HomeMy WebLinkAbout360 Red Canyon Rd - 194125302014 - OWTS-6-14-10915Work Classification:New
AddressOwner Information
Permit Status:Active
Project Address
194125302014
Permit Type:OWTS Permit
Permit NO.OWTS-6-14-10915
Expires: 10/29/2014Issue Date:7/1/2014
Parcel No.
360 RED CANYON CR 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:
Cell:
Inspection
For Inspections call:(970) 328-8755
Inspections:
IVR
PhoneEngineer(s)
970-945-7988HP GEOTECH
Contractor(s)Phone Primary ContractorLicense Number
BOSSOW EXCAVATION Yes
Permitted Construction / Details:
Installation of a 1,000 gallon two compartment septic tank with effluent screen placed in the outlet tee;
and 1,125 square feet of absorption area credit via the installation of 57 Infilatrator Quick 4 chambers
placed in at least three shallow, serially-connected trenches.
System is sized for a two bedroom ADU and is a conventional, gravity fed OWTS with serial trenches.
Addition of any mechanical components and storage will necessitate the OWTS be designed by a
Professional Engineer.
Do not install in wet weather and contact Eagle County Environmental Health or Professional Engineering
company to conduct inspections prior to backfilling.
Final approval of the OWTS by Eagle County Environmental Health must be obtained prior to using the
system or occupying the dwelling.
Issued by: Environmental Health Department, Eagle County, CO
July 07, 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
AddressOwner Information
Permit Status:Active
Project Address
194125302014
Permit Type:OWTS Permit
Permit NO.OWTS-6-14-10915
Expires: 10/29/2014Issue Date:7/1/2014
Parcel No.
360 RED CANYON CR 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:
Cell:
Inspection
For Inspections call:(970) 328-8755
Inspections:
IVR
PhoneEngineer(s)
970-945-7988HP GEOTECH
Contractor(s)Phone Primary ContractorLicense Number
BOSSOW EXCAVATION Yes
Permitted Construction / Details:
Installation of a 1,000 gallon two compartment septic tank with effluent screen placed in the outlet tee;
and 1,125 square feet of absorption area credit via the installation of 57 Infilatrator Quick 4 chambers
placed in at least three shallow, serially-connected trenches.
System is sized for a two bedroom ADU and is a conventional, gravity fed OWTS with serial trenches.
Addition of any mechanical components and storage will necessitate the OWTS be designed by a
Professional Engineer.
Do not install in wet weather and contact Eagle County Environmental Health or Professional Engineering
company to conduct inspections prior to backfilling.
Final approval of the OWTS by Eagle County Environmental Health must be obtained prior to using the
system or occupying the dwelling.
Office Copy
July 07, 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:New
AddressOwner Information
Permit Status:Expired
Project Address
194125302014
Permit Type:OWTS Permit
Permit NO.OWTS-6-14-10915
Expires:10/29/2014Issue Date:7/1/2014
Parcel No.
360 RED CANYON CR 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:
Cell:
Inspection
For Inspections call:(970) 328-8755
Inspections:
IVR
OWTS Final Inspection 095
PhoneEngineer(s)
970-945-7988HP GEOTECH
Contractor(s)Phone Primary ContractorLicense Number
T NOTTINGHAM CONSTRUCTION
AND EXCAVATION
(970)471-2711 No08-15
Permitted Construction / Details:
Note: A conventional OWTS was originally permitted just prior to Eagle County adopting new regulations
based on a HP Geotech soils report with LTAR recommendations. This was done to enable the applicant
to obtain a building permit for a pond house. HP Geotech was retained shortly thereafter to complete a
design. The HP Geotech design dated July 10, 2014 was received by Eagle County Environmental Health
on August 1, 2014. The design and sizing criteria were based on the regulations in place when HP
Geotech was retained by the applicant to perform the work, prior to the change in regulations. Since the
old sizing criteria results in a larger soil treatment area and exceeds the new sizing criteria, changes to
the July 10, 2014 design are not required. However, a permit to install the system according to the July
10, 2014 HP Geotech design was not issued but the OWTS installation occurred by a licensed contractor
without an amended permit. HP Geotech completed final inspections on the installation in2015 and
discovered the lack of a valid permit.
In summary, the OWTS designed by HP Geotech dated July 10, 2014 conforms to the minimum standards
outlined in the Eagle County Local Public Health Agency OWTS regulations and was installed properly,
although without a permit.
The OWTS consists of a 1,000 gallon Valley Precast two-compartment septic tank followed by a Valley
Precast 500 gallon dosing tack equipped with an Orenco PF3005 pump in a biotube pump vault that
pressure doses effluent to an Orenco V6403 ADV distributing effluent to a total of 570 square feet of soil
treatment area consisting of three shallow trenches with19 Infiltrator Quick 4 Plus chambers in each
trench. Sizing adjustments for using chambers in trenches and pressure dosing are different between the
old and new regulations resulting in the system being slightly over-sized compared to the new rules.
Office Copy
February 12, 2016
Issued by: Environmental Health Department, Eagle County, CO Date
Terri Vroman
CONDITIONS:
1. THIS PERMIT EXPIRES BY TIME LIMITATION AND BECOMES NULL AND VOID IF THE WORK AUTHORIZED BY THE PERMIT IS NOT
COMMENCED WITHIN 120 DAYS OF ISSUANCE, OR BEFORE THE EXPIRATION OF AN ASSOCIATED BUILDING PERMIT
2. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM
REGULATIONS ADOPTED PURSUANT TO AUTHORITY GRANTED IN C.R.S. 25-10-101,et seq., AS AMENDED
3. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND
BUILDING REQUIREMENTS. CONNECTION TO, OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND
BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT, AND WILL RESULT IN
BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT
4. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL
SYSTEM TO BE LICENSED
bEPARTMENT OF
ENVIRONMENTAL HEALTH
(970)328-8755
FAX: (970) 328-8788
TOLL FREE: 800-225-6136
— _ _-ecounty.us
y
. 41
EAGLE COUNTY
VIA P.O. Box 179
500 Broadway
Eagle, CO 81631
www.eaglecounty.us
PERMIT APPLICATION FOR ONSITE WASTEWATER TREATMENT SYSTEM
OW'T'S PEI2Mrr # [. `.s—Le —/</— {O /S BUII..DING PERma #
INCOMPLETE APPLICATIONS WILL NOT BE ACCEPTED (SITE PLAN MUST BE INCLUDED)
FEESCHEDULE
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 TXeasurer.
