HomeMy WebLinkAbout379 Wolcott Springs Rd - 194127202001Work Classification:New
12 BLACKMER RD
ENGLEWOOD CO 80113-
Address Owner Information
Permit Status:Active
Project Address
194127202001
Permit Type:OWTS Permit
Permit NO.OWTS-7-14-11016
Expires: 11/21/2014Issue Date:7/24/2014
Parcel No.
379 WOLCOTT SPRINGS RD
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: 303 962 2200
Cell:
Inspection
For Inspections call:(970) 328-8755
Inspections:
IVR
OWTS Final Inspection 095
PhoneEngineer(s)
(970) 945-8676HIGH COUNTRY ENGINEERING
Contractor(s)Phone Primary ContractorLicense Number
DIAMOND A EXCAVATING (970)926-2596 Yes35-14
DIAMOND A EXCAVATING (970)926-2596 Yes35-14
RICHARD BENES
Permitted Construction / Details:
Install the sand mound system exactly as designed by High Country Engineering stamped, signed and
dated July 24, 2014.
System consists of a 1,500 gallon Valley Precast three compartment tank with low head pump
(1500T-3CP-LH) and 4,000 square feet of soil treatment area via two alternatively dosed sand mound
filters that are 20' X 100' constructed as shown on the design drawings.
Contact the design engineer to evaluate the underlying soils during site preparation and to conduct
inspections during construction in order to certify proper installation. Engineer certification and as-built
drawings are required to be submitted and approved by Eagle County Environmental Health prior to using
the system and occupancy of the dwelling.
Issued by: Environmental Health Department, Eagle County, CO
August 01, 2014
Date
Customer Copy
Ray Merry
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:New
12 BLACKMER RD
ENGLEWOOD CO 80113-
Address Owner Information
Permit Status:Active
Project Address
194127202001
Permit Type:OWTS Permit
Permit NO.OWTS-7-14-11016
Expires: 11/21/2014Issue Date:7/24/2014
Parcel No.
379 WOLCOTT SPRINGS RD
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: 303 962 2200
Cell:
Inspection
For Inspections call:(970) 328-8755
Inspections:
IVR
OWTS Final Inspection 095
PhoneEngineer(s)
(970) 945-8676HIGH COUNTRY ENGINEERING
Contractor(s)Phone Primary ContractorLicense Number
DIAMOND A EXCAVATING (970)926-2596 Yes35-14
DIAMOND A EXCAVATING (970)926-2596 Yes35-14
RICHARD BENES
Permitted Construction / Details:
Install the sand mound system exactly as designed by High Country Engineering stamped, signed and
dated July 24, 2014.
System consists of a 1,500 gallon Valley Precast three compartment tank with low head pump
(1500T-3CP-LH) and 4,000 square feet of soil treatment area via two alternatively dosed sand mound
filters that are 20' X 100' constructed as shown on the design drawings.
Contact the design engineer to evaluate the underlying soils during site preparation and to conduct
inspections during construction in order to certify proper installation. Engineer certification and as-built
drawings are required to be submitted and approved by Eagle County Environmental Health prior to using
the system and occupancy of the dwelling.
Office Copy
August 01, 2014
Issued by: Environmental Health Department, Eagle County, CO Date
Ray Merry
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
12 BLACKMER RD
ENGLEWOOD CO 80113-
Address Owner Information
Permit Status: Active
Project Address
194127202001
Permit Type: OWTS Permit
Permit NO. OWTS-7-14-11016
Expires: 2/11/2015 Issue Date: 10/14/2014
Parcel No.
379 WOLCOTT SPRINGS RD
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: 303 962 2200
Cell:
Inspection
For Inspections call: (970) 328-8755
Inspections:
IVR
OWTS Final Inspection 095
PhoneEngineer(s)
(970) 945-8676HIGH COUNTRY ENGINEERING
Contractor(s)Phone Primary ContractorLicense Number
DIAMOND A EXCAVATING (970)926-2596 Yes35-14
DIAMOND A EXCAVATING (970)926-2596 Yes35-14
RICHARD BENES
Permitted Construction / Details:
Installation of the OWTS as designed by High Country Engineering stamped, signed and dated October
13, 2014. System consists of a 1,250 Valley Precast two compartment septic tank and 1,714 square feet of
soil treatment area via the placement of a distribution box delivering effluent to 100 Infiltrator Quick 4
chambers in four shallow 100' trenches not to exceed 2.5 feet in depth. It must be field verified that 4 feet
of vertical separation remains between the bottom of the trenches and bedrock. An effluent screen may
be placed in the outlet tee of the second compartment of the tank and risers must be placed on the tank
and distribution box to bring access to or above grade.
Please note that the method of distribution may be changed without revision to the OWTS permit to allow
serial step trenches due to the site topography and requirement to maintain four feet of vertical
separation between the bottom of trenches and underlying bedrock.
The design engineer must be contacted at least 48 hours prior to the installation to evaluate the
underlying soils during site preparation and to discuss the installation detail with the licensed contractor.
The design engineer must conduct all inspections necessary during construction in order to certify
proper installation. Engineer certification with photos and as-built drawings are required to be submitted
and approved by Eagle County Environmental Health prior to using the system and occupancy of the
dwelling.
Issued by: Environmental Health Department, Eagle County, CO
October 14, 2014
Date
Customer Copy
Ray Merry
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
12 BLACKMER RD
ENGLEWOOD CO 80113-
Address Owner Information
Permit Status: Active
Project Address
194127202001
Permit Type: OWTS Permit
Permit NO. OWTS-7-14-11016
Expires: 2/11/2015 Issue Date: 10/14/2014
Parcel No.
379 WOLCOTT SPRINGS RD
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: 303 962 2200
Cell:
Inspection
For Inspections call: (970) 328-8755
Inspections:
IVR
OWTS Final Inspection 095
PhoneEngineer(s)
(970) 945-8676HIGH COUNTRY ENGINEERING
Contractor(s)Phone Primary ContractorLicense Number
DIAMOND A EXCAVATING (970)926-2596 Yes35-14
DIAMOND A EXCAVATING (970)926-2596 Yes35-14
RICHARD BENES
Permitted Construction / Details:
Installation of the OWTS as designed by High Country Engineering stamped, signed and dated October
13, 2014. System consists of a 1,250 Valley Precast two compartment septic tank and 1,714 square feet of
soil treatment area via the placement of a distribution box delivering effluent to 100 Infiltrator Quick 4
chambers in four shallow 100' trenches not to exceed 2.5 feet in depth. It must be field verified that 4 feet
of vertical separation remains between the bottom of the trenches and bedrock. An effluent screen may
be placed in the outlet tee of the second compartment of the tank and risers must be placed on the tank
and distribution box to bring access to or above grade.
Please note that the method of distribution may be changed without revision to the OWTS permit to allow
serial step trenches due to the site topography and requirement to maintain four feet of vertical
separation between the bottom of trenches and underlying bedrock.
The design engineer must be contacted at least 48 hours prior to the installation to evaluate the
underlying soils during site preparation and to discuss the installation detail with the licensed contractor.
The design engineer must conduct all inspections necessary during construction in order to certify
proper installation. Engineer certification with photos and as-built drawings are required to be submitted
and approved by Eagle County Environmental Health prior to using the system and occupancy of the
dwelling.
Office Copy
October 14, 2014
Issued by: Environmental Health Department, Eagle County, CO Date
Ray Merry
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
12 BLACKMER RD
ENGLEWOOD CO 80113-
Address Owner Information
Permit Status: Active
Project Address
194127202001
Permit Type: OWTS Permit
Permit NO. OWTS-7-14-11016
Expires: 2/11/2015 Issue Date: 10/14/2014
Parcel No.
379 WOLCOTT SPRINGS RD
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: 303 962 2200
Cell:
Inspection
For Inspections call: (970) 328-8755
Inspections:
IVR
OWTS Final Inspection 095
PhoneEngineer(s)
(970) 945-8676HIGH COUNTRY ENGINEERING
Contractor(s)Phone Primary ContractorLicense Number
DIAMOND A EXCAVATING (970)926-2596 Yes35-14
DIAMOND A EXCAVATING (970)926-2596 Yes35-14
RICHARD BENES
Permitted Construction / Details:
Installation of the OWTS exactly as revised by HP Geotech in the report dated November 6, 2014,
stamped, signed and dated November 7, 2014. The revision consists of removing the Infiltrator Quick 4
chambers that were not installed in accordance with the original permit (they were installed too deeply
thus not meeting the vertical separation to bedrock requirement) and placing the chambers atop a
minimum of three feet of specified sand filter media. The 1,250 gallon tank installed is to remain in place
and an additional Valley Precast IM 40-HH poly dose tank with an Orenco PF 1005 pump is an effluent
biofilter as well as an Orenco V6404 automatic distribution valve will be added to allow pressure
distribution to the shallow Infiltrator chambers.
Contact the design engineer well in advance of the of the installation to conduct all inspections necessary
during construction in order to certify proper installation. Engineer certification with photos and as-built
drawings are required to be submitted and approved by Eagle County Environmental Health prior to using
the system and occupancy of the dwelling.
Issued by: Environmental Health Department, Eagle County, CO
November 13, 2014
Date
Customer Copy
Ray Merry
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
12 BLACKMER RD
ENGLEWOOD CO 80113-
Address Owner Information
Permit Status: Active
Project Address
194127202001
Permit Type: OWTS Permit
Permit NO. OWTS-7-14-11016
Expires: 2/11/2015 Issue Date: 10/14/2014
Parcel No.
379 WOLCOTT SPRINGS RD
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: 303 962 2200
Cell:
Inspection
For Inspections call: (970) 328-8755
Inspections:
IVR
OWTS Final Inspection 095
PhoneEngineer(s)
(970) 945-8676HIGH COUNTRY ENGINEERING
Contractor(s)Phone Primary ContractorLicense Number
DIAMOND A EXCAVATING (970)926-2596 Yes35-14
DIAMOND A EXCAVATING (970)926-2596 Yes35-14
RICHARD BENES
Permitted Construction / Details:
Installation of the OWTS exactly as revised by HP Geotech in the report dated November 6, 2014,
stamped, signed and dated November 7, 2014. The revision consists of removing the Infiltrator Quick 4
chambers that were not installed in accordance with the original permit (they were installed too deeply
thus not meeting the vertical separation to bedrock requirement) and placing the chambers atop a
minimum of three feet of specified sand filter media. The 1,250 gallon tank installed is to remain in place
and an additional Valley Precast IM 40-HH poly dose tank with an Orenco PF 1005 pump is an effluent
biofilter as well as an Orenco V6404 automatic distribution valve will be added to allow pressure
distribution to the shallow Infiltrator chambers.
Contact the design engineer well in advance of the of the installation to conduct all inspections necessary
during construction in order to certify proper installation. Engineer certification with photos and as-built
drawings are required to be submitted and approved by Eagle County Environmental Health prior to using
the system and occupancy of the dwelling.
Office Copy
November 13, 2014
Issued by: Environmental Health Department, Eagle County, CO Date
Ray Merry
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.eaglecountv.us
EAGLE COUNTY
P.O. Box 179
500 Broadway
Eagle, CO 81631
www.eaglecounty.us
10RAN 031Wok
OWTS PERMIT # C 7M:�rt_ /1RZ BUILDING PERMIT # K a —1 U — / O X
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: 1 ap j RaSec<A gFmriS Phone: 30-6 04f —13) 3
Mailing Address: 12- MLI'i4CrVffl4L R0 email ZLB Q. GrnG CT-eaU4?- 90M
r'— NCrL*WoajDi Goo 16jo 1 /—
Registered Professional Engineer:l}I CClYK7W�f =0144. Phone: R74M • 9 - 67b
Applicant or Contact Person: AcJI-ft, A LAN E 3 Phone: 303 9 62-- 2 Z O O
Licensed Systems Contractor: L-Z5 ARI�C %I- License # 3� 1
Company / DBA- D11F3rYV* V40 A EXCO MM Nam' Phone: 53 9 fl — � ?.3
Mailing Address - Po ac;N 19 EZ:�W al&1>15 emailLA-Zs 90 'DtRr+ncn 4Ae--xCaNAn ^1<!r, coo
�1�3Z
Permit Application is for New Installation Alteration Repair
Location of Proposed Onsite Wastewater Treatment System:
Legal Description: l.G'J A 9444"Y 13 DIy 151CW4 t
W�1Gc�7j `5f�.�11AQ4�
Tax Parcel Number: 19 4 12-7 zflZ. 124F1 Lot Size: ) a
Assessor's Link: www.easlecountv.us/3patie/
Physical Address: T
Building Type: 1!5i
r WOLC 07
Residential / Single Family
Residential / Multi Family
pe, ICT-6 2-019-7 "IN 04
Number of Bedrooms:
Number of Bedrooms:
Commercial / Industrial* Type of Use:
*These systems require design my a Registered Professional Engineer
Type of Water $upply: `' Private Well Spring Surface Public
If Public Name of Supplier:
Applicant Signature:
Office Use Only
Amount Paid: OM Receipt #: Check #: %{ a Date: �
511�
DEPARTMENT OF
ENVIRONMENTAL HEALTH
(970) 328-8755
FAX: (970) 328-8788
TOLL FREE: 800-225-6136
www.eaglecounty.us
RAYMOND P. MERRY, REH
Director
February 23, 2015
Richard Benes
12 Blackmer Rd
Englewood, CO 80113
RE:Final approval of septic permit OWTS-7-14-11016;Tax parcel #194127202001;
Property location: 379 Wolcott Springs Rd, Wolcott Area
Richard:
This letter is to inform you that the above-referenced septic permit has been inspected and
finalized.This permit was approved and sized for a 3 bedroom dwelling.Additional information
about the maintenance your septic system needs as well as information about private wells can be
accessed through web site links provided on the Environmental Health Department’s home page
at http://www.eaglecounty.us/envHealth/
Be aware that changes in the use of your property or alterations of your building may
require commensurate changes to,or relocation of,your septic system.Landscape features,
trees with tap roots,irrigation systems and parking areas above the drain field can cause
premature system failure.It is equally important that you notice and immediately repair
dripping faucets and hissing toilets as this will certainly cause the system to fail.By
following a few simple guidelines,like avoiding grease or other additives down the drain and
making sure your septic tank is on a pumping schedule,your system has been designed to
last for many years.
If you have any questions regarding this information,please contact us at (970)328-8755 and
reference the OWTS septic permit number.
Sincerely,
Terri Vroman
Administrative Technician IV
cc:OWTS permit folder
H1 tech
HEPWORTH-PAWLAK GEOTECHNICAL
ON -SITE WASTEWATER TREATMENT SYSTEM DESIGN
PROPOSED RESIDENCE
LOT 1, PARCEL B, WOLCOTT SPRINGS
WOLCOTT SPRINGS ROAD
EAGLE COUNTY, COLORADO
JOB NO. 114 124A
NOVEMBER 6, 2014
PREPARED FOR:
DICK BENES
C/O CMC GROUP
2000 S. COLORADO BOULEVARD
SUITE 10500
DENVER, COLORADO 80222
(rlb(i cmc-Qroup.com)
Parker 303-841-7119 0 Colorado Springs 719-633-5562 • Silverthorne 970-468-1989
TABLE OF CONTENTS
INTRODUCTION........................................................................................................-
1 -
BACKGROUND INFORMATION.............................................................................:
1 -
PROPOSED CONSTRUCTION....................................................................................
2-
SITECONDITIONS.....................................................................................................
2-
SUBSURFACE CONDITIONS....................................................................................-
2 -
OWTSANALYSIS......................................................................................................-
3-
DESIGN RECOMMENDATIONS...............................................................................-
4-
SOILTREATMENT AREA....................................................................................-
4 -
OWTSCOMPONETS...............................................................................................
5-
TRENCH INTERCEPT DRAIN....................................................................................
9 -
OWTS OPERATION AND MAINTENANCE..............................................................
9 -
OWTS HOUSEHOLD OPERATION.......................................................................-
9 -
OWTS MAINTENANCE.......................................................................................
10 -
OWTS CONSTRUCTION OBSERVATION..............................................................
11 -
LIMITATIONS........................................................................................................... 11 -
FIGURE 1- OWTS SITE PLAN
FIGURE 2 - SOIL TREATMENT AREA CALCULATIONS
FIGURE 3 - SOIL TREATMENT AREA PLAN VIEW
FIGURE 4 - SOIL TREATMENT AREA CROSS SECTION
FIGURE 5 - TYPICAL INTERCEPTOR DRAIN DETAIL
ATTACHMENTS
LOGS OF SEPTIC DESIGN PROFILE PITS
USDA GRADATION TEST RESULTS
VALLEY PRECAST SEPTIC AND DOSE TANK DETAILS
ORENCO PF1005 PUMP PERFORMANCE CURVE
Job No. 114 124A e t@Ch
This report provides our design of an onsite wastewater treatment system (OWTS) for the
proposed residence currently under construction on Lot 1, Parcel B, Wolcott Springs,
Wolcott Springs Road, Eagle County, Colorado. The purpose of this report was to
provide design details for an OWTS in accordance with the 2014 Eagle County Onsite
Wastewater Treatment System Regulations and the Colorado Department of Public
Health and Environrnent's Regulation #43. The services are supplemental to our
agreement for professional services to Dick Benes dated April 18, 2014.
BACKGROUND INFORMATION
Hepworth-Pawlak Geotechnical, Inc. (HP Geotech) previously performed a subsoil study
for foundation design for the site, and submitted our findings in a report dated May 16,
2014, Job No. 114 124A. We also prepared percolation testing for the project in reports
dated July 22 and September 22, 2014, Job No. 114 124A. The field and laboratory
information obtained from those reports were utilized to design an OWTS for the
property by High Country Engineering in their October 2014 OWTS Design, Project No.
2141021.00.
The High Country Engineering design was permitted by Eagle County and partially
installed by the owner. Based on the sewer outlet elevation from the residence and
required minimum slope of sewer and effluent piping, the soil treatment area was
installed at a depth that did not allow for the required minimum separation from the
system disposal infiltrative surface to bedrock. HP Geotech was requested to evaluate the
High Country design and potential solutions for the OWTS on the property. Our findings
and recommendations which consists of a new design are provided below.
Job No. 114 124A ~Pt@ch
-2-
PROPOSED CONSTRUCTION
The residence is currently under construction on the property and will be a two story
structure over a walkout basement. The approximate location of the residence is shown
on Figure 1. The OWTS soil treatment area will be located to the north-northwest of the
residence. The residence will have a maximum of four bedrooms. If proposed
construction is different than that described, we should be contacted to re-evaluate our
design recommendations.
SITE CONDITIONS
The property consists of an approximately 10 acre lot. The residence is currently under
construction in the southwest portion of the building envelope. The ground surface across
the building area and in the area of the proposed OWTS slopes moderately down to the
northeast. Vegetation consists primarily of grasses, weeds and brush. No surface water
features or possible wetlands were observed in the near vicinity of the proposed residence
and OWTS. Water is supplied to the residence by a well located about 1,200 feet north of
the residence. No other wells were observed in the near vicinity.
SUBSURFACE CONDITIONS
The field exploration for the additional percolation testing for the project was conducted
on July 3 and September 16, 2014. Two profile pits and three percolation test holes were
excavated at the approximate locations shown on Figure 1 to evaluate the subsurface
conditions. Logs of the profile pits from our September 22 report are provided as an
attachment to this report. The soils encountered consisted of about 1'/z feet of sandy clay
topsoil overlying sandy clay with sandstone fragments to a depth of about 6'/2 feet where
hard shale bedrock was encountered. Free water was encountered in several of the
borings and pits for our initial study at the site when the borings were drilled and the pits
excavated in May 2014, likely associated with heavy snowpack run-off. A hydrometer
and gradation analysis was performed on a sample of the clay soil encountered near the
infiltrative surface and was included in our September 22 report. The soils from the
Job No. 114 124A G;?oRech
-3-
gradation/hydrometer analysis from Profile Pit 1 at 5 to 6 feet classify as Clay per USDA
classification. A copy of these test results are also provided as an attachment.
