and
2, below about I to 4 feet of topsoil, consisted of medium dense to dense gravel, cobbles
and boulders in a sandy silty clay matrix that extended down to the pit depths of 6%2 and 5
feet. Digging in the rocky soils with a mini -excavator was difficult due to the cobbles
and boulders and refusal was encountered in the deposit. The cobble, boulder and clay
soils are probably landslide deposits.
Results of swell -consolidation testing performed on relatively undisturbed samples of
clay matrix and sandy clay soils, presented on Figure 3, indicate low compressibility
under existing moisture conditions and light loading and a moderate to high expansion
potential when wetted. Results of a gradation analysis performed on a disturbed bulk
sample of the natural granular soils from (minus 5 inch fraction) obtained f-om Profile Pit
2 are presented on Figure 4. The laboratory test results are summarized in Table 1. No
Job No. 111 334A
Cl-Otec-h
-3-
free water was observed in the pits at the time of excavation and the subsoils were slightly
moist.
Boring 2 from the Chen -Northern study was located about 100 feet south of the proposed
residence. The boring encountered a mix of clay and gravel with cobble and boulder soils
underlain by apparent bedrock at a depth of 25 feet and no free water when drilled in
January 1992.
Foundation Bearing Conditions: The clay portions of the subsoils possess an expansion
potential when wetted. Spread footings bearing on the natural rocky soils appear feasible
for foundation support of the residence with some risk of movement. The risk of
movement is primarily if the clay bearing soils become wetted and precautions should be
taken to prevent wetting. Surface runoff, landscape irrigation, and utility leakage are
possible sources of water which could cause wetting. The expansion potential can
probably be partly mitigated by removing predominantly clay soils (such as encountered
in Pit 2) and load concentration to reduce or prevent swelling in the event of wetting
below the foundation bearing level.
Placing several feet of imported structural fill below the spread footing foundation or use
of a deep foundation system such as micro -piles would reduce the risk of foundation
movement. Provided below are recommendations for spread footings bearing on the
natural rocky soils. If recommendat ions for spread footings bearing on structural fill or a
micro -pile foundation are desired, we should be contacted.
Foundations: Considering the subsurface conditions encountered in the exploratory pits,
our experience in the area and the nature of the proposed construction, we recommended
the residence can be founded with spread footings placed on undisturbed natural rocky
soils with some risk of movement. Precautions should be taken to prevent wetting of the
bearing soils. The expansion potential of the subsoils should be further evaluated at the
time of construction.
The design and construction criteria presented below should be observed for a spread
footing foundation system.
1) Footings placed on the undisturbed natural rocky soils can be designed for
an allowable bearing pressure of 3,000 psf. The footings should also be
designed for a minimum dead load pressure of 1,000 psf. In order to
Job No. 1 I 1 334A — -- — — — —
G&tech
satisfy the minimum dead load pressure under lightly loaded areas, it may
be necessary to concentrate loads by using a grade beam and pad system.
Wall -on -grade construction is not recommended at this site to achieve the
minimum dead load.
2) Based on experience, we expect initial settlement of footings designed and
constructed as discussed in this section will be up to about 1 inch. There
could be some additional movement if the bearing soils were to become
wet. The magnitude of the additional movement would depend on the
depth and extent of the wetting but may be on the order of %2 to 1 inch.
3) The footings should have a minimum width of 16 inches for continuous
footings and 24 inches for isolated pads.
4) Continuous foundation walls should be heavily reinforced top and bottom
to span local anomalies and limit the risk of differential movement. One
method of analysis is to design the foundation wall to span an unsupported
length of at least 14 feet. Foundation walls acting as retaining structures
should also be designed to resist a lateral earth pressure as discussed in the
"Foundation and Retaining Walls" section of this report.
5) Exterior footings and footings beneath unheated areas should be provided
with adequate soil cover above their bearing elevation for frost protection.
Placement of foundations at least 48 inches below the exterior grade is
typically used in this area.
