HomeMy WebLinkAboutOWTS ReportHuddleston-Berry
Engineering & Testing, LLC
2789 Riverside Parkway
Grand Junction, Colorado 81501
Phone: 970-255-8005
Info@huddlestonberry. com
October 18,2022
Project#02550-000 I
RgüÊ{l,iåîJ-}Jared Elder
1156 County Road 352
Rifle, Colorado 81650
Subject
Dear Mr. Elder,
This letter presents the results of a geotechnical investigation conducted by Huddleston-Berry
Engineering & Testing, LLC (HBET) at Parcel 217901400514 in Silt, Colorado. The site
location is shown on Figure L The proposed construction is anticipated to consist of a new
single family 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 permit design of an Onsite Wastewater Treatment System (OWTS) for the
structure.
Site Conditions
At the time of the investigation, the site was open with a general slight slope down towards the
south. Site topography is shown on Figure 2. Yegetation at the site consisted primarily of weeds
and grasses. The site was bordered to the north, west, and east by residential/agricultural
properties, and to the south by the Coal Ridge High School and Highway 6.
Subsurface Investisation
The subsurface investigation included three test pits as shown on Figure 2. The test pits were
excavated to a depth of 7.0 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 were fairly consistent. The test pits
generally encountered 1.0 foot of topsoil above brown, moist, medium dense silty sand soils 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, natural moisture content
determination, and maximum dry density and optimum moisture content (Proctor) determination.
The laboratory testing results are included in Appendix B.
Geotechnical Investigation & OWTS Design
Parcel 217901400514
Silt, Colorado
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The laboratory testing results indicate that the native soils are slightly plastic. In general, based
upon the Atterberg limits and our experience with similar soils in the vicinity of the subject site,
the native soils are anticipated to be slightly collapsible.
Foundation Recommendations
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. Imported structural
fîll should consist of a granular, non-expansive, non-free drainíns material approved by HBET.
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 bottom of the foundation
excavation be scarified to a depth of 6 to 9 inches, moisture conditioned, and compacted to a
minimum of 95% of the standard Proctor maximum dry density, within + zyo of the optimum
moisture content as determined in accordance with ASTM D698. 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 modified
Proctor maximum dry density for coarse grained soils, within + ZVo of the optimum moisture
content as determined in accordance with ASTM D698 and DI557, respectively.
Structural fill should be extended to within 0.l-feet of the bottom of the foundation. No more
than O.I-feet of gravel should be placed below the footings or turndown edge as a leveling
c0urse.
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 1,500 psf
mav be used. In addition, a modulus of subgrade reaction of 150 pci may be used for structural
fill consisting of the native soils and a modulus of 200 pci may be used for approved imported
structural fill. Foundations subject to frost 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.
22:\2008 ALL PROJECTS\02550 - Jared lllder\02550-0001 Parcel 217901400514U00 - Geo\02550-0001 LR10l822.doc
Pa¡cel 217901440514
#02s50-0001
t0n8/22
Iluddlestor-Befry
Engìne..¡n8 & Te3¡ir8' LLc
Non-Structural Floor Slab and Exterior Flatwork Recommendations
In order to reduce the potential for excessive diflerential 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 fill materials, and fill placement be in accordance with the
Foundalion Recommendations section of this report. It is recommended that exterior flatwork be
constructed above a minimum of 12-inches of structural fill.
Drainase Recommendations
Graclìns and drainnse are cr¡tícal for the lons-term performonce of the struclure 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 fifteen feet of foundations be
minimized.
HBET recommends that surface downspout extensions be used which discharge a minimum of
fîfteen feet from the structures 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 fifteen feet from the structures. In addition, an impermeable
membrane is recommended below subsurface downspout drain lines. Dry wells should not be
used.