We performed a recent site visit on October 29, 2014. We observed the subgrade at the
base of the trenches that had been excavated based on the High Country Engineering
Design. The soils exposed were varied and consisted primarily of clay, sandy clay with
cobbles and boulders and sandy clay loam with cobbles and boulders. No free water was
observed in the trenches during our visit.
Percolation tests were previously performed in the three test holes (P-1, P-2 and P-3) on
July 3 and September 22, 2014. Percolation test rates ranged from about 12 to 40 minutes
per inch. Percolation test procedures outlined in Regulation #43 were not utilized and the
results were only used for comparison of the soil profile pit evaluations.
OWTS ANALYSIS
Based on the profile pit evaluations and soil treatment area trench observations, the base
of the soil treatment trenches will be located in clay, sandy clay or sandy clay loam. To
maintain the required separation from bedrock, we recommend a minimum 3 feet of sand
be placed in the soil treatment trenches below the infiltrators. The base of the sand filter
will be sized for a Long -Term Acceptance Rate (LTAR) of 0.35 gallons per square foot
per day based on the variable soil types and discussions with Ray Merry of Eagle County.
Treatment level 3 will be achieved by use of the 3 feet thick sand filter. The sand filter
media should meet the requirements of State Regulation #43.
For the treatment system, the sewage will gravity flow to the septic tank for primary
treatment then gravity flow to a dosing tank where it will be pumped to the infiltrators
and subsurface sand filter treatment area (STA) at regular intervals for treatment and
disposal. An automatic distribution valve will be used to alternate dosing to each of the
four trenches in the treatment area.
Job No. 114 124A Gec&ec_h
Due to the shallow groundwater encountered at the site, a trench intercept drain placed
above the soil treatment area is recommended. Based on our observations and
experience, the groundwater is a perched condition near the ground surface, and a
relatively shallow intercept drain should be adequate.
DESIGN RECOMMENDATIONS
The system has been designed to consist of infiltrators and a subsurface sand filter soil
treatment area (STA). The design recommendations presented below are based on the
proposed construction, the site and subsurface conditions encountered and our experience
in the area. If conditions encountered during construction are different than those that are
described in this report please contact us and we will re-evaluate our design
recommendations.
SOIL TREATMENT AREA
• The treatment system will consist of four trenches with 25 Infiltrator Quick 4 Plus
Standard chambers in each trench (100 chambers total). The chambers will be
installed over a 3 feet thick sand filter in the bottom of the trenches. The STA was
sized based on an LTAR of 0.35 gallons per square feet per day.
• Each chamber was allowed 12 square feet of area and a 30% reduction in the STA
was allowed per Eagle County regulations. The total STA is 1,200 square feet.
Soil treatment area calculations are shown on Figure 2.
• The base and sidewalls of the trench excavations should be scarified prior to sand
filter placement.
• The sand filter media should meet the requirements of Regulation #43.
• A minimum of 12 inches and a maximum of 24 inches of cover soil should be
placed over the chambers.
• Backfill should be graded to deflect surface water away from the absorption area
and should be sloped at 3 horizontal (H) to 1 vertical (V) maximum.
Job No. 114 124A GeTrteCh
-5-
• Disturbed soil should be re -vegetated as soon as possible with a native grass mix.
No trees, shrubs or other plants with deep roots should be planted on or near the
absorption area as this may damage the system piping.
• Four inch diameter inspection ports should be installed vertically into the
knockouts provided in the Infiltrator end caps. The inspection port piping should
be screwed into the top to the chambers and should not extend down to the ground
surface inside the chambers. The inspection ports should extend at least 8 inches
above the finished ground surface or be protected in a valve box at finished grade.
• A plan view of the absorption area is presented as Figure 3 and a cross section of
the absorption area is presented as Figure 4
OWTS COMPONETS
Recommended OWTS components provided below are based on our design details and
our experience with the specific component manufacturers. Equivalent components may
be feasible but would need to be approved by us prior to construction.
Septic and Dose Tank
• A 1,250 gallon, two chamber Valley Precast septic tank was already installed at
the site during our October 29 site visit for primary treatment of the effluent and is
acceptable for the current design. The septic tank will be followed in the system
by an Infiltrator Systems IM540 dose tank equipped with a submersible effluent
pump. Pump specifications are provided in the Effluent Pumping System section
of this report. A copy of the tank details are provided as attachments to this
report.
• The tanks must be set level. The excavation bottom must be free of large rocks or
other objects that could damage the tank during placement. A gravel road base
bedding material may be necessary to prevent tank damage during placement of
the tank and to act as a leveling course.
• Install tanks with 2 feet minimum cover soil for frost protection. Maximum tank
soil cover depth is 4 feet.
• The septic and dose tank lids must extend to finished grade ground surface.
Job No. 114 124A Gec&eCh
Broil
Sewer Pipe
• The sewer line from the residence to the septic tank was already installed and
backfilled prior to our October 29 site visit. We understand 4 inch diameter
SDR35 piping was utilized instead of the 6 inch piping specified on the High
Country Engineering plans. This is acceptable.
• The sewer pipe should be sloped at 2% minimum from the residence to the septic
tank except for the last 10 feet, which should be sloped at 4% maximum (and 2%
minimum) to help limit disturbance of solids in the tank.
• A minimum 36 inches of cover soil should be provided over the sewer pipe.
Paved areas, patios or other areas without vegetative cover may be more
susceptible to frost and recommend 48 inches of soil cover over the sewer pipe in
these areas and the pipe be insulated on top and sides with 2 inch thick blue foam
insulation board. If adequate soil cover is not possible, we should be contacted for
re-evaluation prior to installation.
• The sewer pipe should be bedded in compacted '/o inch road base or native soils
provided that the native soils contain no angular rocks or rocks larger than 2'/2
inches in diameter to help prevent settlement of the pipe. Sags in the pipe could
cause standing effluent to freeze and damage piping.
• Install cleanout pipes within 5 feet of the building foundation, and where the
sewer pipe bends 90 degrees and at least at 100 feet intervals.
• All 90 degree bends should be installed using a 90 degree long -sweep or by using
two 45 degree elbows.
• The sewer line location shown on Figure 1 is considered conceptual. We assume
that there will be only one sewer line exiting the yurt. It is the responsibility of
the owner to locate all sewer line exit locations and connections to the septic tank
and provide this information to us.
Effluent Transport Piping
• The effluent transport pipe should be 1.5 inch diameter Schedule 40 PVC piping
sloped at a 2% minimum to drain back from the automatic distribution valve
(ADV) to the dose tank and from the ADV to each trench. The ADV must be the
high point of the system.
Job No. 114 124A Cg Rech
-7-
• The effluent transport pipe should be bedded in compacted % inch road base or
native soils provided that the native soils contain no angular rocks or rocks larger
than 2'/z inches in diameter to help prevent settlement of the pipe. Sags in the
piping could cause standing effluent to freeze and damage.
• A minimum 18 inches of cover soil should be provided over the effluent transport
pipe. Paved areas, patios or other paved area or areas without vegetative cover
may be more susceptible to freezing. We recommend 48 inches of soil cover over
the pipe in these areas. If adequate cover soil is not possible the effluent pipe
should be insulated on top and sides with 2 inch thick foam insulation board, and
we should re-evaluate the proposed soil cover prior to installation.
• The effluent pipe should be double encased with larger diameter Schedule 40 PVC
pipe underneath driveway surfaces and be provided with at least 48 inches of soil
cover and be insulated on top and sides with 2 inch thick foam insulation board.
• All 90 degree bends should be installed using a 90 degree long -sweep or by using
two 45 degree elbows.
Soil Treatment Area Distribution Piping
• 1.5 inch diameter Schedule 40 distribution piping will be hung level inside of the
chambers.
• The piping should be secured with 120 pound minimum tensile strength plastic zip
ties. Use at least one zip tie per chamber.
• 1/8 inch diameter perforations should be drilled on top of the distribution piping.
One perforation should be placed near the center of each of the 25 chambers.
• Drill one additional '/8 inch hole at each end of each lateral on the bottom of the
pipes to allow for drainage. Place a splash block beneath the downward facing
holes to protect from scouring
Effluent Pumping System
• An Orenco PF 1005, 115 volt, submersible effluent pump with a 1.25 inch
diameter discharge assembly, or equivalent, will be required for the effluent
pumping from the dosing tank.
Job No. 114 124A ~Ptech
• The maximum effluent transport distance from the pump discharge to the ADV is
estimated to be 25 feet and from the ADV to the furthest trench is estimated to be
50 feet. All distances should be confirmed.
• The elevation difference from pump discharge to the dose tank is estimated to be
10 feet and should also be confirmed.
• The pump should be enclosed in an Orenco Biotube Pump Vault for effluent
filtering and protection of the pump from vibration.
• An equivalent pump must be capable of operating at 10.9 gallons per minute at
17.9 feet of total dynamic head. A pump performance curve is provided as an
attachment to this report.
• The pump floats should beset to provide a dose volume of approximately 64
gallons. To achieve the desired dose volume, the upper ("ON") and lower
("OFF") floats should be set approximately 6'/o inches apart.
• The high water alarm float should be placed approximately 3 inches above the
"ON" float in the dose tank.
• The flow differential between the first and last orifices in each trench has been
calculated to be approximately 3.1%
• A '% inch diameter weep hole should be drilled in the effluent transport line prior
to exiting the dose chamber so the transport line can drain after each pumping
cycle.
Automatic Distributing Valve
• An Orenco V6404 Automatic Distributing Valve (ADV) will be used to alternate
doses to each of the trenches.
• Alternating doses to each trench will allow resting time of the soils and will also
decrease the linear loading on the sloping site.
• The ADV must be installed level and must be the high point in the system.
• The ADV should be installed in a sprinkler box, or equivalent, such that it is
serviceable and protected from freezing. We recommend the ADV be equipped
with heat tape for additional frost protection during winter months.
Job No. 114 124A C�eOfttech
• We recommend the ground surface be graded away from the ADV in all
directions. Improper surface drainage could cause standing water to freeze and
damage the valve and/or piping.
• The valve has clear sections of pipe that should be inspected at least annually to
ensure that it is alternating doses to each trench.
TRENCH INTERCEPT DRAIN
The trench intercept drain should be located along the uphill side and 25 feet from the soil
treatment area as shown on Figure 1. A typical detail of the drain is provided on Figure 5.
To the west of the soil treatment area, the outlet piping should be non -perforated PVC and
can be backfrlled with the on -site soil. We should observe the trench drain construction
to evaluate compliance with our recommendations.
OWTS OPERATION AND MAINTENANCE
The OWTS will require periodic inspection and maintenance to function properly. A
properly designed, installed and maintained system can greatly increase its lifespan. The
level of maintenance will vary depending on the complexity of the system and water use
habits of the residents. We recommend that an OWTS Operation and Maintenance
(O&M) Manual be developed. Depending on the complexity of the system a contract
with an OWTS maintenance provider may be prudent. Below are some basic
recommendations for the OWTS O&M.
OWTS HOUSEHOLD OPERATION
• Use of high efficiency water fixtures is recommended to decrease the hydraulic
load on the OWTS system.
• Fix plumbing leaks immediately as this may cause a hydraulic overload of the soil
absorption system.
• Do not irrigate the area on top of or directly upgradient of the soil absorption field
as this may cause a hydraulic overload.
Job No. 114 124A G St2ch
-10-
• Do not dispose of household waste down household drains as this may clog or
damage OWTS components. Examples of household waste includes: dental floss,
cotton swabs, coffee grounds, paper towels, feminine products and many other
kitchen and bath items.
• Use of kitchen garbage disposals is not recommended. If a garbage disposal is
utilized, kitchen wastewater should be screened thoroughly. Many kitchen solids
are not decomposed in the septic tank and may cause increased tank pumping
frequency.
• Do not dispose of household chemicals, greases, oils, paints, hot tub water or
water softener backwash in household drains. A separate drywell, if feasible, may
be necessary for hot tub water or water softener backwash disposal.
• Limit the use of bleach as this may harm useful bacteria in the septic tank and soil
absorption system.
• Liquid dishwasher and clothes washer detergent is recommended for households
served by an OWTS. Clay substances used as fillers in powder detergents may
result in clogging of the soils absorption system.
• The effluent in septic tanks can freeze during extended periods of non-use. We
recommend that a tank heater be installed in this system to help prevent freezing.
OWTS MAINTENANCE
• Inspect the septic tank, dose tank, pump vault and soil treatment area at least
annually for problems or signs of failure.
• The pump vault filter should be cleaned annually by spray washing solids into the
first chainber of the septic tank.
• Septic tank should be pumped and cleaned every 3 to 5 years depending on use.
Longer pumping intervals may increase the amount of solids that reach the soil
absorption area, which may shorten its life span.
• Pumping of the septic tank should take place when the level of the sludge and
scum layers combined take up 25 to 33% of the capacity of the first chamber of
the tank.
Job No. 114 124A C�CPtech
-II-
OWTS CONSTRUCTION OBSERVATION
The Eagle County Environmental Health Department requires that the designer provide
an As -Built certification of the OWTS construction. We should be provided with at least
48 hour notice prior to the installer needing the As -Built inspections. Prior to issuance of
our certification letter, we require observation of all system components prior to backfill.
The number of site visits required for the inspection will depend on the installer's
construction schedule.
LIMITATIONS
We have conducted this design in accordance with generally accepted engineering
principles and practices in this area at this time. We make no warranty either expressed
or implied. The recommendations provided in this report are based on the site conditions,
profile pits, percolation test holes, soil texture analysis, the proposed construction,
information provided to us and our experience in the area. 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 so that 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 our design.
It is our opinion that the designed location of the OWTS components does not violate any
setback requirements of the current Eagle County Regulations. Below is a table of
common minimum horizontal setbacks to OWTS components. Refer to the Eagle County
Regulations for a complete list of required setbacks. We recommend the OWTS
Job No. 114 124A G<�'Ptech
-12-
components be surveyed by a Professional Colorado Land Surveyor and verified by H-P
Geotech prior to the system permitting.
Table 1 - Common Minimum Horizontal Setbacks from OWTS Components
Water
Lined
Lake,
Dry
Wells
Supply
Occupied
Ditch
Irrigation
Ditch
Septic
Line
Dwelling
or
Ditch,
or
Tank
Lake
Stream
Gulch
Absorption
100,
25'
20'
20'
50'
25'
5'
Area
Septic
50'
10,
5
10,
50'
10,
-
Tank
Building
Sewer
50'
10,
0'
10,
50'
10,
Please contact us for any necessary revisions or discussion after review of this report by
Eagle County. If you have any questions, or if we may be of further assistance, please let
us know
Respectfully Submitted,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
,'' �F
Jason A. Deem
Project Geologist
Reviewed by:
David A. Your
JAD/ksw
Job No. 114 124A HPteCh
Drain to Daylight 25' min.
from Soil Treatment Area
PROPOSED SOIL TREATMENT AREA
nar CONSISTING OF FOUR ROWS OF 25 Neoroo'oo"E a.00'
INFILTRATOR QUICK 4 PLUS STANDARD BUILDING ENVELOPE LIMI75
CHAMBERS INSTALLED OVER A 3 FEET
\ MIN. THICK SAND FILTER
PROFILE PIT 1��
°
\
3P
ORENCO V6404 AUTOMATIC
\ \ DISTRIBUTION VALVE
P-5
PROFILE PIT 3
-
\
VALLEY PRECAST 1,250 GALLON TWO
Proposed Interceptor Drain.
\
i CHAMBER CONCRETE SEPTIC TANK
See Figure
5 for Details.
62\
FOLLOWED BY AN INFILTRATOR IM540
\'>eA
°
\ DOSE TANK EQUIPPED WITH AN
o
w \
BF
\ ° \ 1
ORENCO PF1005 EFFLUENT PUMP
\
`
\
INSTALLED IN A BIOTUBE PUMP VAULT
CLEANOUTS
Cc
\ \ CA\ \
BUILDING ENVELOPE
M
\ �RO'00 00 W\ 300.0
\ \>
Legend
■ Profile Pit
APPROXIMATE SCALE: \ ` \ \ P 1
\ Percolation Test Hole
1 INCH = 40 FEET
v
114 124A PteCh LOT 1, PARCELS, WOLCOTT SPRINGS FIGURE 1
HEPW DRTH-PAWLAK GEOTECHNICAL OWTS SITE PLAN
OWTS ABSORPTION AREA CALCULATIONS
In accordance with the current Eagle County Onsite Wastewater Treatment System Regulations,
the soil treatment area was calculated as follows:
CALCULATION OF OWTS DESIGN FLOW:
Q = (F)(B)(N)
WHERE:
Q = DESIGN FLOW
F = AVERAGE FLOW PER PERSON PER DAY
B = NUMBER OF BEDROOMS
N = NUMBER OF PERSONS PER BEDROOM
F=
B=
N=
Q=
CALCULATION OF OWTS SOIL TREATMENT AREA:
MINIUMUM ABSORPTION AREA = Q _ LTAR
WHERE:
Q=
t = PERCOLATION RATE _
LTAR =
MINIMUM ABSORPTION AREA =
REDUCTION FACTOR FOR CHAMBERS =
MINIMUM ABSORPTION AREA WITH REDUCTION =
AREA PER INFILTRATOR QUICK 4 STANDARD CHAMBER =
TOTAL CHAMBERS NEEDED =
NUMBER OF TRENCHES =
LENGTH (NUMBER OF CHAMBERS PER TRENCH) _
TOTAL NUMBER OF CHAMBERS =
TOTAL ABSORPTION AREA =
75 GALLONS PER DAY
2BEDROOMS
4'PERSONS PER BEDROOM
600 GALLONS PER DAY
600, GALLONS PER DAY
401MINUTES PER INCH
0.35I GALLONS/FTz/DAY
1714.3'SQUARE FEET
0.70
1200 SQUARE FEET
12'SQUARE FEET
100 CHAMBERS
4 TRENCHES
25 CHAMBERS
100;CHAMBERS
1200 SQUARE FEET
^ LOT 1, PARCEL B, WOLCOTT SPRINGS
114 124A GeUtech FIGURE 2
HEPwoRTH-PAWLAK GEOTECHNICAL _ SOIL TREATMENT AREA CALCULATIONS
I I 1 I 4 inch diameter PVC air vent installed
vertically into knockouts provided in end
caps. Install vents at each end of each
Glue solid end caps at I I I I trench. Removable lid to be placed on top
each end of each of pipe. Pipe must stick up at least 6
distribution lateral. I I I I inches above finished grade or be installed
in a valve box at grade.
I I I I
I 1.5" Sch. 40 PVC distribution pipe
with gv' holes drilled at 4 foot centers
on top of pipe (one hole per
chamber). Pipe to be installed level
and secured with 1201b. min.
I tensile strength cable ties at each
end of each chamber.
I I I I
I I I I
Infiltrator Quick 4 Plus
Standard Chambers.
Twenty-five chambers per
trench.
APPROXIMATE SCALE:
1 INCH = 15 FEET
I I I I
I I I I
I I I I
I I I I
I I I I
-I-
I nfiltrator Quick 4 Plus I I Standard End Caps,
I I
Drill one %" hole on bottom of each
end of each distribution pipe to
allow for complete drainage. Install
splash blocks beneath downward
I Ifacling
holes to prevent scouring.
Owner) Automatic ��
Distributing Valve (High Point)
1.5" Sch. 40 solid PVC
pipe sloped at 2°h min.
down to each trench
1.5" Sch. 40 solid PVC pipe
sloped at 2%min. to drain ��K
back to dose tank ovc Notes:
Pe" 1. Chambers should be installed level on a scarified sand surface.