6) Prior to the footing construction, any existing fill, topsoil and loose or
disturbed soils should be removed and the footing bearing level extended
down to rocky bearing soils. Predominantly clay soils should additionally
be removed and the excavation backfilled with concrete or structural fill
compacted to at least 98% of standard Proctor density. If water seepage is
encountered in the excavation, we should be contacted for further
evaluation.
7) A representative of the geotechnicai engineer should observe all footing
excavations prior to concrete placement to evaluate bearing conditions.
Foundation and Retaining Walls: Foundation walls and retaining structures which are
laterally supported and can be expected to undergo only a slight amount of deflection
should be designed for a lateral earth pressure computed on the basis of an equivalent
fluid unit weight of at least 60 pcf for backfill consisting of the on -site predominantly
granular soils. Cantilevered retaining structures which are separate from the building and
Job No. 111 334A
��i
-5-
can be expected to deflect sufficiently to mobilize the full active earth pressure condition
should be designed for a lateral earth pressure computed on the basis of an equivalent
fluid unit weight of at least 50 pcf for backfill consisting of the on -site predominantly
granular soils. The wall backfill should not contain topsoil or oversized rocks.
All foundation and retaining structures should be designed for appropriate hydrostatic and
surcharge pressures such as adjacent footings, traffic, construction materials and
equipment. The pressures recommended above assume drained conditions behind the
walls and a horizontal backfill surface. The buildup of water behind a wall or an upward
sloping backfill surface will increase the lateral pressure imposed on a foundation wall or
retaining structure. An underdrain should be provided to prevent hydrostatic pressure
buildup behind walls.
Backfill should be placed in uniform lifts and compacted to at least 90% of the maximum
standard Proctor density (SPD) at a moisture content slightly above optimum. Backfill in
pavement areas should be compacted to at least 95% of SPD. Care should be taken not to
overcompact the backfill or use large equipment near the wall since this could cause
excessive lateral pressure on the wall. Some settlement of deep foundation wall backfill
should be expected even if the material is placed correctly and could result in distress to
facilities constructed on the backfill. Use of a select granular import material, such as
road base, and increasing compaction to 98% SPD could be done to partly mitigate the
settlement potential.
The lateral resistance of foundation or retaining wall footings will be a combination of the
sliding resistance of the footing on the foundation materials and passive earth pressure
against the side of the footing. Resistance to sliding at the bottoms of the footings can be
calculated based on a coefficient of friction of 0.45. Passive pressure of compacted
backfill against the sides of the footings can be calculated using an equivalent fluid unit
weight of 350 pcf. The coefficient of friction and passive pressure values recommended
above assume ultimate soil strength. Suitable factors of safety should be included in the
design to limit the strain which will occur at the ultimate strength, particularly in the case
of passive resistance. Fill placed against the sides of the footings to resist lateral loads
should be a granular material compacted to at least 95% SPD at a moisture content near
optimum.
Job No. 111 334A
M-t-��
SE
Floor Slabs: The clay soils possess an expansion potential and slab heave could occur if
the subgrade soils were to become wet. Slab -on -grade construction may be used provided
precautions are taken to limit potential movement and the risk of distress is accepted by
the owner. A positive way to reduce the risk of slab movement, which is commonly used
in the area, is to construct structurally supported floors over crawlspace which we
recommend for the residence portion of the building. For the floor slab -on -grade in the
garage and shop, at least 3 feet of relatively well graded granular structural fill, such as
aggregate base course, should be provided below the slabs to reduce the risk of heave.
Predominantly clay soils should be additionally removed down to rocky soils. We should
further evaluate the expansion potential of the slab subgrade soils at the time of
construction.
To reduce the effects of some differential movement, nonstructural floor slabs should be
separated from all bearing walls and columns with expansion joints which allow
unrestrained vertical movement, Interior non -bearing partitions resting on floor slabs
should be provided with a slip joint at the bottom of the wall so that, if the slab moves,
the movement cannot be transmitted to the upper structure. This detail is also important
for wallboards, stairways and door frames. Slip joints which will allow at least 1 % inches
of vertical movement are recommended. Floor slab control joints should be used to
reduce damage due to shrinkage cracking. Slab reinforcement and control joints should
be established by the designer based on experience and the intended slab use.
