HomeMy WebLinkAboutOWTS Engineers Report129 CAINS LANE
CARBoNDALE,CO A16,23
970.309.5259
CAR t.A. OSTBER G@GMAÍ L. C O M
ST'PT IC COF¡SIJL'TIF¡ GI
November 2,2022 Project No. C1723
Glynna Baker
olvnna@qlynnabaker.com
Subsurface lnvestigation and Onsite Wastewater Treatment System Design
S-Bedroom Residence
360 Cerise Ranch Road
Garfield County, Colorado
Glynna,
CBO lnc. performed a subsurface investigation and completed an onsite wastewater treatment system
(OWTS) design for the subject residence. The 40.748-acre property is located outside of Carbondale, in
an area where OWTSs are necessary.
Legal Description: Section: 32 Township: 7 Range: 87 Subdivision: CERISE RANCH SUB-DlV. Lot: 52
PHASE 140,748 ACRES
Parcel lD: 2391 -321 -02-052
SITE CONDITIONS
The property is currently undeveloped. A 5-bedrooms residence is proposed
The residence will be served potable water from a community water system. The water line is indicated
on the site plan and will enter the residence from the west. The water line will be at least 1O-feet from the
septic tank and at least 25-feet from the soiltreatment area (STA).
The proposed soiltreatment area (STA) location has an approximate twenty percent slope to the
southeast. The proposed area vegetated with native grasses and trees.
There should be no traffic or staging of material over the future STA site to avoid compaction of soils
prior to construction of the STA.
SUBSURFACE
The subsurface was investigated on April 26,2022 by digging three soil profile test pit excavations (Test
Pits). A visual and tactile soil analysis was completed by Carla Ostberg at the time of excavation.l
The materials encountered in Test Pit #1 consisted of light brown silt clay loam topsoil to 2.S-feet, underlain
by tan, dense, calcareous clay matrix with white, angular rock up to 1-foot in diameter (less than 35%
volume) to a maximum depth explored of 7.0-feet. No bedrock or groundwater was encountered.
' Carla Ostberg holds a Certificate of Attendance and Examination from the CPOW Visual and Tactile
Evaluation of Soils Training.
Page2
The materials encountered in Test Pit #2 consisted of light brown silt clay loam topsoil to 3.O-feet,
underlain by tan, derìse, calcareous clay matrix with less rock than Test Pit #1 to a maximum depth
explored of 7.O-feet. No bedrock or groundwater was encountered.
The materials encountered in Test Pit #3 consisted of light brown silt clay loam topsoil to 8-feet, underlain
by tan, calcareous clay matrix to a maximum depth explored of just below 8.O-feet. No groundwater or
bedrock was encountered.
A sample of the soils was taken from Test Pit#2 aI approximately 3-feet below grade. Soil structure
grade was moderate. The soil formed a ball and a ribbon approximately 1-inch in length before breaking.
Soil structure shape was blocky and consistence was firm. Soil texture was both gritty and smooth.
A sample of the soils was taken from Test Pit #3 at 3-feet below grade. Soil structure grade was
moderate. The soil formed a ball and a ribbon between 1 and 2-inches in length before breaking. Soil
structure shape was blocky and consistence was firm. Soil texture was smooth.
Kumar and Associates evaluated the soils for the foundation design and documented their findings in a
report dated July 21,2021, Project No.21-7-249. A gradation was performed on a sample from Boring 1
at 8' and 13' below grade. The gradation results were as follows:
22o/o Gravel
31% Sand
47% Silt and Clay
Based on this our observations of the soils in the three test pits and Kumar's gradation, STA sizing is
based on Soil Type 2A. A long term acceptance rate (LTAR) of 0.5 gallons per square foot will be
used to design the OWTS.
Soils transition to a deeper (silt clay loam) topsoil horizon further down the hill to the southeast. The
infiltrative area must be installed on the tan, calcareous clay matrix horizon, no deeper than 4-feet below
native grade.
L:-.,- -l ?--¡ ñ:4-vtew ut te!'t rtls
Page 3
Test Pit #1
Test Pit #2
Page 4
Test Pit #3
backfill
Sieved sample from Test Pit #2 Ribbon approx. f -inch in length
Page 5
Sieved sample from Test Pit #3
View of Test Pits
Ribbon between 1and2 inches
Test Pit #1
Backfill Test Pit #2
_t
Page 6
Test Pit #3
View of all Test Pits
DESIGN SPECIFICATIONS
Desiqn Calculations:
Average Design Flow = 75 GPD x 2 people/bedroom x 3 Bedrooms + 150 GPD (4th and 5n bedrooms)
= 600 GPD
LTAR = 0.5 GPD/SF
600 GPD / 0.5 GPD/SF x 1.0 (gravity trenches) x 0.7 (chambers) = 349 5t
The new OWTS design is based on 5-bedrooms. An average daily wastewater flow of 600 GPD will be
used.
PageT
For the purposes of this OWTS design, Benchmark Elevation has been established as 6560' 7 /o" as
Finished Floor (FF) elevation of the lower level. CBO lnc. should be notified of any discrepancies or
problems with grade elevations of proposed components during installation of the OWTS.
*Elevations are based upon standard OWTS installation practices. Component elevations may change during
installation due to site conditions. Minimum grade refers to piping between components.
The 4-inch diameter SDR-35 sewer line exiting the residence must have a double-sweep clean out and a
minimum 2Yo grade to the septic tank.
The system installation must include a 1500-gallon, two-compartment lnfiltrator@ poly septic tank with an
effluent filter on the outlet tee. Risers must bring the manhole lids to grade for access. lf more than one
riser is added to the septic tank, an extension handle must be installed on the effluent filter.
Effluent will gravity flow to a distribution box, and then to five gravelless chamber trenches. The
distribution box must be accessible from grade and must have flow equalizers, or similar product,
installed on each outlet pipe in the distribution box to assure equal flow to each trench.
Each trench will consist of 14'Quick 4' Standard Plus lnfiltrator@ chambers for a total of 70 chambers
and 840 square feet of infiltrative area. There must be at least 4-feet of undisturbed soil between each
trench. Soils transition to a deeper (silt clay loam) topsoil horizon further down the hill to the southwest.
The infiltrative area must be installed on the tan, calcareous clay matrix horizon, no deeper than 4-feet
below native grade. lnspection ports must be installed at the beginning and end of each trench. Ports
may be cut to grade and placed in sprinkler boxes for access.
COMPONENT SPECIFICATIONS
The component manufacturers are typical of applications used by contractors and engineers in this area.
GBO lnc. must approve alternative components prior to installation of the OWTS. Requests must
be submitted, in writing, to our office for approval prior to installation. Component technical data
sheets are available upon request.
Construction must be according to Garfield County On-Site Wastewater Treatment System Regulations, the
OWTS Permit provided by Garfield County Building Department, and this design.
OWTS Gomponent Minimum Elevation
Primary Tank lnlet lnvert Approximate horizontal distance 27' I min.2% fall I
min. 6.75" fall
Distribution Box Approximate horizontal distance 25' I min. 1% fall I
min. 3.125" fall
lnfiltrative Surface Approximate horizontal distance to furthest trench
44' I min. 1o/o lall / min. 5.5" fall
GOMPONENT MANUFACTURER MODEL NO.COMMENTS
Septic Tank nfiltrator@ Item # 1530-2CP 1500-gallon, 2-
:omoartment seotic tank
Risers and Lids Orenco@ Double-walled PVC
¡isers and lids
Effluent Filter Orenco@ 4-inch diameter Full size
Distribution Box Polylok Distribution box, lids,
rises, and (5) flow
equalizers
chambers lnfiltrator@ standard Plus 70 'Quick 4'
Page 8
INSTALLATION CONTRACTOR
CBO lnc. expects that the installer be experienced and qualified to perform the scope of work outlined in this
design. The installer must review this design thoroughly and coordinate with our office in advance of
installation. Any additional conditions in this design or county permit must be completed and documented
prior to final approval of the OWTS installation. Communication between the installer and this office is
expected throughout the installation.
INSTALLATION OBSERVATIONS
CBO lnc. must view the OWTS during construction. The OWTS observation should be performed before
backfill, after placement of OWTS components. Septic tanks, distribution devices, pumps, dosing
siphons, and other plumbing, as applicable, must also be observed. CBO lnc. should be notified 48 hours
in advance to observe the installation.
ln an effort to improve the accuracy of the record drawing, we request that the installer provide a
sketch of the installation, including path of the sewer lines, water |ine installation (if applicable),
septic tank location, STA location, and measurements from building corners or another fixed
objects on the propefi. This sketch is most easily provided on Sheet W2.0 of the OWTS Design
Packet. Photographs of the installation and final cover are also requested to supplement our installation
documentation.
REVEGETATION REQUIREMENTS
An adequate layer of good quality topsoil capable of supporting revegetation shall be placed over the entire
disturbed area of the OWTS installation. A mixture of native grass seed that has good soil stabilizing
characteristics (but without taproots), provides a maximum transpiration rate, and competes well with
successional species. No trees or shrubs, or any vegetation requiring regular irrigation shall be placed over
the STA. Until vegetation is reestablished, erosion and sediment control measures shall be implemented
and maintained on site. The owner of the OWTS shall be responsible for maintaining proper vegetation
cover.
OPERATION INFORMATION AND MAINTENANCE
The property owner shall be responsible for the operation and maintenance of each OWTS servicing the
property. The property owner is responsible for maintaining service contracts for manufactured units,
alternating STAs, and any other components needing maintenance.