J°e 2. All piping should have a rating of Schedule 40.
3. Changes to this design should not be made without consultation and approval by HP Geotech.
114 124A Ge Ptech LOT 1, PARCEL B, WOLCOTT SPRINGS FIGURE 3
HEPWORTH-PAWLAK GEOTECHNICAL ABSORPTION AREA PLAN VIEW
12" min. 24" max. Cover
Soil Graded to Deflect
Surface Water
Infiltrator Quick
4 Plus Standard
End Cap
Infiltrator Quick 4
Standard Chamber
_I
Installe Level Pressure pipe drill
'
cutout
location
M�hkt'
�.�PWox.
Evain9 Crou,ro'S
irmin
?.^'i'+'•=5 i t Untlisturbed Sa��
Zia,Between Trenches
_'j '^--- _
lnra..iM Native Shc
:h. ✓'
s
Native Shc
�
Native Soil
K.
4 �n%w+'^
.
yiv2Ki
Native Sal
Install 3 feet min. sand
beneath chambers
APPROXIMATE SCALE:
1 INCH = 5 FEET
Notes:
1. Chambers should be installed level on a scarified ground surface. The base
and side of the trenches should also be scarified prior to sand placement.
2. Care should be taken by the contractor to avoid compaction of the native soils in
the trench areas.
3. Changes to this design should not be made without consultation and approval
by HP Geotech.
114 124A I r-,�PteC�l I LOT 1, PARCEL B, WOLCOTT SPRINGS I FIGURE 4
HEPWORTH-PAWLAK G EOTEC HI ICAL SOIL TREATMENT AREA CROSS SECTION
6" min. topsoil
3' min total depth I
1' gravel pipe bedding
Mirafi 140N or 160N
filter fabric
Depth to base of drain
to be 3 feet min.
Free draining material
(Pit Run)
4" Sch. 40 perforated
drain pipe sloped at 1%
min. to daylight
NOT TO SCALE
Notes:
1. Gravel pipe bedding should be well graded rock between i and 22 inches in diameter.
2. Free draining pit run material should have no more than 5 % passing the no. 200 sieve and no material greater than 8 inches in diameter.
3. Drain should be constructed a minimum of 25 feet uphill of the absorption area.
4. Depth to base of drain to be a minimum of 3 feet below existing grade.
5. Perforated Sch. 40 PVC drain pipe to be at least 4 inches in diameter and only be installed upgradient of absorption area.
6. Solid Sch. 40 PVC pipe to be installed sidegradient and downgradient of absorption area and bedded in compacted aggregate or sand or
native soils that contain no rocks larger than 3 inches in diameter.
7. Drain pipe should have a minimum slope of 1 % to a suitable gravity outlet.
8. The drain outlet must be at least 25 feet downgradient of the absorption area. A rodent proof screen is required at the outlet.
9. The sails below the drain outlet should be protected against erosion.
10. See Figure 1 for drain layout.
L I Ge Ptech I LOT 1, PARCEL B, WOLCOTT SPRINGS FIGURE 5
114 124A
HEPWORTH-PAWLAKGEOTECHNICAL TYPICAL INTERCEPTOR DRAIN DETAIL
ATTACHMENTS
Job No. 114 124A
PROFILE PIT 1 PROFILE PIT 3
(06-27-14) (09-16-14)
0 0
F
w - -
w
LL
WC=29.8
= 5 - -325=65 - 5
EL Y-'S=33
p M=21
C=46
L10 10
LEGEND:
NTOPSOIL; organic sandy silty clay, with sandstone cobbles and boulders, moist, brown to dark brown.
F1CLAY (CL); sandy, silty, with sandstone cobbles and boulders, very gravelly in areas, stiff, moist, brown.
Disturbed bulk sample.
Refusal to practical excavation with mini hoe and excavator on shale bedrock.
NOTES:
1. Exploratory profile pits were excavated on June 27 and September 16, 2014 with a mini -hoe and 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 not measured and the logs of exploratory pits 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 = Water Content (%)
-325 = Percent passing No. 325 sieve
S = Sand and Gravel Content (%) (USDA)
M = Silt Content (%) (USDA)
C = Clay Content (%) (USDA)
114 124A
uj
w
w
w
H
a
w
0
LOGS OF SEPTIC DESIGN PROFILE PITS I FIGURE 2
Item #
IM-540-HH
End
View
SEAM CLIP
(TYPICAL)
LIFTING STR/
fIYPICA—.
Wire
A
Secti(
View
IM-540 Infiltrator® Poly Tank
with High Head Pump
wme,
81.r
Length
NOTE TANKEXTERMWTDTNIS SIX
TANKTOP ---� I 7 CONTINUMS
HALFGASKET
TANK
INTERMIR SEAMCLIP
ALIGNMENT
DOWEL TANKBOTIOM
HALF
Mid -Height Seam
Section
• Compliant with CSA and IAPMO
Standards
• Secondary safety screen available
with PVC Riser
• Delivered complete with internal
piping
• Maximum burial depth Is 48"
• Tank is not rated for vehicular
traffic loading
• Exterior of manhole cover includes
the following warning: "DANGER
DO NOT ENTER: POISON GASES"
Digging Specs
Invert
DfrnenaM
Net Capacity 1
j V Lore x 5` Wlde
44" below Inlet (avert
Inlet
44"
Outlet
61"
Lerplh
84.9"
WkIth
81.r
Height
78A r
552 gallons
r�FILTRATOR'
5aptic tanks
M.TRATOR SYST" NC.
Water & (719) 3954764 28DD5 Co. Rd. 317
Wastewater P.O. BoK925
® VALLEY • Paucts Fax: (719) 395-3727 Bt'��'' Co 81211
•r PRECAZST, Inc. • Service Emil:Webee: td w.vane Ieypr stoom
Email: frontdesk(walleyprecast.com
Item #
1250T-2CP
ALLOWABLE BURY
(Based on Water Table)
WATERTABLE
ALLOWABLE
EARTH FILL
a -o•
X-C"
1'-0.
V-0"
T-o"
DRY
Top
View
Sectioi
DESIGN NOTES View
• Design per performance test
per ASTM C1227
• Top surface area 56.25 W
• Po @ 28 days; concrete = 6,000
PSI Min.
Installation:
• Tank to be set on 5" min. sand
bed or pea gravel
• Tank to be backfilled uniformly on
all sides in lifta less than 24" and
mechanically compacted
• Excavated material may be used for
backfill, provided large stones are
removed
• Excavation should be dewatered and
tank filled with water prior to being
put in service for installation with
water table less than 2' below grade
• Meets C1644-06 for resilient connectors
• Inlet and Outlet identified above pipe
• Delivered complete with internal piping
• PVC or concrete risers available
• Secondary safety screen available with
PVC riser
• Option of pump or siphon installed
"See installation guide on our website
1250 Gallon Top Seam
Two Compartment
20" ClearAccess
-hcd, I
r T.
iID_-
Digging Specs I Invert j Dimensions
13' Long x 7' Wide Inlet Outlet Length Width Height
56" below inlet invert 56" 53" 135" 60" 68"
843 gallons 1 416 gallons i 1,259 gallons
Net Weight
Lid Tank Total
3,120Ibs I10,880Ibe 14,000Ibe
Water & (719) 3954764 28005 CO• Rd• 317
Wastewater P.O. Bmc925
VALLEY Products (719) 395-3727 Buer>a� C081211
we, 1
PRECAST, Iac. • service Webift fi *leskwwwvall9y rscasLfn
Email: fitxtfideskQvalleyprec;astcom
Pump Selection for a Pressurized System - Single Family Residence Project
Wolcot Springs / Eagle County, Colorado
Parameters
Discharge Assembly Size
1.25
inches
Transport Length Before Valve
25
feet
Transport Pipe Class
40
Transport Line Size
1.50
inches
Distributing Valve Model
6404
Transport Length AfterVaive
50
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
Numberof Laterals per -Cell
4
Lateral Length
100
feet
Lateral Pipe Class
40
Lateral Pipe Size
1.50
inches
Orifice Size
1/8
inches
Orifice Spacing
3.6
feet
Residual Head
4
feet
Flow Meter
None
inches
'Add -on' Friction Losses
0
feet
Calculations
Minimum Flow Rate per Orifice
0.39
gpm
Numberof Orifices per Zone
28
Total Flow Rate per Zone
10.9
gpm
Numberof Laterals per Zone
1
% Flow Differential ist/Last Orifice 3.3
%
Transport Velocity Before Valve
1.7
fps
Transport Velocity After Val ve
1.7
fps
Frictional Head Losses
Loss through Discharge
0.8
feet
Loss in Transport Before Valve
0.2
feet
Loss through Valve
2.2
feet
Loss in Transport after Valve
0.4
feet
Loss in Manifold
0.0
feet
Loss in Laterals
0.3
feet
Lass through Flowmeter
0.0
feet
'Add -on' Friction Losses
0.0
feet
Pipe Volumes
Vol of Transport Line Before Valve 2.6
gals
Vol of Transport Line After Valve
5.3
gals
Vol of Manifold
0.0
gals
Vol of Laterals per Zone
10.6
gals
Total Vol Before Valve
2.6
gals
Total Vol Ate' Vales
15.9
gals
Minimum Pump Requirements
Design Flow Rate
10.9
gpm
Total Dynamic Head
17.9
feet
Oce 4 nY
I
x.lJIMY+v:.n'
400
350
300
- 150
I
100
50
00
PumDData
PF1005 High Head Effluent Pump
10 GPM, 1/2HP
115/230V 1060Hz, 200V 3060Hz
PF1007 High Head Effluent Pump
10 GPM, 3/4HP
230V 1060Hz, 200V 3060Hz
PF1010 High Head Effluent Pump
10 GPM, IHP
230V 1060Hz, 200V 3060Hz
5 10
Net Discharge (gpm)
System Curare:.-..
Pump Cum:
Pump Optimal Range
Operating Point:Q
Design Point
Hr ech
HEPWORTH-PAWLAK GEOTECHNICAL
Hcpworrh-Pawlak Geotechnical, Inc.
5020 County Road 154
l ilenwood Springs, Colorado 81601
Phont:970-945-79SS
Rix: 9i 945-8454
email: hpgen%4lhpgeutech.com
SUBSOIL STUDY
FOR FOUNDATION DESIGN
PROPOSED RESIDENCE
LOT 1, PARCEL B
WOLCOTT SPRINGS
WOLCOTT SPRINGS ROAD
EAGLE COUNTY, COLORADO
JOB NO. 114 124A
MAY 16, 2014
PREPARED FOR:
DICK BENES
C/O CMC GROUP
200 SOUTH COLORADO BOULEVARD
DENVER, COLORADO 80222
r1bAemc-eroua.com
Parker 303-841-7119 0 Colorado Springs 719-633-5562 0 Silverthome 970-468-1989
TABLE OF CONTENTS
PURPOSE AND SCOPE OF STUDY..........................................................................-
1 -
PROPOSED CONSTRUCTION..................................................................................:
1 -
SITECONDITIONS...................................................................................................:
2-
GEOLOGY ..................................................................................................................:
2 -
FIELDEXPLORATION.............................................................................................:
2-
SUBSURFACE CONDITIONS....................................................................................-
3-
FOUNDATION BEARING CONDITIONS .................................
DESIGN RECOMMENDATIONS...............................................................................-
5-
FOUNDATIONS......................................................................................................-
5-
FOUNDATION AND RETAINING WALLS..........................................................:
6-
FLOORSLABS......................................................................................................:
8 -
UNDERDRAINSYSTEM.......................................................................................-
9-
SITEGRADING.....................................................................................................
10 -
SURFACEDRAINAGE........................................................................................-
11 -
PERCOLATIONTESTING...................................................................................:
11 -
LIMITATIONS........................................................................................................... 12 -
FIGURE 1 - LOCATIONS OF EXPLORATORY BORINGS AND PITS
FIGURE 2 - LOGS OF EXPLORATORY BORINGS AND PROFILE PIT
FIGURE 3 - LEGEND AND NOTES
FIGURE 4 - SWELL -CONSOLIDATION TEST RESULTS
FIGURE 5 - USDA GRADATIONIHYDROMETER TEST RESULTS
TABLE 1- SUMMARY OF LABORATORY TEST RESULTS
Jon 1Vo. 114 124A 114 124A _ GkEltech
PURPOSE AND SCOPE OF STUDY
This report presents the results of a subsoil study for a proposed residence to be located
on Lot 1, Parcel B of the Wolcott Springs Subdivision, Eagle County, Colorado. The
project site is shown on Figure 1. The purpose of the study was to develop
recommendations for foundation design and to perform percolation testing for an onsite
waste treatment system. The study was conducted in general accordance with our
agreement for geotechnical engineering services to Dick Benes, dated April 18, 2014.
A field exploration program consisting of exploratory borings, septic design profile pit
and percolation test holes was conducted to obtain information on the subsurface
conditions. Boring locations, building area and septic treatment system location were
designated in the field at the time of drilling by the Client. Samples of the subsoils and
bedrock obtained during the field exploration were tested in the laboratory to determine
their classification, compressibility or swell and other engineering characteristics. The
results of the field exploration and laboratory testing were analyzed to develop
recommendations for foundation types, depths and allowable pressures for the proposed
building foundation. This report summarizes the data obtained during this study and
presents our conclusions, recommendations and other geotechnical engineering
considerations based on the proposed construction and the subsurface conditions
encountered.
PROPOSED CONSTRUCTION
The proposed residence will be a two level structure with a footprint of approximately
1,200 square feet and a walkout partial basement level located approximately as shown on
Figure 1. Floors will be partially structural over crawlspace and slab -on -grade. We
assume excavation for the building will have a maximum cut depth of one level, about 10
feet below the existing ground surface in a portion of the building footprint. For the
Job No. 114 124A
spa
purpose of our analysis, foundation loadings for the structure were assumed to be
relatively light and typical of the proposed type of construction.
If building loadings, location or grading plans are significantly different from those
described above, we should be notified to re-evaluate the recommendations contained in
this report.
SITE CONDITIONS
The site is currently an undeveloped parcel located approximately 1/3 mile east of
Bellyache Ridge Road and north of Wolcott Springs Road. The building area was
designated to us in the field by the Client and is located approximately 180 feet north of
Wolcott Springs Road. A proposed driveway had been roughly located by survey ribbon
extending north from Wolcott Springs Road slightly east of the proposed building area.
The proposed septic treatment system area was located below and slightly northeast of the
proposed building area. The site slopes moderately down to the north with an elevation
difference of approximately 8 to 10 feet across the building area. The parcel has a
moderate cover of grasses, sage brush, aspen and conifer trees.
GEOLOGY
The site is located in a mapped Quaternary age dormant landslide zone. The landslide
zone is characterized by surficial clay soils and large blocks and boulders of shale or
sandstone. Sandstone boulders were noted on the site surface. Indications of recent earth
movement were not noted during our site visit. Shale bedrock or a large shale slide block
was encountered in all of our exploratory borings and septic design profile pit and is
designated as shale bedrock in this report. A geological hazards analysis is beyond the
scope of our study.
FIELD EXPLORATION
The field exploration for the project was conducted on May 1, 2014 and May 12 and 13,
2014. Two exploratory borings and one septic design profile boring were drilled on May
JUU LV U. 114 1L4H ^ HPtech
-3-
1, 2014 at the locations shown on Figure 1 to evaluate the subsurface conditions. The
borings were advanced with 4 inch diameter continuous flight auger powered by a track -
mounted CME-45 drill rig. The borings were logged by a representative of Hepworth-
Pawlak Geotechnical, Inc. A septic design profile pit and three percolation test holes
were excavated on May 12, 2014. Percolation testing scheduled for May 13, 2014 was
not performed due to standing water in the percolation test holes.
Samples of the subsoils were taken with 1% inch and 2 inch I.D. spoon samplers. The
samplers were driven into the subsoils at various depths with blows from a 140 pound
hammer falling 30 inches. This test is similar to the standard penetration test described
by ASTM Method D-1586. The penetration resistance values are an indication of the
relative density or consistency of the subsoils and hardness of the bedrock. Depths at
which the samples were taken and the penetration resistance values are shown on the
Logs of Exploratory Borings and Profile Pit, Figure 2. The samples were returned to our
laboratory for review by the project engineer and testing.
SUBSURFACE CONDITIONS
Graphic logs of the subsurface profiles encountered at the site are shown on Figure 2.
Below about 1'/2 feet of organic topsoil, the subsoils generally consist of a stiff clay
matrix with shale and sandstone gravel, cobbles and boulders. At depths of about 4 to 11
feet, dark gray shale bedrock was encountered. The upper clay matrix can possess an
expansion potential when wetted. Drilling in the shale was difficult due to its hardness
and practical auger refusal was encountered in Borings 1 and 2 at depths of 16%2 and 16
feet, respectively. Shale bedrock was encountered in the septic design profile pit at a
depth of approximately 4 feet below the site grade. One of the percolation test holes
encountered shale at a depth of approximately 3 feet below the site grade and was
relocated.
Laboratory testing performed on samples obtained during the field exploration included
natural moisture content and density and gradation analyses. Swell -consolidation testing
Job No. 114 124A
was performed on a relatively undisturbed drive sample of the clay matrix subsoils. The
swell -consolidation test results, presented on Figure 4, indicate low compressibility under
relatively light surcharge loading and a moderate expansion potential when wetted under
a constant light surcharge. Undisturbed sampling of the clayey matrix, gravel and cobble
soils was difficult due to the rock content. The underlying shale bedrock does not appear
potentially expansive. The laboratory testing is summarized in Table 1.
Perched free water was encountered at a shallow depth in Boring 1 at time of drilling.
The perched water was sealed off during our drilling and the boring was free of water
when completed. Boring 2, the Profile Boring and percolation test pits excavated on May
12, 2014 had standing water to within approximately 1 foot of the surface on May 13,
2014. The standing water may be perched water moving through the shallow subsurface
and related to seasonal runoff and snowmelt from a recent storm event. The water levels
were checked on May 16 following snow melt from the storm and found at essentially the
same depths in the borings and pits.
FOUNDATION BEARING CONDITIONS
The upper clay soils with gravel, cobbles and boulders are variable, potentially expansive
and should be evaluated for suitability as a bearing material at the time of construction.
Areas of expansive clay soils encountered may require over -excavation and replacement
with properly compacted granular structural fill. Typically 2 to 3 feet of over -excavation
is required to mitigate but not eliminate the swell potential from these soils. Based on the
conditions note above, placement of footings on the undisturbed native clay matrix with
gravel, cobble and boulder soils or properly compacted structural fill appear feasible with
some risk of movement. The shale bedrock is considered to have low expansion potential
and the depth to bedrock will likely be variable across the building area. Excavation into
the shale will be difficult but may be digable with heavy duty equipment to shallow depth
then may require specialized equipment or blasting. Perched groundwater was
encountered in our investigation at shallow depths and dewatering of the foundation
excavations may be required.
Juu 1VO. 114 IL4H G(� Pteah
-5-
DESIGN RECOMMENDATIONS
FOUNDATIONS
Considering the subsurface conditions encountered in the exploratory borings and the
nature of the proposed construction, we recommend the residence be founded with spread
footings placed on undisturbed natural clay matrix with gravel, cobble and boulder soils
or properly compacted structural backfill as noted below.
The design and construction criteria presented below should be observed for a spread
footing foundation system.
1) Footings placed on the undisturbed natural clay matrix with gravel, cobble
and boulder soils or properly compacted structural backfill can be designed
for an allowable bearing pressure of 2,500 psf with some risk of
movement.
2) Based on experience, we expect settlement of footings designed and
constructed as discussed in this section will be up to about 1 inch. There
could be some additional movement on the order of'h to 1 inch if the
bearing soils experience substantial changes in moisture content.