Onsite Wastewater Treatment Svstem
ln order to evaluate the site soils for onsite wastewater treatment, percolation testing was
conducted at the site in accordance with Garfield Counfy regulations. The percolation rate in the
native soils ranged from 5 to 9 minutes-per-inch. The percolation testing 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
the percolation rates were fairly fast, the native soils contain an appreciable quantity of fines and
will provide 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 determining the suitability of the site for Onsite Wastewater
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 encountered at the time of the investigation. 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.
aJ212008 ALL PROJECTS\02550 - Jared Elder\02550-0001 I'arcel 217901400514\200 - Geo\02550-0001 LRl0l822.doc
Parcel 217901400514
#02550-0001
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Seepage Bed Design
The design of the absorption system generally follows the requirements of the Garfield County
Department of Public Works as outlined in the Garfield County On-Site Wastewster Treatment
System Regulations, effective June 2018. The proposed construction at the site is anticipated to
include a three-bedroom home. However, the proposed home is anticipated to include an office
space that could be used for a future bedroom. Therefore, the design will consider four
bedrooms.
Based upon the soil percolation rate and visual-tactile classifrcation of the soils, 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.
Avcrage Daily Flow: (7 persons)(75 GPDiperson)
= 525 GPD
Soil Treatment Area = (525 GPD I 0.6¡= 875 Square Feet
Adjusted Soil Treatment Areâ : (875 SFXI .2)(0.7) = 735 Square Feet
# of Quick4 Chambers = (735 I 12¡= 62 Chambers; Use 64 Chambers
System Installntíon
The installation of the septic tank, plumbing lines, Infiltrators, etc. should be completed in
accordance with the Garfield County On-Site Wastewater Treatment System Regulations 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 I to 12 inches, moisture conditioned, and recompacted to
a minimum of 95% of the standard Proctor maximum dry density, within *2o/o of
optimum moisture content. However, up to 3-inches of washed rock or pipe bedding
passing the l-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 compacted to at least 90 percent
of the standard Proctor maximum dry density, within *2Yo of optimum moisture
content. Pipe bedding should have a maximum particle size of l-inch.. Vehicular or heavy equipment traffic and placement of structures should not encroach
within l0 feet of the septic tank or distribution box.
Inspectíon Scheclule
Huddleston-Berry Engineering & Testing LLC should be retained to monitor the construction of
the OWTS. The following schedule of observation and/or testing should be followed:. Observe the absorption bed excavation prior to placement of Infiltrator chambers.. Observe placement of the septic tank, distribution box, and all connecting sewer and
effluent lines prior to backfill. Verify proper fall between inverts.. Observe and veriÛr installation of the absorption bed prior to placement of cover and
backfill.
Z:V008 ALL PROJECTS\02550 - Jared Elder\02550-0001 I'arcel 217901400514U00 - Geo\02550-0001 LRl0l822.doc 4
Parcel2l790l4005l4 ,@5#025s0-0001 (q(rÐ})#*9":tîi.-,int0/r8t22 v
In conformance with Garfield County regulations, HBET will be required to provide the Garfield
County Health Department with documentation certifing 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 fairly
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 ß imnortant to note that the recommendatìons hereín are intended to reduce the risk of
structarnl movemcnt and/or damflse, to varying degrees, flssociated wìth volume change of the
native soils. Howeven HBET cannot predíct long-term chønges in subsurføqe moísture
conclitions antHor the orecìse mfignítude or øctent of volume chapse. Where sísnilícant
increases in subsurføce moisture occur due to poor grading, improner stormwater
tutnflgenent. utilitv lineÍctílure, øccess íffìgat¡on, or other cøuse, either durinp construction
or the result of actíons of the orooer,tv owner, severøl inches of movement are nossible. Ie.
addítion, ønv foilure to con{tlv with the recommendations in thß renort releøses Hudclleston-
Bern Ensíneeríns & Test¡ns. LLC of ønv liabilitv v,ith reeard to the structure nerformance.
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 Submitted:
Huddleston-Berry Engineering and Testing, LLC
Michael A. Berry, P.E.
