HomeMy WebLinkAboutGeotechnical Investigation and OWTS Design 04.06.2021Huddleston-Berry
lingineeling & 'l'esting, Lf-C
Aprll6,202I
Project#02239-0001
Keith and Hanna Wittenberg
243 Elk Ridge Drive
Glenwood Springs, Colorado 80601
Subject: Geotechnical Investigation & OV/TS Design
Parcel 212307200138
New Castle, Colorado
Dear Mr. and Mrs. Wittenberg,
This letter presents the results of a geotechnical investigation conducted by Huddleston-Berry
Engineering & Testing,LLC (HBET) for Parcel 212307200138 in New Castle, Colorado. The
site location is shown on Figure 1. The proposed construction is anticipated to consist of a new
single farnily residence. The scope of our investigation included evaluating the subsurface
conditions at the site to aid in developing foundation recommendations for the proposed
construction and to evaluate the site soils for onsite wastewater treatment.
Site Conditions
At the tirne of the investigation, the site was open and sloping down towards the southeast.
Vegetation consisted primarily of weeds, grasses, and small to large trees on the southeast
portion of the site. Elk Valley T.ane ran through the site. The site was bordered to the north and
south by vacant lots, to the west by open land, to the east by a rural residential property.
Subsurface Investigation
The subsurface investigation included four test pits as shown on Figure 2. The test pits were
excavated to depths of 3.0 to 8.0 feet below the existing ground surface. Typed test pit logs are
included in Appendix A.
As indicated on the logs, the subsurface conditions at the site consistent. The test pits
encountered 0.5 feet of topsoil above tan, r-noist, dense gravels, cobbles, and boulders in a silty
sand matrix to the bottoms of the excavations. Groundwater was not encountered in the
subsurface at the time of the investigation.
Laboratorv Testing
Laboratory testing was conducted on samples of the native soils encountered in the test pits. The
testing included grain size analysis, Atterberg limits determination, and natural moisture content
determination. The laboratory testing results are included in Appendix B.
2789 Riverside Parkway
Grand Junction, Colorado 81501
Phone: 970-255-8005
Info@huddlestonberry. com
Parcel 212307200138
#02239-0001
0410612t @*,**,,*?r;r,?
The laboratory testing results indicate that the native soils are non-plastic. In general, based
upon the Atterberg limits and upon our experience with similar soils in the vicinity of the subject
site, the native soils are anticipated to be fairly stable under loading.
Foundation mmendafions
Based upon the results of the subsurface investigation and nature of the proposed construction,
shallow foundations are recommended. Spread footings and monolithic (turndown) structural
slabs are both appropriate foundation alternatives. However, in order to provide a stable bearing
stratum and limit the potential for excessive differential movements, it is recommended that the
foundations be constructed above a minimum of 24-inches of structural fill.
The native soils, exclusive of topsoil, are suitable for reuse as structural fill; provided particles in
excess of 3-inches in diameter are removed. Imported structural fill should consist of a granular,
non-expan siv e, n o nfu sflru|fug. material approved by HB ET.
For spread footing foundations, the footing areas may be trenched. However, for monolithic slab
foundations, the structural fill should extend across the entire building pad area to a depth of 24-
inches below the lowest portion of the foundation. Structural fill should extend laterally beyond
the edges of the foundation a distance equal to the thickness of structural fill for both foundation
types.
Prior to placement of structural fill, it is recommended that the bottorn of the foundation
excavation be scarified to a depth of 6 to 9 inches, moisture conditioned, and proofrolled to
HBET's satisfaction. Structural fill should be moisture conditioned, placed in maximum 8-inch
loose lifts, and compacted to a minimum of 95o/o of the standard Proctor maximum dry density
for fine grained soils and 90o/o of the rnodified Proctor maximum dry density for coarse grained
soils, within L 2Yo of the optimurn moisture content as determined in accordance with ASTM
D698 and D1557, respectively.
Structural fill should be extended to within 0.i-feet of the bottom of the foundation. No more
than O.l-feet of gravel should be placed below the footings or turndown edge as a leveling
course.