Property Owner:
Mailing Address:
Registered Professional Engineer:
Mail QAU11
f (01bZ
Applicant or Contact Person: ` Pl>�n{�: o OC Y�
Licensed Systems Contractor: I License #
Company / DBA:ZKCL�9J���Phone: -5l eD- 9,—,
Mailing Address: t C,0 email �i Gyt �. 1�� gako
Permit Application is for: New Inctaifatlon Alteration Repair ,
Location of Proposed Onsit astewater ea ent S tem• , I
Legal Description: _: eA a&u401 L� 5 y ����•
VV' kfb.
Tax Parcel Number:_ 3 a� t Lot Size: �Jcc7 GtGV'�2 1.
Assessor's Link: wi2meaelecountv.us/patie/
Physical Address: f�
Building Type: Residential / Single FamQNumber of Bedrooms.
Residential / Multi Family Number of Bedrooms:
Commercial / Industrial* Type of Use:
*These systems require design my a Registered Professional Engineer
Type of Water Supply:
If Public Name of
Applicant Signatureu
*******************
Private Well
**********
Spring Surface Public
**********************************
Office Use Only 00
Amount Paid: 000 Receipt #: Check #: 21 Rq_ Date:
February 18, 2016
Patrick McDonald
PO Box 2514
Edwards, CO 81632
gayle@acvail.com
RE: Final approval of septic permit OWTS-6-14-10915; Tax parcel #194125302014;
Property location: 360 Red Canyon Estate Rd., Edwards area
Patrick and Gayle:
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 total capacity for 2 bedrooms. 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 electronic permit folder
Energov electronic file
DEPARTMENT OF
ENVIRONMENTAL HEALTH
(970) 328-8755
FAX: (970) 328-8788
TOLL FREE: 800-225-6136
www.eaglecounty.us
RAYMOND P. MERRY, REHS
Director
GecPtech
HEPWORTH-PAWLAK GEOTECHNICAL
June 24, 2014
Gayle Grider and Pat McDonald
P. O. Box 2514
Hepworth-Pawlak Gemechnical, Inc.
5020 County Road 154
Glenwood Springs, Colorado 81601
Phone;970-945-7988
Fax:970-945-8454
email: hpgeo®hpgeotech.com
Edwards, Colorado 81632
(gaylenn.acvail.com)
(pmcdonalditanelson. co m)
Job No. 114 071A
Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Pond
House, Lot 4, Red Canyon Estates, 360 Red Canyon Road, Eagle County,
Colorado
Dear Gayle and Pat:
As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study and
percolation test for foundation and septic disposal designs at the subject site. The study
was conducted in general accordance with our agreement for geotechnical engineering
services to you dated March 20, 2014. The data obtained and our recommendations based
on the proposed construction and subsurface conditions encountered are presented in this
report. Evaluation of potential geologic hazard impacts on the site is beyond the scope of
this study.
Background Information: We recently performed subsurface exploration to evaluate
the collapse potential of the subsoils at the site after the initial findings of our backhoe pit
subsoil study. The results of this study were provided in our report dated June 20, 2014,
Job No. 114 071A. The findings of that study indicated a similar settlement risk that we
assumed from on the findings of the backhoe pit study.
Proposed Construction: The proposed construction will consist of a residence and a
detached garage located on the site as shown on Figure 1. The residence will be a two
story wood frame structure and the garage a single story wood frame structure. The
buildings will be cut into the slope and retain earth on west side. Ground floors will be
slab -on -grade. Cut depths are expected to range between about 3 to 8 feet. Foundation
loadings for this type of construction are assumed to be relatively light and typical of the
proposed type of construction. The septic disposal system is planned to be located to the
south of the residence.
If building conditions or foundation loadings are significantly different from those
described above, we should be notified to re-evaluate the recommendations presented in
this report.
Parker 303-841-7119 0 Colorado Springs 719.633-5562 0 Silverthorne 970-468-1989
-2-
Site Conditions: The site is located between Red Canyon Road and a small pond as
shown on Figure 1. The pond is reportedly lined. The terrain is moderately steep sloping
down to the east-southeast toward the pond and the surrounding relatively flat terrain.
The site has undergone some grading in the proposed garage area consisting of cut into
the slope which is currently being used a storage area for materials. Elevation difference
across the proposed buildings ranges from about 7 to 11 feet. Vegetation consists of grass
and weeds. The pond has an overflow spillway, see Figure 1.
Subsurface Conditions: The subsurface conditions at the site were evaluated by
excavating three exploratory pits at the approximate locations shown on Figure 1. The
logs of the pits are presented on Figure 2. The subsoils encountered, below about % foot
of topsoil, consisted of loose to medium dense, silty to very silty sand with gravel
consisting of shale fragments to small cobble size that extended down to the pit depths of
6 to 7 feet. Results of swell -consolidation testing performed on a hand driven liner
sample of the sand soils, presented on Figure 3, indicate moderate compressibility under
existing low moisture condition and light loading and a moderate collapse potential when
wetted under a constant 1,000 psf surcharge. The sample showed high compressibility
when loaded after wetting. Results of gradation analyses performed on bulk samples of
the soils (minus 3 to 5 inch fraction) obtained from the pits are presented on Figure 4.
The laboratory test results are summarized in Table I. No free water was observed in the
pits at the time of excavation or I day later and the soils were slightly moist to moist.
Foundation Recommendations: Considering the subsoil conditions encountered in the
exploratory pits and borings, and the nature of the proposed construction, spread footings
placed on the undisturbed natural soils can be used for foundation support of the buildings
with a risk of settlement. Based on the laboratory test results and our experience in the
area the soils tend to settle when wetted (collapse) and the risk of settlement is if the
bearing soils become wetted, and precautions should be taken to prevent wetting. The
settlement/collapse potential appears limited to about the upper 10 feet of soils based on
our boring information. A lower risk of foundation settlement would be to place the
footings on a depth of structural fill or use helical piers for foundation support. Provided
below are recommendations for spread footings bearing on the natural soils. If
recommendations for structural fill below the footings or for a helical pier foundation
system, we should be contacted.
Spread footings bearing on the natural soils should be designed for an allowable soil
bearing pressure of 1,000 psf. Initial settlements are expected to be 1 inch or less. The
magnitude of additional settlement would depend on the depth and extent of wetting of
the bearing soils and could be on the order of 1 to 2 inches. The footings should be a
minimum width of 18 inches for continuous walls and 2 feet for columns. All fill, topsoil
and loose disturbed at the foundation bearing level within the excavation should be
removed and the footing bearing level extended down to the undisturbed natural soils.
The footing subgrade should then be moistened to near optimum and compacted.