Vice President of Engineering
52:\2008 ALL PROJËCTS\02550 - Jared Ëlder\02550-0001 Parcel 217901400514U00 - Geo\02550-0001 LRl0l822.doc
FIGURES
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Date: 10/17/22
BY: MAB
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Eng¡ne€ring & T¿sring, I.l,C
2789 Rivereide Parkway
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APPENDIX A
Typed Test PÍt Logs
GEOTECH BH COLUMNS O255O.OOO1 PARCEL 2I79O14OO514.GPJ GINT US LAB.GDT 10/10/22!7gmozc=Em7oN)ûr('roooootrmz{C-o,ıo.mo.o€ ^ l..J ?roÞ æx.r-3 b=q=-'øæ5 (i o9\Øftrô AW..5ôE(l oe{vFgræ<(nÈ.r, =.!¡- ã9ô=.0aR",loÉ.sqr.-a)!7omooc)Ioza.'oo!7emoz=Et1'Ê)c)(Dl\)\¡(o(>èoo(rtÀ{mU,{.U{zc=tpm7{p..r-oomo.Tlzom(nl.ooom0E{omxoÞız=moo-lo)c)xTD!)()xoomx()Þızl)oz{ÐÞo{ovaı'atr'ÞmU'-{n-{moqo,NNofmoxm('Ew()o=!t-mmo(oo)À)NovotìtE*Ë#iãH9538xuËBËËr9ıtGzo7oczommÞIo2U¡o¿mct,{3{g,NmIoDEPTH(n)GRAPHICLOG-lmÐtrEmØonTIozSAMPLE TYPENUMBERRECOVERY o/o(ROD)BLOWCOUNTS(N VALUE)POCKET PEN(tsDDRY UNITWT(pct)MOISTURECONTENT (o/o)-{E#{@ØñnoFINES CONTENT(%)LIQUIDLIMITPLASTICLIMITPLASTICITYINDEX; 'bj . f,. r{.' l,i:'.,,'l- ''"1<-!.r\ . t/_ j\ . .t/l9.U)fl)o.É.5o(oo,=.c)(t,-.toT'CJ)It-9.CNz0at,3YrôÉ5;9.U'-3og3ooØ(D(Doo3oóØı!)ì.¡o(D(D:-
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APPENDIX B
Laboratory Testing Results
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Huddleston-Berry Engineering & Testing, LLC GRAIN SIZE DISTRIBUTION
970-255-8005
CLIENT Jared Elder PROJECT NAME Parcel 21790140051 4
PROJECTNUMBER 02550-OOO1 PROJECT LOCATION SiIt, CO
U,S. SIÉVE OPENING IN INCHES I U-S. SIEVE NUMBÊRS I
810 1416 20 30 40 50 60 100 140200
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GRAIN SIZE IN MILLIMETERS
0.1 0.01 0.001
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COBBLES GRAVEL SAND SILT OR CLAY
coarse fine coarse medium fine
Specimen ldentification Classification LL PL PI Cc Cu
o TP-3, GB-l gfi6 STLTYSAND(SM)23 21 2
Specimen ldentification D100 D60 D30 D10 %Gravel %Sand o/oSilt oloClay
o TP-3, GB-1 9/16 9.5 0.154 0.9 62.9 36.2
Huddleston-Berry Engineering & Testing, LLC
2789 Riverside Parkway
Grand Junction, CO 81501
970-255-8005
ATTERBERG LIMITS' RESULTS
CLIENT Jared Elder PROJECT NAI$E Parcel 217901400514
PROJECTNUMBER 02550-OOO1 PROJECT LOCATON S¡It, CO
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MOISTU RE.DENSITY REI.ATIONSHI P
PROJECT NAME Parcel 217901400514
PROJEGTNUMBER 02550-OOO1 PROJECT LOCATION SiIt. CO
CLIENT Jared Elder
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Sample Date:
Sample No.:
Source of Material:
Description of Material:
9t16t2022
22-0824
145
140
135
130
125
120
115
110
105
100
95
TP.3, GB.I
SILTYSAND(SM)
ïest Method (manual):ASTM D698A
TEST RESULTS
Maximum Dry Density 109.0 PCF
Optimum Water Content 15.t o/o
GRADATTON RESULTS (% PASSTNG)
#200 #4 314"
36 99 100
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ATTERBERG LIIi/|ITS
LL PL PI
23 21 2
Curves of 100% Saturation
for Specific Gravity Equalto:
2.80
2.70
2.60
90
5 15
WATER CONTENï, o/o
0 10 20 25 30
APPENDIX C
Percolation Testing Results
PERCOLATON TESTING
sTP322Huddleston-Berrl'
li¡gìnccriug.t Tcstirg, ¡-LC
Project Name: Parcel 217901400514 Location: Silt, CO
Testing Conducted By:
Supervising Engineer:
T. Collins
M. Berry
TEST PIT DIMENSIONS
SO¡L PROFILE
Depth (ft)Description Remarks
0-1 Siltv Sand with Orqanics ffOPSOIL)
1-7 Siltv SAND (sm), brown, moist, medium dense
Test Numbel. 1
Top of Hole Depth: -f ttt)
Diameter of Hole: 4 (in)
Depth of Hole: 28 (¡n)
Time
(min.)