Required fill in slab areas, below the 3 feet of recommended base course, can consist of
the on -site predominantly granular soils, excluding the clay soils, topsoil and oversized
rocks. The fill should be compacted to at least 95% of the maximum standard Proctor
density (SPD) at or above optimum moisture content. Prior to the fill placement, the
subgrade should be carefully prepared by removing all fill and topsoil, adjusting the
moisture content to slightly above optimum moisture content and compacting to at least
90% SPD.
The above recommendations will not prevent slab heave if the expansive soils underlying
slabs -on -grade become wet. However, the recommendations will reduce the effects if
slab heave occurs. All plumbing lines should be pressure tested before backfilling to help
reduce the potential for wetting.
Job No. [ 11 334A
Gec�tech
-7-
Underdrain System: Although free water was not encountered during our exploration, it
has been our experience in the area and where clayey soils are present that local perched
groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen
ground during spring runoff can also create a perched condition. We recommend below -
grade construction, such as retaining walls, crawlspace and basement areas, be protected
from wetting and hydrostatic pressure buildup by an underdrain system.
The drains should consist of drainpipe placed in the bottom of the wall backfill
surrounded above the invert level with free -draining granular material. The drain should
be placed at each level of excavation and at least 1 foot below lowest adjacent finish
grade and sloped at a minimum 1 % to a suitable gravity outlet. Free -draining granular
material used in the underdrain system should contain less than 2% passing the No. 200
sieve, less than 50° n passing the No. 4 sieve and have a maximum size of 2 inches. The
drain gravel backfill should be at least 1'/2 feet deep. An impervious membrane such as
20 or 30 mil PVC should be placed beneath the drain gravel in a trough shape and
attached to the foundation wall with mastic to prevent wetting of the bearing soils.
A typical detail of the perimeter foundation drain is provided on Figure 5.
Surface Drainage: Positive surface drainage is an important aspect of the project to
Prevent wetting of the bearing soils. 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. Drying could increase the expansion
potential of the clay soils.
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 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
Job No. III 334A
Gecptech
-8-
walkway areas. A swale may be needed uphill to direct surface runoff
around the building.
4) Roof downspouts and drains should discharge well beyond the limits of all
backfill.
5) Landscaping which requires regular heavy irrigation should be located at
least 10 feet from the building. Consideration should be given to the use
of xeriscape to limit potential wetting of soils below the building caused
by irrigation.
Percolation Testing: Percolation tests were conducted on November 9, 2011 to evaluate
the feasibility of an infiltration septic disposal system at the site. Two profile pits (Profile
Pits 1 and 2) and four percolation holes were dug at the locations shown on Figure 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
percolation test holes were protected overnight from freezing by insulation board.
The soils exposed in the percolation holes below the topsoil were generally similar to
those exposed in the profile pits shown on Figure 2 and consisted of clayey silty sandy
gravel and cobbles. The soils classify as Very Gravelly Sandy Loam using USDA soil
texture, see Figure 4. The percolation test results, presented in Table 2, indicate
percolation rates of typically 40 minutes per inch with one test (P-3) indicating 10 min/in.
The average percolation rate of the four tests was 33 min/in. Based on the subsurface
conditions encountered and the percolation test results, the tested area should be suitable
for a conventional infiltration septic disposal system. A long term acceptance rate
(LTAR) of 0.40 can be used to size the septic field absorption area.
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 Figure 1 and to the depths shown on Figure 2, the proposed type of
construction and our experience in the area. Our services do not include determining the
presence, prevention or possibility of mold or other biological contaminants (MOBC)
developing in the future. If the client is concerned about MOBC, then a professional in
this special field of practice should be consulted. Our findings include interpolation and
extrapolation of the subsurface conditions identified at the exploratory pits and variations
Job No. M 334A
G(MeCh
KIM
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
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.