For structural fill consisting of the native soils or imported granular materials and foundation
building pad preparation as recommended, a maximum allowable bearing capacity of 2,000 psf
may be used. In addition, a modulus of subgrade reaction of 150 pci may be used for structural
fill consistirrg of the native soils and a modulus of 200 pci may be used for approvecl importeci
structural fill. Foundations subject to fiost should be at least 36-inches below the finished grade.
Any stemwalls or retaining walls should be designed to resist lateral earth pressures. For backfill
consisting of the native soils or imported granular, non-free draining, non-expansive material, we
recommend that the walls be designed for an active equivalent fluid unit weight of 45 pcf in
areas where no surcharge loads are present. An at-rest equivalent fluid unit weight of 65 pcf is
recommended for braced walls. Lateral earth pressures should be increased as necessary to
reflect any surcharge loading behind the walls.
Water soluble sulfates are common to the soils in Westem Colorado. Therefore, at a minimum,
Type I-II sulfate resistant cement is recommended for construction at this site.
P:\2008 ALL PROJECTS\02239 - Keith Wittenberg\02239-0001 Elk CreekPæcel\200 - Geo\0223g-0001 LR03252l.doc 2
Parcel 212307 2001 38
#02239-0001
04/06121
Non-Structural Floor Slab and Exterior Flatwork Recommendations
In order to reduce the potential for excessive differential movements, it is recommended that
non-structural floating floor slabs be constructed above a minimum of 18-inches of structural fill
with subgrade preparation, structural fîll materials, and fill placement be in accordance with the
Foundation Recommendations section of this report. It is recommended that exterior flatwork be
constructed above a minimum of l2-inches of structural fill.
Drainage Recommendations
Grading ønd draìnage are crítícul for the long-term performance of the structure and grading
around the structure should be designed to carry precipitation and runoff away from the
structure. It is recommended that the finished ground surface drop at least twelve inches within
the first ten feet away from the structure. It is also recommended that landscaping within five
feet of the structure include primarily desert plants with low water requirements. In addition, it
is recommended that irrigation, including drip lines, within ten feet of foundations be minimized.
HBET recommends that surface downspout extensions be used which discharge a minimurn of
15 feet frorn the structure or beyond the backfill zones, whichever is greater. However, if
subsurface downspout drains are utilized, they should be carefully constructed of solid-wall PVC
and should daylight a minimum of 15 feet frorn the structure. In addition, an impermeable
membrane is recornmended below subsurface downspout drain lines. Dry wells should not be
used.
Onsite Wastewater Treatment System Feasibilitv
In order to evaluate the site soils for onsite wastewater treatment, percolation testing was
conducted at the site in accordance with Garfield County regulations. The percolation rate in the
native soils ranged from 4 to 10 minutes-per-inch. The percolation testin g data are included in
Appendix C.
In accordance with Garfield County regulations, a percolation rate of between 5 to 60 minutes-
per-inch is required for soils to be deemed suitable for onsite wastewater treatment. Although
one of the tests fell outside this range, the native soils contain an appreciable amount of fines and
will provide for excellent filtration of effluent. Therefore, based upon the results of the
percolation testing, HBET believes that the native soils are suitable for onsite wastewater
treatment.
In addition to the percolation rate of the subsurface materials, the seasonal high groundwater
elevation is an important factor in detenrilting the suitability of the site for Onsite 'Wastervater
Treatment Systems. For OWTS suitability, the seasonal high groundwater elevation should be at
least four feet below the bottom of the proposed absorption bed. As discussed previously,
groundwater was not encountcrcd at thc timc of thc invcstigation. In general, based upon the
results of the subsurface investigations, HBET believes that the seasonal high groundwater level
is deeper than 8.0 feet below the existing grade at this site.
Huddleston-Bcrry
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JP:\2008 ALL PROJECTS\02239 - Keith Wittenberg\02239-0001 Elk Creek Parcel\2O0 - Geo\02239-0001LR032521.doc
Parcel 212307 200 I 3 8
#02239-0001
04106121
lAW Huddleston-Bcrrt
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Seepøge Bed Design
The design of the absorption system generally follows the requirements of the Garfield County
On-Site Wastewater Treatment System Regulations, effective June 2018. The proposed
construction at the site is anticipated to include a three-bedroom home.
