HomeMy WebLinkAboutOWTS System Report Updated 07.25.18OnsÍte lffastffûrâter îreatment System Report
Asprx v¿u,Ëv Poro crue
164lT Htcuwey 82
Censoxp¿tg, CO
Pt*pûrdhy
Roering F ork Englneering
592 Highway 133
C¿rbo¡dale, CO 81623
Onsite lüastewater Treatment System Report
Aspnx Vnrrsv Poro Crue
1641 1 HtcHwav 82
CnnsoNDALE, CO
THr pRoposrn ONslrp WASTEwATER TR¡err¡BNr Svsrru (OWTS) roR AsprN VallEv Polo
CI.US IN G¡NTISLI COUNTY COI-ORANO HAS BEEN DESIGNED TO COMPLY WITH THE MOST
CURRENT (Jr,rNE 2014) EDrrroN oF rHE GeRrmln CouNrv OWTS UsE PERMIT REGULATIONS.
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Table of Contents
Table of Contents
1.0 ExistingConditions..
1.1 General
1.2 SoilConditions..............
2.0 OWTS Overview
2.1 North Septic Field...........
2.1.2 Septic Tank Sizing
2.1.3 Soil Treatment Area Sizing
2.1.4 Setbacks
2. 1.5 Distribution and Dosing........
2.1.6 Head Loss..
2.1.7 Pump Selection
3.0 Maintenance
Appendix A: Completed OWTS Permit and Construction Permit Application Checklist.....
Appendix B: Geotechnical Report and Profile Pits......
Appendix C: Design Flows and STA Sizing
Appendix D: Dosing Volumes.............
Appendix E: Pump Curves
Appendix F: Product Information...
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1.0 üxisting Conditions
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The property address is 16411 Highway 82, Carbondale Colorado. The parcel number is 239131100033.
The property is owned by Aspen Polo Partners LLP. The proposed development is located south of
Highway 82, north of the Roaring Fork River and about 0.62 miles east of Catherine Store Rd. The
property is accessed off of the Highway 82 Frontage Rd. which connects to Catherine Store Rd. The legal
description of the property is Section: 3 l, Township: 7, Range: 87 a track of land in lots 8, 9 &, l0 of sec
3l and lots 5 &13 in sec 32 in Garfield County, Colorado. The parcel is atotal of 100.44 acres.
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The development is currently proposing two regular sized polo fields, five barns with ADUs, a clubhouse
and four small cabins. Three separate Onsite rùy'astewater Treatment Systems (OTViS) will be used to
treat the wastewater from the sources. This report pertains to one of those three systems from now on
referred to as the North Septic System.
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In 2008, a Geotechnical report was produced by HP Geotech. This site was deemed to be in the western
Colorado evaporite region within the Carbondale collapse center. The report indicates that this creates a
long term settling or subsidence rate between 0.5 and 1.6 inches every 100 years, which should not have
significant impact on the development.
HP Geotech also delineated 7 different river terraces across the site stepping down to the Roaring Fork
River. All of the development for Zone I will take place on the upper terrace out of the wetlands. The
delineation of the terraces can be seen within the attached Geotech report.
The soil profile pits determined by field exploration conducted on January 10, 2008 shows 0.5 to 3 feet of
topsoil overlaying 2 feet of silty sand in Pit I and relatively dense, silty sandy gravel containing cobbles
and boulders in the remaining pits. This is said to be alluvial deposits. Logs of these exploratory pits and
their locations can be found within the Geotech Report. 12 pits where dug with an excavator with most
depths ranging between 8 and l0 feet deep. The report also states thatjudging from Colorado State
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Engineer's well records this river alluvium consists of rounded gravel-to boulder size rocks in a relatively
clean matrix extending to depths of 40 to 50 feet.
Roaring Fork Engineering also excavated six profile pits on September 12,2017. The six holes were dug
within the proposed locations of the three septic fields. Two profile pits per field. The excavations yielded
similar results as the geotechnical investigation by HP Geotech, with top soil overlaying alluvial glacial
silty sandy gravels and cobbles. Profile exhibits can be found in the appendix. This investigation
combined with the gradation test from the 2008 HP Geotech report indicates that the alluvial layer below
the top soil is Soil Type l.
Free water was encountered on the north side of the property, which appears to be coming from the flood
irrigation of the hay field just north of the Highway. The ground water was 24 inches below grade at its
highest level during observation. This was only observed at the location of the proposed northem soil
treatment area. The North Septic System containing the northern soil treatment area will be a mounded
bed system to provided adequate clearance above the ground water. Groundwater was not found in the
other profile pits which were excavated down to depths of 8 feet.
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The septic system will be designed in accordance with the Colorado Department of Public Health and
Environment's (CDPHE) Regulation 43 and Garfield County regulations. A Colorado Department of
Public Health and Environment (CDPHE) permit is not required for this size of system.
The waste water design flows were calculated using section 43.6 of the Garfield County On-site
Wastewater Treatment System Regulations. The design flow used per person is 75 gallons per day in
accordance with Section 43.6. The assumed number of persons per bedroom is two for design purposes.
Additional flows were taken into account for additional fixtures in the bams and clubhouse. These daily
flows were used along with Section 43.7 fo determine the minimum distances between components of the
OWTS and physical feature such as ponds and wells.
Septic tanks will be used to bring the effluent to Treatment Level 1 (TLl). The minimum septic tank size
was determined using section 43.9-Bl-aDesign Criteria and Components, Septic Tanks, Sizing
Requirements, Table 9-l within the Garfield County On-site Wastewater Treatment System Regulations.
The required soil treatment area (STA) was determined by section 43.10 of the Garfield County On-site
Wastewater Treatment System Regulations.
The dosing volume for each field is based on the industry standard dosing volume of seven times the
piping volume of the STA receiving the effluent.
The Orenco pump selection software was used to calculate the total dynamic head loss within the system.
This information was then used to specify an adequate pump.
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The North Septic System treats the wastewater from the Maintenance Barn and Horse Barns 3,4, and 5.
The Maintenance Bam has two dwelling units, with two bedrooms each, totaling four bedrooms. Horse
Barn 3 will have one dwelling unit with three bedrooms. Horse Barns 4 and 5 will have one dwelling unit
with two bedrooms per barn. The total number of bedrooms for this system will be 1 l.
- 1l Bedrooms x 2 people x 75 gallons per day = 1,650 gallons per day
The Maintenance Barn and Horse Barns will have extra bathrooms/lavatories for employees. The Horse
Barns were estimated to have five people using the bathroom three times a day. The Maintenance Barn
was estimated to have eight people using the bathroom three times a day. The water use per bathroom
visit is 2 gallons based on fìxture flows. The additional bathrooms do not include showers, only toilets
and sinks.
- Maintenance Barn: 8 people x 3 uses x 2 gallons :48 gallons per day
- Horse Bam: 5 people x 3 uses x 2 gallons = 30 gallons per day
- 3 Horse Barns * 1 Maintenance Barn = 138 gallons per day
Total flows: 138 gallon per day + 1,650 gallons per day : 1,788 gallons per day
A design flow of 2,000 gallons per day will be used to account for any unseen future expansion to the
system without disturbing any vegetation'
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For l1 bedrooms, the minimum tank size is 3,000 gallons. One single chamber 2,000-gallon tank will be
connected to another 2,000-gallon two compartment tank. This septic tank will bring the effluent to
Treatment Level 1 (TLl) before it is pumped to the STA.
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Due to the high ground water observed in the north field test pits, the STA for north system will be a
pressure dosed sand mound, in a bed configuration, with low profile Quick 4 infrltrators. This area has
approximately l2 inches of top soil overlaying the natural Type 1 soil. This top soil layer will be
removed. Then a 2-foollayer of sand, meeting ASTM 33, will be added. The infiltrators will sit on top of
the sand and be backfilled with a minimum of 10 inches of onsite material. The final layer will be topsoil.
With the implementation of the 2-foot layer of sand an LTAR of L0 shall be used.
Using the design flow of 2,000 gallons per day and the LTAR of 1.0 gallons per day per square foot, it
was determined that the minimum STA is 1,400 square feet. This area calculation takes into account the
reduction factors applied for the application of low profile Quick 4 infiltrator chambers (0.7 reduction)'
Calculations are provided in the appendix.
120 low profile Quick 4 Plus infiltrators will be used. They will be configured in a bed formation of four
rows of 30. This does not exceed the maximum width of 12 feet for a bed configuration.
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According to Garfield County regulations. The north STA must be a minimum of 180 feet away from any
well. The onsite well is 885 feet from the north STA. The STA must also not be within 100 feet of any
ponds. The nearest lined pond is 173 feet away.
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The north STA will be pressure dosed. The second chamber of the second 2,000-gallon tank will house
the Orenco pump and float tree. The pump will discharge into a pressurized two-inch PVC distribution
pipe leading to the Alternating Distribution Valve (ADV). The distribution line contains l2 gallons. This
line is sloped back toward the tank so the effluent will drain back into the pump basin when the pump
shuts offand the air release valve opens. This is done to prevent freezing and stagnant fluid sitting in the
line. The ADV is at the high point in the line and will altemate flow between the two zones which allows
one half of the field to rest while the other half is being dosed.
From the ADV the flow will pass though the 1.5-inch PVC manifold connected to the laterals. This
manifold has a volume of approximately three gallons. The laterals are also 1.5-inch diameter PVC that
are suspended within the chambers. Each lateral has 30 chambers and is 120 feet long. There are 2 laterals
per zone with a volume of approximately 25 gallons. This bring the total piping volume after the ADV to
approximately 28 gallons.
A dosing volume was determined by using the industry standard of seven times the lateral piping volumes
of one zone, plus any drain back. Each zone has two laterals with a volume of 25 gallons while the
distribution line has a volume of 12 gallons. Therefore, each zone should be dosed at approximately 189
gallons. The elevations of the floats in the dosing chamber have been set to meet this dosing volume. See
the appendix for dosing calculations and OV/TS drawings.
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The Orenco pump selection software was used to determine the total head loss for the system. Using the
distribution pipe material, size and length, orifice size and spacing, bends, the ADV model, the max
elevation lift, the manifold and the lateral piping configurations, a system curve was created. From this,
the minimum pumping requirements were determined. A system curve is provided in the appendix.
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The pump selected for the north system is the Orenco PFEF-50-8. A pump curve, along with product
information, can be found within the appendix.
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3.0 Maintenance
The Owner will follow the operation and maintenance required in Section 43.14 of the Garfield County
On-site Wastewater Treatment System regulations. This section can be found in the appendix. Below is a
maintenance schedule for each OWTS.
Maintenance an
Cleaned or Pumpedlnspection/MaintenanceType of Component
Every 2 Years Every 2 Years, or As
Needed
Septic Tanks
N.A.Every 6 MonthsAbsorption Areas
Every 6 Months Every 4
Years
Dosing or Pumping Chambers
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Aspen Valley poo Club1641l Highway 82
Onsite rùy'astewater Treatment System Report
Gurfield County ONSITE WASTEWATER
TREATMENT SYSTEM
(owrs)
APPLICATION CHECKLIST
Community Development Department
108 8tn street, suite 401
Glenwood Springs, CO 81601
l970l94s-8212
www.garfield-cou ntv.com
SEWAGE DISPOSAL PERM¡T CHECKLIST
Permit applications can be obtained and submitted to the Garfield County Community
Development Department located at 108 8th Street, Suite401, Glenwood Springs, CO. See
below for additional information. All applications are required to be submitted in person.
PERMIT APPLICATION & SUBMITTAL REQUIREMENTS:
r Completeapplication.o 1 Copy of a Site Plan that includes well, all streams, irrigation ditches and any
water courses. Draw in your house, septic tank and system, detached garages
and driveway. lf a change of location is necessary, you must submit a corrected
drawing.o Engineered Systems will need a copy of soilevaluation/ perk rate and design for
our records prior to final inspection.
FEES: FEES ARE NOT REFUNDABLE. Payment is required at time of submittal.
Make Check payable to: Garfield Gounty Treasurer
Septic Permit for a New installation ........$123.00
........$75.00
.......$150.00
Septic Permit for Alteration and/or Repair
Septic Perk test . ......
ATTACHMENTS:. Percolation Test lnstructions.¡ Recommended minimum requirements for Onsite Wastewater Treatment System
(owrs).
FINAL INSPECTION:o When all components are in place, connected and ready to cover, request a final
inspection by the County lnspector.¡ DO NOT backfill any part of the system prior to the inspection.
¡ The initial fee covers the percolation test and one (1) inspection before cover up.
Any additional percolation test will be charged at $150.00 each and additional
inspections will be charged at $50.00 each.
. Upon final approval, carefully cover the entire system'
. Engineered Systems are inspected by the Engineer prior to backfill. A final sealed
letter by the Engineer is required to be submitted to Garfield County. As built
drawings are required.
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(Applicant's Copy)
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PERCOLATION TEST INSTRUCTIONS
The successfuloperation of your septic system depends on the rate the soil in which your leach
field will be installed will accept water.
THIS lS CRIT¡CAL - lf instructions are not followed completely, technician may not do the
perk test and you will be charge a $50.00 fee for 2nd visit.
The rate of absorption is called the percolation rate and it determines the size of the leach field
needed for a particular flow of sewage and in some cases even determines the feasibility of the
installation of a septic tank and leach field system.
PERCOLATION TEST MUST BE DONE AT THE GROUND DEPTH WHERE ABSORPTION
WILL TAKE PLACE. STANDARD LEACH FIELDS ARE INSTALLED THREE (3) FEET
DEEP, SO THE THREE (3) PERCOLATION HOLES ARE DUG FOUR (4) FEET DEEP, AT
LEAST TWENTY (20) FEET APART, IN A TRIANGULAR SHAPE. THE PERCOLATION
TEST rS DONE lN THE BOTTOM ONE (1) FOOT OF THE HOLE.
Post Hole
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Backhoe Hole
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A posthole digger, auger or backhoe can be used to dig the percolation test holes. lf a back hoe is used,
dig the backhôè hole 3 feet deep, with 2 steps or a ramp. Put a test hole 1 foot deep and I to 12 inches
inîiameter in the bottom. lnstallation of absorption areas (i.e. drywells) deeper than 3 feet require the
permission of the Environmental Health Department. All dry wells shall be designed by an Engineer
registered in the State of Colorado.
Saturation with water will affect the percolation rate, and since the system will be expected to operate
when the soil is saturated with water, THE LOWER TEST HOLE MUST BE FILLED WITH WATER AT
LEAST 8 HOURS BEFORE THE TEST AND ALLOWED TO STAND. MOTE WATET W|II bE NEEdEd tO
perforrn ne+ercolation test, so AT LEAST 5 GALLONS OF WATER PER HOLE SHOULD BE ON HAND
WHEN THE TEST IS PERFORMED.
AN 8 FOOT PROF II F HOLE IN THE LEACH ELD AREA IS REOUIRED BY THF STATE OF
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observation of the soil profile of the area of the soil absorption system
I feet deep. The hole may be terminated when ground water or
shall be prepared in such a way as to provide identification of the soil
D WATER One soil
profile hole shall be dug to provide
The hole shall be prepared at least
bedrock is encountered. The hole
profile 4 feet below the bottom of the soil absorption system.
lf ground water is found in any perk or profile hole, an engineered system is required. Percolation
raiãs faslelthan 5 minutes per inch or Slgryelthan 60 minutes per inch will require an engineered
system and/ or Board of Health approval.
(Applicant's Copy)
RECOMMENDED MINIMUM REQUIREMENTS FOR
ONSITE WASTEWATER TREATEMENT SYSTEM
(oWTSì
Before construction is started, the lnspector must be contacted for approval and detailed information concerning the proposed
disposal system is needed. Higher standards than those which follow may be required in individual cases to assure attainment of
theobjective. Thoseobjectiveıaretolocate,constructandmaintainonsitewastewabrtrcatnentsystemsinsuchamannerthat
existing or contemplateú water supplies will not become contaminated and so that sewage will not overflow the ground surface
and result in a nuisance or health hazard.
LIQUID CAPACITY OF TANK (GALLONSì
for use of automatic clothes washer and other water household
A Dwelling on less than two acres, areas of high water tables, or areas with a percolation test rate faster than 1 inch in 5 minutes
must havã alternative sewage facilities, i.e., central collection, holding tanks, individualtreatment, etc.
EXEMpTI9N: Absorption areas may be allowed with percolation rates faster than 1 inch in 5 minutes provided the soil is a
sandy texture and no water table problems are encountered. An Engineer is required. Slopes greater than 30% also
require an Engineered System.
Septic tank construction should be of concrete material that will resist deterioration and which can be made
reasonably watertight. See code for septic tank specifications.
lf the houée sewerline is longer than 10 feet between house and septic tank, a clean'out Y should be
installed outside as near as practicalto the house-.