Geo-fabrics or plastics should not be used over the STA. No heavy equipment, machinery, or materials
should be placed on the backfilled STA. Machines with tracks (not wheels) should be used during
construction of the STA for better weight distribution. Livestock should not graze on the STA. Plumbing
fìxtures should be checked to ensure that no additional water is being discharged to OWTS. For example, a
running toilet or leaky faucet can discharge hundreds of gallons of water a day and harm a STA.
lf an effluent filter or screen has been installed in the OWTS, we recommend this filter or screen be cleaned
onn¡ lallrr nr ac naarlar{ lf fha ôl^/Te ¡anoiafc nf a nraccr rriza¿.| nr ¡mn cr¡cfam r^râ rô^^mmanÀ tlra lafarala harÙro(ù vr q ¡/r99svrr49v yvrrrlJ 9rùlvrrr, YYg r9vvrrilrr9rrv lr19 lq(grqro wv
flushed annually, or as needed.
The homeowner should pump the septic tank every two years, or as needed gauged by measurement of
solids in the tank. Garbage disposal use should be minimized, and non-biodegradable materials should not
be placed into the OWTS, Grease should not be placed in household drains, Loading from a water sofiener
should not be discharged into the OWTS. No hazardous wastes should be directed into the OWTS.
Mechanical room drains should not discharge into the OWTS. The OWTS is engineered for domestic waste
only.
Page9
ADDITIONAL CONSTRUCTION NOTES
lf design includes a pump, weep holes must be installed to allow pump lines to drain to minimize risk of
freezing. The pump shall have an audible and visual alarm notification in the event of excessively high-
water conditions and shall be connected to a control breaker separate from the high-water alarm breaker
and from any other control system circuits. The pump system shall have a switch so the pump can be
manually operated.
Excavation equipment must not drive in the excavation of the STA due to the potential to compact soil.
Extensions should be placed on all septic tank components to allow access to them from existing grade.
Backfill over the STA must be uniform and granular with no material greater than minus 3-inch.
LIMITS:
The design is based on information submitted. lf soil conditions encountered are different from conditions
described in report, CBO lnc. should be notified. All OWTS construction must be according to the county
regulations. Requirements not specified in this report must follow applicable county regulations. The
contractor should have documented and demonstrated knowledge of the requirements and regulations of
the county in which they are working. Licensing of Systems Contractors may be required by county
regulation.
Please call with questions.
Sincerely,
CBO lnc.
&rj,[a- tstfung
Carla Ostberg, MPH, REHS
/-/CBO lrc.129 Cains LaneCarbordale, CDlorado 81 623Phone 970.309.5259caf ia.ostberg@gmail.æmIFOR PRINTING ON 1 1' X 17' PAPER.360 Cerise Ranch RoadGarfield County, ColoradoProjectNumber: C1723Baker/Obleski ResidenceDale: 11!O2n022Designed by: CBODrawn by: DDw1 .0Sheet I 0F 4L=fi,=4sLsTji3EXTSTTN6CIZüÆUJ,AYTTLAT 5JNffiSCALE: 1 = 50'=0"
CBO lnc.129 Ca¡ns LaneCarbondale, Colorado 81 623Phone 970.309.5259ærla.ostberg@gmail.æmu"""---- 6560'71', >5-BEDROOMRESIDENCELOWER LEVEL FF360 Cerise Ranch RoadGarfield County, ColoradoProjectNumber: C1723Baker/Obleski ResidenceDate: 1110212022DrawnDesignedby:by: CBODDSheet 2 0F 4w2.0N4' DIA SDR.35 SEWER PIPE WTH CLEANOUTMIN 2% FALL TO TANKSCALE: '1" = 20L0"------TWO.COMPARTMENTSEPTIC TANK WTH EFFLUENT SCREEN- - WATER LINE4'DIA SDR-35 SEWER LINE TO STA(MrN. 1% FALL TO STA)---t9?-DISTRIBUTIONBOXWITH ACCESS AT GRADE--t----1p--/-\.4" DIA SDR-35 INSPECTION PORTATBEGINNING AND END OF EACH TRENCH-¿¿"¿+,.4' DIA SDR-35 SEWER L¡NE TO EACH TRENCH(MlN. 1olo SLOPE TO TRENCH)a'aat'QUICK4' CHAMBER TRENCHES.5 TRENCHES WITH I CHAMBERS PER TRENCHFOR A ÏOTAL OF 70 CHAMBERS AND 840 SF.t--------_rP2-'6550TP3+-ttt'\------___¡r65110''---------t-¿--
CBO |rc.l29Ca¡ns LaneCarùondale, Colorado 8l 623Phole 970.309.5259cãla.ostberg@gmail.comÇ4' DIA SDR-35 DISTRIBUTIONLINE TO EACH TRENCH(MtN_ 1% SLOPE TO TRENCH)INFILTRATÐREND PTATE'outcK-4'4" DIA SDR-35EFFLUENTPIPE FROMSEPTIC TANKCHAMBÊR (4 x 3')NOTE: INFILTRATIVEAREA TO BE INSTALLED ONCALCAREOUS CLAY MATRIX HORIZONDISTRIBUTI.]N BOX W|THDIA SDR-35AI GRADEINSPECTIONPORT4' maxLSOILz',PLACED IN4'TOP PORT CFCHAMBER ENDPLATESLIMITEXCAVATION'QUICK-4'SCARIFYCHAMBER (4' x 3')nÁ sDÊ-35 TNSPECïONDIA SDR-35 DISTRIBUTIONPORT AT EEGINIÚNG ANDEND OF EÂCH TRÉNCHPIPES TO ADDITIONALTRENCHES(5 TOTAL TRENCHES)ÃCHAMBER TRENCH SECNON\rr--ïÌræF¡NISHED GRADESMALL VALVE COVERBOX OR IRRIGATIONVALVE BOX AT GRADE24'MtN.BOX AND COVER BRICUGHT TO GRADECONCRETE LID-1\CAP OR THREADEDCLEANOUT ASSEVBLY4" DIA SDR-35 SEWER LINE(MtN 2olo SLOPE TO TANK,MIN. 19lO TO STA)Fll.¡SHEDGRADECOMPACTBASE TO SUPPORTBOX4" PVC PIPE CUTTOFITSCREENEDUSE I-IOLE SAVYTOCUT THRUTCPOFOR SAND FORBEDDING3" MlN.BAFFLE ORANGLED PIPETO BE USEDEND8'MlN.AT INLET/lINSPECTON PORT IN CHAMBER\:/ ror D $G/.\ DISTRIEUÎON BOX DET\9r-Er1AIL,I 4 CI-IAI¿BERS PER TRENCHOUTLETSoooo l[=Baker/Obleski Residencel}a.c¡: 11roz2o22lo""¡sn"o ov' caolDrawn bv: DD360 Cerise Ranch RoadGarfield County, ColoradoProjectNumbec C1723w3.0Sheet 3 0F 4
CBO lnc.129 Ca¡ns Lanecarbondale, Colorado 81 623Phone 970.309.5259ærla.ostberg@gma¡l.com5.BEDROOI' RESIDENCE75 GPD x 2 PERSONS/BEOROOM x 3 BEDROOMS + 150 GPD (4th and sthBEDROOMS)WASTEWATER FLOW = 600 GPDSTA TO WATER COURSE50,STA TO WELL100'STATO HOUSE20'44'.SEPTIC TANKTO WATER COURSE50'NI/ASÊPTIC TANK TO WELL50'N/AHOUSE TO SEPTIC TANK5',13'OWTS COMPONENTS ANDPHYSICAL FEATURESMINIMUM RËQUIREDSETBACKAPPROXIMATE PROPOSEDSETBACKTANK:MIN.15OO GALLONSUSE 1sOO,GALLON, TWO-COMPARTMENT POLY SEPTIC TANKSOIL TREATMENT AREA (STA):LONG TERM ACCEPTANCE RATE (LTAR) = 0.5 GAU SFCALCULATED STA = C/LTAR - 600 / 0.5 = 12OO SFGRAVITY, TRENCHES = 1200 SFX 1.0 = 1200 SFCHAMBERS = 1200 SF x 0.7 = 840 SF / 12 SF / CHAMBER = 70 CHAMBERSFIVE GRAVELLESS CHAMBER TRENCHES,I4 'OUICK 4' CHAMBERS IN EACH ÎRENCHTOTAL 70 'OUICK 4' CHAMBERSSOIL PROFILE TEST PIT NO. 1SOIL PROFILE TEST PIT NO. 2SOIL PROFILE TEST PIT NO. 301LIGHT BROWN SILT CLAYLOAM TOPSOILLIGHT BROWN SILT CLAYLOAM TOPSOILLIGHT BROWN SILT CLAYLOAM TOPSOIL2JSLIP-ON PVCTAN, DENSE, CALCAREOUS CLAYMATRIXW|TH WHITE, ANGUI.AR ROCKAPPROX. 1.FOOT IN DIAMETERTAN, DENSE,CALCAREOUS CTAY MATRIXDO NOTGLUE4INSUTATEDTRACER WIREFINISHED GRAOEIFIUô4" DIASEWER L¡NE7II10NO GROUNDWATER OR BEDROCK ENCOUNTEREDDURING EXCAVATIONTAN, DENSE,CALCAREOUS CLAY MATRIXTO TANKASOILS LOG\7LEGEND?s s¡lt dayaloam top$il€lcareous clay matrixrãCLEAN OUT DETAII\r,---æBaker/Obleski Residence360 Cerise Ranch RoadGarfield County, ColoradoProjectNumber: Cl723Dale: 111O212O22Designedby: CBODDDrawnby:w4.0Sheet 4 0F 4
þ
tGrtiffififfiffii':,Íñ**
An Employcc Ouncd Gompony
5020 County Road 154
Glenwood Springs, CO 81601
phone: (970) 945-7988
fax: (970) 945-8454
email : kaglenwood@kumarusa,com
www.kumarusa.com
Office Looations: Døwø (HQ), Pa*er, Colorado Springs, Fort Collins, Glenwood Springs, and Sunmit County, Colorado
SUBSOIL STUDY
FOR FOUNDATION DESIGN
PROPOSED RESIDENCE AND ADII
LOT 52, CERISE RANCH
360 CERISE RANCH ROAD
GARFIELD COUNTY, COLORADO
PROJECT NO.2t-7-249
JULY 2t,2021
PREPARED FOR:
GLYNNA BAKER
P.O. BOX s748
FRTSCO, COLORADO 80443-5748
elvnna@elvnnabaker.com
TABLE OF CONTENTS
PURPOSE AND SCOPE OF STUDY
PROPOSED CONSTRUCTION
SITE CONDITIONS........