Exterior footings should be provided with adequate cover above their bearing elevations
for frost protection. Placement of footings at least 48 inches below the exterior grade is
typically used in this area of Eagle County. Continuous foundation walls should be
heavily reinforced top and bottom to span local anomalies and better withstand the effects
Job No. 114
~Ptech
-3-
of some differential settlement such as by assuming an unsupported length of at least 14
feet. Foundation walls acting as retaining structures should be designed to resist a lateral
earth pressure based on an equivalent fluid unit weight of at least 50 pcf for the on -site
soil, excluding topsoil and oversized rocks, as backfill.
Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support lightly
loaded slab -on -grade construction. There could be some slab settlement if the subgrade
becomes wetted as discussed above. Providing a depth of structural fill below floor slabs
could be done to reduce the settlement risk.
To reduce the effects of some differential movement, floor slabs should be separated from
all bearing walls and columns with expansion joints which allow unrestrained vertical
movement. Floor slab control joints should be used to reduce damage due to shrinkage
cracking. The requirements for joint spacing and slab reinforcement should be
established by the designer based on experience and the intended slab use. A minimum 4
inch layer of free -draining gravel should be placed beneath basement level slabs to
facilitate drainage. This material should consist of minus 2 inch aggregate with less than
50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve.
All fill materials for support of floor slabs should be compacted to at least 95% of
maximum standard Proctor density at a moisture content near optimum. Required fill can
consist of the on -site soils devoid of topsoil and oversized rocks, or a suitable granular
material such as road base can be imported.
Underdrain System: Although free water was not encountered during our exploration, it
has been our experience in the area that local perched groundwater can develop during
times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can
also create a perched condition. We recommend below -grade construction, such as
retaining walls, crawlspace and basement areas, be protected from wetting and
hydrostatic pressure buildup by an underdrain system.
The drains should consist of drainpipe placed in the bottom of the wall backfill
surrounded above the invert level with free -draining granular material. The drain should
be placed at each level of excavation and at least 1 foot below lowest adjacent finish
grade and sloped at a minimum 1 % to a suitable gravity outlet. Free -draining granular
material used in the underdrain system should contain less than 2% passing the No. 200
sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The
drain gravel backfill should be at least 1'/2 feet deep. An impervious membrane such as
20 or 30 mil PVC should be placed beneath the drain gravel in a trough shape and
attached to the foundation wall with mastic to prevent wetting of the bearing soils.
Surface Drainage: Positive Surface drainage is an important aspect of the project to
preveht wetting of the bearing soils. The following drainage precautions should be
observed during construction and maintained at all times after the residence and garage
have been completed:
1) Inundation of the foundation excavations and underslab areas should be
avoided during construction.
Job No. 114 071A
C-4 Jtech
SE
2) Exterior backfill should be adjusted to near optimum moisture and
compacted to at least 95% of the maximum standard Proctor density in
pavement and slab areas and to at least 90% of the maximum standard
Proctor density in landscape areas. Free -draining wall backfill should be
capped with filter fabric such as Mirafi 140N and about 2 feet of the on -
site, finer graded soils to reduce surface water infiltration.
3) The ground surface surrounding the exterior of the buildings should be
sloped to drain away from the foundation in all directions. We
recommend a minimum slope of 12 inches in the first 10 feet in unpaved
areas and a minimum slope of 3 inches in the first 10 feet in pavement and
walkway areas. A swale may be needed uphill to direct surface runoff
around the buildings.
4) Roof downspouts and drains should discharge well beyond the limits of all
backfill.
5) Landscaping which requires regular heavy irrigation should be located at
least 10 feet from the buildings. Consideration should be given to the use
of xeriscape to limit potential wetting of soils below the building caused
by irrigation.
Percolation Testing: Percolation tests were conducted on March 27, 2014 to evaluate
the feasibility of an infiltration septic disposal system at the site. Pits 1 and 2 were
excavated as profile pits and three percolation holes (P-1, P-2 and P-3) were dug at the
locations shown on Figure 1.
The percolation test holes (nominal 12 inch diameter by 12 inch deep) were hand dug at
the bottom of shallow backhoe pits and were soaked with water one day prior to testing.
The soils exposed in the percolation holes are similar to those exposed in Pits I and 2,
shown on Figure 2, and consisted of loose medium dense, silty to very silty sand with
shale fragments to small cobble size. The soils are Sandy Loam to Loam per the USDA
soil classification system. No free water or indications of seasonally shallow
groundwater were observed in the pits at the time of excavation or when observed one
day later.
The percolation test results, presented in Table 2, indicated rates from about 18 to 40
minutes per inch, with an overall average percolation rate of 31 minutes per inch. Based
on the subsurface conditions encountered and the percolation test results, the tested area
should be suitable for a conventional infiltration septic disposal system. A Long Term
Acceptance Rate (LTAR) of 0.40 gallons per square foot per day can be used to size the
soil treatment area.
Limitations: This study has been conducted in accordance with generally accepted
geotechnical engineering principles and practices in this area at this time. We make no
warranty either expressed or implied. The conclusions and recommendations submitted
in this report are based upon the data obtained from the exploratory pits excavated at the
locations indicated on Figure 1, 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
Job No. 114 071A
C(CFAEch
-5-
is concerned about MOBC, then a professional in this special field of practice should be
consulted. Our findings include interpolation and extrapolation of the subsurface
conditions identified at the exploratory pits and variations in the subsurface conditions
may not become evident until excavation is performed. If conditions encountered during
construction appear different from those described in this report, we should be notified at
once so re-evaluation of the recommendations may be made.
This report has been prepared for the exclusive use by our client for design purposes. We
are not responsible for technical interpretations by others of our information. As the
project evolves, we should provide continued consultation and field services during
construction to review and monitor the implementation of our recommendations, and to
verify that the recommendations have been appropriately interpreted. Significant design
changes may require additional analysis or modifications to the recommendations
presented herein. We recommend on -site observation of excavations and foundation
bearing strata and testing of structural fill by a representative of the geotechnical
engineer.
If you have any questions or if we may be of further assistance, please let us know.