Based upon the soil percolation rate, a Long-Term Acceptance Rate (LTAR) of 0.6 will be
utilized for the absorption field design. Infiltrator Systems Quick4 Standard Chambers are
proposed. The daily flow of the sewage disposal system is calculated below and a plan and
profile of the absorption system are shown on Figure 3.
Average Daily Flow: (6 persons)(75 GPD/person)
:450 GPD
Soil Treatment Area : (450 GPD / 0.60) :750 Square Feet
Adjusted Soil Treatment Area: (750 SFXl.0X0.7) :630 Square Feet
# of Quick4 Chambers : (630 I 12¡:53 Chambers; Use 56 Chambers
System Installøtion
The installation of the septic tank, pump, plurnbing lines, Infiltrators, etc. should be completed in
accordance with Garfield County and Infiltrator Systems, Inc. specifications. In addition, the
following construction procedures are recommended :
' The septic tank and distribution box should be placed level over native soils that have
been scarified to a depth of 8 to 12 inches, moisture conditioned, and recornpacted to
a minimum of 95Yo of the standard Proctor maximum dry density, within *2Yo of
optirnum moisture content. However, up to 3-inches of washed rock or pipe bedding
passing the 1-inch sieve may be used as a leveling course under the septic tank and/or
distribution box.. The bottoms of trenches and backfill around the septic tank and distribution box
which will support sewer or effluent lines should be cornpacted to at least 90 percent
of the standard Proctor maximum dry density, within +2o/o of optimum moisture
content. Pipe bedding should have a maximum particle size of 1-inch.. Vehicular or heavy equiprnent traffic and placernent of structures should not encroach
within 10 feet of the septic tank or distribution box.
Inspection Sch.edul.e
Huddleston-Berry Engineering & Testing LLC should be retained to monitor the construction of
tlie OWTS. The following schedule of observation and/or testing should be followed:
Observe the absorption bed excavation prior to placement of replacement soil and
Infiltrator chambers.
' Observe placement of the septic tank and all connecting sewer and effluent lines prior
to backfill. Veriff proper fall between inverts.
' Observe and veriff installation of the absorption bed prior to placement of cover and
backfill.. Observe squirt test to veriff even distribution of effluent from pump.
4P:\2008 ALL PROJECTS\02239 - Keith Wittenberg\02239-0001 Elk Creek Parcel\200 - Geo\02239-0001 LR03252l.doc
Parcel 212307200 I 38
#02239-0001
04106121 @*,***,*?r;*ir
In conformance with Garfield County regulations, HBET will be required to provide the Garfield
County Health Department with documentation certifying that the OWTS was placed in
conformance to the plan and profile and Garfield County regulations.
General Notes
The recommendations included above are based upon the results of the subsurface investigation
and on our local experience. These conclusions and recommendations are valid only for the
proposed construction.
As discussed previously, the subsurface conditions encountered in the test pits were consistent.
However, the precise nature and extent of any subsurface variability may not become evident
until construction. As a result, it is recommended that HBET provide construction materials
testing and engineering oversight during the entire construction process.
It ís importønt to note that the recommendstions herein øre intended to reduce the risk of
structural movement and/or dømøgq to vørving degrees, associøtecl witlt anv volume cltønge
of the nstive soils. Howeven HBET cannot predict long-term chønges in subsurface moisture
conditions and/or the precise masnitude or extent of volume cltange in the nøtive soils. Wltere
signifìcønt increases in subsurface moisture occur due to noor grading, improper stormwater
munagement, utilitv line føilure, excess irrigøtion. or other cøuse, either during conslruction
or tlrc result of actions of the propertv owneh severøl incltes of movemenl øre possible. In
addition, anv f¡tilure lo complv with the recommendations in this report releases Huddleston-
Betv Engineering & Testing, LLC of snv liøbilitv with regard to tlte struclure nerformønce.
We are pleased to be of service to your project. Please contact us if you have any questions or
comments regarding the contents of this report.
Respectfully Subrnitted:
Huddleston-Berry Engineering and Testing, LLC
Michael A. Berry, P.E.