Water
Depth
(in.)
Change
(in.)
0 3.75
10 6 2.25
20 I 2
30 10 2
40 11.75 1.75
50 13.75 2
60 15.75 2
70 17.5 1.75
80 19 1.5
90 20.75 1.75
100 22.5 1.75
110 24 1.5
120 25.75 1.75
6Rate (min/in)
Test Number'. 1
Top of Hole Depth: 5 (ft)
Diameter of Hole: 4 (in)
Depth of Hole: 28 (¡n)
Test Number:
Top of Hole Depth
Diameter of Hole:
Depth of Hole:
(fr)
(in)
(¡n)
02550-0001
TP-1w
Project No.
Test Pit No.
Date:
Length
(fi)
width
(ft)
Depth
(fi)
Water Level Depth (ft)
Depth (ft)Not Encountered
7.0 X
Time
(min.)
water
Depth
(in.)
Change
(in.)
0 1.625
10 6.875 5.25
20 10 3.125
30 12.75 2.75
40 15 2.25
50 17 2
60 19 2
70 20.5 1.5
80 21.5 1
90 22.75 1.25
100 23.75 1
110 25 1.25
120 26 1
I
Time
(min.)
water
Depth
(ín.)
Change
(in.)
r
Average Percolation Rate (min/in)
Rate (min/in):Rate (min/in)
PERCOLATION TESTING
sTP322Huddleston-Berry
E¡rgir¡{cri¡rg çQ'l'csriog, [.]-C
Project Name; Parcel 217901400514 Location: Silt, CO
Testing Conducted By:
Supervising Engineer:
T. Collins
M. Berry
TEST PIT DIMENSIONS
SOIL PROFILE
Depth (fi)Description Remarks
0-1 Siltv Sand with Orqanics (TOPSOIL)
1-7 Siltv SAND lsm). brown. moist. medium dense
Test Number'. 1
Top of Hole Depth: --Z tftl
Diameter of Hole: 4 (in)
Depth of Hole; T 6n¡
Time
(min.)
Water
Depth
(in.)
Change
(in.)
0 1
10 4 3
20 7 3
30 9.75 2.75
40 12.5 2.75
50 15 2.5
60 17.5 2.5
70 19.75 2.25
80 22 2.25
90 24 2
100 26 2
110 28 2
120 Drv
5Rate (min/in)
Test Number:
Top of Hole Depth
Diameter of Hole:
Depth of Hole:
Test Number:
Top of Hole Depth:
Diameter of Hole:
Depth of Hole:
(ft)
(in)
(in)
I
4
4T
(ft)
(in)
(in)
02550-0001
TP.2
9t16t2022
Project No.
Test Pit No.
Date:
Length
(ft)
width
(fi)
Depth
(fi)
Water Level Depth (fi)
Depth (fi)Not Encountered
7.0 X
Time
(min.)
water
Depth
(in.)
Change
(in.)
0 1.5
10 3 1.5
20 4.75 1.75
30 6.25 1.5
40 I 1.75
50 9.75 '1.75
60 11.25 1.5
70 12.75 1.5
80 14 1.25
90 15.5 1.5
100 't7 1.5
110 18.25 1.25
120 19.75 1.5
7
Time
(min.)
Water
Depth
(in.)
Change
(in.)
Average Percolation Rate (min/in)
Rate (min/in):Rate (min/in):