Respectfully Submitted,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
David A. Youn
Rev. by: SLP
DAY/Ijg
attachments Figure 1, Locations of exploratory Pits and Percolation Test Holes
Figure 2, Logs of exploratory Pits
Figure 3, Swell -Consolidation Test Results
Figure 4, Gradation Test Results
Table 1, Summary of Laboratory Test Results
Table 2, Percolation Test Results
Job No. 114 071A G95� rip �
bech
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/ PROPOSED TNO• I N
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/ 1 RESIDENCE N I n
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" IT 1
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LOT 3 LEGEND
' • EXPLORATORY BORING
/ m'( (6-20-14 study)
h �9yeti APPROXIMATE SCALE: ■ EXPLORATORY PIT
I P 1 (current study)
I p/2tiu� 1 INCH = 30 FEET 0 PERCOLATION TEST HOLE
114 071A �Uteqh LOCATIONS OF EXPLORATORY FIGURE 1
HEPWORTH-PAWLAK GEOTEGHN ICAL BORINGS AND PITS
PIT 1 PIT 2 PIT 3
ELEV.=7330' ELEV.=7332' ELEV.=7334'
7335 7335
WC=15.1
Lu Lu
Lu +4=13 Lu
LL
-200=40
7 7330 LL25
0 .... . . =7330 Z
F-
PI=2 0 C=12.7
LLj +4--47
WC=8.6
200-20
Lu DD=87 W
PI=2 -200=39
7325 7325
L7320 7320
LEGEND:
TOPSOIL; sandy clayey silt, with organics, medium stiff, moist, reddish brown.
SAND (SM - SC); silty to very silty, slightly clayey, with shale fragments to gravel and small size cobbles, loose
to medium dense, slightly moist to moist, reddish brown..
Relatively undisturbed 2-inch diameter liner sample.
Disturbed bulk sample.
NOTES:
1. Exploratory pits were excavated on March 26, 2014 with a John Deere mini trackhoe.
2. Locations of exploratory pits were measured approximately by pacing from features shown on the site plan provided.
3. Elevations of exploratory pits were obtained by interpolation between contours shown on the site plan provided and
checked by instrument level.
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 or when checked 1 day later. Fluctuation in water
level may occur with time.
7. Laboratory Testing Results:
WC = Water Content (%) LL = Liquid Limit
DID = Dry Density ( pcf) PI = Plasticity Index
+4 = Percent retained on the No. 4 sieve
-200 = Percent passing No. 200 sieve
114071A eCh LOGS OF EXPLORATORY PITS FIGURE 2
ICAL
Moisture Content = 8.6 percent
Dry Density = 87 pcf
Sample of: Very Silty Sand with Gravel
From: Pit 3 at 6 Feet
0
2
0
z 4
O
U)
U)
w
m 6
d
20
O
U 8
10
Compression
upon
wetting
12
14
�
16
18
20
22
0.1 1.0 10 100
APPLIED PRESSURE (ksf )
114 071A()'tech
p
H EPWORTH-PAWLAK GEOTECH NICAL
SWELL -CONSOLIDATION TEST RESULTS
FIGURE 3
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HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE 2
PERCOLATION TEST RESULTS
JOB NO. 114 071A
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
51
10
10Y2
9'%
8%
18
98%
9%
%
9Y8
j 8%
Y2
8'%
8%
%:
P-2
52
10
12%
11'/e
'%
40
11%
11%
Y4
11%
11'%
X
11'%
11%e
Y.
P-3
50
10
10%
10
%
34
10
9%
%
9%
9%
Y
9%8
8%
Y4
Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on March 26,
2014. Percolation tests were conducted on March 27, 2014. The average percolation rates
were based on the last three readings of each test.
G("of'tech
HEPWORTH-PAWLAK GEOTECHNICAL
I ,I III [ mIA C i L' h""' i1, Inc.
50 JC unu 1�4
h me 170 Q4 70(ti
F t.�: 970-9 [�-S4,4
o[11ail: hh_, . '21jir]I ''i
ON -SITE WASTEWATER TREATMENT SYSTEM DESIGN
PROPOSED POND HOUSE RESIDENCE
LOT 4, RED CANYON ESTATES
360 RED CANYON .CREEK ROAD
EAGLE COUNTY, COLORADO
JOB NO. 114 071A
JULY 10.2014
PREPARED FOR:
GAYLE GRIDER AND PAT MCDONALD
P.O. BOX 2514
EDWARDS, COLORADO 81632
2ayle(rr uvail.com
pmcdonald i ,ranelson.com
Parker 303-841-7119 • Colorado Springs 719-633-5562 • Silverthorne 970-468-1989
TABLE OF CONTENTS
SCOPEOF STUDY.....................................................................................................-
1 -
OVERVIEW................................................................................................................-
I -
SITECONDITIONS....................................................................................................-
I -
SURFACEWATER.................................................................................................-
2-
WELLS....................................................................................................................-
2-
SUBSURFACE CONDITIONS....................................................................................-
2-
PERCOLATION TESTING.........................................................................................-
3 -
OWTSANALYSES.....................................................................................................-
4-
DESIGN RECOMMENDATIONS...............................................................................-
4-
SOILTREATMENT AREA.....................................................................................-
4 -
OWTSCOMPONENTS...........................................................................................:
5-
Septicand Dosing Tank.........................................................................................
5-
SewerPipe............................................................................................................-
5-
Effluent and Transport Piping...............................................................................-
6-
Effluent and Pumping Systems..............................................................................
7-
Automatic Distributing Valve................................................................................
8 -
OWTS OPERATION AND MAINTENANCE............................................................:
8 -
OWTS HOUSEHOLD OPERATION.......................................................................-
8 -
OWTSMAINTENANCE........................................................................................-
9 -
OWTS CONSTRUCTION OBSERVATION.............................................................:
10 -
LIMITATIONS.........................................................................................................:
10 -
FIGURE 1 — SITE LOCATION PLAN
FIGURE 2 - OWTS SITE PLAN
FIGURE 3 — PERCOLATION TEST RESULTS
FIGURE 4 — ABSORPTION AREA CALCULATION
FIGURE 5 — ABSORPTION AREA PLAN VIEW
FIGURE 6 — ABSORPTION AREA CROSS SECTION
PUMP PERFORMANCE CURVE - VALLEY PRECAST TANK DETAILS
Job No. 114 071 A
SCOPE OF STUDY
This report provides the design of an on -site wastewater treatment system (OWTS) for
the proposed pond house residence located on Lot 4, Red Canyon Estates, 360 Red
Canyon Creek Road, Eagle County, Colorado. The purpose of this report is to evaluate
the subsurface conditions at the site and provide design details for an OWTS in
accordance with current Eagle County Individual Sewage Disposal System Regulations.
The design was performed as part of our agreement for professional service to Gayle
Grider and Pat McDonald dated March 20, 2014. Hepworth-Pawlak Geotechnical (HP
Geotech) previously prepared a subsoil study for foundation design and percolation
testing for the project and presented our findings in a report dated June 24, 2014, Job No.
114 071A.