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 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 12 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) Structural backfill utilized in foundation areas should be a granular
material approved by the geotechnical engineer such as CDOT Class 6
aggregate base course, placed in maximum 8 inch thick loose lifts and
compacted to a minimum of 100 percent of a standard Proctor value for
JOO 1V0. 114 I2.4H
GecPtech
M
the material at a moisture content near optimum. Structural backfill should
extend a minimum of % foot beyond the perimeter of the footings for
every foot of depth and a minimum of 3 feet beyond the footing perimeter.
6) 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 42 inches below the exterior grade is
typically used in this area.
7) Prior to the footing construction, any topsoil and loose or disturbed soils
should be removed and the footing bearing level extended down to
competent bearing soils. If water seepage is encountered in the
excavation, the footing areas should be dewatered before concrete
placement.
8) A representative of the geotechnical engineer should perform compaction
testing during the fill placement and 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 55 pcf
for backfill consisting of the on -site predominately granular soils exclusive of topsoil and
rock larger than 6 inches in diameter, and at least 45 pcf for backfill consisting of
imported granular materials. Cantilevered retaining structures which are separate from
the building and 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 45 pcf for backfill consisting of the on -site
predominately granular soils and at least 40 pcf for backfill consisting of imported
granular materials such as CDOT Class 6 aggregate base course.
Job No. 114 124A
GecPtech
-7-
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 system should be provided to prevent hydrostatic
pressure buildup behind walls.
Backfill consisting of the on -site fine grained soils should be placed in uniform lifts and
compacted to at least 95% of the maximum standard Proctor density at a moisture content
slightly above optimum. Backfill in pavement areas should consist of imported granular
soils and be compacted to at least 95% of the maximum standard Proctor density. Due to
their expansion potential, the on -site fine grained soils are not suitable for backfill in
pavement areas. 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.
We recommend granular soils for backfilling foundation walls and retaining structures
because their use results in lower lateral earth pressures. Subsurface drainage
recommendations are discussed in more detail in the "Underdrain System" section of this
report. Imported granular wall backfill should contain less than 15% passing the No. 200
sieve and have a maximum size of 6 inches. Granular materials should be placed within 2
feet of the ground surface and to a minimum of 5 feet beyond the walls. The upper 2 feet
of the wall backfill should be a relatively impervious on -site soil or a pavement structure
should be provided to prevent surface water infiltration into the backfill.
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 0.35 on the clay site soils and 0.45 on
Job No. 114 124A
properly compacted granular structural fill. Passive pressure of compacted backfill
against the sides of the footings can be calculated using an equivalent fluid unit weight of
280 pcf for the on -site fine grained soils and 480 pcf for properly compacted granular fill.
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
compacted to at least 95% of the maximum standard Proctor density at a moisture content
near or slightly above optimum.
FLOOR SLABS
The on -site clay matrix soils may possess an expansion potential and slab heave could
occur if the subgrade soils were to become wet. Slab -on -grade construction will have a
risk of distress but may be used provided precautions are taken to limit potential
movement and the risk of distress to the building 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.
If slab -on -grade construction is desired such as at basement levels and in the garage, a
minimum of three feet of granular structural backfill is recommended below floor slabs
where clay soils are present to reduce but not eliminate the potential for slab movement.
Structural backfill below floor slabs should consist of non -expansive granular material
approved by the geotechnical engineer and compacted to a minimum of 95% of a
standard Proctor value for the material at a moisture content near optimum. The depth of
recommended structural backfill may be reduced where bearing on predominately
granular soils and shale bedrock.
To reduce the effects of some differential movement, floor slabs constructed on grade
should be separated from all bearing walls and columns with expansion joints which
allow unrestrained vertical movement. Interior non -bearing partitions resting on floor
JVV LV V. Ily ILfft{ cztH&ech
map
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.
A minimum 4 inch layer of free -draining gravel should be placed immediately beneath
basement level slabs -on -grade. This material should consist of minus 2 inch aggregate
with less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve.
The free -draining gravel will aid in drainage below the slabs and should be connected to
the perimeter underdrain system. Perched water was observed during our field
exploration and can be expected during the life of the structure. Appropriate
waterproofing and disposal methods such as foundation drains and sumps with adequate
pumps should be anticipated.
Required fill beneath floor slabs should consist of imported granular soils, excluding
topsoil and oversized rocks. The fill should be spread in thin horizontal lifts, adjusted to
at or above optimum moisture content, and compacted to at least 95% of the maximum
standard Proctor density. All vegetation, topsoil and loose or disturbed soil should be
removed prior to fill placement.
The above recommendations will not prevent slab movement if the expansive soils
underlying slabs -on -grade experience changes in moisture content. However, the
recommendations will reduce the effects if slab movement occurs. All plumbing lines
should be pressure tested before backfilling to help reduce the potential for wetting.
UNDERDRAIN SYSTEM
Perched groundwater was encountered in our exploration and noted in our percolation test
holes. The perched groundwater may be related to storm events and be a seasonal
occurrence in this area. Frozen ground during spring runoff can also create a perched
Job No. 114 124A
-10-
condition. Therefore, we recommend below -grade construction, such as crawlspace and
basement areas, be protected from wetting by an underdrain system. The drain should
also act to prevent buildup of hydrostatic pressures behind foundation walls.
The underdrain system should consist of a drainpipe surrounded by free -draining granular
material placed at the bottom of the wall backfill. The drain lines should be placed at
each level of excavation and at least 1 foot below lowest adjacent finish grade, and sloped
at a minimum 1 % grade to a suitable gravity outlet. Free -draining granular material used
in the drain system should consist of minus 2 inch aggregate with less than 50% passing
the No. 4 sieve and less than 2% passing the No. 200 sieve. The drain gravel should be at
least 1% feet deep.
SITE GRADING
The risk of construction -induced slope instability at the site appears low provided cut and
fill depths are limited. We assume the cut depth for the basement level will not exceed
one level, about 10 to 12 feet. Cuts on the uphill side of the residence may require
stabilization such as soil nailing. Fills should be limited to about 8 to 10 feet deep.
Embankment fills should be compacted to at least 95% of the maximum standard Proctor
density near optimum moisture content. Prior to fill placement, the subgrade should be
carefully prepared by removing all vegetation and topsoil and compacting to at least 95%
of the maximum standard Proctor density. The fill should be benched into the portions of
the hillside exceeding 20% grade.
Permanent unretained cut and fill slopes should be graded at 2 horizontal to 1 vertical or
flatter and protected against erosion by revegetation or other means. The risk of slope
instability will be increased if seepage is encountered in cuts and flatter slopes may be
necessary. If seepage is encountered in permanent cuts, an investigation should be
conducted to determine if the seepage will adversely affect the cut stability. This office
should review site grading plans for the project prior to construction.
Job No. 114 124A
-11-
SURFACE DRAINAGE
The following drainage precautions should be observed during construction and
maintained at all times after the residence has been completed:
1) Excessive wetting or.drying 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 optinr un moisture and
compacted to at least 95% of the maximum standard Proctor density in
pavement 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 paved areas.
4) Roof downspouts and drains should discharge well beyond the limits of all
backfill and foundation areas.
PERCOLATION TESTING
One percolation profile boring was drilled on May 1, 2014 and three percolation test
holes, designated P-1, P-2 & P-3 and a Profile Pit as shown on Figure 1 were excavated
on May 12, 2014 in the proposed septic treatment system area. The soils in the Profile
Boring and Profile Pit, as shown on Figure 2, consist of approximately 4 feet of clay soils
with gravel, cobbles and boulders over hard shale. The percolation Profile Pit
encountered practical refusal to excavation on the shale bedrock at a depth of
approximately 4 feet below the site grade and was relocated once in an effort to excavate
to the proposed depth of 8 feet but again encountered refusal to excavation of hard shale.
A 12 inch by 12 inch percolation test hole was excavated in the bottom of each
JUO IVO, l l4 1L4Htech
-12-
percolation test pit and soaked at the time of excavation. One of the percolation test pits
encountered shale at a depth of approximately 3 feet below the site grade and was
relocated. Percolation testing scheduled for May 13, 2014 was not performed due to
standing water encountered in the percolation test holes upon our arrival to the site. The
standing water was encountered to within 1 foot of site grade.
Results of a gradation/hydrometer analyses performed on a sample of the soils obtained
from the Profile Pit at a depth of 2 feet are shown on Figure 5 and has a USDA soil
classification of silty clay loam.
Based on the subsurface conditions encountered, including relatively shallow shale
bedrock and shallow perched water, we believe the proposed area is not suitable for a
conventional infiltration septic disposal system at its current location. The combination
of a water cutoff trench on the uphill and lateral sides of the proposed area and a
mounded disposal system or relocating the disposal area may be needed. The onsite
waste treatment system should be designed by a civil engineer.
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
express or implied. The conclusions and recommendations submitted in this report are
based upon the data obtained from the exploratory borings drilled and exploratory pits
excavated at the locations indicated on Figure 1, 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 borings and pits and variations in
the subsurface conditions may not become evident until excavation is performed. If
conditions encountered during construction appear to be different from those described in
Job No. 114 124A
-13-
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 of 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.
Respectfully Submitted,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
James A. Parker, P.E., P.G. 0 3 4728a
STI//
Reviewed by: QYiid AL IF
Steven L. Pawlak, P.E.
FZ.i7' M I
Jotl 1V0. 114 124A G2UF't@ch
APPROXIMATE SCALE:
V=30'
PPROFILE
P-3
.g Q
PROFILE p
BORING
P-1
0
LOT +/
^ LOCATIONS OF EXPLORATORY
114124A G�C�tecii FIGURE 1
HEPWORTH-PAWLAK GEOTECHNICAL BORINGS AND PITS
7770
7765
7760
a�
LL
C
0
w 7755
7750
7745
BORING 1 BORING 2 PROFILE BORING PROFILE PIT
ELEV.= 7767' ELEV.= 7766' ELEV.= 7755' ELEV.=7754'
5/12
22/12 WC=10.4
-200=20
50/1
50/2
26/12
24/12 WC=22.3
DD=97
-200=75
50/3
50/6
50/5
Note: Explanation of symbols is shown on Figure 3.
7770
7765
7760
N
LL
C
0
co
7755 w
7750
7745
^ LOGS OF EXPLORATORY BORINGS
CAL
114 124A Gec�techech AND PIT PROFILE FIGURE 2
HEPWORTH$AWLAK GEOTECHNI
LEGEND:
® TOPSOIL; sandy organic clay, wet, dark brown.
CLAY (CL); sandy, silty, with scattered gravel, cobbles and probable boulders, soft to stiff, moist to
wet, dark brown, medium plasticity.
GRAVEL (GC); sandy clay matrix, with cobbles and boulders, dense, moist, brown, shale and
° sandstone fragments.
SHALE BEDROCK; very hard, slightly moist, gray to black, Benton Shale.
Relatively undisturbed drive sample; 2-inch I.D. California liner sample.
■ Drive sample; standard penetration test (SPT), 1 3/8 inch I.D. split spoon sample, ASTM D-1586.
5/12 Drive sample blow count; indicates that 5 blows of a 140 pound hammer falling 30 inches were
required to drive the California or SPT sampler 12 inches.
TPractical drilling refusal.
t �12 Depth at which free water was measured in boring or pit and number of days after drilling measurement was taken.
3 Depth at which boring had caved when measured on May 13, 2014.
NOTES:
1. Exploratory borings were drilled on May 1, 2014 with 4-inch diameter continuous flight power auger. Profile Pit and
percolation test holes were excavated on May 12, 2014 with a rubber tracked mini -hoe.
2. Locations of exploratory borings were designated by the Client in the field and correlated to the site plan provided after
drilling.
3. Elevations of exploratory borings were obtained by interpolation between contours shown on the site plan provided
and checked by hand level.
4. The exploratory boring 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 boring logs represent the approximate boundaries between
material types and transitions may be gradual.
6. Water level readings shown on the logs were made at the time and under the conditions indicated. Fluctuations in
water level may occur with time.
7. Laboratory Testing Results:
WC = Water Content (%)
DID = Dry Density (pcf)
-200 = Percent passing No. 200 sieve
114 124A
LEGEND AND NOTES
FIGURE 3
Moisture Content = 22.3 percent
Dry Density = 97 pcf
Sample of: Silty Sandy Clay with Gravel
From: Boring 2 at 10 Feet
3
2
1
0
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IL 1
x
w
z 2
0
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CO w
upon
o: 3
a
wetting
O
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4
5
0.1 1.0 10 100
APPLIED PRESSURE (ksf )
114 124A
H
Ge5oRech
SWELL -CONSOLIDATION TEST RESULTS
FIGURE 4
HEPWORTH-PAWLAK GEOTECHNICAL
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tech
HEPWORTH-PAWLAK GEOTECHNICAL
September 22, 2014
Dick Benes
c/o CMC Group
2000 S. Colorado Boulevard
Suite 10500
Denver, Colorado 80222
rlbacma-g oup.com
Hepworth-Rmdak Geotechnical, Inc.
5020 C,mnty Fo.i,l 154
GlcmvnnJ Sprins, C l,cido S1601
Phi ,ne: 970-945-7953
F.ix. 970-945-8454
rni.iil: hpge�xc?hpeurrch.nmi
Job No. 114 124A
Subject: Additional Percolation Testing, Proposed.Residence, Lot 1, Parcel B,
Wolcott Springs, Wolcott Springs Road, Eagle County, Colorado
Dear Mr. Benes:
As requested, a representative of Hepworth-Pawlak Geotechnical, Inc. performed
additional percolation testing at the subject site for septic disposal design. The findings
of our additional exploration and percolation testing are presented in this report. We
previously conducted a subsoil study for design of foundations at the site and presented
our findings in a report dated May 16, 2014, Job No. 114 124A. A percolation testing
report was prepared and presented on July 22, 2014, Job No. 114 124A for percolation
testing performed on July 3, 2014. The current testing was performed as additional
services to our agreement for professional services with you dated April 18, 2014.
As requested we met with you and a representative of the contractor at the site on
September 16, 2014 to explore areas for the proposed septic disposal field. After
excavation of several pits in different locations by the contractor, a favorable location was
identified adjacent to and south (uphill) of the area designated in our July 22, 2014
percolation testing report. One profile pit and two percolation test holes were
subsequently excavated in this area during our site visit. The septic disposal area is
located about 120 feet to 150 downhill to the northwest of the proposed residence site as
shown on Figure 1 (Proposed Percolation Test Area (09-22-14)). The vegetation in the
proposed percolation area is similar to the residence site and consists of grasses, weeds,
scattered brush and trees. The ground surface is irregular and gently to moderately
sloping down to the north-northeast.
The profile pit, designated PP-3 on Figure 1, was excavated approximately 50 to 60 feet
south of the profile pit excavated for our July 22, 2014 report, designated PP-1. The soils
in the profile pit were relatively consistent with those encountered in PP-1, and consisted
of about I1/z feet of sandy clay topsoil overlying sandy clay with sandstone fragments to a
depth of about 6%2 feet before encountering shale bedrock. The shale bedrock was hard
and prevented further digging with the excavation equipment. Soils in the percolation test
Parker 303-841-7119 0 Colorado Springs 719-633-5562 • Silverthorne 970-468-1989
Dick Benes
September 22, 2014
Page 2
holes were generally similar to those encountered in the profile pits with more gravelly
soil encountered in percolation test hole P-3. The soils in all locations were slightly moist
to moist and no free water was encountered.
Percolation testing was conducted on September 19, 2014 in two test holes located in the
pits excavated on September 16, 2014. The test holes (nominal 12 inch diameter by 12
inch deep) were hand dug at the bottom of the shallow test pits and soaked with water one
day prior to testing. As the tested areas are close to each other, the percolation test results
are combined with those presented in our July 22, 2014 report for percolation test hole
P-1. Percolation test rates ranged from 12 to 40 minutes per inch. The percolation test
results are presented in Table 1. The location of the percolation testing and profile pits is
shown in Figure 1. Logs of the Septic Design Profile Pits are presented in Figure 2. The
results of a gradation analysis performed on a sample of clay (USDA classification) taken
from Profile Pit 1 on June 27, 2014 are presented on Figure 3.
Based on the shallow bedrock condition encountered and the percolation test results, a
septic disposal system placed in the test area should be designed by a civil engineer.
Although groundwater was not encountered in our profile pits or percolation test holes,
groundwater levels may develop during spring runoff and construction of an intercept or
cutoff trench should be considered uphill from the proposed septic disposal field.
If you have any questions or need further assistance, please call our office.
Sincerely,
HEPWORTH — PAWLAK
James A. Parker, P.E., P.G.
Rev. by: SLP
JAP/ksw
INC.
A j
i 281 ;
�• glz.3JrY ��
Attachments: Figure 1 - Locations of Exploratory Borings and Pits
Figure 2 - Logs of Septic Design Profile Pits
Figure 3 - USDA Gradation Test Results (07-22-14 Report)
Table 1 - Percolation Test Results
cc: High County Engineering —Tom Scott (tjsCn,,hceng com)
Job No. 114 124A
GgRbech
APPROXIMATE SCALE:
1" = 50'
PP-2
P-3 7-03-14 Percolation
Q Test Area
P-2 (Percolation Test
Q // Performed on July 3. 2014)
1 PA
PP-1
Percolation
Tests Performed on
September 16, 201,
150 Feet Appr
from Borina 2
P-5
PP-3Q
Proposed
Pcrcolalion
Test Area
f0-22-14)
Legend
Q Percolation Test Hole
Percolation Profile Pit
Percolation Profile/Exploratory Boring
v
Initial Proposed
Percolation
Test Area PROFILE
IT
PROFILE P-2
BORING Q
wrr 7
I GecStech I LOCATIONS OF EXPLORATORY FIGURE 1
114 124A I
HEPWORTH-PAWLAK GEOTECI HNICAL BORINGS AND PITS II
PROFILE PIT 1 PROFILE PIT 3
(06-27-14) (09-16-14)
0
0
Lu
w w
5 WC=29.8 Lu
_ - -325=65 - 5
LLu - S=33 - -' a-
o M=0
C=46
10 10
LEGEND:
® TOPSOIL; organic sandy silty clay, with sandstone cobbles and boulders, moist, brown to dark brown.
CLAY (CL); sandy, silty, with sandstone cobbles and boulders, very gravelly in areas, stiff, moist, brown.
Disturbed bulk sample.
TRefusal to practical excavation with mini hoe and excavator on shale bedrock.
NOTES:
1. Exploratory profile pits were excavated on June 27 and September 16, 2014 with a mini -hoe and 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 not measured and the logs of exploratory pits 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 = Water Content ( % )
-325 = Percent passing No. 325 sieve
S = Sand and Gravel Content (%) (USDA)
M = Silt Content (%) (USDA)
C = Clay Content (%) (USDA)
114 124A � Ptech LOGS OF SEPTIC DESIGN PROFILE PITS FIGURE 2
H EPWORTH-PAWLAK GEOTECHNICAL
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE 1
PERCOLATION TEST RESULTS
JOB NO. 114 124A
HOLE NO.
HOLE
DEPTH
(INCHES)
LENGTH OF
INTERVAL
(MIN)
WATER
DEPTH AT
START OF
INTERVAL
INCHES
WATER
DEPTH AT
END OF
INTERVAL
INCHES
DROP IN
WATER
LEVEL
(INCHES)
AVERAGE
PERCOLATION
RATE
(MIN./INCH)
P-1
(7-03-14)
42
10
33/4
31/2
1/4
40
3Yz
31/4
1/4
3 Y4
3
Y4
3
23/4
Y4
23/4
21/2
1/4
P 4
(9-16 14)
36
10
8
73/4
1/4
40
73/4
71/4
1/2
7 Y4
7
Y4
7
63/4
Y4
63/4
61/z
1/4
61/2
61/4
Y4
P-5
(9-16-14)
32
10
refill
61/2
51/2
1
12
51/2
4
11/2
4
3
1
3
2Y4
3/4
7
6Y4
3/4
6Y4
5Y4
1
51/4
41/2 1
3/4
Note: Percolation test hole P-1 was hand dug in the bottom of a backhoe pit and
soaked on July 2, 2014 and the percolation test was run on July 3, 2014.