Respectfully Submitted,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
David A. Young, RE,
Reviewed by:
Steven L. Pawlak, P.E.
DAY/ksw
Attachments Figure I — Locations of Exploratory Pits and Percolation Test Holes
Figure 2 — Logs of Exploratory Pits
Figure 3 — Swell -Consolidation Test Results
Figure 4 — USDA Gradation Test Results
Figure S — Typical Foundation Drain Detail
Table I — Summary of Laboratory Test Results
Table 2 — Percolation Test Results
Job No, 111 334A
M
PIT 1 PIT 2 PROFILE PIT 1 PROFILE PIT 2
ELEV.=7882' ELEV.=7872' ELEV.=7867' ELEV. -7869'
0 0
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T.A. - ,. 1 G=50
� 5 R• WC=7.7 - - _ SC 13
r DD 120 WC=11.4 :q, .-,= 5
Q DD=127 : °•'
0
LIF" WC=$.5
10 10.
LEGEND:
TOPSOIL; organic sandy silty clay, moist, soft, dark brown, roots.
CLAY (CL); sandy, very stiff, slightly moist, reddish brown, blocky, medium to high plasticity.
o• GRAVEL AND COBBLES (GC -GM); with boulders in a sandy clay matrix, becoming more sandy and silty
in Profile Pits 1 and 2, medium dense to dense, slightly moist, light brown to reddish brown, medium to
high plastic fines.
2" Diameter hand driven liner sample.
Disturbed bulk sample.
_J
TPractical digging refusal with mini -excavator.
NOTES:
Exploratory pits were excavated on November 8, 2011 with a Bobcat 331 mini -excavator.
2. Locations of exploratory pits were measured approximately by pacing from features shown on the site plan
provided.
3. Elevations of exploratory pits were obtained by interpolation between contours shown on the site plan provided. Pit
logs 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 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. Fluctuation in water level may occur with time.
7. Laboratory Testing Results:
WC W Water Content (%) G= Percent gravel based on USDA Classification
DD = Dry Density (pcf) SC = Percent silt and clay based on USDA Classification
111 334A
HEP„., Radh LOGS OF EXPLORATORY PITS Figure
K
111 334A
MEP WORTH-pgWLAK GEOTEGHNIGAL USDA GRADATION TEST RESULTS Figure 4
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HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE 2
PERCOLATION TEST RESULTS
HOLE NO. HOLE LENGTH OF
DEPTH INTERVAL
(FEET) (MIN)
P-1 48 10
P-2 1 40 ! 10
P-3 1 39 1 10
Refill
P-4 431 10
JOB NO. Ill 334A
WATER
DEPTH AT
START OF
INTERVAL
(INCHES)
7$/
WATER
DEPTH AT
END OF
INTERVAL
(INCHES)
71/4
DROP IN
WATER
LEVEL
(INCHES)
%
71/4
7
%
7
6%
1/
6%
61/z
1/
61/2
7'/2
61/
7%
1/4
3/
7%
6%
1/4
6%s
6%
6s/
6%
1/4
6%
6%
61/
5Y4
1/
1 %
53/
43/4
1
4%
33/
1
3%
2%
1
9%
7%
8%
71/4
1
'/
7%
6%
6%
6%
1/
6s/a
6Ye
1/
6%
6%
1/
AVERAGE
PERCOLATION
RATE
(MINANCH)
40
40
10
40
Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked
on November 8, 2011. Percolation tests were conducted on November 9, 2011.
The average percolation rates were based on the last three readings of each
test.
Ge Ptech
HEPWORTH-PAWLAK GEOTECHNICAL
October 4, 2013
Brandon Peterson
P.O. Box 2489
Hcpm mh-P'mlak Gentrchninil. Inc.
5020 Cou no head 154
Glenmood Springs, Colmado 81601
Phone: 970A45-7988
Fav 970-945.8454
email: hpr�Y�hpger�re<h.c„m
Edwards, Colorado 81632
(peteronbran(oDaol corn)
Job No. Ill 334C
Subject: As -Built Evaluation of On -site Wastewater Treatment System, Peterson
Residence, Lot 2, Parcel D, Wolcott Springs, Eagle County, Colorado.