Septic tanks should be inspected once a year and cleaned when necessary. Cleaning is recommended
when space between the scum accumulation and sludge residue on the tank bottom is less than eighteen
(18) inches.
Ìhe Department recommends pumping a septic tank once every four (4) years, when a yearly inspection by the
owner is not practical.
Effluent screen is required in all new and replaced septic tanks, providing access to maintain effluent screen.
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Recommended Minimum Tank CapacityNumberof Bedrooms
1,000 gallons3 or less
1,250 gallonsor less
250 gallonsFor each additional bedroom add
1
5.rock under
1û. Minimum distance of tank fiom
3, Mlnimum spæifìg between t¡enches o¡. pipes:
100 linear leçl
{ fcol
area lo a well:distance of
and distribution15. Minimum sewer
as
12, Minimum distance of sep-tic tank to a well:
lines:
pvc
of cover overQ. Minimqm_dgpth
01 feet drywell
feld
disposal field to propertY14. Minimum distance septic tank an
grde of house s€wel:
of dis from
of cover over distrÍþution lines:7. Maximum
1û0 feet
i 50 feet
5û feelarea to a stream of water course:13. Minimurn distance of
of
18 inches
I feet
12 inches
Variable
10 feet for leach
4 inch diameter
8.. Mlnimu¡n
9. Minimum
1l&la1A" per linearfi.
20 feet
{Applicant's Copy)
Gørfield County ONSITE WASTEWATER
TREATMENT SYSTEM
(owrs)
PERMIT APPLICATION
Community Development De partment
108 8th Street, Suite 401
Glenwood Springs, CO 81601
l970l94s-82t2
www.ga rf ield-cou ntv.com
UCTION
n
tr Dwelli E Transient Use
E Other Describe Mixed Use -Maintenance Ba
INVOLVED PARTIES
Property Owner:Aspen Polo Partners, LLC
tr Comm nd ustria I
Barn #5 and Barn #3 oster Barn
Alteration ,
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,tr Repa!r
tr Non-Domestic
Phone:
Mailing Address:715 West Main Street, Suite 201 Aspen,co 81611
Email Address:moanzi@diqitalbridoellc.com
Contractor: Divide Creek Builders Phone: (970 )
Mailing Address:1531 Countv Road 342 Silt, CO 81652
Email Address:max@d ividecreekbu ilders.com
Engineer:Roarinq Fork Enqineering Phone;970
Mailing Address: 592 133 co 81623
Email Address: tylers@rfeng.biz
PROJECT NAME AND TOCATION
Job Addressr 16411 Hiqhway 82, Carbondale, CO 8'1623
Type of OWTS
i E other
Vault VaultnPlant ToiletnkTaAerat¡onE]PrivySeptic Composting
P¡t lotlncineration letUsePotablePrivytngRecyclRecycling,
.1 ..E Chemical Toilet
Depth to lst Ground water table 24" min Percent Ground Slope 1%lo2%Ground Conditions
Assessor's Parcel Number: 2391-311-00-033 Çrr b. M/B lot _ Block _
Building or Service Type: Mixed (Ag & Res) #Bedrooms: Barn #3 - 3 Garbage Disposal(Y/N) N
Distance to Nearest Community Sewer System 1.75 miles
Was an effort made to connect to the Community Sewer SystemY"$t not f"".ibl" - o S solution 2018-10
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Final Disposalby Absorption trench, Bed or Pit E Underground Dispersal E Above Ground Dispersal
Evapotransp¡ration E Wastewater Pond E Sand Filter
-t
Water Source & Type
E other
E Well E Spring E stream or Creek E Cistern
E Community Water System Name
Effluent Will Effluent be díscharged directly into waters of the state? E Yes E tuo
Applicant acknowledges that the completeness of the appllcation is conditional upon such further
mandatory and additlonal test and reports as may be required by the local health department to be
made and furnished by the applicant or by the local health department for purposed of the evaluation
of the applicatlon; and the lssuance of the permlt ls subject to such terms and conditions as deemed
necessgry to insure compliance with rules and regulations made, information and reports submitted
herewlth and required to be submltted by the appllcant are or will be represented tó be true and
correct to thc best of my knowledge and belief and are designed to be relied on by the local
department of health ln evaluatlng the same for purposes of lssuing the permlt applied for herein. I
further understand thet any falslficatlon or mlsrepresentatlon may result in the denial of the
applicatlon^or revocation of any permlt granted based upon said application and legal action for perjury
as provided by law,
I hereby acknowledge th¡t I have read and understand the Notlcc ¡nd Csrtlftcation above as well as
haye provldeÉthe reqUlfed lnformetlon whlch ls corrcct end accur¡t¡ to thetr^lq'lt''*,4P 2þ
best of my knowledgc.
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Propeúbffier Prlnt and slJn Date
Sprdtl Condltlonr:
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lulldlq Pcrmlt Septlc Pcrmlt:ls¡ue Datc:Balance Duc:
BUIIDING/ PtAilf{ll{G DIVISION ¡
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Aspen Valley poo Clubl64l l Highway 82
Onsite Wastewater Treatment System Report
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T'RËLIMINARY GN,OTECHNICAL STUDY
PROPOSED TCI LANE RANCH STIBDIWSION
HIGHWAY 82 AND EAST OF COUNTY ROAD lOO
TÁ.RFIELD COUNTY, COLOR.ADO
JOB NO. 1t6 0920
MARCH 14,2008
PRE,PARED FOR:
TCI LÄNg NÁNCTI, LLC
CiO NOBLT, DESIGN STUDIO
ATTN: JON FREDERTCKS, ASLA
193s1 HIGII\ryÂv 82
CARBONDALE, COLOR.A,DO I 1623
TABLE O}- CONTENTS
PURPOSE AND SCOPE OF.STUDY .,.............,........ - I -
SITE CONDITIONS
REGIONAL GEOLOGIC SETTING
PROJECT SITE GEOLOGY .....
RIVER TERRACES AND DEPOSITS....
EAGLE VALLEY EVAPORITE.,..
GEOLOGIC SÍTE ASSESSMENT
RIVER FLOODING
SINKHOLES ....,..........
EARTHQUAKE CONSIDERATIONS
RAD]ATION POTENTIAL.........,....,.
FIELD EXPLORATION
SUBSURFACE CONDITIONS
PRELIMINARY DESICN RECOMMËNDATIONS
FOLTNDATIONS
BELOW GRADE CONSTRUCTION......
FLOOR SLABS............
SURFACE DRAINACE
PAVEMENT SECTION
LIMITATIONS ....,,..,
REFERÊNCES,....
FIGURE i _ PROJECT SITE LOCATION
FICL}RE 2 - GEOLOGICALLY YOLING FAULTS AND LARGËR HISTORIC
EARTHQUAKES
FICURE 3 _ WESTERN COLORADO EVAPORITE RECION
FIGUR-E 4 _ PROJECT AREA CEOLOGY MAP
FIGURE 5 _ LOCATION OF EXPLORATOIì.Y PITS
FIGURE 6 _ LOCS OF ËXPLORATORY PITS
FIGURE 7 . LEGEND AND NOTES
F'IGURE 8 . SWELL-CONSOLIDATION TEST RESULTS
FIGURES 9, IO, 1I &,12. GRADATION'IEST RËSULTS
TABLE I - SUMMARY OF LABÛRATORY TEST RESIJLTS
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4
5
5
5
6
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PURPOSE ANN SCOPE OF STUDY
This report presents tlie results of a prelirninary geoteclmical study for the prr:posed
¡esictential subdivision at TCI Lane Ranch lCIcated north of'the Roalirig Fork River and
east of the Blue Creek Ranch Subdivision, Garfield County, Colorado. The project site is
shown on Figru'e L The purpCIss ofths study was to evaluate the geologic and subsurface
conditiclns ancl their potential irnpact on the project. The sturly was ccnducted in
acporclance witþ our proposal for geotechnical engineering services to TCi Lane Ranch,
LLC, dated Decembçr 2ü,2tt7. 'We previously conducted pereolation testírg far a septic
system design on the pruperty and presented our findings in a report datecl October 31,
20ç6, Job No. 106 0920.
A fîelcl exploration progrâm consisting çf a recoruraissanee and exploralory pits was
conducted to obtain information on the site and subsurface conditions. Samples of the
subsoils obtained during the fielÉl exploration were tested in the laboretory to ¿letermilrs
their classification, conrpressibility or swell and other engineering characteristics. The
results of the field exploratian antl laboratory testing were analyzed to deveiop
recommenrlations for pruject planning ancl preliminary design. This repoú summailzes
the data obtained during this study and presents our conclusions and reconmendations
based on the proposed developrnent anrl subsurfhce conditious encountered.
SITE CONDITIONS
The TCI Lane Ranch covers about 10û acres ¿urd is located in the Roaring Fork River
valley about three and one-half miles upstream of Carbondale, see Figure I ' The
prcrperty lies to the norlh of the river and is entirely on the neaúy ievel valley floor'. The
valley flocrr has anavemge slope of nbout 2 percent ¿lown to the west. It is rnade up of
several river ten'nce lsvels that are separated by krw esçarplnents, The escarpments are
typically about 6 tr¡ 20 feet high and have slopes of about 50 to 70 percent. The terrace
surthces lie between about 4 ta 46 fbet abuve the river. Tiie .Frontage Roacl fur Highway
82 is located alorig the northern prnperty line. Pafis of the southenr property lilre are in
"fob No. 106 0920 cåFtectr
a
the Roarirrg Fark River channel. The Blue Creek Subdivision borders the praperly on the
west and rural homes and agricultural land are locaterl on the properties to the east. At
the time of this stucly several houses and ranch buildings were located h the east-central
¡:art of the TCI Lane Ranch. Much of the ranch is irrigated hay fields ancl pasture which
are locatecl rrurstly on the lrigher terrace surfaces. Cott¡¡nwood trees, other trees and brush
are typical of the vegetation on the lower ten&ces. Pocrly clrained wetlands are also
present ori the lower tenaces.
PROPOSED DUVELOPMENT
The proposed elevelopment at the TCI Lane Ranch will be rnostly a residontial
subclivision as shown on Figure 4. A plant nursery will be Iocated in tire northrvestem
part of the propefiy. The lowest teraces along the river will not be developed and
unclevelopecl grounri will rernain along Highway 82, Eighty-nine residential lots are
prcposed. Other development fäcilities will include a network of streets, a comnrunity
park and c¡ther comnrunity facilities.
If developrnent plans change significantly from those described, we shoulcl be notified to
re-evaluate the recomme¡rdations presentecl in this repo$.
REGICINAL GEOLOGIC SETTING
The prnject sitB is in Íhe Sauthern Rocky Mou¡rtains to the west of the Rio Crande riÍÌ zuid
to the east of the Coloraclo Plateau, see Figure 2. The site is in the westem Colorado
evaporite region and is in the Carbonriale c*llapse center, see Figure 3. The Carbonciale
collapse center is the westem ofts¡o r:egional evaporite collapse centers in western
Coloraclo. It is an irregular-shaped, nofthwest trending region between the White River
uplift and Piceance basin. It s:vers about 460 square milçs, As rnuch as 4,000 fbet of
regional subsiclcnce is believecl to havs occuned during the past 10 million years in the
viciníty of Carbonclale as a result of dissaiution and flowage of evaporite linm heneath
the regions {Kir-kham ancl CIthsrs, 2002). The evaporite is mostly in the Eagle Vnlley
Evaporite with same in the Eagle Valley Formation. The Eagle Valley Evaporite is the
near sr¡rfilce fbnnation rock bebw the surflcial soil deposits at the project site. It crops
Job No. 106 092t]eåÇtecrr
-3-
out ûn the steep valley side to the south of the river, see Figure 4. Much of the evaporite
related subsidence in the Carbonclale collapse center appçars tc¡ have occurred rvithin the
past 3 million years which also cnrresponds to high incision rates along the Roaring Fork,
Colorado and Ëagle Rivers (Kunk ancl Otherso 2t02\. This indicates thaf long-term
subsiclç¡roe rates have been very slor,v, between about 0.5 and I .6 inches ¡rer 100 years. It
is uncefiain ifregional evaporite subsidencç is still occurring or if it is crurently inactive.
tf still active these regional defomations because of their very slow rates should not have
a significant irnpact on the propose cleveloptnent at the TCI Lane Ranch.
Geologically youtlg fhults related to evaporite tectonics are ptssent in the Carbondale
collapse center but considering the n¿iture of evaporife tectonics, these fault are not
consídered capable of genelating large earthquakes. The closest geologically young
faults that are less than about 15,00û years old and considered capable of generating large
earthquakes ars located in the Rio Grande rill to the east afthe project site, see Figure 2.
The northern section nf the Williams Fork Mountains fault zone Q5û is located about 60
miles ta the noúheast ancl the southern section of tire Sawatch fault zone Q56b is located
about 60 uriles to the southea-st. At these ciistances large earthquakes on these two
geoiogically young fault zones shoulcl not produce strong gnund shaking at the project
site that is grcater than the ground shaking shown on the U. S. Geological Survey 20AZ
National Seisrnic Hazards Maps (Frankel ancl Others, 2$02).
FROJACT SI:TE GTOLCIGY
The geology iri the prcrject area is shown on Figure 4. This map is based on our field
obssn/ations and is a modiflcation of the regional geology r:rap by lülkham and
Witlnrann {1997}. Near surflrce lbrmaticn rock is the miclclle Pennsylvanian-age. Eagle
Valley Evaporite. This reginnalrock formation was deposited in the central Colorado
trnugh during the AncesralRocky Morurtain orogeny about 30CI million years ago. At
the praject site the evaporite is covered by a series of Roaring Fark Rjver teraces and
deposits that atc assoeiated with cyclic periods of cleposition ancl ercsion related to glacial
ancl interglacial climatic fìucfuations during abor¡t the pasf 35 thousancl yeârs.
.lob Nei. lü6$92t c&Ftectr
-4-
RIVER TERRACES AND DËPOSITS
Remnants of seven river terace levels (Qtl througli Qt7) are present at the project site.
The lower four terraces are probably related to post-Pinedale climatis fluctuations during
the past 15 thousand yôârs. Terrace Qtl lies within 4 feet of the rive.r. Tenace Qt2 lies
abclut 6 thet above the river, tsfface Qt3 lies about 12 feet above the river and terrace Qt4
is about 22 feel above the river. The Qtl terraces are srnall river bank terraces ald
channel bar deposits. The Qt2 ter:races are old abmcloned river channels that lie below
the Qt3 terrace surface. The three higher terrapes are probably associated with the late
Pleistocene-age, Pinedale glaciations betweeu abr:ut l5 anel 35 thousand years ago,
Tenace QtS lies about 38 feet above the dver, teftaee Qt6lies about 40 feet above the
river and terrâce Qt 7 lies about 46 feet above the river.
Our exploratory pits slmw that the alluvial deposits below terace levels Qt3 tlrough Qt?
are similar. They consist o{'a thin, less than l-ftlot thick to 3-foot thick, topsoil formed in
so{ì, silty clay over-trank deposits. The over-bank de¡:osits overlie river alluviurn that
consists of rounded gravel- to boulder-size rocks in a relatively clean sand matrix. The
river alluvium extçnded to the bottom of the exploratory pits tlrat vrere excävatecl to
clepths of around 9 feet, Judgirrg fìorn water well records in the Colcrrado State
Engineer's rlata base the river alluviurn is probably in the range of-40 to 50 tbet deep in
the project area.
EAGLE VALLEY EVAPORITE
The Eagle Valley Evaporite underlies the Roaring Fork River alluviun fur tlre pmject area
ancl as dissussed above may extend to depths of 40 to 50 feet below the terraco surfaces.
The Eagle Valley Evaporite is n sequence of evaporitc rocks consisting of massive tcr
laminatecl gypsufiì, anþdrite, ancl halite interbedclecl with liglrt-colored mudstone, fìue*
grained sandstone, thin linrestonc ¿md clolornite becls ard black shale (I(irlcham and
lVidmam, 1997). The evaporite minerals are relatively soluble in circulati:rg grouncl
water and subsurface solution voicls an<l rclateci surfhce sinkholes are locally present in
these rocks tlx'oughout the western Colcrado evaporite region where the evaporite is near
Joh No. 106 0920 e&ecrr
-5-
the surface, see Fígure 3, Sirftholes were not observed at the project site cluring our field
work but the snow cover at that time may have obscured sinkholes if present.