SUBSIDENCE POTENTIAL
FIELD EXPLORATION .........
SUBSURFACE CONDITIONS
FOUNDATION BEARING CONDITIONS
DESIGN RECOMMENDATIONS ....................
FOUNDATIONS
FOUNDATION AND RETAINING WALLS
FLOOR SLABS.......
UNDERDRAIN SYSTEM
SITE GRADING........
SURFACE DRAINAGE
PAVEMENT SECTION
LIMITATIONS......
FIGURE 1 - LOCATION OF EXPLORATORY BORINGS
FIGURE 2 - LOGS OF EXPLORATORY BORINGS
FIGURE 3 - LEGEND AND NOTES
FIGURE 4 - SWELL-CONSOLIDATION TEST RESULTS
FIGURES 5 and 6 - GRADATION TEST RESULTS
TABLE 1- SUMMARY OF LABORATORY TEST RESULTS
_1-
1
a-L-
a-J-
..............-2 -
_?-
_L-
_5-
4
4
6-
6-
7^
_7 -
.-8-
_l -
Kumar & Associates, lnc. @ Project No. 21-7-249
PURPOSE AND SCOPE OF STUDY
This report presents the results of a subsoil study for a proposed residence and ADU to be
located at Lot 52, Cerise Ranch, 360 Cerise Ranch Road, Garfield County, Colorado. The
project site is shown on Figure 1. The purpose of the study was to develop recommendations for
the foundation design. The study was conducted supplemental to our agreement for geotechnical
engineering services to Glynna Baker dated March 5,2021. We previously conducted a
geotechnical review of the subject site for driveway and utilities and presented our findings in a
report dated March 17,2021, Project No.2l-7-249.
A field exploration program consisting of exploratory borings was conducted to obtain
information on the subsurface conditions. Samples of the subsoils obtained during the fîeld
exploration were tested in the laboratory to determine their classification, compressibility or
swell and other engineering characteristics. The results of the field exploration and laboratory
testing were analyzed to develop recommendations for foundation types, depths and allowable
pressures for the proposed building foundation. This report summarizes the data obtained during
this study and presents our conclusionso design recommendations and other geotechnical
engineering considerations based on the proposed construction and the subsurface conditions
encountered.
PROPOSED CONSTRUCTION
The proposed main residence will be a two or three-story structure over a walk-out basement
level with an attached garuge. The proposed ADU will be a one or two-story structure over a
walk-out basement level. Ground floors will be slab-on-grade. Grading for the structures is
assumed to be relatively minor with cut depths between about 5 to l0 feet. An asphalt paved
driveway is proposcd to acccss thc proposed building sites from the southwest and along the
existing rough graded road from Cerise Ranch Road. We assume relatively light foundation
loadings, typical of the proposed type of construction.
If building loadings, location or grading plans change signifîcantly from those described above,
we should be notified to re-evaluate the recommendations contained in this report.
SITE CONDITIONS
The subject site is currently vacant, There is a rough graded road that accesses the builcling area
along the southcm property line from Cerise Ranch Road and clirnbs up around to the north
Kumar & Associates, Inc. @ Project No. 21-7-249
-2-
along the western property line. Topography at the site consists of hillside terrain with slopes
around 10 to 20 percent in the area of the proposed driveway, residence, and ADU. Slopes of up
to about 60 percent are present on the lot north of the building areas not planned for
development. Vegetation at the site consists of native grass and weeds, sage brush, juniper, and
pinon.
SUBSIDENCE POTENTIAL
Bedrock of the Pennsylvanian age Eagle Valley Evaporite underlies the subject site. These rocks
are a sequence of gypsiferous shale, fine-grained sandstone and siltstone with some massive beds
of gypsum and limestone. There is a possibility that massive gypsum deposits associated with
the Eagle Valley Evaporite underlie portions of the lot. Dissolution of the gypsum under certain
conditions can cause sinkholes to develop and can produce areas oflocalized subsidence.
During previous work in the area, several sinkholes were observed scattered throughout the
Cerise Ranch development. These sinkholes appear similar to others associated with the Eagle
Valley Evaporite in areas of the lower Roaring Fork River valley.
Sinkholes were not observed in the immediate area of the subject lot. No evidence of cavities
was encountered in the subsurface materials; however, the exploratory borings were relatively
shallow, for foundation design only. Based on our present knowledge of the subsurface
conditions at the site, it cannot be said for certain that sinkholes will not develop. The risk of
future ground subsidence in the development area of Lot 52 throughout the service life of the
proposed residence, in our opinion, is low; however, the owner should be made aware of the
potential for sinkhole development. If further investigation of possible cavities in the bedrock
below the site is desired, we should be contacted.
FIELD EXPLORATION
The field exploration for the project was conducted on June 17, 2021. Six exploratory borings
were drilled at the locations shown on Figure 1 to evaluate the subsurface conditions. The
borings were advanced with 4 inch diameter continuous flight augers powered by a track-
mounted CME 45 drill rig. The borings were logged by a representative of Kumar & Associates,
Inc.
Samples of the subsoils were taken with I% inch and 2 inch I.D. spoon samplers. The samplers
were driven into the subsoils at various depths with blows from a 140 pound hammer falling 30
inches. This test is similar to the standard penetration test described by ASTM Method D-1586
The penetration resistance values are an indication of the relative density or consistency of the
Kumar & Associates, lnc, o Project No. 2l-7-249
4-J-
subsoils. Depths at which the samples were taken ancl the penetration resistanoe values are
shown on the Logs of Exploratory Borings, Figure 2. The samples were returned to our
laboratory for review by the projeot engineer and testing.
SUBSURFACE CONDITIONS
Graphic logs of the subsurface conditions encountered at the site are shown on Figure 2. In the
area of the proposed main residence and ADU (Borings 1-3), the subsoils consist of up to Yzfeet
of topsoil overlying up to 5 feet of sandy silty clay underlain by basalt boulders, cobbles, and
gravel in a sandy silt matrix down to the maximum depth explored of 19 feet. Drilling in the
coarse granular soils with auger equipment was diffrcult due to the cobbles and boulders and
drilling refusal was encountered in the deposit at a depth of 18 feet in Boring 2 and 6Yz feet in
Boring 3. In the area of the proposed driveway (Borings 4-6) the subsoils consist of 3 to 4 inches
of road base overlaying slightly sandy clayey basalt gravel cobbles and boulders. In Boring 4,
about 4Yz feet of sandy clay and silt was encountered between the road base and the clayey
gravel.
Laboratory testing performed on samples obtained from the borings included natural moisture
content and density, Atterberg limits, and gradation analyses. Results of swell-consolidation
testing performed on a sample of the sandy silt matrix material, presented on Figure 4, indicate
moderate to high compressibility under conditions of loacling and wetting. Results of gradation
analyses performed on small diameter drive samples (minus l%-inchfraction) of the coarse
granular subsoils are shown on Figures 5 and 6. The laboratory testing is summarized in
Table l.
No free water was encountered in the borings at the time of drilling and the subsoils were
slightly moist.
FOUNDATION BEARING CONDITIONS
The subsoils encountered on the lot generally consist of basalt gravel cobbles and boulders in a
sandy silt matrix. The upper silt and clay soils are low density and are typically known to be
compressi'oie when wetteci uncier ioaci. Lightiy ioacieci spread fbotings can be used for support of
the proposed residence provided that a risk of settlement and distress is acceptable to the owner.
Rcmoving the silt and clay soils and placing the footings on a depth (typically 2 to 3 feet) of
compacted structural fill could be used to reduce the risk of settlement.
Kumar & Associates, lnc. o Project No. 2l-7-249
-4-
DESIGN RECOMMENDATIONS
FOLINDATIONS
Considering the subsurface conditions encountered in the exploratory borings and the nature of
the proposed construction, we recommend the building be founded with spread footings bearing
on the natural granular soils, beneath the upper fine-grained soils or compacted structural fill
placed on the natural granular soils.
The design and construction criteria presented below should be observed for a spread footing
foundation system.
1) Footings placed on the undisturbed natural granular soils or compacted structural
fill should be designed for an allowable bearing pressure of 2,000 psf. Based on
experience, we expect initial settlement of footings designed and constructed as
discussed in this section will be about 1 inch or less. If the bearing soils were to
become wetted, additional settlement up to around 1 inch could occur depending
mainly on the depth and extent of wetting.
2) The footings should have a minimum width of 20 inches for continuous walls and
2 feet for isolated Pads.