Dear Mr. Peterson:
As requested, a representative of Hepworth-Pawlak Geotechnical, observed the
installation of the On -site Wastewater Treatment System (OWTS) for the three bedroom
residence currently under construction at the subject site. The OWTS components
observed include: septic tank, effluent pipe, cleanouts, serial distribution lateral pipes,
infiltrator chambers, inspection ports, and the locations of all components. We previously
designed an OWTS for the subject site and presented our recommendations in a report
dated July 29, 2013, Job No. 111 334C. Our observations and recommendations are
presented in the following paragraphs.
We performed our As -Built site evaluation on September 18 and 20, 2013. At the time of
our September 18 site visit, we observed the installed OWTS components as listed in
paragraph above. The septic tank consisted of a two -chamber 1,500 gallon Poly Roth
Mult-Tank as an alternative to the specified Valley Precast septic tank. At the time, the
tank was not installed to manufacturer's specification of bedding the tank with road base
or set level and the tank outlet did not have an effluent filter. We recommended bedding
the tank with compacted road base and re -setting level, and installing an effluent filter
prior to our follow-up site visit. Approximately 80% of the sewer line from the residence
to the tank was backfilled prior to our visit, however, the portion exposed was sloped at
2% down towards the tank inlet. The effluent line from the tank to the absorption field
had cleanouts provided at approximate 100 feet spacing as recommended. The absorption
area consisted of five trenches with 23 Infiltrator Quick 4 chambers connected in serial
distribution with inspection ports.
During our follow up visit on September 20, 2013, we observed the septic tank had been
bedded with compacted road base and set level. An effluent tee and filter was also
installed at the tank outlet. We recommend backfilling the tank with the on -site clayey
sand with gravel soils, devoid of rocks larger than about 6 inches.
It is our opinion that the OWTS meets the general intent of our July 23, 2013 design
report except for the items discussed above which are acceptable alternates. The OWTS
Parker 303-841-7119 • Colorado Springs 719-633-5562 0 Silverthome 970-468-1989
Brandon Peterson
October 4, 2013
Page 2
As -Built site plan is shown on the attached Figure 1. An As -Built Photograph Log is also
provided as an attachment.
The observations and recommendations presented above are based on our site visits and
our experience in the area. We make no warranty either express or implied. Alterations
to the system including amendments, changing components, backfill and site grading
could alter the operation and effectiveness of the OWTS. We should be contacted if
changes to the system are planned.
Please feel free to contact us if you have any questions regarding this letter.
Sincerely,
INC.
Q
M
Da
RES/ksw
Attachments: Figure 1 — OWTS As -Built Site Plan
As -Built Photograph Log
cc: Eagle County Environmental Health (environmentna ea lecounty.us)
C�CO'CCC.T
INSTALLED ABSORPTION FIELD CONSISTING OF F VI E TRENCHES \ / '—�STA�" "�H SDR35
WITH 23 INFILTRATOR STANDARD QUICK 4 CHAMBERS WITHIN ' NON -PERFORATED SERIAL DISTRIBUTION
EACH TRENCH FOR 115 TOTAL CHAMBERS AND 1,150 SQUARE PIPE SLOPED AT 2% MINIMUM FEET OF ABSORPTION AREA. TRENCH EXCAVATED BETWEENCONNECT ADJACENT TRENCHES.
2-4 FEET BELOW EXISTING GROUND SURFACE. THE TRENCHES
APPEARED TO FOLLOW THE NATURAL GROUND CONTOURS..
CLEANOUT
\ INSTALLED 4-INCH NON -PERFORATED
EFFLUENT LINE SLOPED AT 2% MINIMUM FROM
' ROTH MULTI -TANK 1,500 GALLON, THE SEPTIC TANK OUTLET TO THE FIRST
TWO -CHAMBER POLY SEPTIC TANK CLEANOUT\, ABSOPRTION TRENCH INLET.