GICILOGIC SITE ASSESSMENT
Geologic conditians that could present an unusually high risk to the proposed
developrne¡rt were not identified by this stucly but there are geologic conditions that
should be considered in the project planning and tlesign. These conditions, their potential
risks ancl possible mitigations to reduce the risks are cliscussed below. Geotechnical
engineering design considerations are presented in the Preliminary Design
Recommendations section of this repoú.
RIVER FLOODINC
The low lying tenaces along the Roaring Fork River may be subject to periodic flooding
during high river flows. The hydrologic study conducted for the pcrject stomr water
management plan clesign shor¡ld evaluate the potential fbr river flooding and possible
methods to prntect project facilities fi'om an appropriate design floocl on the river.
SINIil.IOLES
Geologically young sinkholes are present in the westerr Cokrraclo evaporite region
mostly in areas where the Eagle Valley Formation and Eagle Valley Evaporite are
shallow, see Figure 3. In this region a few sinkholes irave collapsecl at the ground surface
with little or no waming cluring histc¡ric times. This iudicates that infrequent sinkhole
tbnnation is still an active geologic process ili the region. Evidence of sinkholes v/as not
observed at the proiect site cluring our field reconnaissance or aerial photographs review
but could l'lave been obscru'ed by the snow cover. A field review to look for sinkholes in
the proposed building are¿r should be macle after the site is clear of snow cover. Although
geologically active fur the region , the likelihoocl that a sinkhole will development cluring a
reasonable exposure tirle at the pl'dect area is consiclerecl to be low. This infbrence is
.Lrb No. l0ó 0920 eåStectr
-6-
based cln t¡le latge extent of sinkhole prone areas in the regir:n in compariscln to the small
number of sinkholes that have developecl ín historic times.
Because of'the compiex nature of the evaporite relatecl sinkholes, it will not be possible to
avoid allsinkhole risk at theproject site. lf conclitions furdicative of sinklrole related
problenrs are encountered ciuring site specilic sr¡il and fbunrlation studies fbr tLre houses
and clther tnovernent sensitive faculties, zur alternative building site should be considered
or the feasibility of rnitigation evaluated. Mitigation me&sures coulcl include: (l) a rigid
mât foundation, {2) stabilization by grouting, (3) stabilizalionby excavation ancl
backfilling, (4) a deep foundation system or (5) structural trridging. Water features
slrould not be consiclered close to building sites, unless evaluated on a site specific basis.
Ïhe home owners could purchase special insurance to recluce their potential risks.
Prnspective owners shoulcl be acivised of the sinkhole potential, since early detection of
building distress and tirnely remedial aetions are impofiant in reclucing the cost of
building repair slmuld an undetected .subsurfìlce voicl start to clevelop intn a si¡rkhole atrer
construction.
EARTT-IQU AKE CON S IDERATI ONS
Historic eartlrquakes within 150 rniles of the prdect site have typically been moclerately
strong with magnitudes of M 5.5 and less and maximum Modified Mercalli Intensities of
VI and less, see Figure 2, The largest historic earthquake in the project region oscurred ir¡
I 882. It was located in the northern Front Range about i 15 rniles to the no*heast of the
project site and had a estirnatecl uragnitucle of about M 6.7 ancl a maxintum intensity of
VII. I{istoric ground shaking at the project site associated with the 1882 and the other
larger historic earthquakes in the region cloes not appear to har¡e exceedecl Moclified
Mercalli Infensity VI (l(irkham ancl Rogers, 1985). Moclihed Mercalli Intensity Vl
ground shaking shoulcl be expecteci during a reasonahle expclsure tirne for the houses and
other project facilities , but the prubability of strnngel grcund shaking is low. Intensity
VI grouncl shaking is felt by nrost people ancl causes general alarnl but results in
negligible clamage to structurçs <if gooel clesign anel constnlction,
Jolr No. 106 0q2{)c&Ftecrr
-7 -
The hor¡ses and ofher fbcilities sulrjecl to eafihquake clamage shoulci be designed to
witl-rstand moclerately strong grouncl shaking with little or no clamage and not to collapse
under strcnger gnund shaking. Far.firm rock sites with shear wave velocities of ?,500
þs in the upper 100 feet, the U. S. Geological Sur.vey 2002 National Seismic Hazarð
Maps indicate that a pËak ground acceleraticn of û.069 has a l07o exceedence prabability
for a 50 year exposure tirne and a peak ground acceleratiort of 0.23ghas a Za/o exceedence
probability for a 50 year exposure tirne at the prnject site (Frankel ancl Others, 2t102).
This conesponds to a statistical recurrence time of abclut 500 years and 2,5û0 yeat's?
respectively. The soil profiles at the building sites should be considered as Class C,,fìrm
raclc si.te,s as clescribecl in the 2006 Inter¡rational Building Code unless site specific sheâr
wave velocity studies show othetwise.
RADIATION POTENTIAL
Regional stuclies by the Coloraclo Geological Survey indicate that the closest radioactive
mineral occuffences fo the prdect site are greater that twenty miles li'om the site
(Nelson-Moore ancl Others, 1978). Raclioactive mineral ûccuffences are preser¡t in tile
Aspen-Lenaclo rnining district to the scutheast and on the soutirwest flank of the White
River upliff to the nofthwest. Regioual studies by the U, S, Geological Survey (Dubiel,
1993) fbr the U. S. Environmental Protection Agency (EPA) indicate that the project site
is in a moclerate rarlon gas potential zane. The 1993 EPA regional radon study considered
data fiorn (1) incloor radon surveys, (2) aerial radioactivity surveys, (3) the general
geology, (4) soil perrneability estirnates, and (5) regional architectural practices. lt is not
possible to accurately assess future raelon concentrations in builclings before they are
constructed. Accurate tests of raclon concentrations can only be made when the buildings
have been completed. Because of this. nerv buildings in moderate to high radon areas are
often designed with provisions for ventilatie¡n of the lower enclosecl areas shoulci post
constluctio n testing show unacseptable radon concentrat ions.
.lob Nr:. tA6 01)2$cå&ecrr
-8-
FIELD EXFLORÄTION
The field exploration for the pruject was conducted on January l0 and i5, 2008. Twelve
exploratory pits rvere excavated at the locations shown on Figure 5 to evaluate the
subsurface conditíons. The pits were dug with a trackhoe md were logged by a
representative of Hepworth-Pawlak Geotechnical, Inc. Sarryrles of the subsoils were
taken with relatively undisturted and disturbetl sampling rnethods" Depths at rvhich the
samples were taken are shown on the Logs of Exploratory Pits, Figure 6. The sarnples
were retumed ta our laboratory for review by the pmject engineer and testing.
SUBSURIT,{CE CONDITIONS
Graphic logs of the subsurface conclitions encounterecl at the site are shown on F'igure 6.
The subsoils consist af about tlz ta 3 feet of organic topsoil overlying 2 feet of silty sand
iri Pit I ancl relatively dense, silty sandy gravel containing cobbles and bÕulders in the
remaining pits. Pit 3 contained a lens of slightly gravelly sand fi'om 4 to íYz fççt.
Laboratory testing perfonned on samples obtainecl fi"om the pits included natural moisture
content arrd density ancl graclation analyses. Results of swell-consolidation testing
performed on a relativeiy undisturbed sample, presentecl on Figure 8, indicate moderate
compressibility under conditions of loading and wetting" Results of'graclation analyses
performeci on large disturbed sarnples (minus 3 to 5 inch *action) of the natural coarse
granular soils are shown on Figures 9 through l2. T'he laboratory testing is summarized
in Table L
No &ee water was encÕurìtered in the pits at the time of excavation and the subsoils were
slightly moist.
PRELIMINARY NPSIGN RSCOMMBNDATTONS
The conclusions and reccmrnenelations presented below are based trn the proposecl
development, subsurf?rce conditions encountsrecl in the exploratoty pit, and our
experience in the area. The recanïlçndations are sr-ritairle far planning ancl prelinrinary
desigr: but site specific studics should be cortdr¡ctecl fcrr individual lot clevelnpment,
Jcrtr No. 106 0$21]såÇtectr
-9-
FOLINDATIONS
Bearing conditicrns will vary depencling on the speci{ic location of't}e builcling on the
¡:roperty. Based on the nature of the proposed constructioli, spreacl lbotings bearing on
the natural granular soils shculd be suitable at the building sites. We expect the footings
çan bç sizecl for an allowahle bearing pressurs in the range of I,500 psf to 3,000 psf,
Compressible silty sands enccuntered in building aleas may neerJ to be rcmoved or the
fcotings designed accordingly as part oi'the site specific lot study. Nested boulders and
loose matrix sc¡ils may neecl treatment such as enlarging footings or placing compacted
structural fill. Foundation walls should be designecl to span local anomalies ancl to rssist
latetal eafih loadings wlten acting as retaining structures. The footings should have a
minirnum depth of 36 inches for frost protection.
BELOW GRADE CONSTRUCTION
Free water was enccuntered in some of the exploratory pits and it has been our experience
in the areathat the water level can rise and lercal percheel groundwater can develop during
times of seasonal runoff and heavy in'igation. In general, all below gracle arsas should be
protected liclm wetting and hydrostatic pressure buildup by use of an underdrain system.
We reconmrend thuf slab-on-gracle floors be placecl near to above existing grade ald
crawlspaces lre kept shallow. Basetnent levels rnay not be lèasible in the lower lying
areas with a shallow grounelwater level. Potential grounchvatsr impacts on proposed
tlevelopment shauld be evaluated as paft ot-the site speoilìc building study.
FLOOR SLABS
Slab-on-grade construction should be tbasible tor bearing on the naturalgranular soils
below the topsoil. There coulcl be some post construclion slab settlement at sites with
comBressible silts and sanris. To reduce the effests of sonre ilifferential movement, flcor
slabs should be separated fi'om nill bearing walls anii çolu¡nns witir expansion.joints.
Floor slab contral joints shoulcl he usecl tc¡ recluce damage due to shrinkage cracking. A
Job No, 10bö920 c#Ftecn
- 10-
minimum 4 inch thick layer of liee-drainilrg gravel sl,oulcl underlie builcling slahs to
break capillary rvater rise and fàcilitate drainage.
SURFACE DRAINAGE
The grading plan for the subclivision should consider runofftllough the project and at
irrdividual sites. Water should not be allowed to poncl next to buildings. To limit
infiltratian into the bearing soils next to buildings, exterior backfill should be well
compacted and have a positive slope away û'om the builclirrg fur a distânce of at least l0
feet. Roof downspouts and rlrailrs slroulcl discharge well beyond the lirnits of all backfill
ancl iandscape imigation should be restricted.
PAVEMENT SECTION
The near surface soils encounterecl in the exploratory pits below the topsoil typically
consisted of silty sancly gravel. The pavement section for the site access roads can be
taken as 3 inches of asphalt pavement on I inches of Class 6 aggregate base course for
preliminary design purposes. The subgrade should be evaluated for pavernent suppofi at
the time of construction. Subexcavation of the topsoil and fine-grained soils and
replacement with coârse granular subbase material may be neecled to achieve a stable
subgrade in some areås.
LIMITATIONS
This study has been conductecl according to generally accepted geotechnical engineering
principles ancl practices in this area ¿rt this time. We make no wamanty either express ol'
irnplied. The conclusions and reconrrnendations subrnittecl in this rçpCIrt are based upon
the data olrtained from the tield recomaissance, review of published geologic reports, the
exploratory pits located as shown on Figure 5 ancl to the depths shown on Figure 6, the
proposed type of construction and our experience in the arsa. Our consulting services elo
nnt include detennining the presence, prevention or llossibility of rnold or other hiological
contaminants (MOBC) cleveloping in the future. lf the client is concernecl about MOBC,
then a pro&ssional in this special trelcl of plactice shoLrld he consultecl. Our findings
Jo[: Nr:. 106 0920 cåÇtecn
- l1-
include interpolation and extrapolatir:n ofthe subsurface conditions iclentified ancl the
exploratory pits and variations in the subsurface canditions may not become evident u¡fil
excavation is perfotmed. If conditions encountered clur:ing construction appear clifferent
fronr those described in this report, we shoulcl be notified so that re-cvaluation of ths
recomnendations may be made.
This report has been prepared for the exclusive use by our client lor planning and
preliminary design puryoses. We are not responsible for technical interpretations by
others of our information. As the pro ject evolves, we should provide continued
consultation, conduct additional evaluatic¡ns and review and monitor the implementation
of our recommendations. Significant design changes may require additional analysis or
modifications to the recommendations presented herein. 'TVe recommend on-site
crbsewation of excavations ancl foundation bearing strata and testing of structural fiIl by a
represenlative o f the geotechnical engineer.
Respectfully S ubrnittecl,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
Scott W. Richards. E.I.
Reviewed by:
Steven L. Pawlak, P.E.
S'WIVvad
.lob No. 106 092{)cåFtecn
-t2-
REFERENCES
Dubiel, R. F., 1993 , Preliminary Geobgic Radon Potential Assessment o/'Calorado ín
Geologi.c Rødon Patential EP,rl Region 8, Colürado, Montünü, Nc¡rth Dakota.,
South Dalrota, Utah ønd IúJtomíng: U. S. Geok¡gical Survey Opefl File Report 93-
292-H.
Frankel, A. D. and Others, 2A02, Doatarcntationjbr tlrc 2002 Updute a.f'the Natíonal
Seism.ic Hazø'd Maps: U. S. Geological Survey Open File Report 02-420.
Iür'khanr, R. M. ancT Rogers, W. P., 1985, Colorødo Eurthquake Data and Interpretutions
I867 tr¡ I9B5: Colorado Geological Survey Bulletin 46.
Kirkham, R. M. and Widmann, B. L., 1997, Gealogy lulap of rhe Carhondale Quadrangle,
Garfield County, Colorado: Colorado Geological Survey Open File 97-3.
Kirklram, R. M, ancl Scott, R. B.,20A2,lntroduction to Late Cenoatic fil,sporite
Tectonísm ancl T{olaunísm in W¿est-Cen.lral, Colarada, in Kirkllarn R. M., Scott, R.
Joir No, 106 0920 e&Ftecr,
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Contour lntêrval ¡ 40 fr,
109 0920 e&Ftecn
HEPW*ï{-P S-Ar(
TCI Lane Ranch Project
Site Location Flgure 1
d
Låmmla Mtn.
tg8¡l
M 6.5:!3 vt
WY
lntermounlain
Selsmlc Belt lrllyt;ltinq
r084
M ö.I
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lo
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n
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nuttaon f(Exploslon)
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n VâIt:Esgl€
a
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tf
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n
Explanatfon:
\ Post.Glacial FaultE:
\ Faull youngerlhan about 15,000 years.
Larger Hlstorlc Earthquakes:
EarlhguakcË wlth maxlnÌum intensity greator thÊn Vl
or magnltude grsôt€r thsn M 5.0 frÞm 1897 to
pr€Benl,
* Nucloar Explosion:
Large undeçround nuclear exploslon for natural gåg
t6sarvolr enhancemgnl,
Historic Seismic Zones:
Areas with historicâlly h¡gh ssismio activlly.
M Local, surface wave or body wave magnitudeVl Modified Mercallí lntenslty
Referonces:
Widmann and Others (1998)
U. S. Geological Survey Earthquake Catalogs
0 50 ml.
Scale: 1 in. = 50 ml.
106 0920
H¡proRft -P^ttt¡¡< oEotEcsrñrc^L
c&Etecrt TCI Lane Ranch Project
Faults and Historic Figure 2
3r;dgeWolro.'t-J'^fs'94?sBiJrnsÊ;s¿rExplanation:* prj"aSilsEaqleCoTlanseGenterShâ¡ol¡v E porite ¡n EaglåVa¡€y Formetion and EeglêValley Evaporite.(961t sq. mi.)WhlleRÍverÞÕisrsUpliflVâ¡ì trPiceanceGþrwcodñêwRiiieaqilis)€¡,(i;Ðû)si=SasinGarbondaCollapseCenter(460 sq. ml.)10 MilesRefe¡encas:Tweto and Others {1978)Kirkham ãnd Scott t2002)MañlêJoo)O(ol\)orttfI!fLxff9dI2ırf)Qr\?r0tro:tãotn(D-<5cio-3þaio*ævßJm=69Eg=.e.oo-clo(oı'f-n6'cıOJ
NunÉbry
"L
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tl
orò
(
Qt4
Blue creei Rándh,
ì
tù'¡¿r
ìi ,,
lll
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qt
Qt2
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ot3
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41
a
al
af Man-Placad Flll
Firsl Post.Glacial Tenace
Second Post-Glaclal Terraca
Third Post-Glaclal Terrace
Fourth Post Glaclal Terrace
Alluvlal Fans
Qt5-7
Qt1
o12
ot3
Contact:
Approximate boundary of map units.
P1 r Exploratorv Pits:
Approx¡mate locations.