Vice President of Engineering
5P:\2008 ALL PROJECTS\02239 - Keith Wittenberg\02239-0001 Elk Creek Parcel200 - Geo\02239-0001LR032521.doc
F'IGURES
ffi qPuhlic.nêt'" Garfield County, CO
Overview
Legend
j Parcels
Roads
Parcel/Account
Numbers
Highways
- Limited Access
..- Highway
Major Road
Local Road
Minor Road
Other Road
Ramp
Ferry
Pedestrian Way
Owner Name
Lakes & Rivers
, , Citiut
- County Boundary
Line
Location
FIGURE 1
te Location Ma
D ate cr eaTe d: 3/ 25 /2027
Last Data Uploaded: 3/25/2O2I 2:I3:O4 Alvt
D e v e ro pe d o' C) Fçå,g,Bidçl
EWWATER LINE IIIIIIIII//////^lrP.3 I#//\- -//IIREPAIRAREA--lIDRAINAGE\,,,MINIMUM 1,OOOGALLON TANKNEW HOMEf--/IGENTL--J\iIIIIIIIIIIIt\\\\-\\\STAø/Æ\.-NOTE: Ic0NsTtFACTOFBED WIt
SCALERISERS (AS NECESSARY)THAT LIDS ARE AT BRFINISHED GRADEEST. A.O FT4.0 FT MAX.INFILTRATER OUICK4STANDARD CHAMBERSIALIZED BED PROFILE)TIC TANKNET TT]SCALELINCHED, GEOTEXTILEABOVE CHAMBERSLCH,IIMUM SETBACKS(UNITS = FT)1,0 FT MTN, COVERD]STRIBUTIEN BTXCOVER SOIL; NATIVE SOILS OR OTHER SUITABLETOPSOL. GRADE TO CARRY SI.IRFACE WATERAWAY FROM BED..4qNI)10PROPERTY LINEUNOCCUPIEDBUILDINCDVELLINGLAKE, STREAM,UNLINED DITCHFLOODEI)FIELDSLINED IIITCHl0t0505510V/ATER LINE -\_\Æ*NEWHOMEINSPECTIONPORTSINFILTRATOR SYSTEMS QUICK4STANDARD CHAMBERS20'IN5',MINDISTRIBUTION B(ENSURES EVEN DOF EFFLUENTSEPTIC TANK WITHMINIMUM I,OOOGALLON CAPACITY4-INCH DIAMETER SEWEREFFLUENT PIPE MEETINC,DI785, SCHEDULE 40 OR SI
APPENDIX A
Typed Test Pit Logs
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Huddleston-Beny Engineering & Testing, LLC
2789 Riverside Parkway
Grand Junction, CO 81501
970-255-800s
TEST PIT NUMBER TP.1
PAGE 1 OF 1
CLIENT Keith and Hanna Wittenberq PROJECT NAME Elk Creek Property
PROJECT NUMBER 02239-OOO1 PROJECT LOCATION New Castle co
DATE STARTEÐ 3112121 COMPLETED 3112121 GROUND ELEVATION TEST PIT SIZE
EXCAVATION CONTRACTOR Hi-River GROUNDWATER LEVELS:
AT TIME OF EXCAVATION
AT END OF EXCAVATION
AFTER EXCAVATION ---
EXCAVATIONMETHOD Trackh/Backhoe dry
LOGGED BY
NOTES
SD CHECKED BY MAB dry
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(SM), tan, moist, loos
**Lab Classified GB-1 NYrv GB
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Bottom of test pit at 8.0 feet.