3) Exterior footings and footings beneath unheated areas should be provided with
adequate soil cover above their bearing elevation for frost protection. Placement
of foundations at least 36 inches below exterior grade is typically used in this
area.
4) Continuous foundation walls should be heavily reinforced top and bottom to span
local anomalies such as by assuming an unsupported length of at least 14 feet.
Foundation walls acting as retaining structures should also be designed to resist
lateral earth pressures as discussed in the "Foundation and Retaining Walls"
section of this report.
5) The topsoil, fine grained soils and any loose or disturbed soils should be removed
and the footing bearing level extended down to the relatively dense natural
granular soils. The exposed soils in footing area should then be moistened and
compacted.
6) A representative ofthe geotechnical engineer should observe all footing
excavations prior to concrete placement to evaluate bearing conditions.
FOUNDATION AND RETAINING WALLS
Foundation walls and retaining structures which are laterally supported and can be expected to
undergo only a slight amount of deflection should be designed for a lateral earth pressure
Kumar & Associates, Inc. o Project No. 21-7-249
-5-
cotllputed on the l:asis of an equivalent fluicl unit weight uf at least 50 pclfor backfill consisting
of the ort-sitc soils. Cantilevered retaining structures which are separate from the residence or
ADU and can be expected to deflect sufficiently to mobilize the full active earth pressure
condition should be designed for a lateral earth pressure computed on the basis of an equivalent
fluid unit weight of at least 45 pcf for backfill consisting of the on-site soils. Backfill should not
contain organics or rock larger than 6 inches.
All foundation and retaining structures should be designed for appropriate hydrostatic and
surcharge pressures such as adjacent footings, traffîc, construction materials and equipment. The
pressures recommended above assume drained conditions behind the walls and a horizontal
backlìll surfaoe. The buildup of watu bchind a wall or an upward sloping backfill surface will
increase the lateral pressure imposed on a foundation wall or retaining structure. An underdrain
should be provided to prevent hydrostatic pressure buildup behind walls.
Backfill should be placed in uniform lifts and compacted to at least 90% of the maximum
standard Proctor density at a moisture contçnt near optimum. Backfill placed in pavement and
walkway areas should be compacted to at least 95Yo of the maximum standard Proctor density.
Care should be taken not to overcompact the backfill or use large equipment near the wall, since
this could cause excessive lateral pressure on the wall. Some settlement of deep foundation wall
backfill should be expected. even if the material is placed correctly, and could rcsult in distrcss to
facilities constructed on the backfill.
The lateral resistance of foundation or retaining wall footings will be a combination of the
sliding resistance of the footing on the foundation materials and passive earth pressure against
the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated
based on a coefficient of tiiction of 0.40. Passive pressure of compacted backfill against the
sides of the footings can be calculated using an equivalent fluid unit weight of 350 pcf, The
coefficient of friction and passive pressure values recommended above assume ultimate soil
strength. Suitable fäctors of safety should be included in the design to limit the strain which will
occur at the ultimate strength, particularly in the case of passive resistance. Fill placed against
the sides of the footings to resist lateral loads should be a granular material compacted to at least
95%o of the maximum standard Proctor density at a moisture content near optimum.
FLOOR SLABS
The natural on-site soils, exclusive of topsoil, are suitable to support lightly loaded slab-on-grade
construction with a risk of settlement if the bearing soils are wetted. To reduce the effects of
Kumar & Associates, lnc. o ProJec{ No. 21-7-249
-6-
some differential movement, floor slabs should be separated from all bearing walls and columns
with expansion joints which allow unrestrained vertical movement. Floor slab control joints
should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing
and slab reinforcement should be established by the designer based on experience and the
intended slab use. A minimum 4 inch layer of free-draining gravel should be placed beneath
basement level slabs to facilitate drainage. This material should consist of minus 2-inch
aggregate with at least 50oá retained on the No. 4 sieve and less than 2o/o passing the No. 200
sieve.
All fill materials for support of floor slabs should be compacted to at least 95o/o of maximum
standard Proctor density at a moisture content near optimum. Required fill can consist of the on-
site soils devoid of vegetation, topsoil and oversized rock.
UNDERDRAIN SYSTEM
Although free water was not encountered during our exploration, it has been our experience in
the area that local perched groundwater can develop during times of heavy precipitation or
seasonal runoff. Frozen ground during spring runoff can create a perched condition. We
recommend below-grade construction, such as retaining walls, crawlspace and basement areas,
be protected from wetting and hydrostatic pressure buildup by an underdrain system.
The drains should consist of PVC drainpipe placed in the bottom of the wall backfill surrounded
above the invert level with free-draining granular material. The drain should be placed at each
level of excavation and at least I foot below lowest adjacent finish grade and sloped at a
minimum l%oto a suitable gravity outlet. Free-draining granular material used in the underdrain
system should contain less than 2o/o passingthe No. 200 sieve, less than 50% passing the No. 4
sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least lYzfeet
deep and covered with filter fabric such as Mirafi 140N or 160N. An impervious membrane
such as 20 or 30 mil PVC should be placed beneath the drain gravel in a trough shape and
attached to the foundation wall with mastic to prevent wetting of the bearing soils'
SITE GRADING
The risk of construction-induced slope instability at the site appears low provided the buildings
are located as planned and cut and fill depths are limited. We assume the cut depths for the
basement levels will not exceed one level, about l0 to 12 feet. Fills should be limited to about
8 to 10 feet deep, especially at the downhill side of the residence or ADU where the slope
steepens. Embankment fills should be compacted to at leastg5Yo of the maximum standard
Kumar & Associates, lnc. @ Projec't No. 21-7-249
-7 -
Proctor density near optinrum moistule contçrrl. Prior to fïll placcment, the subgrade should be
carefirlly preparecl by retnoving all vegel"al,ion and topsoil and compacting to at least 95% of the
maximum standard Proctor density. The fill should be benched into the portions of the hillside
exceeding 20Yo grade. Permanent unretained cut and fîll slopes should be graded at 2 horizontal
to I vertical or flatter and protected against erosion by revegetation or other means. This office
should review site grading plans for the project prior to constçuction.
SURFACE DRAINAGE
The following drainage precautions shoulcl be observed during construction and maintained at all
times after the residence and ADU have been completed:
1) Inundation ofthe foundation excavations and underslab areas should be avoided
during construction.
2) Exterior backfill should be adjusted to near optimum moisture and compacted to
at least 95%o of the maximum standard Proctor density in pavement and slab areas
and to at least 90Yo of the maximum standard Proctor density in landscape areas.
3) The ground surface surrounding the exterior of the building should be sloped to
drain away from the foundation in all directions. We recommend a minimum
slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of
3 inches in the first 10 feet in paved areas. Free-draining wall backfill should be
covered with filter fabric and capped with about 2 feetof the on-site soils to
reduce surface water infiltration.
4) Roof downspouts and drains should discharge well beyond the limits of all
backfill.
5) Landscaping which requires regular heavy irrigation should be located at least
l0 feet from foundation walls.
PAVEMENT SECTION
We understand asphalt pavement is proposed for the driveway. Traffîc loadings for the driveway
were not provided but are assumed to be relatively light with occasional truck traffîc and typical
^f +Lo +.'-- ^f ,{^.,^l^-*^-+ \I/^ ^^^--*^ *1-^ ,^^--- --- ---1 --,:rr r- i r ¡. iivr r¡rw rJpw vr uv v vrvpurçrrL. vv ç ilJJurlrç ruç lJ¿lvgrilçIrt wlll De placeq gssgntrally aftgr all
construction truck traffic has been completed. The subgrade soils encountered at the site are
generally low plasticity sand, silt and clay with gravel and scattered cobbles which are
considered a fair support for pavement sections with a Hveem stabilometer 'R' value of 15.
Imported tìll will be needed for the roadway construction. The imported soil should be a sand
and gravel material with a minimum Hveem stabilometer'R' value of 50. Based on our
Kumar & Assoclates, Inc, o ProJect llo. 21.7-249
-8-
experience, an l8 kip EDLA of 10, a Regional Factor of 2.0 and a serviceability index of 2.0, we
recommend the minimum pavement section thickness consist of 3 inches of asphalt on 6 inches
ofbase course on 8 inches ofsubbase.
The asphalt should be a batched hot mix, approved by the engineer and placed and compacted to
the project specifications. The base course should meet CDOT Class 6 specifications. The
subbase should meet CDOT Class 2 speciflrcations. All base course and required subgrade fill
should be compacted to at leastg5%o of the maximum standard Proctor density at a moisture
content within 20á of oPtimum.
Required fill to establish design subgrade level can consist of the on-site soils or suitable
imported granular soils approved by the geotechnical engineer. Prior to fill placement the
subgrade should be scarified to a depth of 8 inches, adjusted to near optimum moisture and
compacted to at least 95Yo ofstandard Proctor density. In soft or wet areas, the subgrade may
require drying or stabilization prior to fill placement. A geogrid and/or subexcavation and
replacement with aggregate base soils may be needed for the stabilization. The subgrade should
be proofrolled. Areas that deflect excessively should be corrected before placing pavement
materials. The subgrade improvements and placement and compaction of base and asphalt
materials should be monitored on a regular basis by a representative of the geotechnical
engineer. Once traffic loadings are better known, we should review our pavement section
recommendations.
LIMITATIONS
This study has been conducted in accordance with generally accepted geotechnical engineering
principles and practices in this area atthis time. We make no warranty either express or implied.