Qt4
Qf
0
9olluvlum over Eagle Vallev Evaporite
Mod¡ned from Kkkham and Widmann (1997)
400 ft.
Explanation:
Pl¡edale Oulwash Terraces:
5 - lowest, 6 - intermediate, 7- h¡ghest
Scale: 1 in. = 400 fl.
Contouf lnterval: 10ft. and 40 ft.
March 2008
106 0930
H[Plt'þfifi -PAt{l¡K CEOIECHNICAL
c,&Ftecrt TCI Lane Ranch Development
Project Area Geology Map
Figure 4
APPROXIMATE SCALE
1" = 300'
'-1
I
I
I
II
I
It
I
40
P
t-
L-45
ror
¡,UßS€NYP¡åC€¿
PITl I
II
40
to¡(
I
5
E
s-F
Err
LOt S
g
.{
(4
@$Ên
PIEK
col,i,l¡ÍY
,L
I ror oa
f.I lo¡
?o
location of
prev¡ous percolation test
10/30/2W
r-1tt':g
r-1
tgr_o!
4ì
!16
I
I
2¡i
-))
106 0920 estecrrH.orslh-Powlok O.otc(,lnlcd
LOCATION OF EXPLORATORY PIÏS FIGURË 5
plT I
ËLEV.-
PIT 2
FLEV.:
PIT 3
ËLEV.=
PIT 4
ELEV.=
0 0
dJ
LL
I
o_
o)
LJ
WC=8.9
DD=96
-2A0:41 q
0)
o)lt
¡
.C
0)Õ
Ë I I +¿=ls
-20t:2
l I I *¿*oo
-z1t=2 I I +4-6e
-2AA=2
10 l 1û
PIT 5 PIT 6 ?tï 7 PIT 8
0 0
o)g)
g
0)tf
c
o
f¡)t!
I
a
t¡,o
- I ++-ot
l I -Fq:zs
-2AA:2
-200=3
l
1û 10
PIT 9 PIT 10 PIT 11 PIT 12
t¡0
d)
d)
LL
-;
cL
0)af
5 5
oo
I
-co
0)Õl
--1
-:
l +4=54
-200*5
l +4:68
-20û= 1
Note is shown on
10
of
1CI
Figure 6LOGS OF EXPLORATORY PIÏS1 06 û920
LËGËND:
TOPSOIL; organic silty clay, soft, moist, clark brown
SAND (SM-SP ); silty, trace graveis, loose, slightly moist, brown,
GRAVEL AND COBBLËS (GM-GP); with boulders, clean sand, dense to very dense, slightly moist, liglrt
brown Io brown, subrounded rock.
þ 2" Diameter hand driven liner sample
L__lrtt
t--.
Disturbed bulk sample,
-_ Free water in pit at time of excavating
NOTES:
1, Exploratory pits were excavated on January 15, 2008 with a track excavaior.
2. Locations of exploratory pits were measured approximately by pacing from features shown on the síte plan
provided.
3. Elevations of exploratory pits were noi rneasured and the logs of exploratory píts are drawn to depth,
+. The exploratory pit locations ancl elevations should be considered accurate only to lhe degree implied by the method
used.
5, The lines between materials shown on the exploratory pit logs ropresent the approximate boundaries between
materialtypes and transitions may be gradual.
6. Water level readings shown on the logs were made at the time and under the conditions indicated. Flucluations in
water level may occur with time.
7. Laboratory Testing Results:
WC :,Vlater Content (%)
DD : Dry Density (pcf)
-14: Percent retained on the No.4 sieve
-2tÕ = Percent passing No.200 sieve
106 0920 <¡äFtecrr
Heoworth-Po*lok Gsolschnlcal
LEGFND AND NOTES Figure 7
percent
pcf
lr4oisture tonlent : Lg
Dry Density : 96
Sample of: Siity Sand
From: p¡1 1 al7lz Feef
7
/t'
(Compression
-upon
wetting
il\
()
\
(¡
10
APPLIEÐ PRESSURE - ksf
0
¿
1
\oo\
q
O'6
Øc)
O.
Eoll
4
3
()
7
I
I
1001.00.1
106 0920 SWFLL.CONSOLI DATION TEST RËSULTS Figure I
TIME RËADINGS U.S. STANDARD SERIES
?HR
lN. 15 MlN.60MtN1gMlN.4 MtN. I MrN. Nt200 1i1A0 tÉ50 ti30 #16 ttB tì4
CLËAR SOUARE OPËNINGS
318" 3lq 1 112. 3" 5"6"
/n
z.
u)Ø
o-
l-z
UJ
C)ü
UJ
o_
rltu
z"
t-"*
LUr
t--7.
LLIúE
Lllû-
10
2A
30
40
5Û
60
70
80
90
100
r00
80
BO
70
60
50
40
3ó
20
10
0
.ðö1 .0c2 .¡ûs .00s .019 .037 .ô7à .ts .300 .600 t,t8 t.36 4.75 9.u ,r.5 r9.0 37.5 ?6.2 ,r.rtï"x3
DIAMETEB OF PARTICLES IN MILLIMETEFS
cr.AY ro srLT
MrN, #200 #100
U.S, STANDARD SERIES
4Í50 #30 #16 #8
COBBL[å
CLEAÊ SQUARE OPENINGS
ale, 3¡4" 1 112" 3" 5'6'
9.5,4 Â 19.0 37.5 76 2 . _\52 2O3I¿.f, 12i
24
45
0
GFAVEL 66 %
LIQUID LIMIT O/O
SAMPLE 0F: Sandy Gravel
7 HR TtMË READTNGS
15 MlN.60MtNlsMlN.4 MtN. 1
SAND 32 % SILTANDCLAY 2 O/O
PLASTICITY INDFX O/O
FHOM: pit 2 at I to B/z Feet
It4 8',
100
90
80 rñ
7Az
U)
U)60ff
þ-s0ñ
l)
40ffi
o_
30
10
20
T-J
230ãF-tr, ¿rñE
f-250Ltl
ct. 60
UJ
7A
90
100
¿u
r0
0
.gtlt .002 .006.009 .01S .Ag7 .t74 .150 .300 .600 1.18 2.36 4.75
DIAMETER OF PAHTICLES IN MILLIMËTFRS
cr-ÀY 1ô sllt l . sNrÌ . t GRvrL t
I flNt I ME$UM l(nafisF I ËrNF I .ôÁÊsF I --""""
GRAVFL 15 %
LIAUID LIMIT
SAMPLE OF: San Gravel
/o
SAND 83 7O SILT AND CLAY 2 7O
PLASTICÍÏY INDEX Y"
FROM: Pil S at 5 to 5 Feet
106 0920 GRADATION TËST RËSULTS Figure I
TIME ÊEADINGS
7 tltì
15 MtN.60MlN19M tN.4 MlN. 1 MlN. #200 1100
U,S. STANNARD SËRIES CLEAR SQUARE OPENINGS
3/8' 314, 1 U2" 3" 5"6"B"#5A *3t /118 4t'8 lt4
tflz6v)
û_
FztUOÉulo-
Õtuz
-4ËUIrc
þ-z
LU
IJæ
UJû-
1û
20
30
40
50
60
7A
BO
90
10û
tco
BC
a3
1A
60
so
{0
3{¡
20
t0
û
.001 .(l\z .m5 .oos ,019 .037 074 .15Û .3û0 .sBû t.1g 2.3Û 4.75 na ,r.5 tntt 3?'ã 1ß2 tã2 203
127
DIAMETËR OF PARTICLES IN MILLIMETERS
t-
-¡--
ct¡Y Ti) lìll'r
GRAVEL 69 %
LIOUID LIMIT %
SAMPLE OF: Sandy Gravel
.001 .o02
CÛ8BLES
SAND 29 % SILT AND CLAY 2 %
PIÁSTICITY INDËX %
FROM: pit 4 at BYe to 9 Feet
TIMË NTADINGS
,åilflt uo",*rnMtN.4 MrN.1 MtN *2AA $104
U,S, STANDAFD SÊBIË3 CLEAR SOUARE OPFNINGS
JlS, Al4, 1 112' 3' 5u6"À0
90
BO (trcZ
U)Ø
o^("" o-þ50ñ
40ffi
o-
2A
24
45
0
10
2A
lr,230
t--ul 40t{
=Â^tU
ct 60
Ll-'ü-
7t
BO
of)
100
rÉît #30 1t16 llg #4 100
10
0
.0û5 .00g .019 .AO? .OZ4 .150 '300 00Û 1'18 2'36
DIAMETËR CIF FARïCLÊS IN MILLIMETERS
4.75 3.512.519.0 37.5 76,2 fi\52
----f
w
+
CÕBBLES
Cl-/iY Tó SILT
GRAVEL 73 %
LIOUID LIMIT
SAMPLE OF Gravel
SAND 25 % SILT AND CLAY 2 O/O
PLASTICITY INDËX o/o
FROM: Pit 6 at eY2 b I Feet
o//a
Figure 10GRADATION TEST RËSULTS1 û6 0920
TIMË READINGS
ff[¡rru rã']$w eorur¡¡r sMtN.4MrN. I MlN. #200 1É100
U.S, STANDARD SERIES CLEAÊ SOUARE OPENINGS
gls" sl1, 1 112. 3' 5"6'I'#50 li30 lÍ16 tlg 44
(tzı
v7
ô_
Fz
LIJ()culn*
Ê
UJz
Þ*
LL¡tr
l--z
Lll
0r
UJu
0
10
2ú
30
4A
5t
bU
70
80
90
100
100
90
IJÛ
50
{Q
3Û
2Õ
c
.ml .Ð42 .û05 .o0t .û19 û37 .87,1 .150 i0û ,600 1 1& 2'ç6 ^7s 9t
'2.5
t90 37ô 762 1b2 203
121
D¡AMET€R OF PARTICLES IN MILLIMETËBS
GRÂVIL
ËlNi I coARsãC¿ÂY TO SILT
GHAVËL 61 o/o
LIQUID LIMIT 7O
SAMPLE OF: Sandy Gravel
U.S. STANDARD sÊRIES
l¡ 100 #50 #30 4t16 1i8
COBBLÊS
CLEAR SOUARE OPENINGS
A/8 Jt4, 1112 3" 9'6'
SAND 3S % SILT AND CLAY 3 O/O
PLASTICITY INDEX %
FfiOM: pit I ât 7 lz to B la Feet
45
0
TIMË READINGS
r"å ïft,u. uor,*,rMrN.4 MrN. I MtN
8',
#2AA #,4 100
s0
80 (t
702aa60ff
F-
lì{} +
rì
nn (f*' LIJ&
30
LJ
LlJzaF
ll_l
tr:
Þzul
L)ü
UJ0-
10
2Q
30
40
50
60
70
BO
so
10û
2t)
10
û
"01g ^037 .tTA .150 .300 .600 1'18 2'36 4J5 9'q2519Û 37's 76'2 ftr52
DIAMETER OF PAPITIÇLËS IN MILLIMETEBS
2t30cl1 .002 .0c)5 .009
Ot¡Y lo slrÏ
GRAVEL 54 Y"
LIQUID LIMIT %
SAMPLE OF:Gravelwilh Cobble
COBBTES
SAND 41 % SILT AND CLAY 5 YO
PLASTICITY INDËX %
l:fiCIM: Pit'10 at 6 to 7 Feet
Figure 11GRADATION TEST RESULTS1 06 0920
24 HR. 7 HÊ
0 45 MlN. .15 MlN.
Tih¿E HEAI]INGS U,S. STANDARD SËRIES
00 #5Û ,lt'30 #16 {tt,
CLEAR SOUAHË OPENINGS
3lS" 314' 1 112" 3u 5"6',8"
60MlN1SM lN.4 MlN. 1 MlN. #20Ô /É1 It4 100
on
80
70
(ft!z{
t--t!a
Fz
LrJ()u
l¡Jil
10
20
30
d0
50
60
bU
(}z
mn
L
l-"zlrl(J
0it!
o-
7A
50
40
30
2Õ
10
BO
9û
0
100 .0t7 .ö74 . t S0 .300 '600 1 . lB 2.36 4.75 9.5 19.0 37.5
12_5
76.2 152 2Q3.001 .oa2 .005 .009 019
DIAMETER OF PAFT1CLFS IN MILLIMË-TERS
coa8lEs
ctÀY io sllT
GRAVËL 68 %SAND 31 %SILT AND CLAY 1 %
LIOUID LIMIT %PLASTICIry INDEX %
FÊCIM: Pit 12 at 7lz lo I FeetSAMPLE OF: Sandy Gravel
Figure 12GNADATION TEST RËSULTS1 06 0920
HEPWORTH-PAWLAK GEOTECHNTCAL, INC.TABLE 1SUMMARY OF LABORATORY TEST RËSULTS.lob No. 106 0920SOIL ORBEDROCK TYPESilty sandSandy gravelGraveliy sandSandy gravelSandy gravelSandy gravelSandy gravelSandy gravelUNCONFINEDCOMPRESSIVÊSTRENGTHrFSF)ATTEREERG TTMITSPL.ASTTCINDEXloloìLIQUIDUMITlÊlo)PERCENTPASSIN6NO. 200STEVE41222235IGRAÞATIONSAND(o/o)J/-832925364IJIGRAVEL{vo)661569736I5468NATURALDRYDENSNY(pcf)96NATURALMOISTURECONTENT{t/o\8.92"7SÅMPLE LOCATIONPTTÐEPTH2t/z&-\Vz5-5Yr8i¿-qïYz-91Yz - 9Vz6Yz -77Vz-81¿46I1ût2
&^gnçuwtt*u.%øtt {.".r w.r'Tæwugwz ft:;&qvvwvi, &vnq& %'W þ, %xø.xzzg
Aspen Valley poo Clubl64l I Highway 82
Onsite Wastewater Treatment System Report
North Septic Field Sizing
Enter Desitn
Selêct LTAR
Effluent Appllcatlon Reductlon Factor
Enter Number of Bedrooms (lncludlng ofilce(s, ADU,
Enter Add¡tlonal Flow
Flow Per
Mlnlmum Tank
IIIE
1400BED STA
Lt7Numbêr of Chambers Needed
hga gx * wz t%ø ru {3 t && w w n wz 64 W qa& uu x u:nw ç,
Aspen Valley poo Club16411 Highway 82
Onsite Wastewater Treatment System Report
1 Calculate total STA pipe length
Variabte Description Nofes
#,on"" Number of Zones 2
tater¿rs Number of Laterals per Zone 2
finrûators/raterat Number of lnfiltrators per Lateral 30
Number of lnfìltrators
Ltd"¡"i Lateral Length
Ltor"ltarerat Total Pipe Length Per Zone
2 Calculate approach p¡pe system volume
Pipe Type
L"pp,oach Approach Pipe Length
gprpe PiPe Diameter
lD Pipe lnner Diameter
V"pproach Pipe Volume
Vappro""h Pipe Volume
3 Calculate manifold p¡pe system volume
Pipe Type
Lmanrrord Length of Manifold
gpipe PiPe Diameter
lD Pipe lnner Diameter
Vmanirord Pipe Volume
Vmanirotd P¡pe Volume
4 Calculate lateral pipe system volume
Pipe Type
gpipe PiPe Diameter
lD Pipe lnner Diameter
Vauar Pipe Volume
Vaterar Pipe Volume
5 Calculate total pipe volume
Vorar Total PiPe Volume
6 Calculate dosing/pumping volume required
V/ft"¡"6¡¿¡ Volume of Chamber Per Foot
Vrerd dosins Estimated Dosing Volume
Vtor"rdo"ins EstimatedDosingVolume
Hcatcutated Calculated Operat¡ng Depth
Hcarcurated Calculated Operat¡ng Depth
2.067 in Accord¡ng to manufãcturer
1.515cf = Lu"r*0.25* n. (lD[in]/12)2
11.3 gâl = Vrutu,u¡ lcfl - 7 .48 galld
120
120ft
24Afr
= #¡nfrr"too . 4 fUinfiltrator
PVC SCH4O
65 ft
2.000 in According to manufacturer
PVC_SCH4O
25.00
1.500 in According to manufacturer
1.610 in According to manufacturer
0.353cf = Ltot"r*0.25* n - (lD[¡n]/12)'?
2.6 gal = Vr"tu,ur [cf] * 7.48 galld
PVC_SCH40
1.500 in
1.610 ¡n
According to manufacturer
According to manufacturer
= Ltotu¡*0.25* ll - (lD[in]/l2)'?