OVERVIEW
The OWTS will consist of a pressure distribution system that will be dosed to a soil
treatment area with four Infiltrator chamber trenches separated into three zones. Equal
distribution will be provided by an automatic distributing valve. The effluent will need to
be pumped to the field from the septic tank. More specific design details are provided
below.
SITE CONDITIONS
Location of the site is shown on Figure 1. The site is located east of Red Canyon Creek
Road near the southern property boundary of Lot 4, adjacent an existing pond, see Figure
2. There is an existing residence on the lot northwest of the location of the proposed
house and garage. The pond is reportedly lined but details are not known.
The existing residence was constructed in 2005 according to Eagle County Assessor's
records. A gravel access and parking area has been graded on the site which access the
proposed building site. The ground surface in the area of the proposed OWTS soil
Job No. 114 071 A
-2-
treatment area is strongly sloping down to the southeast. Vegetation consists primarily of
sage brush and grasses.
SURFACE WATER
The pond is located east of the proposed building site and northeast of the proposed soil
treatment area. The pond flows over a spillway through a small channel into a small
basin where the water then flows into a 12 inch PVC overflow pipe. All water flow
beyond this point is piped below the ground surface for an undetermined distance, well
outside of the required OWTS setbacks. A 50 feet minimum setback is required from the
edge of pond and overflow channel to the proposed septic tank and soil treatment area. A
25 feet setback is required from surface water to the sewer line. It is not possible to
maintain the required sewer line setback; therefore, Schedule 40 PVC pipe must be used
for the sewer line instead ofSDR 35 pipe, which is typically used.
WELLS
Eagle County regulations require a 100 feet setback from the proposed soil treatment area
to all wells. The proposed well for the site will be located north of the garage as shown
on Figure 2 and is about 150 feet from the proposed soil treatment area. There is a well
for the existing residence on Lot 3 to the east of the proposed soil treatment area. The
existing Lot 3 well is located approximately 140 feet away from the eastern edge of the
proposed soil treatment area.
SUBSURFACE CONDITIONS
The field exploration for the project was conducted on March 27, 2014 as discussed in
our June 24, 2014 subsoil study report. Two Profile Pits and three percolation test holes
were excavated at the approximate locations shown on Figure 2 to evaluate the subsurface
conditions. The pits were excavated with a small trackhoe and logged and samples by a
representative of H-P Geotech. No free water was encountered during the pit excavations
Job No. 114 071A 'dfAec:h
-3-
or evidence of seasonally shallow groundwater was observed, and the soils were
generally moist. Logs of the profile pits are provided below.
Log of Profile Pit PH-1
Log of Profile Pit PH-2
PERCOLATION TESTING
Percolation tests were performed in three test holes (P-1, P-2 and P-3) by a representative
of H-P Geotech on March 27, 2014. The tests were at depths of from 50 to 52 inches
below the adjacent ground surface. The percolation test results are presented on Figure 3
and indicate percolation rates from 20 to 40 minutes per inch with an overall average
percolation rate of 33.3 minutes per inch. The percolation rates correspond to a Sandy
Loam to Loam soil (USDA classification).
Joo,vo. 114U/tA ~Pt@ch
OWTS ANALYSES
The site is suitable for infiltrator in trenches soil treatment area (STA) with adequate
distance available from surface water and well features. Based on the USDA soil type,
the percolation test results and our experience in the area, a Long -Term Acceptance Rate
of 0.4 gallons per square foot per day will be used to size the STA. Sewage will gravity
flow to the septic tank for primary treatment and then be pumped up to the field for
disposal and soil treatment. A layout of the OWTS components is shown on Figure 2.
DESIGN RECOMMENDATIONS
The recommendations presented below are based on 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 recommendations.
SOIL TREATMENT AREA
• The STA located as shown on Figure 2 will be 570 square feet and will consist of four
trenches separated into three zones. Each zone will have with 19 Infiltrator Quick 4
Plus Standard chambers.
• An area of 10 square feet was applied for each chamber per Eagle County guidelines.
Absorption area calculations are presented on Figure 4.
• A 50% reduction in absorption area size was applied for use of Infiltrator chambers in
a trench configuration.
• A minimum of 12 inches and a maximum of 36 inches of cover soil should be placed
over the chambers.
• Backfrll should be graded to deflect surface water away from the STA and should be
sloped at 3Horizontal:l Vertical maximum.
• Disturbed soil should be re -vegetated immediately 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 piping.
Gc cgtech
-5-
• Four inch diameter inspection ports should be installed at each end of each trench.
The inspection port piping should be placed in the knockouts provided in the
chambers. The inspection ports should extent at least 8 inches above the finished
ground surface.
• A plan view of the STA is presented as Figure 5 and a cross section of the STA is
presented as Figure 6.
OWTS COMPONENTS
Recommended OWTS components were based on our design details and our experience
with the specific component manufacturers. Equivalent components may be used if
desired; however, they must meet our minimum recommendations and should be verified
by the design engineer.
Septic and Dosing Tank
• A Valley Precast, 1,000 gallon, two chamber septic is proposed for primary treatment
of effluent. The septic tank will be followed by a 500 gallon dose tank equipped with
a submersible effluent pump. The tank specifications are provided as attachments to
this design.
• The tanks must be set level. The excavation must be free of large rocks or other
objects that could damage the tank during placement. A gravel base course layer may
be necessary for bedding and to prevent tank damage during placement.
• Install tanks with 2 feet minimum cover soil or utilize 2 inch thick foam insulation
board for frost protection.
• Tank installations with 4 feet or more of cover soil over the tank lid should be
evaluated by the design engineer and may require reinforced tank lids.
• The septic tank lids must extend to within 8 inches of the finished grade; however, we
recommend that they be visible from finished grade for ease of access and
maintenance.
Sewer Pipe
• The sewer line from the residence to the septic tank should not be less than the
diameter of the building drain and not less than 4 inches in diameter.
Job No. 114 071 A G P65tech
• The sewer pipe must have a rating of Schedule 40 PVC or stronger due to the 25 feet
surface water setback encroachment.
• 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 2% maximum (1 % 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.
We 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 '/ inch roadbase 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 could cause standing effluent
to freeze and damage piping.
• Install cleanout pipes within 5 feet of building foundation, where the sewer pipe bends
. 90 degrees or more and every 100 feet of sewer pipe.
• 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 2 is considered conceptual. We assume that
there will be only one sewer line exiting the residence. It is the responsibility of the
owner to locate all sewer line exit locations and connections to the septic tank.
Effluent and Transport Piping
• 1.5 inch diameter Schedule 40 effluent transport piping should be sloped at 2%
minimum to drain back to dose tank after each pumping cycle.