The conclusions and recommendations submitted in this report are based upon the data obtained
from the exploratory borings drilled at the locations indicated on Figure 1, the proposed type of
construction and our experience in the area. our services do not include determining the
presence, prevention or possibility of mold or other biological contaminants (MOBC) developing
in the future. If the client is concemed about MOBC, then a professional in this special field of
practice should be consulted. Our findings include interpolation and extrapolation of the
subsurface conditions identified at the exploratory borings and variations in the subsurface
conditions may not become evident until excavation is performed. If conditions encountered
during construction appear different from those described in this report, we should be notified so
that re-evaluation of the recommendations may be made'
Kum¡r & Acsociateg, lnc, o Projec{ No.21-7-249
-9-
This roport has been preporcd for the exchrsive use by our client for tlesign purposes. we are not
responsible for technical interpretations by others of or¡r information. As the project evolves, we
should provide continued consultation and field services during construction to review and
monitor the implementation of our recommendations, and to verify that the recommendations
have been appropriately interpreted. Significant design changes may require additional analysis
or modifications to the recommendations presented herein. We recommend on-site observation
of excavations and foundation bearing strata and testing of structural fill by a representative of
the geotechnical engineer.
Respectfully Submitted,
Kumnr & Associ¡t.r, hr.,
{
Robert L. Duran, P.E.
Reviewed by:
Steven L. Paw
RLDlkac
cc: Compass LLC-ScottDeWind@)
JVA - J.R. Spung
Kumar & Associates, lnç. o Project No. 21.7.249
E
LOT 52
4O.748! ACRES
\""*,"..,,""*
-#v,iå'"y,11"
rum,acßà/ 'eM@'ÆÆNr
-. 1I- - ---¿
I
- 66"'
_ - sd5-I
-r
Ëi
ri
I
I
¡I
I
i
1
I
1
I
1
1
I
BORING 3 itl
NOßn{
scuoÙ 32
25.42',
6 E*r vre co
'. Ícfou 2s
I
ì
I
!
I
I
i{)l 5T
I r1r i 5.ì
CEßIsE
8lr'.NCIl
ROAD
1:-tu9708'æ\
CH-75.57'
f ilÌT' 5+
I
ì
100
APPROXIMATE SCALE-FEEÏ
Fig. 1LOCATION OF EXPLORATORY BORINGS21 -7 -249 Kumar & Associates
Fig. 2LOGS OF EXPLORATORY BORINGSLOT 52 CERISE RANCHKumar & AssociatesWC=5.6+4=22-2OO=47EORING 1EL. 6545'EORING 2EL. 6555'BORING 5EL. 6570'EORINGEL. 55f17'EORING 5EL. 6¡f87'BORING 6EL. 6,155'oÂr')trft:9?"'ft,",,,,Wr*,"(1)t¿)ffiffi'v"HW*Yro49/1213/ 1211/ 12so/ 450/5+4=39-200=35Pl=7A-4 (o)+4=48-200=25LL=21Pl=3A-r-b (D)IIÊ1072/ 12WC=2.910DD= I 03-2OO=7417/12t550/sl550/62020I uarN RESTDENcEADUDRIVEWAY21-7-249
I
N
LEGEND
(4)BASE COURSE, THICKNESS IN INCHES SHOWN IN PARENTHESES TO LEFT OF THE LOG
ñ
TOPSOIL; SILT AND CLAY, SANDY, FIRM, SLIGI{TLY MOIST' TAN, ROOTS.
CLAY AND SILT (CL-ML); SANDY, STIFF, SLIGHTLY MOIST' TAN
BASALT GRAVEL, COBBLES, AND BOULDERS (GC_ML); IN A SANDY SILT MATRIX, MEDIUM
DENSE TO DENSE, SLIGHTLY MOIST, TAN.
F:Z
lr{î1
lo.l:'r.1lz3
BASALT COBBLES AND BOULDERS (GC); CLAYEY, SLIGHTLY SANDY, DENSE, SLIGHTLY MOIST'
GRAY TO TAN.
DRIVE SAMPLE, 2-INCH I.D. CALIFORNIA LINER SAMPLE
I DRTVE SAMptE, 1 S/9-INCH l.D. SPLIT SPOON STANDARD PENETRATION TEST
,^T". DRIVE SAMPLE BLOW COUNT. INDICATES THAT 49 BLOWS OF A 14o-POUND HAMMER+r/ t¿ FALLTNG 30 TNCHES WERE REQUIRED TO DRIVE THE SAMPLER 12 INCHES.
f nnncrrclL AUGER REFUSAL.
NOTES
1. THE EXPLORATORY BORINGS WERE DRILLED ON JUNE 17,2021 WITH A 4-INCH_DIAMETER
CONTINUOUS-FLIGHT POWER AUGER.
2. THE EXPLORATORY BORINGS WERE LOCATED BY PACING. BORINGS 1 THROUGH 3 WERE LOCATED
BY SCOTT DEWIND AND BORINGS 4 THROUGH 6 WERE LOCATED BY KUMAR & ASSOCIATES.
5. THE ELEVATIONS OF THE EXPLORATORY BORINGS WERE OBTAINED BY INTERPOLATION BETWEEN
CONTOURS ON THE SITE PLAN PROVIDED.
4. THE EXPLORATORY BORING LOCATIONS AND ELEVATIONS SHOULD BE CONSIDERED ACCURATE
ONLY TO THE DEGREE IMPLIED BY THE METHOD USED.
5. THE LINES BETWEEN MATERIALS SHOWN ON THE EXPLORATORY BORING LOGS REPRESENT THE
APPROXIMATE BOUNDARIES BETWEEN MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL.
6. GROUNDWATER WAS NOT ENCOUNTERED IN THE BORINGS AT THE TIME OF DRILLING.
7. LABORATORY TEST RESULTS:
WC = WATER CONTENT (%) (ASTM D2216)I
DD = DRY DENSITY (pct) (Asru D2216);
+4 = PERCENTAGE RETAINED ON NO. 4 SIEVE (ASTM D6913);
_2QO= PERCENTAGE PASSING NO. 2OO SIEVE (ASTM Dl140);
LL = LIQUID LIMIT (ASTM D4518);
PI = PLASTICITY INDEX (ASTM 04518);
A-4 (o) = AASHTo cLASSlFicATloN (GRouP INDEX) (aaslro M 145).
Fig. 3LEGEND AND NOTESKumar & Associates21 -7 -249N
2\- lmlon-7-2¿9 Gô#htuIo)IÈCONSOLIDATION - SWELLIttro@o¡À(%)ININot\)ô!Ttrrooooòg åil= Pl') TI' T'I¡o9o¿J..$ (o G).J,o N ãgo@é=óilro tno(¡o=EO.o¡e.ot<N9{utilul\¡oæoÉNqoo_cz>g9rq Etoã.Fs9-2.>og-{å3Fl{<)xåaûg?aiD z.fft{IlÌI5N)I!IN)s(oxc3g)eo(n(t,oo.q¡oo|J)=fÌlrt-I()oz.U)ot-ç7-.1oz.-lrrllJ)-{ÐfÎ(nct-{U)Tl(os
I
ı
a
too
90
80
70
00
50
ß
so
20
to
o
10
20
30
10
50
50
70
ao
90
100
-
&
H
152
DIAMETER OF IN MI
CLAY TO SILT COBBLES
GRAVEL 22 % SAND 51 %
LIQUID LIMIT PLASTICITY INDEX
SAMPLE OF: Vôry Cloyåy Sllty Sond wlth Grovol
SILT AND CLAY 47 %
FROM: Borlng 1 e 8' & 15' (Comblned)
c
f
Ê
t00
90
ao
70
80
50
10
50
20
to
o
0
t0
20
JO
10
50
ao
70
80
e0
to0
=
1,75
.125
OF PARTICLES IN MI
ta2
CLAY TO SILT COBBLES
GRAVEL 39 % SAND
LIQUID LIMIT 23
SAMPLE 0F: Very Cloyey Sondy Grovel
25%
PLASTICITY INDEX
SILT AND CLAY 36 %
7 fh.sr l.!l r.rullt dpply only to lh.
sqñplos whlch woro lgslod. Tho
lôsllàg report sholl not be rcproducsd,
excopl ln full, wlthoul lho wrltlon
opprcvql ol Kumor & Astociotos, lnc'
Sicv¡ onolysls lcal¡ñg h parfom.d ln
occordqncó wlth ASTM 06915, ASTM 07928,
ASÍM C15ô qnd,/or ASTM 0tl,l0.
FROM: Borlng4@,+'
SIEVE ANALYSISHYDROMETER ANALYSIS
CgR SQUARE OPENINOS
at.r tt^. I t/..
U.S, S1ÀNOARD SERIES
¡3ô aÆ a3ô ¡16 ¡lô ¡a2¿a HRs 7 HRS lYIN
ÎIYE RE ÞINGS
aôltN taMtN allN
I '' I"2.
/r
----l--i
-___ - I'
i.l I
I
i
_l
I
-lI
, , ;-;-;i, ,- -l_ r I r I ¡ l-'
I
GRAVELSAND
COARSE FINE COARSEFINEMEOIUM
SIEVE ANALYSISHYDROMEfER ANALYSIS
CLüR SOUARE OPENINCS
r/^' ./^' I 1/t'
u.s. sf ND R0 sERlEs
¡50 f¿o ¡30 ¡la llo ta2¿ HRS 7 HRS
TIME READINGS
ßoltN !eMtN 4ulN
-t-'t:.l :.-
-..'.t-
I
r ---
.1,.,..lì
,î -
,..,,1-L ill I
I-----+--*
i
I
---+--*.*
I-l
-ì
i-tit....