= Vur",a lcfl - 7.48 gallcf
3.393 cf
25.4 gal
28.0gal = *Vman¡ord *Vtare¡at
According to tank dimentions
Rule of thumb, 7 t¡mes STA p¡ping system volume
7 t¡mes STA piping system volume plus drain back
= V¿o"¡nn / V/ft"¡".6",
= Hcatutated lft] - l2inlft
79 gallft
178 gal
189 gal
2.39ft
28.67 in
ffi ,y*p ø,s xv r,%ww Mtí: &;þ uøx: v.n çn {".uu't" ut *,q,
Aspen Valley poo Clubl641l Highway 82
Onsite Wastewater Treatment System Report
Pump Selection for a Pressurized System
Norh Septic System
Paræters
DiscføgeAssertlySüze
TraEFtlgghBáe\å\ie
TrãEFtPiFCbs
TrãEpcrtUrËSÞe
Distihlrg\ä\iewd
TraEFtLerúf\hvdve
TraEFtPipeClæs
TrãEFtPipeSüze
[/kElgddll.ifr
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l/ffidPipesize
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l-*rdLÉrgh
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LærdPipesìze
OrifcêSÞe
OritueSfirE
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Calculations
- Multiple Family Resitlence Poject
2û irrfEs
t9 frd
4
2æ infEs
w.
62H
Æ
1.50 irrfEs
125 Ëd
56 ËÉ
4
'1.50 infEs
2
SH
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1.50 i'dEs
1B ¡nfEs
4Ë
5H
NcrF ififEs
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1æ
s
80
70
oolrr60
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dr!(¡,_^ru
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n
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0
Fd
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Ëd
ËdË
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02
o3
27
00
00
03
00
02
MriÍrm Flo¡/RæpÊrOribe
Nrnbdorlicesperzqe
TcHFloryRæperztÞ
ruurtaClaaspøZøe
% Florv D ilÉrã$d lstLætodñce
TrãEFt\ëajV B*evd\,e
TraEpút\åcjvAbVdie
Frictional Head Lo€ses
o/o
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ftE
0.¿ß
%
109
1
26
10
17
wn
gpn
t6strqú'Disdãge
tcs inTøEpûtBáe\ä\,e
tcsfrc€h\äve
tcs inTrãËpûtdÞ\ä\,e
l-csinfi/ffid
l-c6inL*rds
l-cstlrr€hFlo nìeb
'AddFrildlt6ses
PipeVolumes
0nÆ 60 80 1m
Net Disúarye(gpm)
1n 1N 160
Vd cftrasgtL¡reBúeVáæ
Vd cffrãFpûtl¡rÊ,ôfrr\ä\,e
vddt!ffid
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sds
gds
gds
gds
gds
M
07
0.6
102
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114
PumpElata
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1tzlP,1\gm{1Ø
Minimum Pump
De6þnFlo/r/R*
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gtrlì
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109
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hçnryazznúww&'';:Wþn"$pu&unq:*u,Wxz*çzwwu:u';xtvqv'tu
Aspen Valley poo Clubl641l Highway 82
Onsite Wastewater Treatment System Report
2OOO Gallon ToP Seam'lGP
tüom #
2000T.lGP
DESIGN NOÏESr Design per performonce test per ASTM
c1227
. Top surfoce oreo 87.75 ft2
o f'c GD 28 doys; concrete = 6'000 PSI
Min.
lnstollotion:
o Tonk to be set on 5" min' sond bed or
peo grovel¡ Îonk-to be bockfilled uniformly on oll
sides in lifts less thon 24" ond
mechonicolly comPocted¡ Excovoted moteriol moy be used for
bockfill, provided lorge stones ore
removedo Excovotíon should be dewotered ond
tonk filled with woter prior to being put
in service for instollotion with woter
toble less thon 2' below grode
¡ Meets C1644-06 for resilient connectors
o lnlet ond Outlet identified obove pipe
¡ Delívered complete with internol piping
¡ 4' Moximum bury depth
1 rrr¡x iirDi
Boot
Ï'
Dimensions , Net
, Copocity
Height i
68" I 2,142 gollons
!. ....
CloarAæ
RbsrrbGredo
î'
Top Vierv
Secüon Mew
il_
ALLOWABLE BURY
(Bosed on Woter Toble)
WATER TABLE ALLOWABLE
EARTH FILL
0'- 0'3'- 0"
1'-0"3'- O"
2'-O"4'-O"
3'- O"4'-O'
DRY 4'-O"
I'5i
I nvert Net
15'
56"
Digging Specs
Long x I' Wide
below inlet invert
lnlet
56"
Outlet
53"
Length
162"
width
7A"
Lid
i s,+zo
Tonk Totol
lbs 15,140 lbs 20,560 lbs
Rubbor
Sealant
1
Ì
ï
Phone: 719'395€76¡f
Fax: 71S395€7?/
Webclb: wunv.valleyPreætcom
Eml I : fronüesk@valleyPrccastærtBuen¡ Vlst¿r Colorado
PRTCASI¡rnc.
2OOO Gallon Top Seam
Tvvo Gompattment
with Low l{ead PumpItem #
2OOOT.2GP-LH
DESIGN NOTES¡ Design per performonce test per ASTM
c1227
. Top surfoce oreo 87.75 fl2
¡ fc @ 28 doys; concrete = 6,000 PSI
Min.
lnstollotion:¡ Tonk to be set on 5" min. sond bed or
peo grovel¡ Tonk to be bockfilled uniformly on oll
sides in lifts less thon 24" ond
mechonicolly compocted¡ Excovoted moteriol moy be used for
bockfill, provided lorge stones ore
removed¡ Excovotion should be dewotered ond
tonk filled with woter prior to being put
in service for instollotion with woter
toble less thon 2' below grode
¡ Meets C1644-06 for resilient connectors¡ lnlet ond Outlet identifled obove pipe
¡ Delivered complete wÍth internol piping
¡ Secondory sofety screen ovoiloble with
PVC riser
ALLOWABLE BURY
(Bosed on Woter Toble)
WA'IER TABLE ALLOWABLE
EARTI.{ FILL
o'- o'3'- o"
1'-O"J'- o'
2'- o"4'-O'
3'- O'4'- o"
DRY 4'-O"
'servroe @ntanß avallable for mahþnanæ'
i re¡¡x I
ltD)
ClearAæ
a:T
,--i!-'r
¡1--'
î
1.j
tl
I
7i JU
.l
Rúbor
Sodant Wlcto.-
Pmd \
Pt¡mp:¡ Compþta ln¡û¡llaüm (wllr¡, panel,
lnonnüry and stailtp ptoætfuln)r Gompldewgranty
Top
Vlil 24.
Hcsht
Vrhrc
7i ]"
Sec{on
6i t'
5l )"
Vleur
Digging Specs
Long x 8' Wide
below inlet
imensions Net Copocity
1 Min
Height lnlet Side Outlet Totol Lid
92"1559 gol sot I
2066 gol 5420
PRTCASI'Inc. rservlæ
Frelseı6?64 ffi-m'uz
Fax ff19) gæ{Jrn n¡tn\@æ81211
Weblû¡: www.valle)rprffitæñl
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Water &
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Air Release Assemblies and Valves
Discharge outlet
ARV21 VaIVe
ry
ARA Air Release Assembly with ARV2| Valve
Discharge outlet
ARV40 valve
ARA Air Release Assenbly with ARV40 Valve
General
ARA Air Release Assemblies are highly reliable and easy t0 maintain. They can
be quickly converted t0 automatic air/vacuum operation without the need to
replace piping by using an ARV21 or ARV40 valve. This allows greater system
flexibility because systems can be designed to use ARA assemblies with man-
ual valves, and more costly automatic valves can be installed later in locations
where they are necessary. The valves and pressure gauge port can be isolated
for the installation or removal ol components.
To make upgrading to an ARV2'| or ARV40 valve easy, 0renco recommends a
minimum diameter of 24 inches (61 0 mm) and a minimum height of 30 inches
(760 mm) for ARA enclosures.
Because ARV21 and ARV40 valves are automatic combination airlvacuum
release valves with large orifice valve designs, pre{ilters are unnecessary.
The large orifice valve design also enhances the reliability of ihe valves, which
reduces the need for maintenance,
Applications
0renco's ARA Air Release Assembly functions as a manual air, gas, and vacu-
um release at high points in pressurized effluent collection or transport lines.
The ARV21 and ARV40 are automalic combination airlvacuum release valves
with large-orifice valve designs. Both are suitable for use on all pressure lines
where the automatic release of air, gases, and vacuum is needed.
The ARV21 also has an air gap at the top of the valve that prevents fluid con-
tacl with the sealing mechanism. This makes it ideal for use in applications
with continuous high-volume flows, such as pressure sewer mainlines,
Standard Models
ARA (Assembly); ARV21, ARV40 (Valves)
2-in. (50 mm)NPT
threaded plug
I
%-in.(6.3 mm)NPT
pressure gauge port
_ [1il¿¡¡¿l air release
ball valve
ARA Air Release Assembly with lntegral Manual Air Release Ball Valve
grenco Systemso ¡nc.,814 Aiil,ay Ave,, Sutherlin,0R 9747S USA r 8ll0-3¡18-984íl o 541-459*4¡149. www.otenco'com NTO.AR.AR.l
Bev.2.0, O 03/17
Pago 1 of 2
Specifications
ARA Air Release Assemblv
Working pressure 1 50 psi (1 0 bar)
Test Pressure nla
A 16.0 in. (404 mm)
ıD 17.5 in. (446 mm)
C 6.5 in. (165 mm)
ARV21 Valve
Working pressure 3-1 50 psi (0.2-1 0 bar)
Test pressure 232 psi (16 bar)
12,5 in. (320 mm)B
ABA Air Release Assenbly, Top View
ABAAiT Release Assembly, Side View
Ë 8.5 in. (220 mm)
ARV¡IO Va|ve
Working pressure 3-150 psi (0.2-10 bar)
Test pressure 232 psi (1 6 bar)
F 8.25 in, (210 mm)
u 7.00 in. (180 mm)
Materials of Gonstruct¡on
ARAAiT Release Assembly
Piping PVC
Ball valves Schedule 40 PVC, EPDM
Reinforcing collar Stainless steel
ARV2I Valve
Body and base Reinforced nylon
Clamp and hardware Reinforced nylon
Stainless steel
Floats and stem Foamed polypropylene, stainless steel
Stopper Acetal
0-rings BUNA-N E
Rolling seal EPDM ARV2| Valve, Side Wew
G
ARV40 Valve, Side View
Discharge outlet Polypropylene
ARV40 Valve
Body and base Reinforced nylon
Float Foamed polypropylene
0-ring BUNA-N F
Discharge outlet Polypropylene
Seal Pluq
Screws Stainless steel
Plug cover Reinforced nylon
Rolling seal EPDM
I'ITD-AR'AR-l
Rov.2.0, G 03/17
PagÛ2 ol 2
orenco Systemsc lnc. ,814 A¡rway Aye,, St¡tberlin, 0R 9747S USÀ . 800-348-9843 . 541-459-4449 . wwur,orenco.com
#I
Distributing Valves
Applications
Automatic DistribLrting Valve Assemblies are used to pressurize multiple zone
distribution systems including textile filters, sand filters and drainfields.
Top View
Coupling
D¡strlbut¡ng valve
lJnion
Clear pipe
Ball valve
Elbow
SideWew
Elbows
Bottom View
General
0renco's Automatic Distributing Valve Assemblies are mechanically operated
and sequentially redirect lhe pump's flow to multiple zones 0r cells in a dis-
tribution field. Valve actuation is accomplished by a combination of pressure
and flow. They allow the use of smaller horsepower pumps 0n large sand
filters and drainfields. For example, a large community drainfield requiring
300 gpm (18.90Usec) can use a six-line valve assembly to reduce the
pump flow rate requirement to only 50 gpm (3.14Usec),
Orenco only warrants Automatic Distributing Valves when used in coniunc-
tion with High-Head Effluent Pumps with Biotube@ pump vaults t0 provide
pressure and flow requirements, and to prevent debris from fouling valve
operation. An inlet ball valve, a section of clear pipe, and a union for each
outlÊt are provided for a complete assembly that is easy to maintain and
monitor. ldeal valve localion is at the high point in the system. Refer to
Automatic Distributing Valve Assemblies (NTP-VA-1) for more information.
Standard Models
V4402A,V4403A, V 44A4A,V46û54, V46064, V64024, V64034, V64044,
v6605A, V66064.
Product Gode Diagram
v
Assembly
D¡scharge connect¡ons installed:
02 = 2 connecl¡ons
03 = 3 conneclìons
04 - 4 connections
05 = 5 ôonneûtions
06 = ô connections
Avaìlable di6charge connections:
4 = 4availableconnections
6 - 6availableconnections
lnleyoutlot size, in. (mnl:
4 = 1.25(32)
6 = 1.50{40)
Distribut¡ng valve
Materials of Construct¡on
A
All Fittings Sch.40 PVC perASTM specification
Unions Sch. B0 PVC per ASTM specification
Ball Valve Sch. 40 PVC per ASTM specification
Clear Pipe Sch. 40 PVC per ASTM specification
grenco Systemso lnc, ,814 Airway Ave,, Sulherlin,0R 97479 USA o 8{t0-348-9MÍl . 541-459-¿1449 . t¡vww.orenco.com ilrD-sF UA-l
ReY.2.0, @ 03/17
Page 1 of 2
Specifications
Model lnlet Size, in. (mm) Outlets Size, in. (mm)Flow Range, spm (Usec) Max Head,ft (m) Min. Enclosure*
v44024 1.25(32)1.25(32l,10 - 40 (0.63 - 2.52)170 (51.810)u81217
v44034 1.25 (321 1.25132)10 * 40 (0.63 - 2.52)170 (51,816)u81217
v44044 1,25132)1.25 (32)10 - 40 (0.63 - 2.52)170 (51 .816)u81217
v46054 1.25(32)1.25 ß4 10 - 40 (0.63 - 2.52)1 70 (51 ,816)RR241 I
v46064 1.25 ß2)1.25(32)10 - 40 (0,63 - 2.52)170 {51 .816)RR241 B
v64024 1.50 (38)1.50 (38)15 - 100 (0.95 - 6.31)345 (105.16)RR241 I
v64034 1.50 (38i 1.50 (38)15 - 100 (0.95 - 0.31)345 (105.16)RR241 B
v64044 1.s0 (38)1.50 (38)'1s -'r00 (0.e5 - ô.31) 345 (105,16)RR241 I
v66054 1.50 (38)1.50 (38)15 - 100 (0.95 - 6.31)345 (105.16)RR241 I
v66064 1.50 (38)1.50 (38)15 - 100 (0.e5 - 6.31)345 (105.16)RR241 I
' When using an enclosed bas¡n, ch^ose lhe next \arget-sized dlanetet
Table 1. Automatic Distributing Valve Assembly Headloss Equations
Model Series Equation Ranqe. qom lUsec)
v44004 il =0.085x01€10 - 40 (0,63 - 2,52)
v46004 Hr =0,085x01s 10 - 25 (0.63 - 1.54
v64004 |.[ =0.0045x tr + 3.5x(1 - e4m$15 - 70 (0.e5 - 4.44
v66004 l-{ = 0.0049x tr + 5.5x(1 - eû1$15 - 70 (0.95 - 4,44
-ã,,cr
Ëq,66
CD:J(t
au,(,J
!t(Ë
(¡)
35
30
¿c
20
15
10
5
0
0510152A253035
Flow (gpm)
40 45 50 55 60 65 70
v66004
r"{
##
v64004
v46004 -r/
v44004IM
-/""M
-'t 4 ,øØ
--1 -J w
|$TD-SF-VA-t
Rsv,2.0, O 03/17
Page 2 of 2
grenco Sysbmso |nc,,814 Âlnyay Ave., $ulterlin,0R 97479 USA r 800-3{8-9843 . 541-459-4449 . ww¡v,orenoo.Gom
This ørticle may describe design criteria that was in effect at the time the ørticle was wrítten. FOR CURRENT DESIGN
CRITENA, call Orenco Systems,Inc. øt l-800-348-9843. ñ_z
0renco Automatic D ¡stri buting
Valve Assemblies
ñ.-.ñtG
Or€nco 8y¡temf
lncorporâted
1-800-348-9843
For Wastewater Effluent Systems
Introduction
Orenco's automatic distributing valve assemblies, pressurized with small high-head effluent
pumps, are useful for diskibuting efiluent to rnultiple zones. These zones can be segments
of sand filter manifolds, drainfields, or other effluent distribution systems. Distributing
valve assemblies can substantially simpli$ the design and installation of a distribution sys-
tem and reduce installation costs. This is particularly true where a distributing valve assem-
bly is used instead of rnultiple pumps and/or electrically operated valves. Additionally, a
reduction in long term operation and maintenance costs is realized due to a reduced size
andlor number of pumps. More even distribution can be achieved on sloping sites by zoning
laterals at equal elevations. This eliminates drainback to lower lines and the unequal distrib-
ution of effluent that occurs at the beginning of a cycle.