02239-OOO1 ELK CREEK PROPERTY,GPJ GINT US LAB.GDT 3/25121!vo(-111o-tz=ornvo¡\)N)(¡)(oooootrmz{^o=f0)o-T0t3f0)ãofuoã\O ^ l..J rrrl.)á:Èq=!.Øæ5 0 0a9a ?bo aw50@O o"(æ-<oaG<=3.oqR"É¡o'Eat.-Õ!7omot-oo-{ızzoáo0)I-ooo!7omoz=mmxooox!ôo={lnØ{!=zcT[D>miÅn-+9T.NzomØFltloxG)oR?o1eã-zØ=om-{-ogmxoÞızooz{7oonIî'n='o0-{mU'Þnmc'(,NN)o-moxmo(!=@-tl\)c)-5TD0)ox5oooo=!t-El-{mo(¡)N)t\)o1o#Ë*;ãH9[iıä*-2Íá-.r9ıtzzoÃoCzctmt-lll-{ızao-:man-l!-{LNmDEPTH(ft)GRAPHICLOG+mvtrÐmU)o7tl-tozSAMPLE TYPENUMBERRECOVERY %(ROD)BLOWCOUNTS(N VALUE)POCKET PEN.(tsf)DRY UNIÏ WT(pcr)MOISTUREcoNTENT (o/o)-l- --{=ms¡-l@ø)mÐFINES CONTENT("/")LIQUIDLIMITPLASTICLIMITPLASTICITYINDEX:.¡(¡r\-..j--..t-¡:.'-.J\ ,t/rU)0)fo0.)É.Jo(o0)ı'Ø-lo!(r)Irøv)=n:¿$m'-ØJ-oOØOr@Ã- tE3in9)0)fTDoct-om7Øf0)LØzo3g)=.x(Doo3ooøE.0)90ooo
Huddleston-Beny Engineering & Testing, LLC
2789 Riverside Parkway
Grand Junction, CO 81501
970-255-8005
TEST PIT NUMBER TP-3
PAGE 1 OF 1
PROJECT NAME Elk Creek Propertv
PROJECT NUMBER 02239.0001 PROJECT LOCATION New Castle. CO
CLIENT Keith and Hanna Wittenberq
GROUND WATER LEVELS:
AT TIME OF EXCAVATION
AT END OF EXCAVATION
AFTER EXCAVATION ---
TEST PIT SIZE
drv
Trackh/Backhoe drv
CHECKED BY MAB
GROUND ELEVATION
NOTES
COMPLETED 311212'IDATE STARTED 3112121
EXCAVATION CONTRACTOR Hi-River
EXCAVATION METHOD
LOGGED BY SD
ATTERBERG
LIMITS
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Huddleston-Berry Engineering & Testing LLC
2789 Riverside Parkway
Grand Junction, CO 81501
970-255-8005
PROJECT NAME Elk Creek Propertv
PROJECT NUMBER 02239-OOO1 PROJECT LOCATION New Castle, CO
CLIENT Keith and Hanna Wittenberq
TEST PIT NUMBER TP-4
PAGE I OF 1
COMPLETED 3112121 TEST PIT SIZE
CHECKEDBY MAB
EXCAVATION CONTRACTOR Hi-River
EXCAVATION METHOD Trackh/Backhoe
GROUND ELEVATION
AT END OF EXCAVATION dry
AFTER EXCAVATION ---
LOGGED BY SD
NOTES
DATE STARTED 3112121
GROUND WATER LEVELS:
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APPENDIX B
Laboratory Testing Results
Huddleston-Berry Engineering & Testing, LLC
2789 Riverside Parkway
Grand Junction, CO 81501
970-255-8005
ATTERBERG LIMITS' RESULTS
CLIENT Keith and Hanna Wittenberq PROJECT NAME Elk Creek Propertv
PROJECT NUMBER 02239-OOO1 PROJECT LOCATION New Castle. CO
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Specimen ldentification LL PL PI #200 Classification
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Huddleston-Berry Engineering & Testing, LLC
2789 Riverside Parkway
Grand Junction, CO 81501
970-25s-800s
GRAIN SIZE DISTRIBUTION
CLIENT Keith ancl Hanna Wiltenbero PROJECT NAME Elk Creek Property
PROJECTNUMBER 02239-OOO1 PROJECT LOCATION New Castle, CO
U.S. SIEVË OPENING IN INCHES I U.S. SIEVE NUMBERS3 4 6 810 1416 20 30 40 5060 100
HYDROMETER6 4 3 21.5 3t4 1t23t8
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Specimen ldentification D100 D60 D30 D10 %Gravel %Sand %sitt o/oClay
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APPENDIX C
Percolation Testing Results
PERCOLATION TESTING
Project Name Parcel 212307200138 Location: New Castle CO
Testing Conducted By: S. Dinterman Supervising Engineer:M. Berry
; Width Depth 8.0 ÍtPit Dimensions: Le
Water Level Depth:
SOIL PROFILE
De Descri n
Test Number:
3ft::-l-tn.