Percolation test holes P-4 and P-5 were hand dug in the bottom of backhoe
pits and soaked on September 15, 2014 and the percolation tests were
conducted on September 16, 2014. The average percolation rates were
based on the last three readings of each test.
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Date Issued:
Project:
Raul Gawrys
Architecture / Planning
River View Plaza
100 Elk Run Drive, Suite 222
Basalt, Colorado 81621
Phone: 970.927.4411
rgawrys@sopris.net
Date Issued:
Project:
Raul Gawrys
Architecture / Planning
Benes
Residence
Wolcott Springs
Eagle County
Colorado
June 2, 2014 Review Set
June 9, 2014 Permit Set
Lot 1
Resubdivision of
Parcel B1
Site 2
75.00'
75'-0"66'0"28'0"
7780
7770
7772
7774
7776
7778
7782N00°00'00"E 740.98'N80°28'20
"
W
381.63'
=07°24'00"
R=1120.92'
L=144.77'
T=72.49'
BRG=N76°46'20"W
C LEN=144.67'75.00'270.00'S00°00'00"W 270.00'N00°00'00"E 270.00'N90°00'00"W 300.00'
EDGE OF
GRAVEL ROAD
FOUND REBAR W/
ALUMINUM CAP
LS# 29030
FOUND REBAR W/
ALUMINUM CAP
LS# 6826
BUILDING ENVELOPE
PARCEL A‐1
WOLCOT
T
SPRINGS
ROAD
(PRIVAT
E
50 ' R.O.W.)
S73°0
4
'
2
0
"
E
74.15
'
V
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W
‐
C
A
S
T
L
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P
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A
K VIEW‐DISTANT RIDGELINEVIEW‐COTTONWOOD PEAKVIEW‐
R
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7789.2
7802.9
7805.7
0.5'
0.5'
0.5'
0.5'
0.7'
0.7'
1.0'
1.0'
0.7'
0.5'
0.7'
1.0'
1.0'
0.5'
1.0'
0.7'
1.0'
0.7
0.7'
0.6'
1.0'
1.0'
1.0'
0.7'1.0'
0.4'
0.5'
1.0'
0.8'
TREE IDENTIFIED AS
MAIN VIEW POINT
TEST PIT
77
5
0
776
0
77
7
0
7
7
6
0
77
5
0
7
7
8
0
7775.7
7777.5
7779.1
7780.4
7782.0
EDGE OF
GRAVEL ROAD
77
5
0
7
7
6
0
77
7
0
77
8
0
0.5'
Maximum Slope
2:1
Maximum Slope
2:1
8%
8%
7.5%
7.0%
3.0%
3.0%
Revised July 15, 2014
I �REMOVABLE CAP
j- 4 - 1/2"0 HOLES
SOLID PIPE
tt-
COUPLING
SOLID CAP FOR
SUPPORT ® BOTTOM O PERFORATED PIPE
OF TRENCH OR BED
(BOTTOM OF SAND) 0 WRAPPED WITH
FILTER FABRIC
COMBINATION AIR VENT &
INSPECTION WELL DETAIL
N.T.S.
PVC CAP
FINISH GRADE
4" COI.
:EP BEND
4" SEWER
4"x4"x4"-�
PVC WYE CLEAN OUT
ASSEMBLY
SEWER CLEAN OUT DETAIL.
N. T. S. ( IN FEET )
1 inch = 20 ft.
75.00' \ N90'00'00"E 300,00'
BUILDING ENVELOPE LIMITS
110
>>s
i
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dW \
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\ W \
BUILDING ENVELOPE
75.00' �.
LATERAL PIPE LAYOUT
N0TE'
ALL PIPING MUST DRAIN (FOR PRESSURE DOSING OF FIELD
BACK TO DOSING TANK N.T.S.
GRAPHIC SCALE
D
30RIN G
2
LOT 1
10.100 ACRES
PARCEL NUMBER: 1941-272-02-001
�-AUDIBLE/VISIBLE SEPTIC PUMP ALARM PANEL /
010 LF OF 4" 0 SCHD. 40 PVC 0 2.0%
4" 0 PVC CLEAN OUT
1,000 GALLON VALLEY PRE -CAST SEPTIC TANK AND- ^�
`%PUMP, WITH 3 COMPARTMENTS AND -.EFFLUENT FILTER
1,35
PLACE BLU LAVC FORCE O P
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2 O ?3 7t�SUL
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60 \
2"0x2o
\\
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BUILDING ENVELOPE LIMITS
PIPES
BASE OF SAND B
AREA: 3,0( S
BUILDING ENVELOPE
I
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C Q
r= p
a
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0 o
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m C
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22' 22' oil22'
6.0'
INSPECTION WELL (TYP.
\
0 NO ON ENDFO PIPES
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ON END PIPES
4.5'
2"0 PERFORATED
\
30'
20'
SCHEDULE 40 PVC
DISTRIBUTION LATERAL
4.5'
4.5'
NO PERFORATION
li-7 ON END PIPES
NO PERFORATION
AT10N
ON END PIPES
4•5'
I
90,
6. 0'
-p I
F.
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FROM DOSING TANK
I
100,
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N.T.S.
1000 Gallon Top Seam Throe Compartment
Item # With Low Head Pump
1000T-3CP-LH (1500 Gallon Total Volume)
ALLOWABLE BURY
.(Bawd on WaterTable)
WATER TAME
ALLOWAM
EAKM ML
a _(r
w-tr
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Top
View
• Deeignper petkrmw=too e17M
per ASTM C1227 .
• Top artaoe ales 62.3 ft' Boot Wkee how 3 "., Halve
fo ® 26 days; aorrxete -_ e,00o
PSI MillRubber
fstNallaticrr: • Tank to be set an w nitl. send Seelern
bed or pas gravel
• Tank to be baddSed urNbmYy on 11
a0 ekbe In Itlte lees then 24' and
meehanIc* d
• Exc wdW metwW may be used for 63. I .17
backM pmldw kMe etnnes are ..: 4)" 4 ,
removed
• Ewwwathn ahould be drimbred end
tonktiled vvtlh w W prior to being
pld in aerviwfor h1wA&M w1h Section
waW tabla Ieaa Um 2' below Grade
• Meow Cie"481oriedla,tmnnedors 129^ View
. Mist and Outlet idenged above pie
• Delow d pr ilpf iwithhlm, plift
• Seoondwy w ter eases wadable Wth Pump:
PVC riser a Complete h t btlon (wiring, per,
mounting and start-up pmceduree)
•bee inetatfatlan guide on ourwebelbe • complete wenartty
Se►plce.contracts available for maintenance
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InlatSIde MWdla Outlet TOW t.ld Tank ToW
_ -- _ ITLONx6'W40 Iniet (Outlet tergfh Wfdlh IFtet�rt
882 gal = gv 507. ad 1601 gal 3,000Ihe 11,756 f 16 35816a bebw Inlet 6r 1 77 13r er (w
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a System ets" lfsr�,C081211
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*iFINA C
7-9-14
PROPOSED FINISH GRADE
BED OF 1 1 /2" SCREENED ROCK, 12" THICK -
FILTER FABRIC
PROVIDE SWALE FOR
rDRAINAGE AROUND BED 12" MIN.
II SLOPE TO TOPSOIL
DRAIN COVER
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VICINITY MAP
SCALE: 1" = 1000'
GENERAL NOTES
1.
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE EAGLE COUNTY
REGULATIONS OF INDIVIDUAL SEWAGE DISPOSAL SYSTEMS, EVEN THOUGH
ALL SUCH REQUIREMENTS ARE NOT SPECIFICALLY NOTED ON THE DRAWINGS.
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THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUCH SPECIFIC DETAILS
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AS ARE REFERRED TO IN THE ABOVE MENTIONED REGULATIONS,
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SYSTEM DESIGN
FLOW: 3 BEDROOMS *2 PERSONS/BEDROOM *75 GALLONS/PERSON/DAY IS
450 GPD = AVERAGE DAILY FLOW
b
SEPTIC TANK: MINIMUM PRE -CAST CONCRETE TANK SIZE ACCORDING TO
EAGLE COUNTY REGULATIONS IS 1,000 GALLONS.
PROPOSED TREATMENT SYSTEM: MOUNDED SAND FILTER
PROPOSED THICKNESS OF SAND BED: 2 FEET, MINIMUM
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PERCOLATION RATE: +121 MIN / INCH
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TREATMENT LEVEL: TL2
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LONG TERM ACCEPTANCE RATE: 0.15 GAL/DAY/SQ. FT.
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REQUIRED SOIL TREATMENT AREA: A= 450 GPD = 3,000 SQ. FT.
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0.15 GPD/S.F.
3.
TOPSOIL: SOIL EXCAVATED FROM SITE ACCEPTABLE IF NO CLAY IS PRESENT.
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VEHICULAR TRAFFIC IS PROHIBITED ON THE FIELD.
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5.
CLEANOUTS ARE REQUIRED AT ALL BENDS AND AT LEAST EVERY 150
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FEET ALONG THE EFFLUENT LINE.
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INSTALL RISERS AS NECESSARY TO BRING ALL ACCESS POINTS TO
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WITHIN 1/2-FOOT OF FINAL GRADE.
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LOCATIONS OF ALL COMPONENTS MAY BE VARIED AS NECESSARY AS LONG
AS ALL MINIMUM
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DISTANCES AND SLOPES MEET THOSE REQUIRED.
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PROVIDE POSITIVE DRAINAGE OF SURFACE WATER AWAY FROM
ABSORPTION
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AREA USING DRAINAGE SWALES AS NECESSARY.
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9.
THE CONTRACTOR SHALL VERIFY ALL DEPTHS, SLOPES AND CLEARANCES FROM
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THE PROPOSED HOME, WELLS AND STRUCTURES, PRIOR TO CONSTRUCTION.
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10.
THIS DRAWING DOES NOT CONSTITUTE AN OWTS PERMIT. PERMIT MUST
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BE OBTAINED FROM APPROPRIATE COUNTY OFFICIALS./
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THIS SYSTEM IS SIZED FOR TYPICAL DOMESTIC WASTES ONLY, BACKWASH OR
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FLUSHING FLOWS FOR REVERSE OSMOSIS UNITS OR WATER SOFTENERS OR
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12.
FILTERS SHOULD NOT BE INTRODUCED INTO THIS SYSTEM.
THE SAND MUST BE THOROUGHLY
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SETTLED BY FLOODING OR OTHER MEANS
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BEFORE THE DISTRIBUTION IS PLACED AT THE FINAL GRADE.
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SAND USED SHALL BE AS FOLLOWS: SIEVE SIZE %PASSING
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UNIFORMITY COEFFICIENT=D80/ D1,ms4 200 <15
TYPICALLY CONCRETE OR MASONRY SAND IS ACCEPTABLE.
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SITE PLAN PROVIDED BY RICHARD L. BENES, IN MAY 2014.
15.
DESIGN OF MOUND SYSTEM BASED ON THE "DRAFT SUBSOIL STUDY FOR FOUNDATION
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PROPOSED RESIDENCE LOT 1, PARCEL B, WOLLCOTT SPRINGS" JOB NO. 114 124A BY
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BY HP GEOTECH, DATED MAY 16, 2014..
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MOUND SYSTEM SPECIFICATIONS
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1.
GRASS, SHRUBS AND TREES SHALL BE CUT CLOSE TO THE GROUND SURFACE
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AND REMOVED FROM THE SITE.
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THE MOUND SITE SHALL BE TILLED TO A DEPTH OF 8 INCHES TO ROUGHEN THE
SURFACE AND INCORPORATE THE VEGETATION. THIS CAN BE DONE WITH A
PLOW OR CHISEL TEETH MOUNTED ON A TOOL BAR ATTACHED TO THE BUCKET
OF A BACKHOE.
•
3.
A LAYER OF SAND SHOULD BE PLACED ON THE TILLED AREA. PLACEMENT OF
THE SAND SHOULD BE SUCH AS NOT TO RUT OR COMPACT THE TILLED AREA.
ALL WORK SHOULD BE PERFORMED FROM THE SIDE SO AS NOT TO COMPACT
THE TILLED AREA.
4,
PLACE THE PROPER DEPTH OF SAND, THEN FORM THE SAND/GRAVEL INTERFACE
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AREA WITH THE AREA BOTTOM BEING LEVEL.
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5.
PLACE THE SCREENED ROCK (AGGREGATE) TO THE SPECIFIED DEPTH AND AREA,to
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6.
PLACE THE PRESSURE DISTRIBUTION PIPE, CONNECT IT TO THE SEWER AND
COVER WITH AGGREGATE,
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COVER THE AGGREGATE WITH A GEOTEXTILE FILTER FABRIC,
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8.
PLACE A MINIMUM OF 12
INCHES OF SUITABLE SOIL COVER ON THE SIDES OF THE
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MOUND AND TO THE NECESSARY DEPTH ON THE TOP OF THE MOUND,
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9.
FINAL GRADE THE MOUND AND SURROUNDING
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AREA WITH LIGHT WEIGHT EQUIPMENT
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SO SURFACE WATER MOVES AWAY FROM THE MOUND AND DOES NOT ACCUMULATEI
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SEED AND MULCH THE ENTIRE EXPOSED AREA TO AVOID EROSION. LANDSCAPE
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WITH SHRUBS AND PLANTS AS DESIRED.
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DOSING NOTES
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1,
MINIMUM DOSING SHALL BE 100 GALLONS. 20 GPM PUMP AT 25' TOTAL
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DYNAMIC HEAD.
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2. EFFLU NT F v E ILTER NEED
.......� � �'� � �� � ���� ..` �����=` NEEDED BETWEEN COMPARTMENTS 2 AND 3 OF SEPTIC TANK.
24" MIN :?
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12"
MIN.
2 DISTRIBUTION LATERALS COVER
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FOR Ai7d' MGRPA' LF OF
HIGH COUNTRY ENGINEERING, INC.
PROJECT NO.
21141021.00
OW'TS-01
2"x 2"x2 PVC CROSS AT LOW POINT
DRILL 1/4"0 HOLES 48" ON CENTER AT ¢¢OTTOM$$
OF ALL PIPES FOR ENTIRE LENGTH (TYPICALM
0 SCHEDULE 40 PVC FROM DOSING TANK
0 PVC 90* ELBOW
\-2"Ox TEE (TYP.)
2 sax 90' ELBOW (TYP.)
NOTE: LATERAL PIPE LAYOUT
SLOPE ALL PIPES 1% MINIMUM FOR PRESSURE DOSING OF FIELD)
SUCH THAT ALL EFFLUENT DRAINS
BACK TO THE DOSING TANK N.T.S.
A-*I
VATION WELL (TYP,
r'-- t yv
2"0 PER ORATED RIGID
SCHEDULE 40 PVC
DISTRIBUTION LATERALS • •
10'
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BASE OF SAND BED'
AREA: 4,000 S.F.
2"0 SCHEDULE 40
FROM DOSING
•
200'
A-4-J
PLAN VIEW OF MOUND
N.T.S.
REMOVABLE SCREW OR SLIP CAP
FINISH GRADE AT TOP OF M
4 PVC SOLID PIPE
(LENGTH VARIES)
TOP SOIL
4" MIN.
O O O Ooa 00
(4) 1/4" X 4" LONG SLOTS ® 90' APART
ROCK
4" PVC FLANGED SUPPORT FITTIN AGGREGATE
AGGREGATE/SAND INTERFACE o ° o 0
1/4" WIDE SLOT (TYPICAL SAND BED` 4" MIN.
OBSERVATION WELL DETAIL
N.T.S.
FINISH
4" COL
" 45' SWEEP BEND
4" SEWER
4"x4"x4"�
PVC WYE CLEAN OUT
ASSEMBLY
SEWER CLEAN OUT DETAIL.
N.T.S.
Item #
1250M-2GP-LH
DESIGN NOTED
• Dealpn per parMmiancs teat per
ASTM C1227
• Tap awface ante 90 IF
to @ 28 day% concrem = S,BQO PSI
Min.
Installation
a Tank to be eat on 5' ndm sand had or
pealmol
• Tank to be baddlled urrik" on all
aides. to Ma law than 2T end
mechaNcaly cornpacwd
• Exmmted mafarlal my be umd far
bacldill, provided latpe atones are -
removed
• E7 mygUon ahoM be uewemrod end
tank WW.WM Waller prior. tobMV W
In earvtee forha6aliatlon wILh water
-tab% feea than 2' below grade
.. Meefac1844-Mfor retaent
Two Compartment
with Low Head Pump
yf8ti1/ Wires to panai�
'
• Inlet and OUM Idenffed above papa
• Delfwmad complds v th IrdamdIflo
- latdh
Boot
• PPvcdaersavwlsble
• 5amndnryaafaq�eaeanevatehie
With PVC riser
*See bntauftbmpukleoncur webake
5 ''
,: R
36a1a�
ALLOWABLE BURY
(Based on Water Table)
waTERTABLE
- ALLOWABLE
EARTH FILL
1'-0•
4'-0'
-7-cr
_9'-0*
DRY
Service contracts avagabte formalrftwu fine
24' Mlnlmum
HetM
Pump:
• Complfe Instsl[Won (vAdng, panel,
mounting and start-up procedums)
• Compleba XY
0Ippiv spa-
Invon
0iltmis1" IM cap.dly
Towwelam
12'LongxTvdlde
a r kelow Wall kraut
Inlet outlet
tie' 7S'
Lefgtll Wkbh kllmslm oualetside'. --Tow
12V aG' ' BY al gall" M �e i 1 ue 9elbne
12,700 the
(719) 3954M 2MOMM317
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Fm (719)3963721 BuertsVfairarQpf31211
fte. 0 sw Aw {Ill haft wwwxalleypla=toom
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5'
4-
*(FINA C
7-20-14
PROPOSED FINISH
AGGREGATE BED OF 1 1 2",
SCREENED ROCK, 12" THICK
2" RIGID PVC DISTRIBUTION LATERALS-
)t �MALAROUND
1 oR / l \\ COVER 1
4GE AROUND BED / TOPSOIL
sI
FILTER FABRIC-n r)Pr_
Rk
SCALE: 1" = 1000'
GENERAL NOTES
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE EAGLE COUNTY PUBLIC
HEALTH AGENCY ON -SITE WASTEWATER TREATMENT SYSTEM REGULATIONS, EVEN
THOUGH ALL SUCH REQUIREMENTS ARE NOT SPECIFICALLY NOTED ON THIS
DRAWING. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUCH SPECIFIC DETAILS
AS ARE REFERRED TO IN THE ABOVE MENTIONED REGULATIONS.
2. SYSTEM DESIGN
FLOW: 4 BEDROOMS *2 PERSONS/BEDROOM *75 GALLONS/PERSON/DAY IS
600 GPD = AVERAGE DAILY FLOW
SEPTIC TANK: MINIMUM PRE -CAST CONCRETE TANK SIZE IS 1,250 GALLONS.
PROPOSED TREATMENT SYSTEM: MOUNDED SAND FILTER
PROPOSED THICKNESS OF SAND BED: 2 FEET, MINIMUM
PERCOLATION RATE: +121 MIN / INCH
TREATMENT LEVEL: TL2
LONG TERM ACCEPTANCE RATE: 0.15 GAL/DAY/SQ. FT.