Valve Operation
The valve itself has only a few moving parts, requires no electricity, and alternates automati-
cally each cycle. Refer to Figure 1 for the following valve operation description. The flow
of the incoming effluent forces the rubber flap disk (} to seat against the valve bottom @.
The opening @ in the rubber flap disk aligns with an opening in the valve bottom to allow
flow to only one valve outlet. The sfem @ houses a stainless steel spring which pushes the
rubber flap disk away from the valve boffom after the flow of effluent stops. The stem acts
as a cam follower and rotates the rubber flap disk as the stem is raised and lowered through
the cam 0. The force from the flow of effluent pushes the stem down through the cam and
the stainless steel spring pushes the stem back up through the cam when the flow of effluent
stops. Each linear motion of the stem allows the rubber flap disk to rotate half the distance
necessary to reach the next outlet. When there is no flow, the rubber flap disk is in the "up"
position and is not seated against the valve bottom.
Figure 1:
6{tfXl Series Valve
IITP.VA.l
Bov. l¿ @ 1l/lÌl
0renco Systomso, lnc,
Pago t ol6
t
o
lnlet
-.*>
o
o
ø
o
I
I outt"tt
v
Figure 2:
Orenco Distributing Valve Assembly (6mO Series Valvel
The Distributing Valve Assembly
The Orenco Automatic Distributing Valve Assembly combines the distributing valve itself and sever-
al other components to give a complete preassembled unit that is easy to install, monitor, and main-
tain. Figure 2 shows a complete assernbly. Because distributing valves with several outlets can be
difficult to line up and glue together in the field, the discharge lines in the assemblies are glued in
place at Orenco. The unions (1) allow removal and maintenance of the valve. The clear PVC pipe
sections (2) give a visual check of which discharge line is being pressurized. The inlet ball valve (3)
allows a quick, simple method to test for proper valve cycling. The ball valve also stops the flow of
effluent in case the pump is activated unexpectedly during maintenance or inspection. Check valves
may be necessary on the discharge lines. Use of check valves is discussed in the valve positioning
section.
Valve Assembly Hydraulics
Liquid flowing through the valve assembly must pass through fairþ small openings and make several
changes in direction. Because of this, headlosses through the valve assembly are fairþ high. Table 1
gives the headloss equations for several different assemblies and Figure 3 shows the graphical repre-
sentations of these equations. Orenco recommends that high-head turbine pumps be used to pressur-
ize the valve assemblies to ensure enough head is available fbr proper system operation. High-head
turbine pumps are also recommended because the use of a distributing valve usually requires more
frequent pump cycling. The high-head turbine pumps are designed for high cycling systems and will
outlast conventional effluent pumps by a factor of 10 or more in a high cycling mode. Furthermore,
the high-head turbine pump intake is 12 inches or more above the bottom of the pump and tends to
prevent any settled solids from being pumped into the distribution valve and obstructing its opera-
tion. A minimum flow rate through the distributing valve is required to ensure proper seating of the
rubber flap disk. Minimum flow rates for the various models are given in Table 1.
l{TP-VA-l
Rev.12, (Ð lliIl
0ronco Sptoms', lnc.
Page 2 of 6
Thble 1. Automatic Distributing valveAssembþ Headloss Equations
McdelSeries Equation OpemtiqgRange(æm)
V44004 HL=0.085 x q145 10-40
v4600A. H¡:0.085 x q1'58 10 - 25
v64mA Hl:0.004sxd+3.5x(1-d0'06q ls-70
v66{x}A H¡: Q.QQ{! * f + s's x (l - c0'l$ 15 - 70
rÈ
->-o
Eo
U)
@
-cct)foL-cl-
Ø(t,oJ
E(5oI
35
30
25
20
15
10
5
0
v66004
,¿/
-/v64004
/v44004l-.¿aJtt'-¿att-
-/.tt'-
-/4 -¿
.1
0510152025303540455055606570
Flow (gpm)
Figure 3:
Automatic d¡str¡but¡ng valve assembly headloss curves
The Pumping System
Although the distributing valve was designed for the irrigation industry, it has started to gain fairly
wide acceptance in the efiluent pumping industry. However, because of the mechanical movements
of the valve, it is necessary to take steps to prevent solids from reaching the distributing valve that
may impede the operation of the valve. Orenco Biotube@ Pump Vaults - when properly sized and
insialled - provide the necessary protection to prevent valve malfunction. The Biotube@ pump vault
accepts effluent only from the clear zone between a tank's scum and sludge layers and then filters
this effluent through a very large surface area screen cartridge. Without this protection in effluent
systems, the valve has very little chance of reliable long-term operation.
tufP-vA-t
Rev.1.2, @ ll/lB
0ronco Syrlemro, lnc'
Pogo 3 ol 6
Valve Positioning
The physical position of the valve in reiation to the pump and the discharge point is very important
for proper valve operation. The most reliable operation occurs when the valve is placed at the high
point in the system and as close to the pump as possible. The transport line between the pump and
valve should be kept full if possible. If the line is empty at the beginning of each cycle, pockets of
air during filling can cause random rotation of the valve. The valve is particularþ vulnerable to this
erratic rotation with empty lines that are long and not laid at a constant grade. An ideal valve loca-
tion is shown in Figure 4.
If the fînal discharge point is more than about 2 feet above the valve and the system does not drain
back into the dosing tank, check valves should be installed on the lines immediately following the
valve antl a pressure release hole or line should be installed just prior to the valve. This pressure
release hole or line can go into a return line to the dosing tank or to a "minidrainfield" near the valve.
In order for the valve to rotate reliably, no more than about 2 feet of head should remain against the
valve to allow the rubber flap disk to return to its up position. In many cases, it may take from one
rninute to several minutes for the pressure in the valve to be lowered enough for proper rotation to
occur. Special care should be taken when installing systems conholled by programmable timers to
ensuÍe cycling does not occur too rapidly. Figure 5 illustrates a valve assernbly using check valves.
Pumping downhill to the valve should be avoidecl unless the transport line is very short and the ele-
vation between the discharge line out of the tank and the valve is less than about 2 feet. If the valve
is located many feet below the dosing tank, random cycling may occur while the transport line drains
through the valve at the end of the cycle. A pressure sustaining valve located just before the distrib-
uting valve mây overcome this problem in some instances.
Valve Assembly
D¡scharge Laterals
Transport Line
Dos¡ng Tank
Figure 4:
ldealvalve location
ITTP-VA-f
ReY.12 @ lllül
0¡enco Sylom¡1 lnc.
Pago I of 6
System Startup
Refer to the Hydrotek Valve booklet that is provided with the distributing valve assembly for the
sequencing of the valve outlets. The transport line should always be flushed with clean water before
installing the valve. Any sand, gravel, or other foreign objects that may have been in the pipe during
installation can easily become lodged in the dishibuting valve, causing malfunction.
With the pump running, alternately close and open the ball valve on the distributing valve assembly
to check proper rotation of the valve. Q.{ote: If check valves are used on the lines after the distribut-
ing valve, the pump may need to be turned on and offto allow the pressure to be released from the
valve.) If visual operation of which zone is operating is not possible, watch the clear pipe on each
line for indication of which zone is operating.
D¡scharge Laterals
Pressure Release
Line ¡f h>210"
Valves ¡f h>2L0"
D¡stribut¡ng Valve Assembly
Transport Line
Dosing Tank
Figure 5:
Valve assembly below final discharge point
Maintenance
Annually check for proper operation by following procedures listed in the Hydrotek Valve booklet
and system startup procedures listed above.
Tþoubleshooting
1. PROBLEM: Valve does not change or cycle to next zone or outlet
CAUSE:The stem and disk assembly is not rotating when water flow is turned off and then
back on,
SOLUTION 1: Ensure that there is no debris inside the cam. Clean and carefully reinstall the cam.
SOLUTION 2: If fewer than the maximum number of outlets are being used, check the installation
of the cam. Ensure that the stem and disk assembly is not being held down by an
improperly installed cam. Refer to the cam replacement instructions.
t{rP-vAl
Rev.1.2, @ llll3
0renco Systemso, !nc,
Page 5 ol 6
SOLUTION 3:
SOLUTION 4:
SOLUTION 5:
SOLUTION 6:
Remove the valve top and check for proper movement of stem and disk assembly.
Check for and removô any debris or foreign objects that may jam or retard the
movement of the disk.
Check for freedom of movement of stem and disk assembly up and down over the
center pin in bottom of valve. Scale deposits may build up on the pin and hold stem
and disk assembly down. Clean pin and again check for freedom of movement.
Be sure that all operating outlets are not capped and that the flow to operating zones
is not restricted in any manner. This would cause pressure to build up in the valve
and lock the stem and disk assembly in the down position.
The backflow of water from uphill lines may be preventing the valve from cycling
properly. This can happen when the valve is placed too far below an elevatecl line.
If the valve cannot be placed close to the high point of the system, a check valve
should be installed near the valve in the outlet line that runs uphill from the valve
and a drain line installed just prior to the valve to relieve the pressure.
2. PROBLEM: Water comss out of all the valve outlets
CAUSE: Stem and disk assembly not seating properly on valve outlet.
SOLUTION 1: Check for sufficient water flow A minimum flow rate is required to properly seat
the disk as shown in Table l.
SOLUTION 2: Remove the valve top and check the inside walls to ensure that nothing is interfering
with the up and down movement of the stem and disk assembly inside the valve.
SOLUTION 3: Make sure that the operating outlets are not capped and that the flow to the operat-
ing zones are not restricted in any manner.
3. PROBLEM: Valve skips outlets or zones
CAUSE Pumping into an empty transport line - especially downhill - may cause the valve
to skip outlets from pockets of air allowing the rubber flap disk to raise during a
cycle.
SOLUTION 1: Keep the transpott line full.
SOLUTION 2: If the line must remain empty between cycles, use a larger diameter hansport line
laid at a constant grade to prevent air pockets from forming.
CAUSE: The stem and disk assembly is being advanced past the desired outlet.
SOLUTION 1: Ensure that the correct cam for the desired number of zones is installed and that the
outlet lines are installed to the correct outlet ports of the valve as indicated by the
zone numbers on the toP of the cam.
IITTP-VA{
Rev.1.e @ llrlì3
0renco Syslemso, lne.
Pags 5 ol 6
ñr-r
ñú
€Distributing Valves Submittal
Data Sheet Orenco3yrtemr"
lncorporated
1-8m-348-9843
Applications
Automatic Distributing Valve Assemblies are used to pressurize
multiple zone distribution systems including textile filten, sand
filters and drainfields.
coupling
distributing valve
ünton
clear pipe
Top View
b¡ll valvs
elhow
Side View
elbows
Botlom Vi¿w
General
Orenco's Automatic Distributing Valve Assemblies are
mechanically operated and sequentially redirect the
pump's flow to multiple zones or cells in a distribution
field. Valve actuation is accomplished by a combination
of pressure and flow. Automatic Distributing Valve
Assemblies allow the use of smaller horsepower pumps
on large sand filters and drainfields. For example, a large
community drainfield requiring 300 gpm can use a six-line
Valve Assembly to reduce the pump flow rate requirement
to only 50 gpm.
Orenco only warrants Automatic Distributing Valves when
used in conjunction with High-Head Effluent Pumps with
Biotube@ Pump Vaults to provide pressure and flow
requirements, and to prevent debris from fouling valve
operation. An inlet ball valve and a section of clear pipe
and union for each outlet are provided for a complete
assembly that is easy to maintain and monitor. ldeal
valve location is at the high point in the system. Refer to
Automatic Distributing Valve Assemblies (NTP-VA-1) for
more information.
Standard Models
V4402A,V4403A, V4404A, V4605A, V4606A, V6402A, V64034,
v6404A, V66054, V66064.
Nomenclaftre
]E!A__T TI rlndicates assembly
I
'Number of active outlets
Model series:
44 = 4400 series(2-4outlets)
46 - 4600 series(5-6outlets)
64 = 6400 series(2-4outlets)
66 = 6600 series (5-6 outlets)
Distributing valveSpecifications
W
M#dalsof C¡nstruction
AllFittings:
Unions:
BallValve:
Clear Pipe:
V4XXX Distributing Valves:
V6XXX Distributing Valves:
Sch.40 Ð/C æTASTM specification
Sch. 80 P/C æTASTM specification
Sch.40 fl/C perASTM specification
Sch.40 F/C æTASTM specification
High-strength nonconosive ABS polymer and stainless steel
High-strength nonconosive ABS polyne¡ stainless steel, and die cast nætal
Itsu-sF-vA-r
RoY.3.0, @ {r!0
Pago I of 2
Distributing Valves (continued)
+36
à:n¡¡
äEø,
EmEt
grE
F
810oJ
=tE.EJq¡
0
v6flnA
v64004v44{nA
t/v{flnA
t-/-¿
,J I -r/
Þ 2
05t015Ã8il:F40¡105055m657f1
Flow(gpm)
Model hlaSize Or¡tlets Size Flow Max Head Min. Enclosurc
170 w12171.25 1.25 10-
v44034 1.25 1.25 10-40 170 w1217
v44D4A 1.25 1.25 10-40 170 w1217
v46054 1.25 1.25 10 -25 170 RR2418
V¿16064 1.25 1.25 10 -25 170 RR2418
VMO2A 1.5 1.5 15 - 100 345 RR2418
v64034 1.5 1.5 15 - 100 345 RR2418
v64044 1.5 1.5 15 - 100 RR2418345
v66054 1.5 1.5 15 - 100 345 RR2418
v66064 1.5 1.5 15 - 100 345 RR2418
IISU-Sf*VA-l
Rev.3.0, 1Ð fl03
Page 2 of 2
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Quick4 Plus'" Series
Quick4 Plus Standard Low Profile Ghamber
Ouick4 Plus All-in-0ne I Endcap
f'-- 18" ---l
3.3'
INVERT
Quick4 Plus All-in-0ne Periscope
INVERT
9.6"
34
B"
10,4"
EFFECTIVE
LENGTH-
When installed
between
2 chambers.
13.3"
EFFECTIVE
LENGTH-
When installed
at the end
of a trench.
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IN FI LTRATOR-
":)..¿{t tlt:
9"
4 Busíness Park Road
P.O. Box 768
Old SaybroÕk, CT 06475
860-577-7000 . Fã 860-577-7001
't€00-221-4¿tíì6
www,intiltrâlorwåtêr.com
Contour, MicrcLeach¡ng, PolyTuff, Châmberspacer, MultíPort, PosiLæk, Qulckoul, Qu¡ckPlây, SnapLæk and StrålghtLæk ile trâdmarks of lnfiltEtor Wåttr Tæhnologis.
Polylok ls airadÈmark of Polylok, lnc. TUF-TITE Ìs a reglstêred tradomark of TUF-TITE, lNC. Ultra-Rlb ¡s a lmd€mak ol lPËX lnc'
@ 20! 6 lnfillralor Watêr Tæhnologlôs, LLC. Ail úghls reærued. Pr¡ntod ln U.S.,{ PLUSo1 0816
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Contact lnfiltrator Water Technologies' Technical Services Department for assistance at 1-800-221-¿t436
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INFILTRATOR TIIATER TECHNOLOGIES, LLC {"INFILTRATOR'}
lnfiltrator Vtlatôr Tochnologies, LLC STAÍ{DARD LIMITED Drainfield WARRÀNïY
(a) The slructural integr¡ty of each chamber, endcap, Ezflow êxpanded polystyrene and/or other
accêssory manufâclured by lnfìltralor ('Un¡ts'), when installed and operaled in a leachfield of
an onsite septic system in accordance w¡lh lnliltralor's imtructions, is waûanted lo thê orig¡nal
purchasêr ('Holdêr") aga¡nst defêclive malsrials and workmanship for one year from lhê dat6 that
thê sèpt¡c perm¡t ¡s issued lorlhe seplic system containing the Un¡ts; prov¡ded, however, thâÌ if a
septic perm¡t ¡s not requhed by âpplicable law, lhe warranly pêriod will begin upon the date that
installation o{ the septio systêm commênces. To exercise its warranty rights, Holder must notily
lnfiltrator ¡n wr¡ting ai its Corporate Headquarters in Old Saybrook, Connecticut with¡n l¡fteen
{15) days of the alleged defect. lnfiltrator will supply replacoment Units for Units detèrm¡ned by
lnfìltrator lo be cover€d by th¡s Umûed Warranty, lntiltrator's l¡ab¡l¡ty specifically ôxcludðs the cost
of romovâl and/or installation of the Uníts.