¡l_l
GRAVELSAND
COARSE FINE COARSEFINEMEDIUM
Fis. 5GRADATION TEST RESULTSKumar & Associates21 -7 -249
Ì
SIEVE ANALYSIS
u.s.
HYDROMETER ANALYSTS
I
HRS 7 HRgt5 utN
.¡-
tt-ti it
ï 7L
i,
I
I
'I
I
I.
f I tl rtl
I
I
I
I
ãI
too
90
ao
70
ao
50
/þ
50
20
to
0
o
lo
20
to
,+o
50
60
70
ao
90
100
=
P
.125
DIAMETER OF PARTICLES IN
CLAY TO SILT COBBLES
GRAVEL 48 % SAND
I tQutD ilMtT 21
SAMPLE OF: Sllty Sondy Grovol
27%
PLASTICITY INOEX
SILT AND CLAY 25%
3
FROM:Borlng6e4'
1h.3. l.3l rcsulls opply only lo lh.
sqmplls whlch vlra lrslrd. fhrlrlllng r.porl sholl nol b! r.produc.d,
oxccpl ln full, wllhoul lhô wrllton
opprcvol of Kumor & Ar¡oclote¡, lnc.Sl.vc onqlysls l.sflng 13 Þrrfomad ln
occordonce wllh ASÍM D6915, ASÌM 07928,
ASTM C156 qndlor ASTM Dtl,l0.
SAND GRAVEL
FINE MEDTUM lCOAnSs FINE COARSE
21 -7 -249 Kumar & Associates GRADATION TEST RESULTS Fis. 6
ç.
rcñ$ffiim.miiii;-*TABLE 1SUMMARY OF LABORATORY TEST RESULTSNo.2l-7-249Very Clayey Silty Sandwith GravelSandy Silt and Clay withscattered GravelVery Clayey Sandy GravelSilty Sandy GravelSOIL TYPEAASHTO SOILCLASSIFICATIONA-4 (0)A-l-b (0)7JPLASTICINDEXlolol1247312225ATTERBERG LIMITSIïolLIQUID LIMIT257836PERCENTPASSING NO,200 slEvE25274839('/")SAND('/")GRAVELDEPTHBORINGNATURALDRYDENSTYNATURALMOISTURECONTENT1032.94.8I45.6448 and 13Combined96124
ÍNUE NCRII{ COLORADO LLCfrffil.l*@h¿a d$¡ - *u*ffisr t@''4Ë'RoIEqlG Ðtt#t-+H4-l)Au:l¿l:æi,Þ [ryllSHEETGI.YNNA G. BAKII 6¿ B=F-I M. O3LESKIIMPROVEI\ÆNT & -OFO€IAPÍ{Y SURVÊYto¡ t - cruE uÉ HÆ oNEaouffiGamal) - sÆôFæbilæ'ffiü,ii,.rl'íiiir.r,: I"''fi--:,,:;.rtTRI]E NORTH- coLoRADO-â LAID sURVEYING Af,D MAPPING (O*PÀNYItIMPROVEMENT SURVEY PLATLOT52 - CERISE RANCH SUBDIVISION PHASE 1SECTIONS 29 & 32, TOWNSHIP TSOUTH,RANGE 87 WESTOF THE 6TH PMCOUNTY OF GARTIELD STATE OF COLORADOINtTIGENDn drtu'@4,scÁ¿Ë- r'?ROPERfi D6EIMON.ît]JSURVEY NOTES.II:III:/t,'t'IìISURVEYOPS CERÍIFICA'IIONIL5t)r u¡m6 ¡4.8 HÉú4 O¡ ro 9ñ!ßBú r!@úBMlm aÞ À!E^g.f]'::tE ,zã.-in*iitri' I+,ì Ii.í)¡iJIIiLII tL)'' jI,/"*----¿ILOT 52I ,-.r-.rli:iiÊOAÐ
ÇqPuhlic.net"" Garfield County, CO
Account ROO7I47
Number
Parcel 239t32LO2052
Number
Acres 4t
LandSqFt 0
TaxArea 084
2019 Mill Levy 80.0500
Physical
Address
Owner
Address
3óOCERISE RANCH RD
CARBONDALE
BAKER, GLYNNA G & OBLESKI,
BERTM
PO BOX 5748
FRTSCO CO 80443
2O19Total Actual
Value
Overuiew
Legend
I Parcels
Roads
Parcel/Account
Numbers
Owner Name
fi Lakes&Rivers
- county Boundary
Line
$275,0æ Last2Sales
Date Price
7/29/2022 $O
7/29/2022 sO
87623
Date created: 10/24/2022
Last Data Uploaded: 10/13/2022 72:O5:I5 AM
Deve roned bv fì .g:åW^¡dçt
1U24122, 12:47 PMSummaryAccountParcelPropertyAddrassl¡sþlDescrlpdonAcresLândSqFtTer(AÌ€aMlllLeyySubdþlslonViewMapOrmerBAKER, GLYNNAG&OBLESKI, BER[ MPO BOX 5748FR|SCOCOS&r43LandUnftType VACANT RES LOTS - 01OO (VACANT LANDISquar€Feet OActualValæsAçsessedYeárLând ActuâllmÞrorænìeßt ActuelIotal AcfualAssessedValusAssessedYearLend AssessedlmprorrementAss€ssedTotål AssessedTax HistoryTa¡(YeerTaxes BilledG)qPuHic.net'" Garfield County, COqPublic.net - Garfield County, CO - Property Record Card: R0071d7MIE¿$275,000.00fo.oo$27s,OOO.æ2m?$79,750.æ$o.ooj79,750ffixnl2VÐ$4,947.72Ræ7T4723913210,20/523óO CERISE RAN(CH RD, CARBONDIALE, CO 81ó23Sect¡on: 32 Townsihip: 7 Range: 87 Subdiv¡s¡on: CERISE RANCH SUB-D|V. Lot 52 PHASE I ¡10.7¿EACRESQ.7ßo8480.0s00CERISE RANCH SUB-DIV.2glzt$27s,0æ.(x)$o.oo$275,(x¡Ofx,2(m$7s,7so.æ$o.ooç7s;r50.æ2019i4,99o..72ñn$225,0æ.00$o.oo$z¡5,(m.(x¡ãJ'IT)$ós¿so.oo$0.00$6s,250.002018t/',81s.A4$ó,384.00http6:#qpublic.schneidercorp.com/Appli<ntion.aspr?ApplD=1o38&LayerlD=22381&PageTypelD=4&PagelD=9447&Q{11687372&Key\lalue=RilO71471t3
10124122,12i47 PMqPublic.net - Garfield Coun$, CO - Property Record Gard: R007147Clickheretoviewthetaxinformationfor this @TransfersSaleDâte DeedTypê712912022 Rightof WayEesement712912022 Agreement4IL2I2O21 SPECIALWARRANWDEED4I7A2O2L PERSONALREPDEED3tt9t2o2r QU|TCIAIM DEED3I!61202A PERSONALREPDEED2t25t2020 LETTERSTAA2O79 DEATH CERTIFICATEe/23t2079 LETTERSU2U2O7A POWEROFATTORNEYUTU2OT& POWEROFATTORNEYAT6/2018 POWEROFATTORNEYAß/2O78 POWEROFATTORNEY219/2OT8 POWEROFATTORNEYU5IÑ!8 POWEROFATTORNEYura2o78 QUlrcLAlM DEED8/31T2@6 EASEMENT5/t7t2co4 oRDEROF INCLUSION312A2@4 INCLUSION!a2a2æ3 oRDEROFINCLUSIONLAIA200,S TNCLUSION9/25/2æ3 CoVENANTS9/312c03 SPECIALWARRANTYDEED8/2012ú3 QUITCLAIM DEED4lu2@7 qulrcLAlM DEEDLATUZW AGREEMENT1U12t2æO CO/ENANTSIU\UNO SUBDIVISION IMPROVEMENTSTAIU2AAO AGREEMENTtolt6lM QUITCLAIM DEED9/2912cßp QUITCLAIMDEED9/2912000 QUITCLAIM DEEDgí28i2c0o WARRANTYDEED9t28t2ffi DEED9IT3I2WO BOUNDARYLINEADJUSTMENT9II3I2úO BOUNDARYLINEADJU5TMENT9/8/M RESOLUTION3I6IM CONTRACTyrz7998 QUITCLAIM DEED9I1,AN997 BOUNDARYLINEADJUSTMENTU2317993 EASEMENTU231L993 SPECIALWARRANTYDEEDA2311993 SPECIALWARRANWDEED\2tr7]1l9g2 DEED713U1992 NOTICE OF LIS PENDENS8/L81t982 QUlrCtAlM DEEDReceptlon Number978301e7p300954303954fi2953019t33293?332929332919543019543009542eJ-9y.2949542969542959542999A27?3950910652490649977643769649970637392éæ6345485792975735475735¿!0573539573505573il257004757æ4457004ó9994C5693495ó93485ó910ó5ó1931525ó545!S3Cé44950844950744950ó4/22AA437552331785Book- PâgeSale Prle$o$o$24'-2û$s7,8oo$o$o$o$o$o$o$o$o$o$o$o$o$o$o$o$o$o$o$o$o$o$o$o$o$o$o$o$o$1,s81,ó00$3,26r,000$o$o$o$o$1,ooo$o$o$o$o$o$o$ot589-562t57ó.681155G552r576-6771523-601515-1ó11508-37ót245-4471222-r7221-9427221-9227233-5461222-97æ9-9067æ9-8771209-888tng-8727z)7-3991207-3967æ&2ß7787-94óto69-76103æ35ó08ó7{9s00867-094óæ67494t85G81838-205oóoó{5ó9https://qpublic.schneidercorp.corn/Application.aspf?ApplD=1038&LayerlD=22381&PageTypelD=4&PagelD=9447&Q=611687372&KeyValue=R0071472t3