• The effluent transport pipe should be bedded in compacted'/ inch roadbase 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 could cause standing
effluent to freeze and damage piping.
JUU INV. 1l4 V/!H tech
-7-
A minimum 18 inches of cover soil should be provided over the effluent transport
pipe. Paved areas, patios or other areas without vegetative cover may be more
susceptible to frost. We recommend 48 inches of soil cover over the sewer pipe in
these areas. If adequate cover soil is not possible the sewer pipe should be insulated
on top and sides with 2 inch thick foam insulation board and the design engineer
should re-evaluate soil cover prior to installation.
The sewer 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.
All 90 degree bends should be installed using a 90 degree long -sweep or by using two
45 degree elbows.
Effluent and Pumping Systems
• An Orenco PF3005, 115 volt, submersible effluent pump with a 1.25 inch diameter
discharge assembly, or equivalent, will be required for effluent pumping.
• Due to the size and shape of the Orenco high -head effluent pump it should be housed
in OrencoBiotube pump vault.
• The maximum effluent transport distance from the pump discharge to the automatic
distributing valve is estimated to be 125 feet. The maximum transport distance
between the valve and the trenches is estimated to be 45 feet.
• The elevation difference from pump discharge to automatic distributing valve is
estimated to be 20 feet.
• An equivalent pump must be capable of operating at 25.9 gallons per minute at 43.5
feet of total dynamic head. A pump performance curve is provided as an attachment
to this design.
• The floats should be set to provide a dose volume of approximately 113 gallons. The
actual dose volume will be approximately 102 gallons assuming an effluent drainback
volume of 11 gallons in the transport piping. To achieve the desired dose volume the
upper ("ON") and lower ("OFF") floats should be set approximately 11 inches apart.
The high water alarm float should be placed approximately 3 inches above the "ON"
float in the dose tank.
Job No. 114 071 A
WE
• A 1/8 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 V6403 Automatic Distributing Valve (ADV) will be used to alternate
doses of effluent to the three trenches.
• 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 during winter months for additional frost protection.
• The effluent transport piping must be sloped at 2% minimum to drain back to dose
tank from the ADV and from the ADV to each trench.
• Improper 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 zone.
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 with the complexity of the system and water use habits of
the residents. H-P Geotech recommends that an OWTS Operation and Maintenance
(O&M) Manual be developed for the system to ensure that it is properly maintained.
Depending on the complexity of the OWTS a contract with a qualified maintenance
provider may also be prudent. Below are some basic recommendations for OWTS O&M.
OWTS HOUSEHOLD OPERATION
• Use of high efficiency water fixtures is recommended to decrease the hydraulic load
on the OWTS.
• Fix plumbing leaks immediately as this may cause a hydraulic overload of the soil
absorption system.
Job No. 114 071A
GecPtech
• Do not irrigate the area on top of or directly upgradient of the soil absorption system
as this may cause a hydraulic overload.
• Do not dispose of household waste down household drains as this may clog or
damage OWTS components. Examples of household waste that should not be
disposed of in drains include: 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 for households served by an
OWTS. 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 water in septic tanks can freeze during extended periods of non-use. We
recommend that second homeowners install a tank heater to help prevent freezing.
OWTS MAINTENANCE
• Inspect the septic tank, Biotube pump vaultand soil absorption area at least annually
for problems or signs of failure.
• The pump vault screen should be cleaned annually by spray washing solids into the
first chamber 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 should take place when the level of the sludge and scum layers combined
take up about 25 to 33% of the capacity of the first chamber of the septic tank.
Job No. 114 071A
-10-
OWTS CONSTRUCTION OBSERVATION
Due to the relatively tight setback constraints on the site, we recommend that all OWTS
components be field staked by a Professional Surveyor and verified by a representative of
H-P Geotech prior to starting construction of the system. Following confirmation of
component locations, the Eagle County Environmental Health Department requires that
the design engineer perform an As -Built inspection of the OWTS. Prior to inspection, all
system components should be installed, but not backfilled. Required inspections will
include a pump operation test; therefore, the pump and control panel should be installed
and power should be supplied.No components should be backfilled without prior approval
by H-P Geotech.
LIMITATIONS
This design has been performed in accordance with generally accepted engineering
principles and practices in this area at this time. We make no warranty either expressed
or implied. The conclusions and recommendations submitted in this report are based
upon the data obtained from the profile pits and percolation tests, the proposed
construction 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 the recommendations
presented herein.
Juu rvu. I14 V/ IH --
GecPtech
-11-
It is our opinion that the designed location of the OWTS does not violate any setback
requirements of the current Eagle County Individual Sewage Disposal System (ISDS)
Regulations of any features that are offsite. Below is a table of common minimum
horizontal setbacks to OWTS components. Refer to the Eagle County ISDS Regulations
for a complete list of required setbacks. We recommend the OWTS components be
surveyed by a Professional Colorado Land Surveyor and verified by H-P Geotech prior to
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
Area
100'
25'
20'
20'
75'
25'
6'
Septic
Tank
50,
10,
5'
10,
50'
10'
-
Buildmg
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.
Sincerely,
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
Jason A. Deem
Project Geologist
Reviewed by:
-.YV..I' V/1(
C� Ptech
m
i
£E
APPROXIMATE SCALE: H\
1 INCH = 30 FEET
= / / PROPOSED
$ / / GARAGE w�
- PROPOSED POND a
TWO BEDROOM I
RESIDENCE I '
PROPOSED r
ORENCOV6403
AUTOMATIC I\
DISTRIBUTING
O VALVE \ PROFILE PIT PH-2 z
I \ P s CLEANOUT
ffi /
PROPOSED SOIL TREATMENT
AREA CONSISTING OF FOUR
r ROWS OF INFILTRATOR QUICK /
P'i 4 PLUS STANDARD
r m�0 CHAMBERS SEPARATED INTO
I m THREE ZONES WITH 19
CHAMBERS PER ZONE (57 ,
CHAMBERS TOTAL)
r 50' SURFACE WATER SETBACK
>n l r I
I PROFILE PIT PH-1 �
CLEANOUT
G /
r
O 12" PVC PIPE
r
O POND OVERFLOW
r OUTLET
r �
PROPOSED VALLEY PRECAST 1,000\-
I
GALLON, TWO CHAMBER SEPTIC
TANK FOLLOWED BY 500 GALLON \ LEGEND
DOSE TANK EQUIPPED WITH AN \ PROFILE PIT
ORENCO PF3005 EFFLEUNT PUMP /
ENCLOSED IN AN ORENCO BIOTUBE _ _ P 1
PUMP VAULT ZA, PERCOLATION TEST HOLE
r p
114 071A Ge Ptech LOT 4, RED CANYON ESTATES
HEPWORTH-PAWLAK GEOTECHNICAL OWTS SITE PLAN FIGURE 2
Trench Depth (in):
36
Hole Depth (In):
15
Total Depth (in):
51
Hole Width (in):'
10
Soil Type:
SM
Soil Percolation Rate =
20.0
Trench Depth (In):
36
Hole Depth (In):
16
Total Depth (In);
52
Hole Width (in):
6
Soil Type:
SM
Soil Percolation Rate =
40.0
Trench Depth (In):
36
Hole Depth (in):
14
Total Depth (in):
5D
Hole Width (In):
10
Soil Type:
SM
Soil Percolation Rate =
40.0
AVERAGE DESIGN SOIL PERCOLATION RATE
33.3
MPI (minutes per Inch)
Notes:
--
1, Average design soil percolation rate Is average of each
test hole shown.