REQUIRED SOIL TREATMENT AREA: A= 600 GPD = 41000 SQ. FT,
0.15 GPD/S.F.
3. TOPSOIL: SOIL EXCAVATED FROM SITE ACCEPTABLE IF NO CLAY IS PRESENT,
4. VEHICULAR TRAFFIC IS PROHIBITED ON THE FIELD.
5. CLEANOUTS ARE REQUIRED AT ALL BENDS AND AT LEAST EVERY 150
FEET ALONG THE EFFLUENT LINE,
6. INSTALL RISERS AS NECESSARY TO BRING ALL ACCESS POINTS AT OR ABOVE
THE FINAL GRADE.
7. LOCATIONS OF ALL COMPONENTS MAY BE VARIED AS NECESSARY AS LONG
AS ALL MINIMUM DISTANCES AND SLOPES MEET THOSE REQUIRED.
8. PROVIDE POSITIVE DRAINAGE OF SURFACE WATER AWAY FROM
ABSORPTION AREA USING DRAINAGE SWALES AS NECESSARY.
9. THE CONTRACTOR SHALL VERIFY ALL DEPTHS, SLOPES AND CLEARANCES FROM
THE PROPOSED HOME, WELLS AND STRUCTURES, PRIOR TO CONSTRUCTION,
10. THIS DRAWING DOES NOT CONSTITUTE AN OWTS PERMIT. PERMIT MUST
BE OBTAINED FROM APPROPRIATE COUNTY OFFICIALS.
11. THIS SYSTEM IS SIZED FOR TYPICAL DOMESTIC WASTES ONLY. BACKWASH OR
FLUSHING FLOWS FOR REVERSE OSMOSIS UNITS OR WATER SOFTENERS OR
FILTERS SHOULD NOT BE INTRODUCED INTO THIS SYSTEM.
12. THE SAND MUST BE THOROUGHLY SETTLED BY FLOODING OR OTHER MEANS
BEFORE THE DISTRIBUTION IS PLACED AT THE FINAL GRADE.
13. SAND USED SHALL BE AS FOLLOWS: SIEVE SIZE % PASSING
4 100
40 50-55%
UNIFORMITY COEFFICIENT=Dao/ Q0 4 200 <1
TYPICALLY CONCRETE OR MASONRY SAND IS ACCEPTABLE.
14. SITE PLAN OBTAINED FROM RAUL GAWRYS PLANNING / ARCHITECTURE, DATED
JULY 15, 2014.
15. DESIGN OF MOUND SYSTEM BASED ON THE "SUBSOIL STUDY FOR FOUNDATION
PROPOSED RESIDENCE LOT 1, PARCEL B, WOLLCOTT SPRINGS" JOB NO. 114 124A
BY HP GEOTECH, DATED MAY 16, 2014.
16. THE MOUND ABSORPTION FIELD SHALL BE PROTECTED FROM GROUND WATER BY AN
UNDER DRAIN SYSTEM, AT LEAST 1-FOOT BELOW THE SAND BED, CONSISTING OF
6-INCH DIAMETER RIGID SCHEDULE 40 PVC DRAIN PIPES SLOPED A MINIMUM
1-PERCENT GRADE TO A SUITABLE GRAVITY OUTLET. THE DRAIN PIPES SHALL BE
SURROUNDED BY 14-FEET DEEP, FREE -DRAINING GRAVEL CONSISTING OF MINUS
2-INCH AGGREGATE WITH LESS THAN 50-PERCET PASSING THE NO. 4 SIEVE AND
LESS THAT 2-PERCET PASSING THE NO. 200 SIEVE.
17. SEPTIC TANK SHALL HAVE RISES OVER EACH ACCESS MANHOLE AND ALL RISERS
SHALL EXTEND TO OR ABOVE FINAL GRADE,
18. THE OWNER SHALL VERIFY ADEQUATE SEPARATION DISTANCES FROM THE SYSTEM,
PRIOR TO DRILLING ANY WELLS ON THE SITE.
19. THE APPLICANT OR LICENSED INSTALLER SHALL NOTIFY THE COUNTY AND THE
ENGINEER NO LESS THAN TWO BUSINESS DAYS IN ADVANCE TO SCHEDULE A
FINAL FIELD INSPECTION OF THE SYSTEM, PRIOR TO BACKFILLING THE SYSTEM.
20, THE APPLICANT OR LICENSED INSTALLER SHALL PROVIDE A SURVEYED AS -BUILT
DRAWING OF THE SYSTEM TO THE COUNTY AND ENGINEER, UPON COMPLETION.
21. THE LICENSED INSTALLER OF THE SYSTEM IS TO BE: DIAMOND A EXCAVATING, LLC.
MOUND SYSTEM SPECIFICATIONS
1. GRASS, SHRUBS AND TREES SHALL BE CUT CLOSE TO THE GROUND SURFACE
AND REMOVED FROM THE SITE.
2. THE MOUND SITE SHALL BE TILLED TO A DEPTH OF 8 INCHES TO ROUGHEN THE
SURFACE AND INCORPORATE THE VEGETATION. THIS CAN BE DONE WITH A
PLOW OR CHISEL TEETH MOUNTED ON A TOOL BAR ATTACHED TO THE BUCKET
OF A BACKHOE.
3. A LAYER OF SAND SHOULD BE PLACED ON THE TILLED AREA. PLACEMENT OF
THE SAND SHOULD BE SUCH AS NOT TO RUT OR COMPACT THE TILLED AREA.
ALL WORK SHOULD BE PERFORMED FROM THE SIDE SO AS NOT TO COMPACT
THE TILLED AREA.
4. PLACE THE PROPER DEPTH OF SAND, THEN FORM THE SAND/GRAVEL INTERFACE
AREA WITH THE AREA BOTTOM BEING LEVEL.
5. PLACE THE SCREENED ROCK (AGGREGATE) TO THE SPECIFIED DEPTH AND AREA.
6. PLACE THE PRESSURE DISTRIBUTION PIPE, CONNECT IT TO THE SEWER AND
COVER WITH AGGREGATE.
7. COVER THE AGGREGATE WITH A GEOTEXTILE FILTER FABRIC.
8. PLACE A MINIMUM OF 12 INCHES OF SUITABLE SOIL COVER ON THE SIDES OF THE
MOUND AND TO THE NECESSARY DEPTH ON THE TOP OF THE MOUND.
9. FINAL GRADE THE MOUND AND SURROUNDING AREA WITH LIGHT WEIGHT EQUIPMENT
SO SURFACE WATER MOVES AWAY FROM THE MOUND AND DOES NOT ACCUMULATE
NEAR THE MOUND.
10. SEED AND MULCH THE ENTIRE EXPOSED AREA TO AVOID EROSION, LANDSCAPE
WITH SHRUBS AND PLANTS AS DESIRED.
DOSING NOTES
1. MINIMUM DOSING SHALL BE 100 GALLONS. 20 GPM PUMP AT 25' TOTAL
DYNAMIC.� HEAD.
........�.:.............a........� 2. EFFLUENT FILTER NEEDED BETWEEN COMPARTMENTS 1 AND 2 OF SEP11C TANK.
24 MIN ::: ":;:: VC:,RLSER.....::; :: `:::::::::::::.:.::..
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11 UND rrltll����
EXISTING GROUND LINE BENEATH SAND BE eRORAIIy\��
MIN �
FOR AND ON BEHALF OF
MOUND CROSS SECTION HIGH COUNTRY ENGINEERING, INC.
N.T.S.
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PROJECT NO.
2141021.00
OWTS-01
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CENTERLINE 20'
HOLY CROSS ELECTRIC
EASEMENT
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N90'00'00"E 300.00'
. ` BUILDING ENVELOPE LIMITS • \
BUILDING ENVELOPE. NI
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- OcoOPROFLE PIT GRAPHIC oI
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>>ssGYP
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�_>58 DAYLIGHT 6" UNDER
` I DRAIN AT SURFACE
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CN 0.LOT 1
II �6' 62 PARCEL NUMB R0 194 R 272-02-001
o�wj)., �.. 2,000 S.F. ABSORPTION FIELD
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>> S. BORING..,2
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> AUDIBLE/VISIBLE SEPTIC
4°PUMP ALARM PANEL
>,)�SO`.� 2" PVC 90' ELBOW INV. ELEV; 7755,00
B.Q R1
ING ... �'' '�E N VO SCHD. 40 PVC... , S? �.�
�> r _ �1NV. 756.00
LF OF 6"�%, SCHD. .. 6,31F 2" 0 SCHD. 40 PVC FORCE MAIN @ 1.07o
PYC 1.0% _ 7756 >>'S
6" 0 RVC •CL AN OUT
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sI 4 �fORLr �PO$E RIM: i'76.0±
o>y .R�$/DEN o-:a PLacts'° PVC 6
10
6� 4
,� CE 1 2 BLUE BOARp ss .4
IN L
IPE )9 ,
;� , - ••., ��_• � - •, 63 LF 2"0 SCHD. 40 PVC FORCE MAIN ®1.0% I
INFLUENT CONNECTION �A 2�? 0 pVC
`INV IN: 7758.00 9�
z/F . Rc S
IM: 7760.00-`,'
1 90 FM �s ~ ` Sp O
0 (14 qe - �js 2" PVC 90 ELBOW INV. ELEV.7755.00
250 GAL VALLEY
PRE- CA�`.SEPTIC�NK AND �� a A PUMP, WITH 2 �O2,000 S.F, MOUND ABSORPTION, FIELD _
` MPARTM NTS `
' AND EFFCUZNT FIUTER EFFLUENT CON CTION`,•.
BUILDING ENVELOPE `�� RIM: 7G0.775 5.4��`�, S �j \ w\ „ •
- - - �AR \\\� �,. DAYLIGHT 6 UNDER
\ I ` DRAIN AT`SURFACE
'-� � . �¢U1 ING. �OP�...LIMITS �'00�. .� �•. '� J^\ `. \ � `,I
00 00 W\ 300
ORENCO 2-ZONE ``,�44 •,
UTOMATIC''DISTRIBUTIO` �- 123
O V
W
/
A=07'24'00'
R=1120.92
L=144.77
T= 72.49
BRG=N 76'46'20"IA
C LEN=144.67
DRILL 1/40 HOLES 48" ON CENTER AT
OF ALL PIPES FOR ENTIRE LENGTH
2" 0 PVC 90' ELBOW-\ 2"0 SCHEDULE 40 PVC FROM DOSING TANIh
VALVE ASSEMBLY AND
\ INSDISTRIBUTIO1 BOX `� _\ �6• I
IN 55.63
2� I' LID: 775_00 \ •� `` ��
�> s2 •,
� S
C�
FOUND REBAR W/
ALUMINUM CA - ��•
_.
EDGE OF _
GRAVEL ROAD
$'
L2"O PVC TEE
2"fix TEE (TYP.)
2"Ox 90' ELBOW (TYP.)
NOTE: TYPICAL LATERAL PIPE LAYOUT
SLOPE ALL PIPES AT 1% MINIMUM (FOR PRESSURE DOSING OF FIELD)
SUCH THAT NO EFFLUENT DRAINS
BACK TOWARDS THE DOSING TANK N.T.S.
1-5'
•
20'
BASE OF SAND BED I
AREA: 2,000 S.F. I--
W4LCOTT
(PRIVA1-E .50SPRINGS ROAD
SO R.O• W.)
SB...
_ 0
0119' 54 56�YV�
29.57 \
.2 .-.
o�
8' 1
10'
PERFORATED RIGID
SCHEL
DISTRIBUTION LATERALS
•
L
•
2'�0FROME DOSING
100'
A�
TYPICAL PLAN VIEW OF MOUND
N.T.S.
REMOVABLE SCREW OR SLIP CAP
FINISH GRADE AT TOP OF MOUN
4" PVC SOLID PIPE
(LENGTH VARIES)
TOP SOIL
4" MIN.
O pO �`°o°
(4) 1/4" X 4" LONG SLOTS 0 90' APART
ROCK
4" PVC FLANGED SUPPORT FITTIN tLREGATE
AGGREGATE/SAND INTERFACE o
. AND: BED: .. :;::4" MIN.
............................... .
1/4" WIDE SLOT (TYPICAL
OBSERVATION WELL DETAIL
N.T.S.
nvn nwn
4" COU
4" SEWER
BEND
4" x 4" x 4" E
PVC WYE CLEAN OUT
ASSEMBLY
SEWER CLEAN OUT DETAIL,
N.T.S.
1500 Gallon Top .Seam
Item # Three Compartment
150OT-3CP-LH with Low Head) Pump
1e2-
Top /20• ra..rn�
View �wHmuda tt �;.
Mirimm
,1I.HW&
Helgid
�J
boat Sealed
Sectlon
View 7 '
sr
Tank: 157• -- -
•Meets ASTM C-1227 spec Pump:
Including C-1644-06 for resilient • Lavers TSS and irnproves effluent
connectors 4udlfY to fldd
• 6000 psi concrete • CamP Indallatim (wif0, panel,
• Delivered complete with internal piping mauWft and stsR-up pmce ras)
• ca roei Vffim b►
sarvir.e contacts avagable formakdaraenoe
owns 81- I.. brAut i Dtrm no
1T Long x 8' Wide INet ODUe1 Length i Wldtlt I Height '•
56- below inlet Invert 56- 1 7T 162- i 7EP ! 92-
i I
tIM Cape* Nit Wdglt
- .................... ...... I------------ ..;........... -
InbtSkb ' Middle Outlet9ldsl Told Lid Tank Told
1,016 gdonel 505 pellona 5Q590arn 2,M p bm ! 6,420Ibe le"Me 21,M Ix
- -�-- ---•-•�---aeoosca
watolr a (T19) �5.8761L ft317
wig lN4stvrallor P.O BMW
•gyatens FM (719)395.372T Bt�nsiVlt�e,CIOB12i9
�%� iY
;• •
� sovioaProduc
YYea ft www'VEd Facest aofn
Q ftQ. Sbrvl
� E�ftd1:'�ron�k�ralie'YPrtoom
*(FINA L�!
7-24-14
PROPOSED FINISH GRADE
AGGREGATE BED OF 1 1/2"
BED SCREENED ROCK, 12" THICK
2 PERFORATED RIGID PVC DISTRIBUTION LATERALS
12" MIN.
SLOPE TOPSOIL:
COVER
FILTER FABRIC-\ -
SCALE; 1" = 1000'
GENERAL NOTES
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE EAGLE COUNTY PUBLIC
HEALTH AGENCY ON -SITE WASTEWATER TREATMENT SYSTEM REGULATIONS, EVEN
THOUGH ALL SUCH REQUIREMENTS ARE NOT SPECIFICALLY NOTED ON THIS
DRAWING. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUCH SPECIFIC DETAILS
AS ARE REFERRED TO IN THE ABOVE MENTIONED REGULATIONS.
2. SYSTEM DESIGN
FLOW: 4 BEDROOMS *2 PERSONS/BEDROOM *75 GALLONS/PERSON/DAY IS
600 GPD = AVERAGE DAILY FLOW
SEPTIC TANK: MINIMUM PRE -CAST CONCRETE TANK SIZE IS 1,250 GALLONS.
PROPOSED TREATMENT SYSTEM: MOUNDED SAND FILTER
PROPOSED THICKNESS OF SAND BED: 2 FEET, MINIMUM
PERCOLATION RATE: +121 MIN / INCH
TREATMENT LEVEL: TL2
LONG TERM ACCEPTANCE RATE: 0.15 GAL/DAY/SQ. FT.
REQUIRED SOIL TREATMENT AREA: A= 600 GPD = 4,000 SQ. FT.
0,15 GPD/S.F.
3, TOPSOIL: SOIL EXCAVATED FROM SITE ACCEPTABLE IF NO CLAY IS PRESENT,
4. VEHICULAR TRAFFIC IS PROHIBITED ON THE FIELD.
5. CLEANOUTS ARE REQUIRED AT ALL BENDS AND AT LEAST EVERY 150
FEET ALONG THE EFFLUENT LINE.
6. INSTALL RISERS AS NECESSARY TO BRING ALL ACCESS POINTS AT OR ABOVE
THE FINAL GRADE.
7. LOCATIONS OF ALL COMPONENTS MAY BE VARIED AS NECESSARY AS LONG
AS ALL MINIMUM DISTANCES AND SLOPES MEET THOSE REQUIRED.
8. PROVIDE POSITIVE DRAINAGE OF SURFACE WATER AWAY FROM
ABSORPTION AREA USING DRAINAGE SWALES AS NECESSARY.
9. THE CONTRACTOR SHALL VERIFY ALL DEPTHS, SLOPES AND CLEARANCES FROM
THE PROPOSED HOME, WELLS AND STRUCTURES, PRIOR TO CONSTRUCTION,
10, THIS DRAWING DOES NOT CONSTITUTE AN OWTS PERMIT. PERMIT MUST
BE OBTAINED FROM APPROPRIATE COUNTY OFFICIALS,
11. THIS SYSTEM IS SIZED FOR TYPICAL DOMESTIC WASTES ONLY, BACKWASH OR
FLUSHING FLOWS FOR REVERSE OSMOSIS UNITS OR WATER SOFTENERS OR
FILTERS SHOULD NOT BE INTRODUCED INTO THIS SYSTEM,
12. THE SAND MUST BE THOROUGHLY SETTLED BY FLOODING OR OTHER MEANS
BEFORE THE DISTRIBUTION IS PLACED AT THE FINAL GRADE.
13, SAND USED SHALL BE AS FOLLOWS; SIEVE SIZE % PASSING
4 100
40 50-55%
UNIFORMITY COEFFICIENT=D„/ Diot4 200 <1
TYPICALLY CONCRETE OR MASONRY SAND IS ACCEPTABLE.
14. SITE PLAN OBTAINED FROM RAUL GAWRYS PLANNING / ARCHITECTURE, DATED
JULY 15, 2014.
15. DESIGN OF MOUND SYSTEM BASED ON THE "SUBSOIL STUDY FOR FOUNDATION
PROPOSED RESIDENCE LOT 1, PARCEL B, WOLLCOTT SPRINGS" JOB NO. 114 124A
BY HP GEOTECH DATED MAY 16 2014.
16. THE MOUND ABSORPTION FIELD SHALL BE PROTECTED FROM GROUND WATER BY AN
UNDER DRAIN SYSTEM, AT LEAST 1-FOOT BELOW THE SAND BED, CONSISTING OF
6-INCH DIAMETER RIGID SCHEDULE 40 PVC DRAIN PIPES SLOPED A MINIMUM
1-PERCENT GRADE TO A SUITABLE GRAVITY OUTLET. THE DRAIN PIPES SHALL BE
SURROUNDED BY 1i-FEET DEEP, FREE -DRAINING GRAVEL CONSISTING OF MINUS
2-INCH AGGREGATE WITH LESS THAN 50-PERCET PASSING THE NO. 4 SIEVE AND
LESS THAT 2-PERCET PASSING THE NO, 200 SIEVE,
17, SEPTIC TANK SHALL HAVE RISES OVER EACH ACCESS MANHOLE AND ALL RISERS
SHALL EXTEND TO OR ABOVE FINAL GRADE,
18. THE OWNER SHALL VERIFY ADEQUATE SEPARATION DISTANCES FROM THE SYSTEM,
PRIOR TO DRILLING ANY WELLS ON THE SITE.
19. THE APPLICANT OR LICENSED INSTALLER SHALL NOTIFY THE COUNTY AND THE
ENGINEER NO LESS THAN TWO BUSINESS DAYS IN ADVANCE TO SCHEDULE A
FINAL FIELD INSPECTION OF THE SYSTEM, PRIOR TO BACKFILLING THE SYSTEM.
20. THE APPLICANT OR LICENSED INSTALLER SHALL PROVIDE A SURVEYED AS -BUILT
DRAWING OF THE SYSTEM TO THE COUNTY AND ENGINEER, UPON COMPLETION.