10124122, 12:47 PMrol79/L9656t2?/1565u1811937ru16/1925qPublic.net - Garfield County, CO - Property Record Card: R007147VYARRANTYDEEDPAT:NTVÚARRANTYDEEDWARRANTYDEED2320282304227274369311ó370-379367-t4718s-319t12-547$o$o$o$21,WProperty Rebted Public DocumentsClickhere tovie'd Prorcrv Relêted t'uUic DocumentsPhotosNo data avallable for the follorvlng modules: Bu¡ldings, Sl€tches.:.ìi:{il-':.lr:llilo,:,1-,:::l:.i:i"i.:ì{.:itl:¿r -'.:, . I,:.!i,Sg Pnvac-yg.o!cïG.ÞPR"PrLvacv NoësçLestQaqupJaadil9ll2/-292;!Ooå15P¡4 ',¡.r"r::r: i.:ì i:i?¡:iJ,ìls*.r il l).\Sl*å'gt"J,qçrhttps://qpublic.schneidercorp.com/Appliætion.aspx?ApplD=1o38&LayerlD=22381&PageTypelD=4&PagelD=9447&e{11687372&KeyVatue=R0071473/3
Item #
It.l53G2CP
l53O Gallon Two Gompartment
lnflltrato¡Ð Poly Tank
o
o
<Þoé
o
o
<ÞoÉ
o
o
(-o-t
It
lill
I
61
TANKTOP
HALF
CONTINUOUS
ELASTOMETRIC
175.6'TANK
INTERIOR SEAM CLIP
(86)TOP VIEW
ruq{lÆNT
DOTYEI(¿10)TANK BOTTOM
HALF
24'ACCESSPORT
wTH LOCKTNG LID (3)
Terú(f¡døßMs
O MID-HEIGHT SEAM SECTION DETAIL
4 OUTLETTEE
2/:I TOTALVOL TOTAL VOL ti
srDE vtEw SEAM CLIP
. Compliont with CSA ond IAPMO Stondords
o PVC risers ovoilobleo Secondory sofety screen ovoiloble wíth
PVC rîser
¡ Moximum buriol depth is 48"
¡ Minumum buriol depth is 6"¡ Tonk is not roted for vehiculor troffic
looding¡ Exteriór of monhole cover includes the
following worning: "DANGER D0 NOT
ENTER: POISON GASES"
LIFTINGSTRAP
ffYPrcåL)
END VIEW
fifrr,rr**',gn'
tä¡rÆutwrßrG'
WALL 1
SLOTFIBERGLASS
SUPPORT
Digging Specs
16' Long x 7' Mde
43" below inlet
lnvert Dimensions Net
Weight
Net
1st
lnlet
47"
Outlet
44"
Length
175.6"
!rÌdth
61.7"
Height
54.5"501 lbs.'1006 gol 503 9ol 1509 9ol
W.!.r &Wa¡ffir
oS!Éemg
o Prcdude
Frqresi.zol ffiryer
Fæ ftrg) wfin BãEVldb'æ91211
W.btlb: wvrw.uilenr€d.øn
Ennft fronüeA@A¡qpnø.ønE PRTCASI,Ine. oserulæ
Double Walled PVG Riser & L¡d Options
Poly Lid
(Static load testod to 5üD lbe)o Skid lesistanoe surfaoeo Available in green. Highest level of UV Proþction induded. lncludes a bam gasketbrairtightand
watertight applications. lncludes squaÞ drive scfia,us b disoounage
unauthorized erÌty. lnsulation panels achieve R-10 insulation nating
2'ol
Standard
Orenco @ DuraFibern Access Lids (FLD)
Not reæmmended br vehict¡larffic
24'and 30'Diameþæ¡ Solid, resin-infused fiberylass consût¡ction. 20,000{b breaking sûengür. Standard gr€en or brovvn oolorc. Available with orwithout urethane lid gasket. Available with carbon filhation. 4 stainless steel f,athead socket cap scr€ws & hex
key wrendr. Insulatsd lids available-? or4'
Double Walled PVC Riser
. Available ln 24' and 30' Diamebr. Cut to lengür. Sold in +l-2'incrernenbo Must be cut botrveerr ribs
tr PRECASI¡Inc. oserylce
grot 39r6?ot 2trFoo ru'fl7
P.O.Bq6
Fæ ftro) ç54,'7n BffavlÚe'æ812¡1
WeDclb: wtnv.vdle¡prcd.øn
Eml[ fronüækl@nrdhmteø.øn
Wúer&
Wa¡bwabr
o S¡¡stem
¡ Ploducile
Residential Biotube' Effluent Filters
Applications
Our patented* 4-în. (100-mm) Biotube Effluent Filters, Biotube Jr., Biotube
Insert Filters, and Biotube Base Inlet Filters are ideal for residential septic
tanks and have a lifetime warranty. They prevent large solids from leaving
the tank, dramatically improving wastewater quality and extending the life
of residential drainfields.
4-in. (100-mm) Biotube Effluent Fiber
4-in. (1 À?-rnrn) Biotube Jr.
(4-in. Biotube cartidge auøil-
able separateþ as Insert Fiber)
T
å
q
.l
I
:..¡
ld
'r'.+'i
ItI
f-in. (200-mm)
Bøse Inlet Fiher
4-in. (100-mm)
Insert Fiher
I
I
l
i
È
:¡
Orenco's saperior efluent filters resht cloging better than all other brands. Our stan-
dard, full-sized 4-in. (100-mm) Biotube Effluent Fiber prouides maxirnum long-term
protection in a complete pachage, with hoasing. Our 4-in. (100-mm) Biotube Jr., at
half the size of our standørd mode l, has more fihering capøcity than the full-sized f'hers
sold b1' other manufacturers. For tanþs with existing outlet tees, the Biotube lwert Fiher
is id¿al. Andfor low-profile tønþs, therets the Base Inlet Fiber.
* Covered by patent numbers 5,492,635 a¡d 4,439,323
To Order
Call your nearest Orenco Systems@, Inc. distributor. For nearest distribu-
tor, call Orenco at 800-348-9843 or go to www.orenco.com and click on
"Distributor Locator,"
APS-Fr-1
Rev.3.4 @ 11/10
Orenco Systemso, lnc.
Standard Features & Benefib
. Has 5-10times
more flow area
than other brands,
so lasts many
times longer
between clean-
ings, increasing
homeowner
satisfa ction
. lnstalls in min-
utes inside new
or existing tanks;
extendible tee
handle for easy
removal
0ptional
Features &
Benefits
. Alarm available,to
signal the need for
cleaning
. Flow modulating
discharge orifices
available to limit
flow rate leaving
tank, mitigat-
ing surges and
increasing
retention time
. Custom and
commercial sizes
available
. Easyto clean by
simply hosing off
whenever the tank
needs pumping
. Removes about
two-thirds of sus-
pended solids, on
average, extending
drainfield life
. Corrosion-proof
construct¡on, to
ensure long life
' Lifetime warranty
Biotube
Filtering
Process
Effluent from the
relatively clear zone
ofthe septic tank,
between the scum
and sludge layers,
horizontally enters
the Biotube Effluent
Filter. Effluent then
entersthe annular
space between the
housing and the
Biotubes, utilizing
the Biotubes'entire
surface for filtering.
Particles larger than
the Biotube's mesh
are prevented from
leaving the tank.
Orenco S¡rstems*
lncorporated
ChdngingtheVal tht
tl{or ld D o es Wa s îe wt t e rù
wwur.otenco.Gom
ã_,
*-.4ã-r
€
Nomenclatures
4-in. Biotube Fiher (standard)
04!nFT
4-in. Biotube
Effluent Fifter
Extendible PVC handle
Stainless steel set screws
Top seal plate
Air
Biotube@ filter cartridge
Solid base
Filter housing
It-in. Biotube Jr.
Tank wall
--r-
| options:
Blank =M=no options
flow modulation plate inslalled
float bracket attached
Car[idge height: 28" and 36" are standard
Housing height: 36" and 44" are standard
Filter diameter (inches)
W =fitsS = fits
Type 3034 outlet pipe
Schedule 40 outlet pipe
Blank
P
= 1/S" filtratÌon
= 1/l6" filtration
Biotube effluent filter serìes
f-in. Biotube Fiher (base inletmodel)
FTn oS 22-148
0ptions:A = float bracket
FS = 2" outlet or¡fice
FSO = 2" outlet orifice and overflow plate.