2. Soll percolation rate Is average of last three readings
of each test shown.
3, Approximate test hole locations shown on Figure 1.
4. Last eight percolation test readings only shown.
S. Test Date: 03-27-14
6. Test Time: 14:00
Test Hole P-1
Time Interval (min)
Water Level Drop (In)
Rate (MPi)
5
3/II
13,3
5
3/8
13.3
5
1/4
20.0
5
3/8
13.3
5
1/4
20.0
5
1/4
20.0
5
1/A
20.D
5
1/4
20.0
Test Hole P-2
Time Interval (mJn)
Water Level Drop (in)
Rate (MP!)
5
1/4
20.0
5
1/8
A0.0
5
1/a
40.0
5
1/8
40.0
5
1/a
ao.a
5
1/8
40,0
5
1/a
40.0
5
1/8
40.0
Test Hole P-3
Time Interval (min)
Water Level Drop (In)
Rate (MPI)
5
1/A
20,0
5
3/8
13.3
5
3/a
13.3
5
1/4
20,0
5
1/8
40.0
5
1/II
R0.0
5
1/8
40.0
5
1/8
40.0
114 071A I GGUtGCYI LOT 4, RED CANYON ESTATES
HEPtS'ORTH-PAWLAK GEOIECHNICAL PERCOLATION TEST RESULTS FIGURE 3
OWTS ABSORPTION AREA CALCULATIONS
In accordance with the current Eagle County InclMdual Sewage Disposal System Regulations,
the absorption area was calculated as follows;
CALCULATION OF OWTS DESIGN FLOW
Q = (F)(B)(N)(1.5)
WHERE;
Q = DESIGN FLOW
F = AVERAGE FLOW PER PERSON PER DAY
B = NUMBER OF BEDROOMS
N = NUMBER OF PERSONS PER BEDROOM
1.5 = DESIGN FLOW IS 150% OF AVERAGE DAILY FLOW
F=
B=
N=
CONSTANT =
Q=
CALCULATION OF OWTS ABSORPTION AREA:
MINIUMUM ABSORPTION AREA - Q ' LTAR
WHERE:
Q=
t = PERCOLATION RATE
LTAR -
MINIMUM ABSORPTION AREA =
REDUCTION FACTOR FOR CHAMBERS IN A TRENCH =
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
2 BEDROOMS
2 PERSONS PER BEDROOM
1.5
450 GALLONS PER DAY
450 GALLONS PER DAY
33.3 MINUTES PER INCH
0.4
1125.0 SQUARE FEET
m
562.5 SQUARE FEET
10 SQUARE FEEL'
57 CHAMBERS
3 TRENCHES
19 CHAMBERS
57 CHAMBERS
570 SQUARE FEET
114 071A I GG�Utech I LOT 4, RED CANYON ESTATES
HEPWORTH-PAWLAK GEOTECHNICAL ABSORPTION AREA CALCULATIONS FIGURE 4
Crocco V6403 Automatic
Usbibuling Valve
1.6, Sch, 40 SO41 PVC
pipe sloped W V" min
do'.vn to each trench
15' Sch, 40 PVC dislribulion pipe
v41h %E hales drilled at 31001
centers on top of pipe. Pipe lobe
Installed level and secured v,idl 120
IN min. tensile strenolh cable ties at
each end of each chamber.
I v Sch. 40 solid PVC
pipe Sloped at 2% min, to
drain back to lamer trench
Infiltrator Oulck 4 Plus
Standard End Caps.
1.5' Sch, 40 solid PVC pipe
sloped at 1%min. to drain
back to dose chamber
ulae solid end caps at v
each and of each
distribution lateral. Drill onoya'hole on bottom of each
end of each r ietdlmahn nine m
41nch diameter pve air vent insta!I
vertically Into knockouts provided
caps. Insiall vents at each and of
trench. Removable lid to be plat[
Of Plpa. Pipe must slick up al lea;
inches above finished grade.
Infiltrator Quick 4 Plus
Standard Chambers
4' Sch. 40 solid PVC pipe
sever line from residence
sloped at 2% min. dw n to
drain to septic tank
Notes'.
APPROXIMATE SCALE; 1. Chambers should be installed level on a scarified ground surface.
1 INCH = 15 FEET 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 1 71A Ge PteCh LOT 4, RED CANYON ESTATES FIGURE 5
HEPWORTH—PAWLAK GEOTECHNICAL ABSORPTION AREA PLAN VIEW
Inf Wai Qi 4 Plus
N'ar,:-a Eol
APPROXIMATE SCALE:
1 INCH = 4 FEET
Mi
Urd51mt3tl
cv�'.e.=n rren<*Es
In6pra(W LW G 4
P:us CharnL•b
Insln"fd Lf':fl
1238Cu.er so
15 50 40 PVC
Oislrhulun Pipe
!�insra?ed Lerpt.[
orli Ponno I
Netce.ol _.
a�tl anr�ca Plirn l° Nalwe. Hot
h;Je. alcn
Notes:
7. Chambers should be installed level on a scarified ground surface.
2. All piping should have a rating of Schedule 40.
3. Care should be taken by the contractor to avoid compaction of the native sails in
the trench areas.
4. Concrete sand may be used as a feveling course beneath the chambers if
necessary.
5. Changes to this design should not be made without consultation and approval
by HP Geotech.
114 052A Ir'{eCii LOT 4, RED CANYON ESTATES
HEW4ORTH-PAWLAK OEOTECHNICAL ABSORPTION AREA CROSS SECTION FIGURE 6
Item # 1000 Gallon Top Seam
1000T-2CP Two Compartment
Top
View
ABLE BURY
n Water Table)M
N
ALLOWABLETH FILL
r-cr3-a
3'-04
DRY
q'.e�
20• Clear Access
(Big Hole Lid & Rim)
dyl Rubber
Sealant
.Y
4
DESIGN NOTES
• Design per periomwnce test
g
'
per ASTM C1227 5
"
• Earth Cover =2'-O'Max.