\ INSTALLED LEVEL AND EQUIPPED WITH AN \ \yes
EFFLUENT FILTER LOCATED WITHIN THEE—_ o
SECOND CHAMBER. o
CLEANOUT \
7870— _INSTALLED 4-INCH NON -PERFORATED I \ > \ \
\ ]r _ SEWER LINE SLOPED AT 2% MINIMUM
\ FROM THE RESIDENCE TO THE SEPTIC
\ TANK INLET.
\ U I CLEANOU _
sA�O— i RESIDENCE /
\ 9b�
MINIMUM HORIZONTAL DISTANCES
FIELD TO:
TANK TO:
PROPERTY LINES
10
HOUSE
5'
* ADDED 8 FT. FOR
TANK
6'
WATER LINES
10,
EACH 100 GAL/
HOUSE
20
SURFACE WATER
50'
WATER LINES
25'
DRY DITCHES
10
DAY DESIGN FLOW
SURFACE WATER
58' *
WELLS
SO
OVER 1,000
DRY DITCHES
33' *
PROPERTY LINES
10
GAL. / DAY.
WELLS
106.*
IRRIGATION DITCH
58, *
BUILDING SEWER TO:
EXISTING FIELDS
26
WATER LINES
10
CUT BANKS
4X VERT. CUT HEIGHT
WELLS 50
LEGEND:
Indicates Contour Lines from Building Area Survey
Provided by Client.
Indicates Contour Lines from Eagle Valley Survey
(Aerial Photo Survey).
0 40 80
APPROXIMATE SCALE IN FEET
AS -BUILT OWTS SITE PLAN
111 334C
FIGURE 1
AS -BUILT PHOTOGRAPH LOG
SEPTEMBER 18 AND 20, 2013
AS -Built Photograph Log
Photograph 1: View looking
south at septic tank towards
residence (09-18-13).
Photograph 2: View looking
north at septic tank and
cleanouts (09-20-2013).
Photograph 3: View looking
southeast at effluent transport
piping from septic tank to 450
bend.
Photograph 4: View looking
north at effluent transport
Piping from 450 bend to
absorption chambers.
Photograph 5: View looking
west at absorption trenches,
chambers and inspection
ports.
Photograph 6: View west
looking at trenches 4 and 5
serial distribution piping and
inspection ports (typical).
Photograph 7: View looking
east at serial distribution
connection between trenches
3 and 4.
l I J JJ4l
Photograph 8: View looking
east at absorption field and
trench 1.
1.5 INCH NON -PERFORATED
SCH. 40 DISTRIBUTION P PE
SLOPED AT 2% MIN. TO
DRAIN FROM ADV TO EACH
TRENCH INLET.
ORENCO V6605 AUTOMATIC
DISTRIBUTION VALVE (ADV)
WITH ONE INLET AND FIVE
OUTLETS INSTALLED WITHIN A
SPRINKLER BOX (TYP.) WITH
ACCESS AT THE GROUND
SURFACE. ADV MUST BE THE
HIGH POINT OF THE OWTS
SYSTEM TO FUNCTION
PROPERLY AND PREVENT
EFFLUENT FREEZING.
FROM SEPTIC TANK
FIVE PROPOSED ABSORPTION TRENCHES. EACH
TRENCH CONTAINS 17 INFILTRATOR STANDARD QUICK 4
CHAMBERS (85 CHAMBERS TOTAL) FOR 850 SOAURE
FEET OF ABSORPTION AREA.
6 FOOT MIN. SEPARATION OF
UNDISTURBED EARTH BETWEEN
TRENCHES
1.5 INCH SCH. 40 DISTRIBUTION LATERALS WITH ONE 5/32
INCH DIAMETER PERFORATION PER CHAMBER SPACED AT THREE FOOT
CENTERS. PERFORATIONS TO BE AT CENTER OF CHAMBER POINTING UP_
EACH LATERAL TO HAVE 22 PERFORATIONS. FIRST AND LAST
PERFORATIONS SHOULD BE 1 FOOT FROM EACH END OF LATERAL. DO
NOT INSTALL PERFORATIONS DIRECTLY UNDERNEATH INSPECTION PORTS
PIPING HUNG LEVEL INSIDE INFILTRATOR CHAMBERS WITH ZIP TIES AT
LEAST EVERY 4 FEET. DRILL ONE 1/8 INCH DIAMETER HOLE ON BOTTOM
OF DISTRIBUTION LATERALS AT END OF EACH TRENCH.