{b) THE LIMITËD WARRANTY AND HEMEDIES lN SUBPARAGRAPH (a) ARE EXGLUSIVE. THËRF
ARE NO OTHER WARRANTIES WITH RËSPECT TO THE UNITS, INCLUDING NO IMPLIED
WARHANTIES OF MEHCHANTABILITY OR FITNESS FOR A PARTICULAR PUBPOSE
(c) This Lim¡led Warranty shall be voíd ¡f any part of thè chamber system is manufactured by âny-
one olherlhan lnfiltrator. The Limited Waranty doês not êxtend to incidental, consequential, spe-
c¡al or ind¡rect damages. lntìltrator shall not be liable for penalties or l¡quidated damagês, including
loss of production and profils, labor and materials, overhead costs, or olher losses or expensès
incured by lhe Holdor or any lhird party. Specil¡cally excluded Trom Limited Wananty coverage
are damage to lhs Units dus to ordinary wsar and toâr, alteration, accident, m¡suse, abuse or
neglect of the Units; lhe Units being subjêcted to vehicle traffic or other condit¡ons wh¡ch are not
permitted by the ¡nstallalion ínstructions; fa¡luro to ma¡ntain the minimum ground covers set forth
in the inslallalion ¡nstructions; thê placement ol ¡mproper materiåls into the system containing tha
Un¡ts; failure of lhe Units or thë septic system due to improper siting or improper sizing, excessive
water usagê, improper grêase disposal, or improper operationi or any other svent nÕt caused by
lnfiltrator. This Umìtod Wananty shall be void if thê Holdôr fails to comply with all of thè t6rms set
lorth in this Limited Wånanty. Further, ín no event shall lnf¡ltrator be responsible for any loss or
damage to the Holder, the Units, or âny thkd party result¡ng from inställation or shipment, or fom
any product liab¡lity claims of Holder or any thkd party, For this Um¡ted Waranty to apply, the
Units must be installed in accordancê with all site conditions required by state and local codes; all
other applicable laws; and lnfiltrator's installat¡on instructions.
(d) No representative of lnfíltrato¡ has the åuthority to change or extend this Linited Wananty. No
wananty applies to any party other than the original Holder. The above represents lhe Standard
Lirnited WaÍaniy otfered by lntiltrator. A l¡mited number of states ând counties havè diffêrent war-
ranty requirements. Any purchaser of Units should contact lnfiltrator's Corporate Headquarten in
Old Saybrook, Connecticut, prior to such purchase, lo obtain a copy of lhe applicable wananty,
and should carelully read that warranty prior lo the purchase of Un¡ts,
øs rywur {*&r,ens¡ bilily!
W&ú rywwa Wwwq&& that as a homeowner you're responsible
for maintaining your septic system? Did you know that
maintaining your septic system protects your investment
in your home? Did you know that you should periodically
inspect your system and pump out your septic tank?
If properly designed, constructed a¡rcl maintained, your
septic systeln can provide long-term, e{fective treatment cf
householcl wastewater. If your septic system isn't maintained,
you might need to replace it, costing you thousands of dol-
lan. A malfunctioning system can contaminate grouncìwater
that might be a source of drinking water. And if you sell your
home, your septic system must be in good working order.
This guide will help you care for your septic system. It will help you under-
stand how your system works and what steps you can take as a homeowner
to ensure your system will work properly. To help you learn rnore, consult
the resources listed at the back of this booklet. A helpful checklist is also
included at the end of the booklet to help you keep track of your septic
system nlaintenance.
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A typical septic system has four main components:
a pipe from the home, a septic tank, a chainfreld,
and the soil. Microl¡es in the soil digest or remove
most contaminants from wastewater before it even-
tually reaches groundwater.
?i ,ttilrti1'¿,4
Soil
op Four Things You (on Do
lo Proted Your Septic Systern
I. Regulorly inspecl your
system ond pump your
Ionk ss necessory.
2. Use wEler efficienlly.
3. Don'l dispose of
household hqzErdous
wssles in sinks or loilets.
4. Cqre for your drsinfield.
A Homeowner's Guide to Septic Systems
'"{y pí r"utr *,* y*l t r: uy ua; r:zzz
eptir syslem uliuses¡
. On-lol syslem
. Onsile syslem
. lndividuol sewoge
disposol syslem
. Onsite sewqge
disposol syslem
. Onsiïe wqslewqler
lreotmenl syslem
Pipe fram the home
All of your household wastewater exits your home
through a pipe to the septic tank.
Septic tanh
The septic tank is a buriecl, watertight container typically
made of concrete, fiberglass, or polyethylene. It holds the
wastewater long enough to allow solids to settle out (fbrm-
ine sludge) and oil and grease to float to the surface (as
scum). It also allows partial decomposition of the solid
materials. Compartments and a T-shapecl outlet in the
septic tank prevent the sludge and scum from leaving the tank and traveling
into the drainfield area. Screens âre also recommended to keep solids from
entering the drainlìeld.
Newer tanks generally have risers with lids at the ground surface to allow
easy location, inspection, and pumping of the tank.
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From hous€
To addition¡l trreahnent
and/or dispersal
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2 A Homeowner's Guide to Septic Systems
##JÌ
t/,Í
g*inding Your System
,-H Yout septic tonk, droinfield, ond reserye droinfield
should be cleorly designoted on the
"ss-built" drowing for your home. (An
"qs-built" drowing is o line drowing thot
occurotely portroys the buildings on your
property snd is usuolly filed in your locol
lond records.) You might olso see lids or
monhole covers for your septic tonk. Older
tonks ore often hord to fínd becouse there
ore no visible ports. An inspector/pumper
con help you locote your septic system if
your septic tonk hos no risers.
(
' i'. r.,ti t?;'. i :'1,': :
Drainfreld
The wastewater exits the septic tank and is discharged into the drainfield
for further trcatment by the soil. The partially treated w¿rstewater is pushed
along into the clrainfield fcrr fr:rther treatment every tirne new rvastewater
enters the tank.
If the drainñelcl is overloaded with too much liquid, it will flood, causing
sewage to flow to the ground surface or create backups in plumbing lìxtures
and prevent treatment of all wastewater'
A reserve clrain{ìeld, required by many states, is an area on your prûperry
suitable fc¡r a ¡rew drainfield system if your current drainfreld fails. Ti'eat
this area with the salne care as your septic system.
Soül
Septic tank wastewater fìows to the drainfield, where it percolates into the
soil, which provides fìnal treatment by removing harmful bacteria, viruses,
and nutrients. Suitable soil is necessary for successful wastewater treatment.
.,,., i: :'t:'l:':: 1,,, ;',/, 1.,',.11','
t:' t:. i :'', :.,;':: : ::.; .'.,
Because many areas don't have soils suitable for typical septic systerns, you
rnight have or need an alternative system. You might also have or need an
alternative system if there are too many typical septic systems in one areâ or
the systems are too close to groundwater or surface waters. Alternative septic
3A Homeowner's Guide to Septic Systems
systems use new technology to improve treatment prûcesses ancl might need
special care and maintenance. Some alternative systems use sand, peat,
or plastic metlia instead of soil to promote wastewater treatment. Other
systenis might use wetlands, lagoons, aet?tors, or disinfection devices.
Float switches, pumps, and other electrical or mechanical components are
often used in alternative systems. Alternative systems should be inspected
annually. Check with your local health department or installer for more
information on operation and maintenance needs if you have or need an
alternative system.
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'Wlie¡i septic systems are properly designed, constructecl, ancl maintainecl,
they effectively reduce or eliminate most human health or environmental
threats posecl by pollutants in household wastewater. However, they require
regular maintenance or they can fail. Septic systems need to be monitored to
ensure that they work properly throughout their service lives.
a.l
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,;.i1;,1.;',,,,'l'.:i:;;'|
A key reason to ntaintain your septic system is to save money! Failing septic
systems are expensive to repair or replace, and poor maintenance is often
the culprit. Having your septic system inspected regularly is a þargain when
you consider the cost of replacing tlie entire system. Your system will need
pumping depending on how many people live in the house and the size of
the systern. An unusable septic system or one in disrepair will lower your
property value and coulcl pose a legal liability.
i, .. .. : .. ..t',.;. , ,.,,..:,,t . , ..,.:::t :'!.'
.1 .' t,| t ',11¡L '1t,..,t:;t:¡:i,1,r':..'j ,'i:t t. .,,:11 :t'.: t.i.i tt:itlt, lt ti".
Other good reasons for safe treatment of sewage inclucle preventing the
spread of infection and clisease and protecting water resources. Typical
pollutants in household wastewater are nitrogen, phosphorus, and disease-
A Honreowner's Guide to Septic Systems
causing bacteria and viruses. If a septic system is working properly, it will
effectively lemove most of these pollutants.
VØith one-fourth of [J.S. homes using septic systems, more than 4 billion
gallons of wastewater per day is dispersed below the ground's surface.
Inadequately treated sewage from septic systems can be a cause of ground-
water contamination. It poses a significant threat to drinking water and
human health because it can contaminate drinking water wells and catlse
diseases ancl infections in people and animals. Improperly treated sewage
that contaminates nearby surface waters also increases the chance of
swimmers contracting a variety of infectious diseases. These range from eye
and ear infbctions to acute gastrointestinal illness and diseases like hepatitis.
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i::ti:.'.:.'.'t,'.t',,;:,'.', ...' ..,,, .'. ','::ir..;l:.:lttt.,".: ilr.: !..1,:t .'t.1..j.:1t i:i 'i
You should have a typical septic system inspectecl at least
every 3 years by a professional and your tank pumped
as recommendecl by the inspector (generally every 3 to 5
years). Alternative systems with electrical fÌoat switches,
pumps, or rnechanical components need to be inspectecl
more often, generally once a year. Your service provider
should inspect for leaks ancl look at the scurn ancl sludge
layers in your septic tank. If the bottom of the scum layer is
within 6 inches of the bottom of the outlet tee or the top of
the sludge layer is within l2 inches of the outlet tee, your
tanlc needs to be pumped. Remernber to note the sludge
and scum levels determinecl by your service provider in
your operation and ntaintenance records' This information
will lielp you decide how often pumping is necessary' (See
the checklist included at the end of the booklet')
7' l,l" '".-. iiá ¿r,:. i hot Does on
"'* 'i' lnspeetion lnrlude?
. Locoting the system.
. Uncovering occess holes
. Flushing the toilets.
. Checking for signs of
bock up.
. Meqsuring scum and
sludge loyers.
. ldentifying c¡ny leoks.
. lnspecting mechonicol
components.
' Pumping the tonk if
necesscIry.
!rA Honreowner's Gr¡ide to Septic Systems
6
Four major factors in{luence the frequency of pumping: the number of
people in your householcl, the amount of wastewater generated (based on
dre number of people in the household ancl the amount of water used), the
volume of solids in the wastewater (for exaniple, using a garbage disposal
increases the a¡nount of solids), and septic tank size.
Some makers of septic tank additives claim that their products break down
the sludge in septic tanks so the tanks never need to be pumped. Not
everyone agrees on the effectiveness of additives. In fact, septic tanks
already contain the microbes they need for effective treatment. Periodic
purnping is a much better way to ensure that septic systens work properly
and provide many years of service. Regardless, every septic tank requires
periodic pumping.
In the service report, the pumper should note any repairs completed and
whether the tank is in good condition. If the pumper recommends addi-
tional repairs he or she can't perform, hire someone to make the repairs as
soon as possible.
'{,T11 y i 1, ;, 47.tt,'1 trk r:'*¡, r;, ::i','|* t l.ï,:: t:. rîiill
Average incloor water use in the typical single-fämily home is almost
70 gallons per person per day. Leal<y toilets can waste as much as 200
gallons each day. The more water a household conserves, the less water
enters the septic system. Efficient water use can improve the operation of
the septic system and reduce the risk of failure.
Hþh-effrciency toilets
Gilet use accounts {or 25 to 30 percent of household water use. Do you
know how many gallons of water your toilet uses to empty the l¡owl? Most
older homes have toilets with 3.5- to 5-gallon resetvoirs, while newer
high-efficiency toilets use I .6 gallons of water or less per llLrsh. If you have
problems with your septic system being f{ooded with household water,
consider reclucing the volume of water in the toilet tank if you don't have a
higlr-eflìciency model or replacing your existing toilets witlr high-eflìciency
models.
G
A Homeowner's Guide to Septic Systems
t
Faucet aerators and high-
efficiency showerheøds
Faucet aerators help reduce water use
and the volume of water entering your
septic system. High-eldciency shower-
heads or shower ilow restrictors also
reduce water use.
Water frxtures
Check to make surre your toilet's
reservoir isn't leaking into the bowl.
Add five drops of liquid food coloring
to the reservoir befbre bed. If the dye
is in the bowl the next morning, the
reservoir is leaking and repairs are
needed.
A small drip from a faucet adds many
gallons of unnecessary water to your
system every day. To see how much a
leak adds to your water usage, place
a cup under the drip for l0 minutes.
Multiply the amount of water in the
cup by 144 (the number of minutes in
24 hours, divided bv l0). This is the
total amount of clean water traveling to
your septic system each tlay from that
little leak.
&.
se Woter Effidently!
. lnslnll high-efficiency showerheEds
. Fill the bothtub wirh only os much
woÍer qs you need
. Turn off fqucets while shoving or
brushing your teeth
. Run lhe dishwqsher t¡nd clolhes
wssher only when they're full
. Use toilels lo flush sonilory wnste
only (nol kiny l¡tleri diopers, or
other lrosh)
. Mtrke sure qll fqucels qre
complelely turned off when not in
use
. MqinlEin your plumbing to
eliminnfe leoks
. lnstoll qer¡rlors in lhe fsucels in
your kitchen and bslhroom
. Reploce old dishwEshers, loilels,
trnd clolhes woshers wilh new, high-
efficiency models.
For more informEtion on woler
conservolion, pleose visil
wlrrw. epq. gov/owm/woter- eff ic iency/
index.hlm
7A Homeowner's Guide to Septic Systems
I
"'11j! tr rt ¡|' r¡ti,¡'/f it'; il rj | )' tr1.'.1t..v1' y.r,l1u tt')
What goes down the drain can have a major impact on how well your
septic system worlcs.
Waste disposal
What shouldn't you flush down your toilet? Dental {ìoss, feminine hygiene
products, condoms, diapers, cotton swabs, cigarette butts, coffee grounds,
cat litter, paper towels, and other kitchen and bathroom items that can clog
and potentially damage septic system components if they become trapped.
Flushing household chemicals, gasoline, oil, pesticides, antifreeze, and paint
can stress or destroy the biological treatment taking place ir"r tlre system
or might contaminate surface waters and groundwater. If your septic tank
pumper is concerned about quickly accumulating scum layers, reduce the
flow of floatable materials like fäts, oils, ancl grease into your tank or be
preparecl to pay for more frequent inspectians and pumping.
Washúng machines
By selecting the proper load size, you'll
recluce water waste. llashing small loads
of laundry on the large-loacl cycle wastes
precious water and energy. If you can't
select load size, run only full loads of
laundry.
Doing all the household laundry in one day
mielìt seem like a time-saver, but it could be harmful
to your septic system. Doing load after load does not allow your
septic tank time to adequately treat wastes. You could be {looding your
drainfreld without allowing sufficient recovery time. Tl'y to spread water
usage throughout the week. A new Enerry Star clothes washer uses
35 percent less energy ancl 50 percent less water than a standarcl model.
A Honreowner's Guide to Septic Systems
tll,",t,,j/lt :.; i;4,;,1 ,:
1 i,trttlti t |lli t .i]it,rlir; tlrl"l,
Your drainfrelcl is an important part of your septic system. Here are a few
things you should do to maintain it:
. Plant only grass over and near your septic system. Roots from nearby
trees or shrubs might clog and damage the drainfield.
. Don't drive or park vehicles on any part of your septic system. Doing
so can compact the soil in your drainfield or damage the pipes, tank, or
other septic system components.
. Keep roof drains, b¿rsement sump pump drains, and other rainwater or
surface water drainage systems away from the clrainfreld, Flooding the
drainfield with excessive water slows down or stops treatlnent processes
and can cause plumbing lixtures to back up.
lilúoü.w vwükæ nry s\fsWwww &ry&&?
If the amount of wastewater entering the system is more than the system can
handle, the wastewater l:acks up into the house or yard and creates a health
hazard.
You can suspect a system failure not only when a foul odor is emitted but
also when partially treaterl wastewater ilows up to the ground surface. By
the time you can srnell or see a problem, however, the damage might
already be done.
By lirniting your water use, you can reduce the amount of wastewater your
system must treat. W'hen you lrave your system inspected and pumped as
needed, you reduce the chance of system fäilure.