5
(with water table at grade)
• fc@2adays =6,W0PSIMin.
�
Section
Installetlon.
• Tank to be set on 6' min. sand
1;
411.e
View
bed or pee gravel
'..:
: , .. , • ..• •
.. .
• Tank to be backfilled unftormly on
106
all sides In Iffts less than 2V and
Dlpying Sped
Invert
Dma
insbns
mechanically compacted
• Excavated material may be used for
I Long x 7' Wide
Inlet
Outlet
Length
Width
Height
beckfill, provided large atones are removed
W below inlet invert
66'
6W
111"
I W
I ow
• Excavation should be dewatered and tank
filled with water prior to being put In
-_
service for installation with water table leas
Not C_" tly
than 2 below gads
• Meets C1t4W-M for resilient connectors
inlet side
687 gallons
Oueet t Ids
I 323 gallons
Total _.
11,010 gallons
• Delivered complete with internal piping
• PVC, poly or concrete risers available
• Option of pump or siphon Installed
Nat Weight
_-Lld
I Turk
•See installation guide on our webeite
2,620 The
1 0,360 Ibe
1$0001be
Water & (719) 395.6764 28M Ca Rd. 317
Was%%rater P.Q. Bcbc925
r/D
VALLEY , Pr dui Fax: (719) 3954W Buem Vift CQ 81211
PRECAST, Inc. • service WOW* WWW.valleyprectestcom
Email: tront*Wc@vaileypreclastO m
Item # 500 Gallon Top Seam
OOOT-HH with High Head Pump
Top
View
DESIGN NOTES
• Deslgn per performance test per ASPA C1227
• Eaah Cover=3'-O'fAax.
(with water table at goods)
• rc 4g 28 days = 6,000 PSI Min.
Installatlon;
• Tank to be sal on 5' min. sand bad or pea
gravel
• Tank to be backolled unlformty on all skies in
lifts less than 24' and mechanically compacted
• Excavated material may be used for becMI,
provided largo stones are removed
• Exoavatlon should he dswalered and tank filled
Wth wafer prior to being put In sorvMs for
Installmbn With water table less than 7 below
grade
• Msele C1644-08 for reaillent oonnectom
. DolNared complete with internal Wping
. PVC, poy or concrete daam avelleble
'See Installation guide on our websile
ALLOWABLE BURY
(Based on Water Table)
WATERTABLE
ALLOWABLE
EARTH FILL
7'-0"
4'-0'
2'-0°
4'-0•
3' - 0'
4' - 0'
DRY
4'-0'
Service contracts avatlabte rormatntenance,
Clear Access
Wires to 7� �f /24' Minimum Height
Isoot Section
r
View
• ; ISssRubber
ala
Pump:
• Lowers TSS and Improves effluent
quality to field
• Easiest pump system to maintain on the
market
• Complete installation (wiring, panel,
mounting and start-up procedures)
• Complete warranty
. .._.............. _
Digging specs Invert Dimensions Net _ Net Weight
capacity
T LWidth
Lld Tank Total
ong x T Wide Inlet Outlet Length Wid I th Height
56 below inlet Invert 58, 73" 58° 1 58" I 92 522 gallons 1,340 Ibs 4,100lbs 5,6401bs
Water & (719) 395.6764 2fi�Q5 Co. R(i 317
Wastewater P.Q. Boxex
• systems Buena Vbk% 0061211
® VALLEY • Products Fax: (719) 395-3727
%] PRECAST, Inc. • service Websits: www.vaileyprecastcom
Email: frontdesk@valleyprecastcom
Pump Solectioll for a pressurized System - single Family Residence Project
Lot 4, Red Canyon Estates / Eagle County, Colorado
Parameters
Discharge Assembly Size
1.25
Inches
Transport Length Before Valve
125
feet
Transport Pipe Class
40
Transport Line Size
1.50
Inches
Distributing Va M1e Modd
6403
Transport Length After Valve
45
feet
Transport Pipe Class
40
Transpnd Pipe Size
1.60
inches
Max Elevation Lift
20
feet
Manifold Length
0
feet
Manifold Pipe Class
40
Manifold Pipe Size
1.60
Inches
Number of Laterals per Cell
3
Lateral Length
76
feet
Lateral Pipe Class
40
Lateral Pipe Size
1 50
inches
Office Size
3116
inches
Office Spacing
3
feet
Residual Head
5
feet
Flow Meter
None
inches
Addvm' Friction Losses
0
feet
Calculations
Minimum Flow Rate per Offim
0.07
gpm
Number of Oneoes per£ane
26
Total Flop Rate per Zone
25.9
gpm
Number of Laterals per zone
1
Flow Differential lSULast Odnce 9.7
Ve
Transport Velocity Before Valve
4.1
fps
Transport Velocity Aller Valve
4.1
fps
Frictional Head Losses
Lose through Discharge
4.7
feet
Lossin Transport Before Valve
5.0
feet
Loss through Valle
5.8
feet
Loss in Transport after Valve
1.8
feet
Loss in Manifold
0.0
feet
Loss in Laterals
1.1
feet
Loss through Flowmeter
0.0
feel
Add-on'Fndlon Loews
0.0
feet
Pipe Volumes
Vol of Transport Line Before Valve 13.2
gals
Vol of Tansport Line After Valve
4.8
gals
Vol of Manifold
0.0
gals
Vol of Laterals par Zone
8.0
gals
Total Vol Before Valve
13.2
gals
Total Vol After Valve
12.8
gals
Minimum Pump Requirements
Design Flow Rate 25.9 gpm
Total Dynamic Head 43.8 feet
Ore lams'
'K .
uwraa uu•..�.
50
fr,
r
u o Tu 15 20 25 30 35
Net Discharge (gpm)
PumpData
PF3006 High Head Effluent Pump
30 GPM' 1I2HP
1151230V 106CHz200V 3060Hz
PF3007 High Head Effluent Pump
30 GPM. 3/4HP
230V 1060H4 200/46QV 3060Hz
PF3010 High Head Effluent Pump
30 GPM, 1HP
230V 106011z, 2001460V 3000Hz
PF3016 High Head Effluent Pump
30 GPM. 1.1/211P
230V 106911z, 200/230/460V 306011z
System Curve:.
Pump Gurv'9:.
Pump Optimal Range.
Operating Pointo
Design Point
40
AV
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