21, THE LICENSED INSTALLER OF THE SYSTEM IS TO BE: DIAMOND A EXCAVATING, LLC,
MOUND SYSTEM SPECIFICATIONS
1. GRASS, SHRUBS AND TREES SHALL BE CUT CLOSE TO THE GROUND SURFACE
AND REMOVED FROM THE SITE,
2. THE MOUND SITE SHALL BE TILLED TO A DEPTH OF 8 INCHES TO ROUGHEN THE
SURFACE AND INCORPORATE THE VEGETATION. THIS CAN BE DONE WITH A
PLOW OR CHISEL TEETH MOUNTED ON A TOOL BAR ATTACHED TO THE BUCKET
OF A BACKHOE.
3. A LAYER OF SAND SHOULD BE PLACED ON THE TILLED AREA, PLACEMENT OF
THE SAND SHOULD BE SUCH AS NOT TO RUT OR COMPACT THE TILLED AREA.
ALL WORK SHOULD BE PERFORMED FROM THE SIDE SO AS NOT TO COMPACT
THE TILLED AREA.
4. PLACE THE PROPER DEPTH OF SAND, THEN FORM THE SAND/GRAVEL INTERFACE
AREA WITH THE AREA BOTTOM BEING LEVEL.
5. PLACE THE SCREENED ROCK (AGGREGATE) TO THE SPECIFIED DEPTH AND AREA.
6. PLACE THE PRESSURE DISTRIBUTION PIPE, CONNECT IT TO THE SEWER AND
COVER WITH AGGREGATE.
7. COVER THE AGGREGATE WITH A GEOTEXTILE FILTER FABRIC.
8. PLACE A MINIMUM OF 12 INCHES OF SUITABLE SOIL COVER ON THE SIDES OF THE
MOUND AND TO THE NECESSARY DEPTH ON THE TOP OF THE MOUND.
9. FINAL GRADE THE MOUND AND SURROUNDING AREA WITH LIGHT WEIGHT EQUIPMENT
SO SURFACE WATER MOVES AWAY FROM THE MOUND AND DOES NOT ACCUMULATE
NEAR THE MOUND.
10. SEED AND MULCH THE ENTIRE EXPOSED AREA TO AVOID EROSION, LANDSCAPE
WITH SHRUBS AND PLANTS AS DESIRED.
DOSING NOTES
1. MINIMUM DOSING SHALL BE 100 GALLONS, 20 GPM PUMP AT 25' TOTAL
r)ym,& ullr WPM)
EXISTING GROUND LINE BENEATH SAND BED'
FOR AND ON BEHALF OF
MOUND CROSS SECTION HIGH COUNTRY ENGINEERING, INC
N.T.S.
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PROJECT NO.
2141021.00
OWTS-01
PROPOSED
pp_2 PERCOLATION }. -j
TEST AREA 4 Of
-
7-03-14
!1 o a
oZir
00
ISM of ~-1NAY�TRIBUT[ IT BOX - N90'00'00=rE 300.00'
P-3 Oa- V: 7-754.00 BUILDING ENVELOPE LIMITS-HdITIAL -
�; PROPOSED
� � o \ 7755t00 PERCOLATION
�. TEST AREA
P-2 0 88 "INFILTRATOR -QUCIK 4\
z CHAM ERS INSTALLEQ PER
MANUFA TURER'S GUIDELI ES
P-1 �00, rO \
• �� \` ` �.-_- -.PROFILE PIT
pp_,_p 33.83� - - `P- 3
00
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PP-3
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0
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0
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PROFILEf
BORING
GROUND WATER
TRENCH DRAIN-,
V)
EFFLUENT CONNECTION
-OUT: 7755.
LID: 7760.005
-j62 �7� � a
``' °
PROPOSED o
PERCOLATION'- . sue' BORING, 2
TEST AREA
9-22-14 >o
I BORING 1
X � _
1 250 GALLON VALLEY,>6.l` lee _ PflOip
PRE CAST SEPTIC TANK BRQD SSE
WITH 2 COMPARTMENTS._RE
BUILDING ENVELOPE,
I
GPAPHIC SCALE
/ INFLUENT CONNECTION
IN: 7755.60
LID: 7760.00
18 LF OF 6"0 SCHD. ( IN FEET )
40 PVC ® 1.0% LOT 1 1 inch = 30 ft,
6" 0 PVC CLEAN OUT PARCEL NUMBER 1941R 272-02-001
N V: 7755.78 I
RIM: 7763.50f \
40 PV 0®6"0S CHD.
jtk BEGIN "0 j CHD. 40 PVC
INV� 7 56. 0 _ 7756-
0 �Ip c AND EFFLUENT FILTER�dlf � ` \
,
,
N
` 6" 0 P ' C. CLEAN OUT
Vr 7755.95'
7765, 50t r
01
\ `\
. BUILDING ENVELOPE
�¢UILDING VE�QPE.,,LIMITS \: \
- \00 00 W'.
LS# 29030
/
�=07.24'00
R=1120.92
L=144.7 i
T= 72.1�
BRG=N76.46'20'V
C LEN=144.67
TABLE 6.28-1 - Minimum Horizontal Distances (in Feet) Between OWTS Components and
Pertinent Physical Features
CO
U
Nat
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L pi
C
C)N
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L ,
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Absorption Trench,
Absorption Bed, Sand Filter
(see exceptions below),
100**
25
25
20
10
50**
25**
50**
15**
Subsurface Dispersal System,
or Dry Well
a. Lined Sand Filter
60
10
25
15
10
25
10
25
15
b. Unlined Sand filter in
Soil with a Percolation rate
100**
25
25
15
10
25
15
25
15
< 60 MPI
Lined Wastewater Pond
60
10
25
15
10
25
10
25
15
Unlined or Partially Lined
Wastewater Pond
100**
25
25
15
10
25
15
25
15
Dispersal System Using
Aerosol Methods
100**
10
50
125
10
25**
10**
25
15
Vault Privy
50
10
25
15
10
25
10
25
15
Septic Tanks, Package
Plants, Dosing or Pumping
50*
10
25
5
10
50
10
50
15
Chamber, Vaults
Building Sewer or Effluent
Pipes
50*
10
25*
0
10*
50*
10*
50*
15*
* Crossings or encroachments may be permitted at the points identified by this footnote, provided that drinking
water or wastewater pipe is encased for at least 10 feet on each side of the crossing. Pipe of Schedule 40
rating or better must be used that has a sufficient diameter to easily slide over and completely encase the
pipeline. Ridged end caps of at least Schedule 40 rating must be glued or secured in a watertight fashion to
the ends of the encasement pipe. There must be a hole of sufficient size to accommodate the pipe in the
lowermost section of the ridged cap so that the conveyance pipe rests on the bottom of the encasement
pipe. The area in which the pipe passes through the end caps must be sealed with on approved underground
sealant compatible with the pipe used.
�* Add 8 feet additional distance for each 100 QPD of design flow over 1,000 GPD, unless it can be
demonstrated by a PE or qualified geologist that a mechanical or natural barrier will prevent contamination. If
a PE or qualified geologist chooses to exercise this option, he/she shall submit to the Department a detailed
written explanation (including all supporting calculations) that clearly and convincingly demonstrates why the
additional 8-foot setback distance for each 100 GPD of wastewater is not necessary,
:0
o
(510
\ \ \
ol
FOUND REBAR W/
ALUMINUM CAP
LS# 6826
GRAVELFROAD `
NATURAL
GROUND
TRENCH
TOP SOILS AND
NATURAL BACKFILL
OVER TRENCHES
_12" MIN, COVER
48" MAX. COVER
/
>>�
2 _
IN .3
%RIVq r SPRINGS ROAD
E 50 AD
R, p• W
12"
QUICK 4
INFILTRATOR UNIT
AND END CAP,
36" TRENCH
TRENCH BOTTOM
LEVEL AND
ROUGHENED
CROSS SECTION
N.T.S.
Fit
4" COL
4" SEWER
BEND
4" x 4" x 4" -�
PVC WYE CLEAN OUT
ASSEMBLY
SEWER CLEAN OUT DETAIL,
N.T.S.
Item # 1250 Gallon Top Seam
9 5®T-2CP Two Compartment
ALLOWABLE BURY
(Based an Water Table)
wmm TABLE
ALIAwA1 M
bmim FILL
1r -o'
r-o'
1-0
3'- 0'
2'-IY
8'-('
DRY
41- Cr
Top
View
ate... ate_• .�.� ...
TF
Or Clear Access
:l-
-TANK __ � I' • I �•'.
Section
Boot sWaiift
View
DESIGN NOTES
• Design per performance test
per ASTMI C1227
"
r
• Top surface area 56.25IF
1
• fc Q 28 days; concrete = 6,000
PSI Min.
,
installation: 5
°
~
4
11 :
6 3N
• Tank to be set on 5' min. sand
o
bed or pea gravel
• Tank to be backfilled uniformly on
„
all sides in lifts lose than 24' and
`.
mechanicallycomPadled
... •. _. ,,-
.
-.
o Excavated material may be used for
,
130"
backfill, provided large stones are
removed
-- - ----
---
j Olong Spew
- _.--
Invert
---�.._______--'__-•-
Dlmsrglons
• Excavation should be dewatered and
tank filled with water prior to being
113' Long x 7' Wide
Inlet
Outlet
Length
Width Height
put in service for installation with
i WN below inlet Invert
56,
53"
135'
60" 68,
water table less than Z below grade
--- ------
-_-----
----1_----._--------
I
• Meets C1BW6 for resilient connecmrs
;
• Inlet and Outlet identified above pipe
• Delivered complete with totems! plying
Not
Inlet Side Otlltlet Side Total i
• PVC or concrete risers avallable
843 gallons I 416 galons
1,258 galbrts
I-
Secondary safety screen available with
___-- ------
_-____-- -
Pvcdmw
Het yew
• Option of pump or siphon installed
Lid Tardy Told
'Sae installation
- 3,120 Iba - 10,880 bs 14,000 lbs
guide on ourwsbsite
--------_i ------
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i€uu:
Quick,4- Plug Standard Chamber Side and End Views
rX
�48'
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�11 Y
t� ti i
8' INVERT ' 13
• 8 INVERT �i /
1 �I f t 5.3" INVERT
--18.2- r �- 33"
QUick4 Plus All -in -tine Periscope
an:1u rtus
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(LENGTH VARIES)
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ROCK
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SCALE: 1 " = 1000'
GENERAL NOTES
1.
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE EAGLE COUNTY PUBLIC
HEALTH AGENCY ON -SITE WASTEWATER TREATMENT SYSTEM REGULATIONS, EVEN
THOUGH ALL SUCH REQUIREMENTS ARE NOT SPECIFICALLY NOTED ON THIS
DRAWING, THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUCH SPECIFIC DETAILS
AS ARE REFERRED TO IN THE ABOVE MENTIONED REGULATIONS.
2.
SYSTEM DESIGN
FLOW: 4 BEDROOMS *2 PERSONS/BEDROOM *75 GALLONS/PERSON/DAY IS
Q
600 GPD = AVERAGE DAILY FLOW
SEPTIC TANK: MINIMUM PRE -CAST CONCRETE TANK SIZE IS 1,250 GALLONS.
12
PERCOLATION RATE: 40 MIN / INCH
O
TREATMENT LEVEL: TL1
LONG TERM ACCEPTANCE RATE: 0,5 GAL/DAY/SQ, FT,
Z
REQUIRED SOIL TREATMENT AREA: A= 600 GPD = 1,200 SQ. FT,
0.50 GPD S.F.
SIZE ADJUSTMENT FACTOR FOR DISTRIBUTION MEDIA:
�-
CHAMBERS: 0.7
�
Z
0
O
ADJUSTED SOIL TREATMENT AREA: A= 1200 S.F. * 0.7 = 840 SQ. FT.
ai
MIN. NUMBER OF CHAMBERS: 840 S.F.
U
- 85 CHAMBERS
9,87 S.F. CHAMBER
w
0
Q..
INSTALL 88 INFILTRATOR QUICK 4 CHAMBERS, IN TRENCH CONFIGURATION,
o
U
o
AS SHOWN.
3.
TOPSOIL: SOIL EXCAVATED FROM SITE ACCEPTABLE IF NO CLAY IS PRESENT.
4.
VEHICULAR TRAFFIC IS PROHIBITED ON THE FIELD.
0
J p w-
5.
CLEANOUTS ARE REQUIRED AT ALL BENDS AND AT LEAST EVERY 150
Z Do
FEET ALONG THE EFFLUENT LINE.
M� 0 0
6,
INSTALL RISERS AS NECESSARY TO BRING ALL ACCESS POINTS AT OR ABOVE
U
7,
THE FINAL GRADE,
LOCATIONS OF
..
� O � � �
ALL COMPONENTS MAY BE VARIED AS NECESSARY AS LONG
AS ALL MINIMUM DISTANCES AND SLOPES MEET THOSE REQUIRED.
C
Q
8.
PROVIDE POSITIVE DRAINAGE OF SURFACE WATER AWAY FROM
a
s..r itAV
ABSORPTION AREA USING DRAINAGE SWALES AS NECESSARY.
O
�
9.
THE CONTRACTOR SHALL VERIFY ALL DEPTHS, SLOPES AND CLEARANCES FROM
THE PROPOSED HOME, WELLS AND STRUCTURES,
Z M 0 0
w
PRIOR TO CONSTRUCTION.
W 0 $ N
10.
THIS DRAWING DOES NOT CONSTITUTE AN OWTS PERMIT. PERMIT MUST
BE OBTAINED FROM APPROPRIATE COUNTY OFFICIALS,
N U
11,
THIS SYSTEM IS SIZED FOR TYPICAL DOMESTIC WASTES ONLY, BACKWASH OR
T W 14 iL Z
FLUSHING FLOWS FOR REVERSE OSMOSIS UNITS OR WATER SOFTENERS OR
J
FILTERS SHOULD NOT BE INTRODUCED INTO THIS SYSTEM.
t} WU
W I t!
12,
SITE PLAN OBTAINED FROM RAUL GAWRYS PLANNING / ARCHITECTURE, DATED
JULY 15, 2014.
110 V- to
9 O
•„
13,
DESIGN OF THE SYSTEM BASED ON THE "SUBSOIL STUDY FOR FOUNDATION
PROPOSED RESIDENCE LOT 1, PARCEL B, WOLLCOTT SPRINGS" JOB NO, 114 124A
N
w O
0)
BY HP GEOTECH, DATED SEPTEMBER 22, 2014.
14.
SEPTIC TANK SHALL HAVE RISES OVER EACH ACCESS MANHOLE AND ALL RISERS
M0 Wn I
SHALL EXTEND TO OR ABOVE FINAL GRADE.
Z
12 W Z
15.
THE OWNER SHALL VERIFY ADEQUATE SEPARATION DISTANCES FROM THE SYSTEM
W
W
in
TO THE EXISTING WELL, PRIOR TO CONSTRUCTION.
'Q
16.
THE APPLICANT OR LICENSED INSTALLER SHALL NOTIFY THE COUNTY AND THE
ENGINEER NO LESS THAN TWO BUSINESS DAYS IN ADVANCE TO SCHEDULE A
FINAL
W a. 0.
FIELD INSPECTION OF THE SYSTEM, PRIOR TO BACKFILLING THE SYSTEM.
17.
THE APPLICANT OR LICENSED INSTALLER SHALL PROVIDE A SURVEYED AS -BUILT
O
DRAWING OF THE SYSTEM TO THE COUNTY AND ENGINEER, UPON COMPLETION.
m
18.
THE LICENSED INSTALLER. OF THE SYSTEM IS TO BE: DIAMOND A EXCAVATING, LLC,
)\
r p"
ABSORPTION TRENCH NOTES
1.
ABSORPTION TRENCH LATERALS SHALL NOT EXCEED 100 FEET IN LENGTH.
III
2.
THE BOTTOM OF THE ABSORPTION TRENCH SHALL BE LEVEL.
3.
DRAINAGE DITCHES ARE TO BE PROVIDED ABOVE AND AROUND TRENCHAS
,
NECESSARY, TO PREVENT SURFACE RUNOFF FROM ENTERING ABSORPTION AREA.
4.
ABSORPTION TRENCH BOTTOM AND SIDEWALLS MUST BE RAKED TO REMOVE SOIL
SMEARS INCURRED DURING EXCAVATION,
5.
NO EXCAVATION OF ABSORPTION FIELD IS TO BE DONE DURING WET WEATHER
•
AND USE OF RUBBER TIRE VEHICLES OVER BED AREA IS PROHIBITED TO
MAINTAIN GOOD SOIL STRUCTURE,
6,
UNSUITABLE MATERIAL EXISTING WITHIN THE TRENCH SHALL BE EXCAVATED AND
BACKFILL SHALL CONSIST OF ONSITE SELECT OR PIT -RUN MATERIAL.
7.
CONTRACTOR SHALL INSTALL A GROUND WATER TRENCH DRAIN, ON THE
Z 2
UPHILL SIDE OF THE OWTS FIELD, IN ACCORDANCE WITH HP GEOTECH'S
RECOMMENDATIONS.
O W
H
*iFINA L*
10-6-14
FOR AND ON BEHALF OF
HIGH COUNTRY ENGINEERING, INC.
M.�.I
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PROJECT NO,
2141021.00
OWTS►0 t
rrcvrvOr U
PP-2 PERCOLATION
\TEST AREA'
7-03-14
P-2
Z
00
0
1.4t
PP-3 Pi\
LIJ
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0
LOI=
CE F- w 100 INFILTRATOR QUICK 4 STANDARD CHAMBERS
�' Z cr INSTALLED PER MANUFACTURER'S GUIDELINES
0
of Q p 4"0 PVC INSPECTION PORTS AND CAPS AT BOTH ENDS OF
o Qb EACH CHAMBER ROW, FLUSH OR ABOVE GRADE (TYP.)
~ a _ - • - . . - , . _ . . N90'00'00"E 300.00' _
ry< V) ^ BUILDING ENVELOPE LIMITS
r" __
Z
Zo M J \ 6"O PVC DISTRIBUTION LATERALS ®2% MIN, (TYP,)
A `..\ /-PLACE 2" BLUE BOARD INSULATION ABOVE ALL PIPES
_., .. . .. I .. . ,- - �
. ___ -
- - , . __ - _____,I
-4 t
III I,
PROPOS D
GROUND WATER
TRENCH DRAINY ____
INTERCEPTOR.
_ INITIAL
WITH A LOW EQUALIZER AND PROPOSED
>, LID FLUSH WITH FINISH GRADE PERCOLATION
-INV: 7754.00 TEST AREA
LiD: 7755.00
�,_ -- _PROFILE PIT,\\h
_ 'R-3 \
--- 1,,\ .y ` \�
>S �_ P-2
�? _,_�
> y
�5,1... PROFILE
BORING
5e%I
\ I
BUILDING ENVELOPE.
\1
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� l / `( 2
E DETAILS G APHIC SCALE
BY HP GEOTE (n �- l :0
5 ��� Z` EFFLUENT CONNECTION
1- , �``,, � G OUT: 7755.35
-yY LID: 7760.00 30 0 15 �30 60
- n6 _ 120
r- 'a >>
-, _ off. " �O �
\ O I Z * i o v y�O _
�d . ss
PROPOSED o c{'
6.
PERCOLATION' \� d' BORING, 2
TEST AREA 4/1,
9-22-14 .
qn
�,,
`, ,BORING 1
�A I : /// t
* Is I
�. B PR, e
1 250 GALLON VALLEY',6] E�ROO/14 OSE�
PRt-CAST SEPTIC TANK F �� RES1
�AN02EF�LUENTTFILTER'•, \ ,0.O .