Riser
wall
Base inlet model
Cartr¡dge heightr 1 4" slandard
Housing he¡ohl: 22" slandard
Filter diameter (inches)08=8"
Blank = 1/8" filùationP = 1/16" filtrat¡on
Biotube effluent filter series
- Also available w¡th coupling and sleeve as a "kit": FI-OVERFLoWKIT
4-in. Biotube JÍ. (includes cartridge and housing)
FTJ 04 18
0ptions:
Blank = no optionslM = flow modulation plale installedA = float bracket attached
Carridge height (inches)
Filter diameter (inches)
W = fitsS = fits
Type 3034 outlet tee
Schedule 40 outlet tee
Blank = 1/8" filtrationP = 1/16" filtration
Junior series
Biotube effluent filter series
4-in. Biotube Filter lnsert (carridge only)
FTi 04 18-
-T* rrr,ot'r.o
indicates North
options
Carolina
(e.9,, NC
regions)
W = fitsType3034outletteeS = fits Schedule 40 outlet tee
Carûidge height (¡nches)
Filter diameler (inches)
Blank = 1/8" filÍationP = 1/16" fillration
lnsert
Biotube effluent filter series
Distributed By:
POLYLOK DTSTRIBUTION BOX,
RtsERS, AND ttD
uD.BOX0&UD€OX8
----22.45'L-D.BOX SEAL
(EtERYogodcSwfrH
a8ËAt¡)
@16"SIDE CUT Ot'T
TOACCEPT
POLYLOK SEAL
NO.3æl TEAROI'ITFOR
4'SDR€sOR
scHD-{0
NOT TO SCALE
UD.BOX E'RISER
ROTOfLOW4'
I
6u
i
t-Il--a'-J
@
UD€OX 12'RISER ^/Or
70 SC/qtE
POLYLOCK EQUAIJZER.V.ITOTCH'WETR
1
s}IâFE E @SEFr¡VEut{O
RIBS PRO\'þE FRIgffT{
FfTF(nÄL.. PIPEID
I +
20'GOVER FOR RISER & DAOX
^ro7tros/uE
GASKETED SEAL ON
LID & RISER
VALLEY
Wrûcr &
Wa¡bwür
o Sygtems
o Prcducile
FrOt 35{76. 2tËCoru'317
P.O.Bqæ5
Fæ ff19) gfp{,lttn BãäVlda'æuz11
Wcbûlb: wrrw.udlqprcd.ært
Emel[ fronEæk(@Mallqnreca¡t ønÑ PRECAS|f¡rnc. oserulce
t, 'l
tr =ea!*çffii','
The Ouick4'Plus
Standard ChamberINFILTRATOR'
water technologies
The Quick4 Plus Standard Chamber
offers maximum strength through
its two center structural columns.
This chamber can be installed in
a 36-inch-wide trench. Like the
original line of Quick4 chambers,
it offers advanced contouring
capability with its Contour Swivel
Connection" which permits turns
up to 1S-degrees, right or left. lt is
also available in four-foot lengths to
provide optimal installation flexibility
The Quick4 Plus All-in-One 12
Endcap, and the Quick4 Periscope
are available with this chamber,
providing increased flexibility in
system conf igurations.
Maximum Strength
Ø7 Quick4 Plus'" Series
Ouick4 Plus Standard Chamber Benefits:
. Two center structural columns offer increased stability and superior strength
. Advanced contouring connections
. Latching mechanism allows for quick installation
. Four-foot chamber lengths are easy to handle and install
. Supports wheel loads of 16,000 lbs/axle with 12" of cover
Ouiclr4 Plus All-in-0ne l2 Endcap
Benefits:
. May be used at the end of chamber
row for an inleVoutlet or can be
installed mid-trench
. Mid-trench connection feature allows
construction of chamber rows with
center feed, as an alternative to
inletting at the ends of chamber rows
. Center-feed connection allows for
easy installation of serial distribution
systems
. Pipe connection options include
sides, ends or top
Quick4 Plus AII-in-0ne Periscope
Benefits:
. Allows for raised invert installations
. 180o directional inletting
. 12" raised invert is ideal for serial
applications
Certified by the lnternational
Association of Plumbing
and Mechanical
Officials (IAPMO)
Size
34"Wx53"Lx12"H
(864 mm x 1346 mm x 305 mm)
Effective Length
48" (1219 mm)
Louver Height
8" (203 mm)
Storage Capacity
47 gat (178 L)
lnvert Height
0.6" (15 mm),5.3" (135 mm),
8.0" (203 mm),12.7" (323 mm)
Quick4 Plus Standard Chamber
Specifications
APPROVED in
w
0uick4 Plus" Series =0a,1_ç,#,#"
PLUS
Ouick4 Plus Standard Chamber
34'
12'
48',
EFFECTIVE LENGTH
Ouick4 Plus All-in-One 12 Endcap
PRESSURIZED PIPE DRILL
POINTS LOCATIONS
(2 PLACES)
33'
FRONTVIEW
18'
INVERT
SIDE VIEW
INFILTRATOR WATER TECHNOLOGIES STANDARD LIMITED WAFRAI{TY
(a) Thg structural integrity of each chambgr, endcap and olher accessory manufactured by
lnfiltrator ('Units'), when ¡nstalled and operated in a leaohfield of an onsite ssptic system in
accordanca wilh lnfiltrator's inslructions, is waranled to the original purchas€r ('Holdet") against
defectivs materials and workmanship for one year from the dalE lhal the septic pemit ¡s issued for
the sepl¡c system containing thê Units; provlded, however, that ¡f a s€ptic permit is not requir€d by
applicable law, th6 waranty period w¡ll begin upon the date that installat¡on of thg septic syslem
commences. To gxercise its waranty ñghls, Holder must nol¡fy lnfiltrator in writing at its Corporate
Headquarters in Old Saybrook, Connectlcut within f¡fteen (1 Ð days of the all€ged defecl. lnfillrator
w¡ll supply r€placement Units for Units delermined by lnfillrator to be covered by lhis Limited
Warranty. lnfiltrator's llability spec¡fioally excludes the oost of removal and/or inslallation
of the Units.
(b) THE LIMITED WARRANTY AND REMEDIES lN SUBPARAGRAPH (a) ARE Ð{CLUSIVE'
THERE ABE NO OTHER WARRANTIES WTH RESPECT TO THE UNITS, INCLUDING NO
IMPLIED WARRANTIES OF MERCHANTABILITY OR FITNESS FOR A PAFTICUTAR PURPOSE
(c) 'lïis Limiled Warranty shall bs void if any parl of lhe chambgr sylem is manufaclured by
anyone olher than lnfillralor. The L¡mited Waranly does not extend 1o incidental, consequential,
special or indhect damagss. lnñltrator shall not be liable for penalties or liquidat€d damages'
including loss of production and profits, labor and mater¡als, overhoad cosls, or other lossos or
expenses incuned by the Holder or any third parly. Specifioally excluded from Limited Wananty
covôrage are damags to the Units due to ordinary wear and têar, alteration, accident, m¡suse,
abuse or neglecl of the Units; thê Units being subj€cted to vehiclo tratfic or olhêr condilions whioh
are not permitted by lhe installation instruotions; failure to maintain the minimum ground covers
sel forth in the inElallation inslructions; the placoment of improper mater¡als inlo the syslem
containing lhe Units; failure of the Un¡ts or the septic system duE to improper siting or lmproper
sizing, Excessive waler usage, improper grease disposal, or improper operalion; or any olhor
event not caused by lnfiltrator. This Um¡led Wanaßty shall be vo¡d if tho Holder fails 10 comply
w¡th all oÍ the terms sêt forth in this L¡miled Wananty. Further, in no event shall lnfillrator be
responsible for any loss or damage 1o lhe Holder, the Units, or any third party resultlng from
lnstallation or shipmênt, or from any produc't liability claims of Holder or any lhkd party. For this
Um¡ted Wananly to apply, thê Units must bs installed in accordance w¡lh all site conditions
required by slate and local cod€s; all olher applicable laws; and lnfiltrator's installalion instruclions.
(d) No ropresental¡vs of lnf¡llralor has the authority to changg or extend this L¡mited Waranty.
No wananty applies 10 any party other than the or¡ginal Holder.
The above rgprgsônts the Standard Umited Wananiy offered by lnfiltralor. A limited number of
stales and count¡es have diffsreri wananty requiremenls. Any purohassr of Uniîs should contacl
lnfiltrator's ConoralE Headquartsrs ¡n Old Saybrook, Conneclicut, prior to such purchase, to
oblain a copy of the appl¡cable warranty, and should carefully read that wananty prior to the
purchase of Un¡ts.
Ouick4 Plus All-in-One Periscope
QUICK4 PLUS
ALL,IN.ONE PERISCOPE
(360'SWVEL)
12.7'INVERT
lq I
rì.=..:_ii'tr 4 Busin€ss Park Road
P.O. Box 768
Old Sâybrook, CT 06475
860-577-7000 . Fã 860-577-7001
1-800-221-4436
www,¡nf i ltratorwater,com
IN FILTRATOR'
water technologies
U.S. Patents: 4,759,6ô1; 5,01 7,041; 5,1 56,488i 5,336,017; 5,401,1 16; 5,401,459; 5,51 1,903;5,71 6,1 63; 5,588,778i 5,839,844 Canadlan Patenls: 1,329,959; 2,004,54¡ Oth8r pat€nts p€ndlng.
lnfi ltrator, Equalizsr,Qu¡ck4, and Sld6wnd€r arè reglslarod tEdemarks of lnflltÉtor Water Tæhnologl6 lnffltrator is a reglsteßd tfademark in Fmnca. lnflllrator waterTæhndoglæ is a r€glstef€d tÞd€matk ln Msx¡co,
CorÌtour, MlcrcL€achlng,PolyTufi, Chamb€tspac€r, MultlPorl, PoslLock, Qulckcut, QulckPlay, Snaplmk and StÊightLock aË trad€marks of lnflllralo¡ Wat€r Tæhnologi$.
Polylok is a tradsmark of PolyLok, lnc. TUF-TITE is a r€glstôr€d trad€mark ol TUF-TITE, lNC. Ultrâ-Rlb ls a lrademark ol IPEX lno.
PLUSos 0713
@ 2013 lnffnrâtorWatsr Tæhndogls, LLC' Al rlghts æryed. Print€d in U.S.A
Contact I nf iltrator Water Technolog ies' Technical Services Department for assistance at 1-800-221-4436
¡