A systern installed in unsuitable soils can also fail. Other {ìrilure risks
include tanks that are inaccessible for maintenance, drainfields that are
paved or parked on, and tree roots or defective components that interfbre
with the treatment process.
IA Homeowner's Guide to Septic Systems
1,,' i 1|1711'1ir' :,,,,,'i.'l ill,.,)i ;, :'ir',:', t:r,:t i1': ;
The most obvious septic system failures are easy to spot. Checl< for pooling
water or muddy soil around your septic system or in your Ìrasement. Notice
whether your toilet or sink backs up when you flush or do laundry. You
might also notice strips of bright green grass over the drainÊeld. Septic
systems also fail when partially treated wastewater comes into contact with
grounclwater. This type o{:failure is nc¡t
easy to detect, but it can result in the pol-
lution of wells, nearby streams, or other
bodies of water. Check with a septic
system professional ancl the local health
cle¡:artment if you suspect such a {äilure.
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Hausehold toxics
Does someone in your house r¡se the utility sink to clean out paint rollers
or flush toxic cleaners? Oil-based paints, solvents, and large volumes of
toxic cleaners should not enter yor"rr septic system. Even latex paint cleanup
rvaste should be minimized. Squeeze all excess paint and stain from
brushes and rollers on several layers of newspaper before rinsing. Lefìover
painis ancl wood stains should be taken to your local household hazardous
waste collection center. Renremtrer that your septic system contains a living
collection of organisms that digest and treat waste.
Household cleaners
For the most part, your septic system's bacteria should recover quickly
alier small amounts of household cleaning products have entered
the system. Of course, some cleaning products are less toxic to
your system than others. Labels can help key you into the potential
toxicity of various products. The word "Danger" or "Poison" on a
label indicates that the procluct is highly liazardous. "\&'arning" tells
you the product is moclerately liazardous. "Caution" means the
procluct is slightly hazardous. ("Nontoxic" and "Septic Safe"
7
10 A Homeowner's Guide to Septic Systems
are terms created by advertisers to sell products.) Regardless of the type
of product, use it only in the amounts shown on the label instructions and
minimize the amount discharged into your septic system.
Hot tubs
Hot tubs are a great way to relax.
unfortunately, your septic system was
not designed to handle large quantities
of water from your hot tub. Emptying
hot tub water into your septic system stirs
the solids in the tank and pushes thern out into the
drainlìeld, causing it to clog and fail. Draining your hot tub
into a septic system or over the clrainfield can overload the system. Insteacl,
drain cooled hot tub water onto turf or landscaped areas well away from
the septic tank and drainfreld, and in accordance with local regulations.
[Jse the same caution when drairring your swimming pool.
Water Purifrcation Systems
Some freshwater purification systems, including water softeners, unneces-
sarily pump water into the septic system. Tliis can contribute hundreds of
gallons of water to the septic tank, causing agitation of solids and excess
flow to the drainfreld. Clieck with your licensed plumbing professional
about alternative routing for such freshwater treatment systems.
Garbage disposals
Eliminating the use of a garbage disposal can reduce the amount of
grease and solids entering the septic tank and possibly clogging the
drainfield. A garbage disposal grinds up kitchen scraps, suspends
them in water, and sends the mixture to the septic tank. C)¡lce in
the septic tank, some of the materials are brnken down by bacte-
rial action, but most of the grindings have to be pumped out of
the tank. Using a garbage disposal frequently can significantly
increase the accumulation of sludge ancl scum in your septic tank,
resulting in the need for more frequent pumping.
Kíllus
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A Homeowner's Guide to Septic Systems t1
Improper design or installation
Some soils provide excellent wastewater treatment; others don't. For this
reason, the design of the drainfielcl of a septic system is based on the results
of soil analysis. Homeowners and system designers sometimes underesti-
mate the significance oltgood soils or believe soils can handle any volume
of wastewater applied to them. Many fäilures can be attributed to having
an undersized drainfield or high seasonal groundwater table. Undersizecl
septic ¡¿¡1þs-¿nçther design failure-allow solids to clog the drainfield
and result in system fäilure.
If a septic tank isn't watertight, water can leak into and out of the system.
Usually, water from the environment leaking into the system câuses hydraulic
overloading, taxing the system beyond its capabilities and causing inadequate
treatment and sometimes sewage to iìow up to the ground surface. \&tater
leaking out of the septic tanlc is a signifrcant health hazard because the leak-
ing wastewater has not yet been treatecl.
Even when systems are properly designed, fäilures due to poor installation
practices can occur. If the drainfreld is not properly leveled, wastewater can
overload the system. Heavy equipment can damage the drainfield during
installation which can lead to soil compaction and reduce the wastewater
infiltration rate. And if surface drainage isn't diverted away from the freld,
it can flow into ancl saturate the drainlìeld.
t2 A Homeownerts Guide to Septic Systems
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ww'w. ep a. gav / owrnlseptic
EPA developed this Web site to provide tools fbr communities investigating
and implerne ntin g onsi te/decentral ized management programs. The Web
site contains fact sheets, program summaries, case studies, links to design
ancl other manuals, and a list of state health clepartment contacts that can
pnt you in touch with your local health department.
i;"Lr-t|¡it:trit:¡ ,lti :;'LvtlE:tli1.l ,''1lt'::uVli,,) :t ,ll:t t'/;ît"t'lt.!i ,
www.nesc.wvu.edu
Funded by grants from EPA, the NSFC helps America's small communi-
ties and indivicluals solve their wastewater problems. Its activities include
a Web site, online cliscussion groups, a toll-free assistance line (800-
624-$Al), infbrmative publications, and a free quarterly newsletter and
magazine.
ï:ir,l,re¿l '. ,r,rr'':tä{t19tri:i''r1 ¡.:t.':;y;illattixtl,t¡,:: 'i,,:'t;"': i:t, lli't':t/il
www.rcap.org
RCAP is a resource for community leaders ancl others looking for technical
assistance services and training related to rural drinking water supply and
wastewâter treatment needs, rural solid waste programs, housing, economic
development, comprehensive community assessment and planning, and
environnlental regulations.
www.nowra.org
NOWRA is a national professional organization to advance and promote
the onsite wastewater industry. The association promotes the need for
regular service and eclucates the public on the need for properly designed
and niaintained septic systems.
A Homeowner's Guide to Septic Systems 13
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www. septicyellowpages.com
The Septic Yellow Pages provides listings by state for professional septic
pumpers, installers, inspectors, and tank manufacturers throughout
the United States. This Web site is designecl to answer simple septic
system questions and put homeowners in contact with local septic system
professionals.
www.nawt.org
NAWT offers a fbrum for the wastewater industry to exchange ideas and
concerns. The NAWT Web site lists state associations and local inspectors
and pumpers.
SrEPA
Ui¡tôd Stätes
Ënvironmental Protect¡on
Agency
EPA-832-B -02-045
December 2002
Revised March 2005
Aclclitional c.opies can be obtainecl fronr
U.S. EPA PLrblications Clearinghouse
PC). Box 42419
Cincinnati, AH4524l
Tèle¡rhone: 800-490-9 I 98
þax: 513-489-B6t)5
Ollìce of Water
U.S. Environmental Protection Agency
Notice
This document has been reviewed in accorclance with U.S. Environnrental Protection
Agency ¡lolicy and approved fol publicatitx. Mention of ¡rroiìt-making organizations, trade
names, or comn¡ercial procluets does not constitute enclorsement ol reco¡nmencl¿tion fbr use.
Recycled/Recyclable
Rintecl with vegetable-basecl ink on paper that contains a minimum of 50t/o post-consuner
1ìber content ¡locessed chlorine-free.
A Homeowner's Guide to Septic Systems
Clean Water
starts at
Hn me
* Check with the local regulatory agency or inspector/pumper if you have a garbage disposal unit
to make sure that your septic system can handle this additional waste.
* Check with your local health clepartment before using additives. Cornmercial septic tank
additives clo not eliminate the need fbr periodic pumping and can be harmful to the system.
* {Jse water ef{iciently to avoid overloading the septic system. Be sure to repair leaky faucets or
toilets. Use high-effi ciency fixtures.
* use commercial bathroom cleaners and laundry detergents in moderation. Many people prefèr
to clean their toilets, sinks, shorvers, and tubs with a mikl detergent or baking socla.
* Check with your local regulatory agency or i¡rspectory'pumper before allowing water softener
backwash to enter your septic tank.
* Keep records of repairs, pumpings, inspections, permits issued, and other system maintenance
activities.
* Learn the location of your septic system. Keep a sketch of it with your maintenance record for
service visits.
* Have your septic system inspected and pumped as necessary by a licensed inspector/contractor.
* Plant only grass over and near your septic system. Roots from nearby trees or shrubs might
clog and clamage the clrainfìeld.
i,, ",i'1,"''".;t:lj't'. '.' '-,
* Your septic system is not a trash can. Don't put clental floss, feminine hygiene products,
condoms, cliapers, cotton swabs, cigarette butts, coffee grounds, cat litter, paper towels, latex
paint, pesticicles, or other hazardous cliemicals into your system.
* Don't use caustic drain openers for a cloggecl drain. Instead, use boiling water or a clrain snake
to open clogs.
* Don't drive or park vehicles on any part of your septic system. Doing so can compact the soil
in your drainfreld or damage the pipes, tank, or other septic system conpouents.
A Homeowner's Guide to Septic Systems 15
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43.14
A.
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ee.B"âåt8o*ttt.o Çol.tlrY co 43.14 OPeration and Maintenance
effects on public health, environment, and soil properties. A material safety data
sheet must be submitted, if available'
d. For physical remediation, the process used must be demonstrated to have no
negati;e ãffects on puot¡c heaith, environment, and soil properties' The physical
remediation procesé must not be repeated during the test time period'
Septic Tank Acceptance Requ irements
1. Septic tank design must conform to the requirements of section 9.8. of this regulation.
2. Each manufacturer must test five percent of its tanks for watertightness atthe ..
manufacturingiacility, unless the ianks are certafied for use as a septic_tank-by the
lnternationat nsiıc¡ái¡on of Plumbing and Mechanical Officials (IAPMO) or Canadian
Standards nssãcfuìion (CSA), or thJmanufacturer particþates in the Plant Certification
erogr". of the Nationai precast concrete Association (NPCA).
3. watertightness results must be sent to the Division along with measLlres taken to repair a
tank thãt fails the test and prevent similar problems in future tanks'
4. lApMo, csA, and NpcA certifications must be submitted to the Division for acceptance.
Composting Toilet Acceptance Requirements
1. Composting toilets must meet the requirements of NSFIANSI Standard 41 and bear the
seal ãf appioval of the NSF or an equivalent testing and certification program'
I nci neratin g Toilets Acceptance Req u irements
1. lncinerating toilets must meet the requirements of the NSF Protocol P157 and bear the
seal of approval of the NSF or an equivalent testing and certification program.
Other Product Acceptance Requirements
1. The Division may adopt review and acceptance requirements for additional products as
needed.
Operation and Malntenance
Responsibility: The owner must be responsible for maintenance of an owTS unless the
reiponsibitity nas oeeñ cãntráCtuatty aisigned to a tenant or a third party or a public, quasi-public,
or political subdivision.
service Label: For higher level treatment systems or other components under a service conlract,
à dearly visible, perniaÀãntry aftached labeior plate giving instructions for obtaining service must
be placed at a conspicuous location.
The local board of health shall adopt regulations for:
1. Scheduling of maintenance and cleaning;
2. Practices adequate to ensure performance of an owTS; and/or
3. Submission of proof of maintenance and cleaning to the local public health agency by the
owner of the sYstem.
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72
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o[¡zCtzotq 09,31:33 Êlf Jean Alberico;;';i Eo rieð-rã" ıo oo oóı-r." 0 00 GÊRFIELD cQr'rr'lrY c0 43.14 Operation and Maintenance
D.perrnitting and Oversight of Maintenance for Soil Treatment Area Reductions and Vertical and
Horizonta-l Separationbistance Reductions Based on Use of Higher Level Treatment
1. purpose. Reductions in requirements for soil treatment areas, vertical separation
distances to limiting layers or reductions in horizontal separation distiances by using
higher level treatment systems are based on the criteria that these systems are
fuñctioning as designed. lf these criteria are not met, failure or malfunction is likely,
which couid result in damage to public health and water quality. OWTS permits issued as
such shall have a condition for the owner to obtain and maintain a renewable or operating
permit for inspection, maintenance and repair, and to verify the system continues to
operated as designed.
Reductions in the size of soil treatment areas and horizontal and vertical separat¡on
distances based on higher level treatment of effluent are allowed only if an operating
permit for inspection, maintenance, and repair is maintained by the property owner and
approved Oy ihe local public health agency. Monitoring is required'
An owner shall be required to obtain the operating permit at the time of system
installation, repair, alteration, or upgrade
An operating permit must be maintained and renewed until the system is either abandoned
or the local public health agency authorizes the decommissioning or removal of the
high level treatment system.
The local public health agency shall not authorize the removal of hig-her level treatment
components unless the OWTS would conform to the requirements for a TL1 system,
inctuding minimum distance, setbacks and vertical separation from STA to any limiting
conditions established by these regulations.
The Board of Health shall adopt fees and policies for the administration of operating permits
Service provider must be certified by the system manufacturer and have a NAWT O/M
Provider or equal certification approved by the local public health agency.
7. Minimum Requirements
a. Application must show:
(1) Owner and contact information,
(2) Address and legal description of property;
(3) Location of OWTS specifying location of septic tank, higher level treatment
system, soiltreatment area and other components;
(4) DescriPtion of OWTS installed;
(5) Level of treatment to be provided;
(6) Copy of current conlract with a service provider;
b. lnspection and maintenance reports must show:
(1) Dates system was inspected andior maintained;
(2) Name and contact information of inspector andlor maintenance provider;
73
2.
3
4.
5
6
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43.14 Operation and Maintenance
(3) Condition of system at inspection;
(4) Maintenance tasks Performed;
(5) Other areas of concern specific to the system; and
(6) Condition of system at completion of any maintenance activity.
c. Frequency of inspection and maintenance must be the most frequent of:
(1) Manufacturer recommendations for proprietary systems or design criteria
requirements for public domain technology;
(2) Local public health agency or Division requirements;
(3) Every six months for higher leveltreatment systems with mechanical
parts; or
(41 Every 12 months for higher level treatment systems with no mechanical
Parts.
d. Owner resPonsibilities:
(1) Ensure OWTS is operating, maintained and performing according to the
required standards for the designated treatment level;
(2) Maintain an active service contract with a maintenance provider at all
times;and
(3) Each time hislher current contract with a maintenance provider is
renewed or replaced, send a copy to the local public health agency
within 30 days of signing
Monitoring and SamPling
1. For an OWTS for which monitoring of effluent is required, the local public health agency
or delegated third party must collect and test effluent samples to ensure compliance with
the provisions of this regulation'
2, Sampling may be required by the local public health agency in conjunction with an
enforcement action.
3. Any owner or occupant of property on which an OWTS is located may request.the local
puúlic heattn agency to coilect and test an effluent sample from the system. The local
þublic health agency may perform such collection and testing services. The owner or
occupant must pay for these services.
a. lf the local public health agency or a delegated third party collects and_tests
efftuent samples, a fee not to exceed that which is allowed bythe Ol /TS Act may
be charged for each sample collected and tested, Payment of such charge must
be stated in the permit as a condition for its continued use'
b. Conditions when a local public health agency can require routine monitoring:
(1) lndicatíons of inadequate performance;
74
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43.15 SeverabilitY
(2)
(3)
(4)
Location in sensitive areas;
Experimental systems; and/or
Systems under product development permits'
c.sampling and analysis must be performed according.to_ fre1ca1 Public Health
Ã"so"¡"iíon, Ameriða n Water Works Association, and Water Environ ment
Fèãerat¡on:' Standards Methods for the Examanation of Water qnd WaslewateI'
21st edition,
43.15 Severabilitv
The provisions of this regulation are severable, and if any provisions or the application of the provisions to
any circumstances "r" nä¡O invalid, the application of suðlr provision to other circumstances, and the
remainder of this regulation shall not be affected thereby'
43.16 Materiats lncorporated bv Reference
Throughout these regutations, standards and requirements by outside organization: !av9 been adopted
"n¿
¡näorporated by îeferen"é. Th" materials incorporated by reference cited herein include only those
versions that were ¡n etráà as of June 30, 2013 and' not later amendments to the incorporated material.
Materials incorporated by reference are available for public inspection during ¡o¡malbusiness hours from
iüð wãtãr ouaiity contrót Division, 4300 cherry creek Drive south, Denver, colorado 80246. Copies
may be purchaséd from the source organizations'
13.17 - 43.21 Reserved
75