C9 i
i<
^N GgRq GE
Y 6" 0 P' C CLEAN OU.T
:. 7755.95' `\\
V
7765.50f
4
_ --
\ * `*
.BUILDING ENVELOPE '
\*W I . -._ _ . -
INFLUENT CONNECTION
IN- 7755.60
LID: 7760.00 ( IN FEET )
18 LF OF 6"a1 scHD. LOT 1 . I inch = 30 ft. 40 PVC ®1.0%
10.100 ACRES '
6" 0 PVC CLEAN OUT PARCEL NUMBER: 1941-272-02-001
NV: 7755.78
\ RIM: 7763.50t
2i F OF 6'0i SCHD.
40 V ® 1.0� �. ��5�
`BEGIN "0 'SCHD, 40 PVC, - _
INV: 7 56.00 _ 7756 ` -
-�_
-
,6 \
_-
:
,
\\I , 4g
. - -
'-_ ` , l
`` \.. V
a
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--
0
\ i
\.
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), -_ .. \ ,
A \ ,11.
. :.r�Ul� G VE�QPF...LIMITS %10
.-7
00 00 W,,. 30 - `� �
,O \
. \ O�%'_ \
\ \
t t
A=07'24'00" �9 �� .,-IN 1,'. I." \ .
R=1120.92
-,-\
T=72.49
BRG=N76"46'20" `\�
C LEN=144.67 FOUND `� \
TABLE 6,28-1 - Minimum Horizontal Distances (in Feet) Between OWTS Components and
Pertinent Physical Features
C
O
.N
L.
L C
L of
N C
C -0
00
L. C
L
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0
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n
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NL.
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U
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<�
N
N.�
rn>,
rn0
in
O
C-0 C
03
0 000 L
O
C
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C -av
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-
_a
,L
_y Q
C 0
,c Q
C Q
- 0
>,'T 0
L a_
U -0
�O 0 +J -- 0
I-
0
0
C
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Q
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-
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3 („)
N L_
o 0 L
> N 0 +'
L. L 0 n-
y.J of aaf
Q
Q
00
L-
NV) .-
Absorption Trench,
Absorption Bed, Sand Filter
(see exceptions below),
100**
25
25
20
10
50**
25**
50**
15**
Subsurface Disp
ersal System, p ys m,
or Dry Well
a. Lined Sand Filter
60
10
25
15
10
25
10
25
15
b. Unlined Sand filter in
Soil with a Percolation rate
100**
25
25
15
10
25
15
25
15
< 60 MPI
Lined Wastewater Pond
60
10
25
15
10
25
10
25
15
Unlined or Partially Lined
Wastewater Pond
100**
25
25
15
10
25
15
25
15
Dispersal System Using
Aerosol Methods
100**
10
50
125
10
25**
10**
25
15
Vault Privy
50
10
25
15
10
25
10
25
15
Septic Tanks, Package
Plants, Dosing or Pumping
50*
10
25
5
10
50
10
50
15
Chamber, Vaults
Building Sewer or Effluent
Pipes
50*
10
25*
0
10*
50*
10*
50*
15*
* Crossings or encroachments may be permitted at the points identified by this footnote, provided that drinking
water or wastewater pipe is encased for at least 10 feet on each side of the crossing. Pipe of Schedule 40
rating or better must be used that has a sufficient diameter to easily slide over and completely encase the
pipeline. Ridged end caps of at least Schedule 40 rating must be glued or secured in a watertight fashion to
the ends of the encasement pipe. There must be a hole of sufficient size to accommodate the pipe in the
lowermost section of the ridged cap so that the conveyance pipe rests on the bottom of the encasement
pipe, The area in which the pipe passes through the end caps must be sealed with an approved underground
sealant compatible with the pipe used.
** Add 8 feet additional distance for each 100 GPD of design flow over 1,000 GPD, unless it can be
demonstrated by a PE or qualified geologist that a mechanical or natural barrier will prevent contamination. If
a PE or qualified geologist chooses to exercise this option, he/she shall submit to the Department a detailed
written explanation (including all supporting calculations) that clearly and convincingly demonstrates why the
additional 8-foot setback distance for each 100 GPD of wastewater is not necessary.
REBAR W/ - ~_
ALUMINUM CAP - ..
LS# 6826 EDGE OF __ _ _,•� .
GRAVEL ROAD
0 D __ �'.
WOLCOTT SPR
CPRI 1NGS
vA r 'I Ro
EAO
5 ^/
IJ
R. p
. IN.
TOP SOILS AND
NATURAL BACKFILL
OVER TRENCHES
12" MIN. COVER
_ _ _ 48" MAX, COVER
-I I I-�
ITi=I I I=1 -
-I I I / / I I I -I
I - II / / 1=III=
III- _111-11
_
-I I I / I I I-1 1 1=
I:IIII IIII11111, 72.,
1111 I I _-_- I 1=1 11=
-I I -I 1=1 1=1 I-1 11-I 1-I I- 1-1 1
-I 11-I 11=1 11=1 I I -I 11-1 I I -I 11-1 1I-
II I1=1I1=1I1=1I1=1I1=1I1=1I1=1I I- STANDARD QUICK 4
NATURAL i 11=1 I I -I I I -I I I -I I I -I I I-1 11=1 11= INFILTRATOR UNIT
_ - _ AND EN P
GROUND I I I_I I I -III -III -III -I I I_I I I -I II D CAP,
I I=1 11=1 I Md I I=1 11=1 11=1 I I I I-
-1 , I -III- 36" TRENCH I -III -I I 1-�
TRE
NCH BOTTOM
LEVEL AND
ROUGHENED
TRENCH CROSS SECTION-
N. T. S.
n%1n ! A n
FINISH GRADE
4" COI.
4" SEWER
t" RISER
45' SWEEP BEND
�`��ff� 1250, Gera Top nu
ALLOWABLE BURY
(Based on Water Table)
WATER TABLE
ALLOWABLE
EARTH FILL
0 ^ 0'
2'- O'
1'-0'
3'-0'
2'-0'
3'-0"
T-0'
4'-0'
DRY
4'- 0'
Tod?
View � �, I
.� :�' �;
I I
20' Clear Access I. 11
(:r
I 1.1, 6 R
II TANK I' . I I �. 1
leAble
Butyl Rubber
Section
�80011'
Sealant
View
ti
D. 11K6a;3
s Design per perkrm&ice tit i
,
i
pet•AST�!i Of227 I
''
19„
.
I,
i 1
a Top surface Brea 66.25 rt'
, 191,
19"
'
In f'c @ 28 days; c on=te = 6,M 1
i
I
PSI Min. I
'
+
trseixilla�tliarr: 5S„
:
4
.
I6f
® Tank to be €•et un 5' min. sand311
bad or poa caravel I
0 Tank to W- backfilled ur owily till I
e
all Gidea in hits less Mali 24' and
111att1arilcaliycoonpl3ct�d i
.- .
m Excavated mateftl rney tie used far
------------130"
I
--
I
backfill, glrot!'szlsd i�a stcnas are
removed
Digging Specs Invert
Dimensions
,a Excavadan should be del a-tara l �,1
tank Wad wO wafer' prior to using
IT Lang x T Wide Inlet Outlet Length Width Height
9
put In 6er,Aca for Installation vAlh
56" below Inlet invert 56" 53" 135" 60" 68"
watar table less than Z balrav �a
.
a Masts C1644-08 for resilient wane tom
= inlet and (Outlet idsntified abimle pIgA
Net Ca Pec�
. .
0 Delivemd complete wrilil internal pipir�
Inlet Side Outlet Side
: Total
V PVC or mn=te,hers aval�e
843 gallons ' 416 gallons
1,259 gallons
:6 Se,aondary safely scrEljn available widr
..._
-
PVC rieec'
Not Weight
• Option of purm or aiphon insls'iJedl
Ud Tank
Total
3,120 lbs 10,880lbs
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PVC WYE N.T.S. CLEAN OUT
ASSEMBLY
SEWER CLEAN OUT DETAIL
N.T,S.
Installing Optional Inspection Ports
1. With a hole saw drill the pre -marked area in the top of the
chamber to create a 4-inch opening.
2. Set a cut piece of pipe of the appropriate length into the
corresponding chamber's inspection port sleeve.
Note: The sleeve will accommodate a 4-inch SCH40 pipe.
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GENERAL NOTES
1.
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE EAGLE COUNTY PUBLIC
HEALTH AGENCY ON -SITE WASTEWATER TREATMENT SYSTEM REGULATIONS, EVEN
THOUGH ALL SUCH REQUIREMENTS ARE NOT SPECIFICALLY NOTED ON THIS
DRAWING. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUCH SPECIFIC DETAILS
AS ARE REFERRED TO IN THE ABOVE MENTIONED REGULATIONS.
2.
SYSTEM DESIGN
FLOW: 4 BEDROOMS *2 PERSONS/BEDROOM *75 GALLONS/PERSON/DAY IS
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600 GPD = AVERAGE DAILY FLOW
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SEPTIC TANK: MINIMUM PRE -CAST CONCRETE TANK SIZE IS 1,250 GALLONS.
PERCOLATION RATE: 40 MIN / INCH
TREATMENT LEVEL: TL1
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LONG TERM ACCEPTANCE RATE: 0,35 GAL/DAY/SQ, FT.
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REQUIRED SOIL TREATMENT AREA: A= 600 GPD = 11714.28 SQ. FT.
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0.35 GPD/S.F.
SIZE ADJUSTMENT FACTOR FOR DISTRIBUTION MEDIA:
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CHAMBERS: 0.7
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MIN- NUMBER OF CHAMBERS: 1200 S.F. __ 100 CHAMBERS
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INSTALL 100 STANDARD INFILTRATOR QUICK 4 CHAMBERS, IN TRENCH
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CONFIGURATION, AS SHOWN_
3.
TOPSOIL: SOIL EXCAVATED FROM SITE ACCEPTABLE IF NO CLAY IS PRESENT.
N4.
VEHICULAR TRAFFIC IS PROHIBITED ON THE FIELD.
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CLEANOUTS ARE REQUIRED AT ALL BENDS AND AT LEAST EVERY 150
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FEET ALONG THE EFFLUENT LINE.
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INSTALL RISERS AS NECESSARY TO BRING ALL ACCESS POINTS AT OR ABOVE
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THE FINAL GRADE.
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7.
LOCATIONS OF ALL COMPONENTS MAY BE VARIED AS NECESSARY AS LONG
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AS ALL MINIMUM DISTANCES AND SLOPES MEET THOSE REQUIRED.
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PROVIDE POSITIVE DRAINAGE OF SURFACE WATER AWAY FROM
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ABSORPTION AREA USING DRAINAGE SWALES AS NECESSARY,
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9.
THE CONTRACTOR SHALL VERIFY ALL DEPTHS, SLOPES AND CLEARANCES FROM
THE PROPOSED HOME, WELLS AND STRUCTURES,
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PRIOR TO CONSTRUCTION,
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10.
THIS DRAWING DOES NOT CONSTITUTE AN OWTS PERMIT. PERMIT MUST
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BE OBTAINED FROM APPROPRIATE COUNTY OFFICIALS,
11.
THIS SYSTEM IS SIZED FOR TYPICAL DOMESTIC WASTES ONLY. BACKWASH OR
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FLUSHING FLOWS FOR REVERSE OSMOSIS UNITS OR WATER SOFTENERS OR
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FILTERS SHOULD NOT BE INTRODUCED INTO THIS SYSTEM.
12.
SITE PLAN OBTAINED FROM RAUL GAWRYS PLANNING ARCHITECTURE, DATED
JULY 15, 2014. /
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13.
DESIGN OF THE SYSTEM BASED ON THE "SUBSOIL STUDY FOR FOUNDATION
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PROPOSED RESIDENCE LOT 1, PARCEL B, WOLCOTT SPRINGS" JOB NO, 114 124A
BY HP GEOTECH, DATED SEPTEMBER 22,
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2014.
SEPTIC TANK SHALL HAVE RISES OVER EACH ACCESS MANHOLE AND ALL RISERS
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SHALL EXTEND TO OR ABOVE FINAL GRADE,
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THE OWNER SHALL VERIFY ADEQUATE SEPARATION DISTANCES FROM THE SYSTEM
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TO THE EXISTING WELL, PRIOR TO CONSTRUCTION.
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16.
THE APPLICANT OR LICENSED INSTALLER SHALL NOTIFY THE COUNTY AND THE
ENGINEER NO LESS THAN TWO BUSINESS DAYS IN ADVANCE TO SCHEDULE A
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FINAL FIELD INSPECTION OF THE SYSTEM, PRIOR TO BACKFILLING THE SYSTEM.
17.
THE APPLICANT OR LICENSED INSTALLER SHALL PROVIDE A SURVEYED AS -BUILT
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DRAWING OF THE SYSTEM TO THE COUNTY AND ENGINEER, UPON COMPLETION,
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18.
THE LICENSED INSTALLER OF THE SYSTEM IS TO BE: DIAMOND A EXCAVATING, LLC.
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ABSORPTION TRENCH NOTES
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1.
ABSORPTION TRENCH LATERALS SHALL NOT EXCEED 100 FEET IN LENGTH.
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THE BOTTOM OF THE ABSORPTION TRENCH SHALL BE LEVEL.
3.
DRAINAGE DITCHES ARE TO BE PROVIDED ABOVE AND AROUND TRENCH, AS
NECESSARY, TO PREVENT SURFACE RUNOFF FROM ENTERING ABSORPTION AREA.
4.
ABSORPTION TRENCH BOTTOM AND SIDEWALLS MUST BE RAKED TO REMOVE SOIL
SMEARS INCURRED DURING EXCAVATION.
5.
NO EXCAVATION OF ABSORPTION FIELD IS TO BE DONE DURING WET WEATHER
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AND USE OF RUBBER TIRE VEHICLES OVER BED AREA IS PROHIBITED TO
MAINTAIN GOOD SOIL STRUCTURE.
6.
UNSUITABLE MATERIAL EXISTING WITHIN THE TRENCH SHALL BE EXCAVATED AND
BACKFILL SHALL CONSIST OF ONSITE SELECT OR PIT -RUN MATERIAL.
7.
CONTRACTOR SHALL INSTALL A GROUND WATER TRENCH DRAIN, ON THE
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UPHILL SIDE OF THE OWTS FIELD, IN ACCORDANCE WITH HP GEOTECH'S
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RECOMMENDATIONS.
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CONTRACTOR SHALL INSTALL 4 INCH DIAMETER SCHEDULE 40 PVC INSPECTION
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P ORTS AND CAP S AT BOTH ENDS OF EACH ROW OF CHAMBERS, IN ACCORDANCE
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WITH THE MANUFACTURER'S INSTALLATION GUIDELINES.
9.
CONTRACTOR SHALL SNAP OFF THE MOLDED SPLASH PLATES LOCATED AT
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THE BOTTOM OF THE END CAPS, AND INSTALL THE SPLASH PLATES AT
THE APPROPRIATE SLOTS BELOW THE INLETS
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IN ACCORDANCE WITH THE
MANUFACTURER'S INSTALLATION
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GUIDELINES.
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CONTRACTOR SHALL ALIGN THE CHAMBER ROWS PARALLEL WITH THE
THE CONTOURS OF THE EXISTING
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TERRAIN. THE CONTRACTOR MAY CURVE
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THE ALIGNMENT OF THE CHAMBER ROW, AS NECESSARY. IN ACCORDANCE
WITH THE MANUFACTURER'S INSTALLATION GUIDELINES.
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CONTRACTOR SHALL PROVIDE AND VERIFY A MINIMUM 4 FEET OF DEPTH, OR
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GREATER FROM THE BOTTOMS OF INSTALLED CHAMBERS TO CONFINING BEDROCK_
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CONTRACTOR SHALL PROVIDE AND VERIFY A MINIMUM 2.5 FEET OF COVER, OR
GREATER FROM
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THE BOTTOMS OF INSTALLED CHAMBERS TO FINISH GRADE.
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13.
CONTRACTOR SHALL CONNECT THE 6 INCH DIAMETER PVC THE DISTRIBUTION
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LATERAL PIPES AT THE MOLDED CIRCULAR BLOCK OUTS. WHICH ARE SITUATED
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8 INCHES ABOVE THE BOTTOMS OF THE STANDARD QUICK 4 CHAMBER END
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CAPS, IN ACCORDANCE WITH THE MANUFACTURER'S INSTALLATION GUIDELINES.
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FINAL
1�-13-14
PROJECT NO.
2141021.00
FOR AND ON BEHALF OF
HIGH COUNTRY ENGINEERING, INC, 11 OWTS-0 t
Hepworth-Pawlak Geotechnical, Inc.
5020 County Road 154
Glenwood Springs, Colorado 81601
Phone: 970-945-7988
Fax: 970-945-8454
Email: hpgeo@hpgeotech.com
HEPWORTH -PAWLAK GEOTECHNICAL
February 19, 2015
Dick Benes
c/o CMC Group
2000 S. Colorado Boulevard
Suite 10500
Denver, Colorado 80222
(rlb@cmc-group.com) Job No. 114 124A
Subject: As-Built Evaluation of Onsite Wastewater Treatment System, Proposed
Residence, Lot 1, Parcel B-1, Wolcott Springs, 379 Wolcott Springs Road,
Eagle County, Colorado.
Dear Mr. Benes:
As requested, Hepworth-Pawlak Geotechnical, Inc. (HP Geotech) observed the
installation of the Onsite Wastewater Treatment System (OWTS) for the proposed
residence at the subject property. This report summarizes our observations and
recommendations. We previously designed the OWTS for the residence and presented
our recommendations in a report dated November 6, 2014, Job No. 114 124A.
The OWTS components observed included: septic and dose tanks, pump and pump
operation, effluent transport pipe, automatic distribution valve, sand filter, chambers,
inspection ports, drain and the locations of components. We also observed the intercept
trench drain construction above the effluent disposal field.
We performed our As-Built site evaluations on November 11 and December 18, 2014 and
January 21, 2015. The installation and locations of system components were verified as
shown on Figure 1. The sewer line, cleanouts and septic tank were installed prior to our
involvement in the project and were based on a previous OWTS design for the residence
prepared by High Country Engineering. These design components were incorporated into
our design. We were able to verify that the correct tank was installed and the tank
location; however, the sewer line and tank bedding and backfill could not be verified.
The intercept trench drain was located approximately as recommended and constructed as
designed. Photographs of the OWTS installation and trench intercept drain are provided
in the attached Photograph Log.
It is our opinion that the OWTS was installed in general conformance with our November
6, 2014 design.
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
Dick Benes
February 19, 2015
Page 2
Job No. 114 124A
implied. Alterations to the system or improper backfill and site grading of the system
could affect the operation and effectiveness of the OWTS.
Please feel free to contact us if you have any questions regarding this letter.
Sincerely,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
Jason A. Deem
Project Geologist
Reviewed by:
David A. Young, P.E.
Senior Project Engineer
JAD/ksw
attachments Figure 1 – OWTS As-Built Site Plan
OWTS As-Built Photograph Log
cc: Eagle County Environmental Health (environment@eaglecounty.us)
OWTS As-Built Photograph Log
Lot 1, Parcel B-1, Wolcott Springs
Job No. 114 124A
View of 500 gallon Infiltrator Systems dose tank prior to backfill.
View looking west at soil treatment area trenches. Trenches were covered with plastic sheeting
to help prevent snow getting into the trenches prior to backfill.
OWTS As-Built Photograph Log
Lot 1, Parcel B-1, Wolcott Springs
Job No. 114 124A
View of Orenco pump control panel.
OWTS As-Built Photograph Log
Lot 1, Parcel B-1, Wolcott Springs
Job No. 114 124A
Photograph showing trench drain during construction.
OWTS As-Built Photograph Log
Lot 1, Parcel B-1, Wolcott Springs
Job No. 114 124A
Photograph showing trench drain filter fabric prior to final backfill.