1.5 INCH NON -PERFORATED SCH_
40 DISTRIBUTION PIPE SLOPED AT
2% MIN. TO DRAIN BACK TO THE
SEPTIC TANK.
0 10 20
APPROXIMATE SCALE IN FEET
INFILTRATOR END PLATE
SOLID SCH. 40 END
CAP AT END OF
EACH LATERAL
4 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 8" FROM FINISHED GRADE. INSTALL VENTS AT
EACH END OF EACH TRENCH
PROPOSED 1.5-INCH
NON -PERFORATED SCH,
40'EFFLUENTTRANSPORT
PIPE 51-OPED AT 2 o MIN.
TO DRAINFROMADV BACK
TO SEPTIC TANK DOSE
CHAMBER.
PROPOSED ORENCO MODEL
V6605 AUTOMATIC
DISTRIBUTION VALVE (ADV)
WITH 1 INLET ANDS OUTLETS
INSTALLED WITHIN A
SPRNKLER BOX. THE ADV
MUST BETHE HIGH POINT OF
THE OWTS SYSTEM TO
FUNCTIOT9PROPERLY. SE[-
ATTACHMENTFOR DE- AILS
PROPOSED 1,500 GALLON.
TWO -CHAMBER VALLEY PRECAST
SEPTIC TANK EQUIPPED WITH AN
ORENCO PF3005 HIGH HEAD
EFFLUENT PUMP INSTACLED WITHIN
AN O� NCO BIOTUBE PUMP VAULT
LOCATED WITHIN THE SECOND,-
_...� _ CHAMBER- \
�^ PROPOSED 44NCH
N014PERFORTAED
_ SEWER PIPE SLOPED AT O
2?& ",FROM RESIpENCE \
FOUNDATION TO SEPTIC _
TAHK INLET, f -
CLEANOUT`
. -
m PROPOS Q a
4EE- D OOM
I ESIDEN
TOLCO
PRWNGS ROAD
MINIMUM HORIZONTAL DISEWES
FIELD'rO:
TANK M
PROPERTY LUIs
IV
HOUSE
5'
• ADD 5 FL FOR
TANK
v
WATER UNES
TO'
EACH 100 GAL /
HOUSE
WATER LINES
2V
2w
SURFACE WATER
DRY DITCHES
50'
IV
DAY DESIIA•I FLOW
SURFACE WATM
W •
WELLS
50'
OVER I,000
DRY DITCHES
25' •
PROPERTY UNES
10'
GAL / DAY.
WELLS
IRRIGATION DITCH
100' s
SD' '
BULUING SEWER TO:
BOOT= FIELDS
20'
WATER UiES
10'
CUT suns
0 VM. CUT HDGHT WELLS
W.
PROPOSED 1.5 INCH
PROFILE PIT
NON-PERFORA'TEDSCH,
■
40 EFFLUENT TRANSPORT
PIPE SLOPED AT 2% MIN.
TO DRAIN FROM ADV TO
PERCOLATION TEST HOLE
DISTRIBUTION PIPE WITHIN
THETRENCH.
PROPOSED ABSOPRTION AREA
CONSISTING OF 5 TRENCHES WITH
17 INFILTRATOR STANDARD QUICK 4
PP 2 CHAMBERS WITHIN EACH TRENCH
■� FOR ATOTAL OF 85 CHAM BERS AND
850 SQUARE FEET OF ABSORPTION
AREA. SEE FIGURES 3 AND 4 FOR
P-4 P-3 LAYOUT.
PP 1
IJ L
1
A
0 30 60
APPROXIMATE SCALE IN FEET