12-in
Time
(min.)
Water
Depth
(in.)
Change
(in.)
0 1.125
5 4.5 3.375
10 6.5 2
15 8 1.5
20 8.5 0.5
25 I 0.5
30 9.25 0.25
35 10 0.75
40 Drv
7Rate (min/in):
Not Encountered X
Top of Hole Depth
Diameter of Hole:
Depth of Hole:
Test Number
Top of Hole Depth
Diameter of Hole:
6ft
5-rn
Remarks
Test Number:
Top of Hole Depth
Diameter of Hole:
Depth of Hole:
2
Depth of Hole 13-in
roject No.
est Pit No.
Date: 311212021
TP-2
39-0001
0-1 fr Clavey Sand with Orqanics (TOPSOIL)
1-8 ft
GRAVELS, COBBLES, and BOULDERS in a Silty SAND matrix (sm),
tan, moist, loose
Time
(min.)
Water
Depth
(in.)
Change
(in.)
0 0.75
5 2.25 1.5
10 4 1.75
15 5.375 1.375
20 6.625 1.25
25 7.5 0.875
30 8.25 0.75
35 9.25 1
40 10.125 0.875
45 10.75 o.625
50 11.25 0.5
55 11.75 0.5
60 Drv
10
Time
(min.)
Water
Depth
(in.)
Change
(in.)
Average Percolation Rate (min/in)
Rate (min/in):Rate (min/in):
Project Name:Parcel 212307200138
Testing Conducted By: S. Dinterman
Pit Dimensions: Length
Water Level Depth
SOIL PROFILE
PERCOLATION TESTING
Not Encountered X
Test Number
Top of Hole Depth:
Diameter of Hole:
Depth of Hole:
Location: New Castle, CO
Supervising Engineer: M. Berry
; Width Depth 3.0 ft
Test Number:
Top of Hole Depth:
Diameter of Hole: 5-in.
Depth of Hole: 1B-m.
Time
(min.)
Water
Depth
(in.)
Change
(in.)
0 1
5 3.625 2.625
10 6.75 3.125
15 9.125 2.375
20 11.125 2
25 12.75 1.625
30 14 1.25
35 15 1
40 1ô 1
45 17 1
50 Dry
5Rate (min/in):
1
Remarks
Test Number:
Top of Hole Depth
Diameter of Hole:
Depth of Hole:
ect No. 02239-0
ale: 311212021
Proj
Pit No TP-2
0-1 ft Clavev Sand with Oroanics (TOPSOIL)
1-3 ft
GRAVELS, COBBLES, and BOULDERS in a Silty SAND matrix (sm),
tan, moist, loose
Time
(min.)
Water
Depth
(in.)
Change
(in.)
Time
(min.)
Water
Depth
(in.)
Change
(in.)
Average Percolation Rate (min/in)
Rate (min/in)Rate (min/in):
Project Name Parcel 212307200138
Testing Conducted By:S. Dinterman
Pit Dimensions: Len
Water Level Depth:
SOIL PROFILE
Depth Description
Diameter of Hole:
Depth of Hole:
7-in
15-in
Time
(min.)
Water
Depth
(in.)
Change
(in.)
0 0.5
5 5 4.5
10 8.5 3.5
15 10.25 1.75
20 11.75 1.5
25 13 1.25
30 Dry
4.Rate (min/in)
PERCOLATION TESTING
Not Encountered X
Top of Hole Depth
Diameter of Hole:
Depth of Hole:
Location: New Castle co
Supervising Engineer:M. Berry
; Width Depth 3.0 ft
0-1 ft Clavev Sand with Orqanics (TOPSOIL)
1-3 fr
GRAVELS, COBBLES, and BOULDERS in a Silty SAND matrix (sm),
tan, moist, loose
Test Number:I Test Number:Test Number:
Top of Hole Depth: 3 ft
Remarks
Top of Hole Depth
Diameter of Hole:
Depth of Hole:
02239-000No
est Pit No 1P-4
311212021
Time
(min.)
Water
Depth
(in.)
Change
(in.)
Time
(min.)
Water
Depth
(in )
Change
(in.)
Average Percolation Rate (min/in)
Rate (min/in)Rate (min/in):