HomeMy WebLinkAboutEngineer's OWTS Design Plan-OriginalHuddleston.Berry
Engiaeerhg & Testing, LLC
64O White Avenue
Grand JuncrioD, CO 81501
Phone: 970-?55.8005
Fax: 970-255-6818
HnddlestonBerry@brcsaan. net
www.HBET-GJ,com
September 28,2015
Project#01452-0001
Jasou Bundick
398 Faas Ranch Road
New Caslle, Colorado 81647
Subject:
Reference:
Supplemental Geotechnical Investigation and OWTS Design
5322 County Road 243
New Castlc, Color4do
Geotechnical Investigatlon and OWS Deslgn, 5322 County Rosd 243, New
Casile, Colorado by Huddleston,Berry Engineering & Testing, LLC for Jason
Bundick, June 17,2015.
Dear Mr. Bundick,
This lettcr present$ the rosults of a supplemental geotechnical investigation conductqd by
Huddleston-Berry Engineering & Testing, LLC (I{BET) at 53zz county Road 243 in New
Castle, Colorado. As indicated in the referenced report, HBET had already completed a
geotechnical investigation at the $ite. However, HBET understands that tho location of the
proposed house has changed. The scope of fhe cunent investigation included evaluating the
subsurface conditions at the new house loeation, developing foundation recommendations, and
designing an Onsite Wastewater Treatment System (OWTS) for tne new home.
Sito Condltions
At the time of the investigation, the aren of the proposed residence was vegetatod with brush and
trees. Ths building site was on a small hill with slopes down to the west towards Main Elk
Creek.
Subsurface Invcstisation
The subsurface investigation included five test pits as shown on Figure 1 - Site Plan. The test
pits were excavated to depths of between 3.0 and 7.5 feet below the ixisting ground surface.
Typed test pit logs are included in Appondix A.
As indicated on the logs, the subs0rface conditions at the site were fairly consistent. The test pits
generally encountered 1.5 feet of topsoil materials above brown, dry" dense clayey gravel with
sand to the bottoms of the excavations. Groundwater was not encounterdd in the test pits at the
time of the investigation.
5322 CRz43 ,ffi#0r45?-ooor 6IBj)I*f"fl",.*:T09/?8/t5 V/'**""*"..
I-iahpT.alory Testine
Laboratory testing lvas conducted on samples ofthe native gravel soils collected &om the test
pits. The testing included grain-size analysis, Atterberg limits determination, natural moisfure
content determination, and maxirnum dry density/optimum moisture fProctor) determination.
The laboratory testing results are included in Appendix B.
The laboratory testing results indicate that the native gravel soils are stightty plastic. In general,
the native gravel soils are anticipated to be fairly stable.
Foundation Recommendations
Based upon information provided to HBET, a monolithic slab foundation is proposed for the
structure. In general, a slab foundation is appropriate for the subsurface conditions at tlis site.
However, as discussed previously, in order to reduce the risk of excessive differential
settlements, it is recommended that the foundations be constructed above a minimum of 12-
inches of stnrctural fill,
The native gravel soils, exclusive of topsoil, are suitable for reuse as structural fill provided
particles in excess of 4-inches in diameter are removed. Imported structural fiIl should consist of
a granular, non-expansive, non-free draining material such as crusher fines or CDOT Class 6
base course.
Prior to placement of structural fill, it is reconrmended that the bottom of the foundation
excavation be scarified to a depth of 6 to 9-inches, moisture conditioned, and compacted to a
rninimum of 95%o of the standard Proctor maximum dry density, *2o/o of optimum moisture
content as tletermined in accordance with ASTM D698C. Structural fill should extend laterally
beyond the edges ofthe foundation a distancE equal to the thickness ofstructural fill. Structural
fill should be moisture conditioned, placed in maximum 8-inch loose lifts, and compacted to a
minimum of 95Yo of the standard Proctor maximum dry density fbr fine grained soils and 90% of
the modified Proctor maximum dry densrty for coarse grained soils, within + 2o/o of the optimum
moisture content as determined in accordance with ASTM D698 and Dl557C, respectively.
For structural fill consisting of the native soils or imported ganular materials, and foundation
building pad prepnration as reconlmended, a maximum allow'able bearing capacity of 2,000 psf
may be used. In addition a modulus of subgrade reaction of 200 pci may be used for structural
filI consisting ofthe native gravel soils and a modulus of250 pci may be used for structural fill
consisting of crusher fines or base course, Footings subject to frost should be at least 36 inches
below the finished grade.
Any wails retaining earth should be desigrred 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 equivalent fluid unit weight of 55 pcf in areas
where no surcharge loads are present. Lateral earth pressures should be incrbased as necessary to
reflect any surcharge loading behind the walls.
-C:U008 iLL I,ROJECIS\0' 43! " Jrlon Bundtck\0145:.m0 t 512: eR 243€m. S!o\01{5:.m01 LRiE:t l5 doo 2
J322 CR 243
#01452-0001
09t28/t3
Exterior tr'lafwork Recommendations
In order to limit the potential for excessive differential movements of exterior flatwork, it is
recommended that topsoil materials be removed in areas of proposed exterior flatwork and
replaced with structural fiil. Subgrade preparation, structural fiIl materials,, and fill placement
should be in accordance with the Foundation Recommendatiors section of this report.
I)rainaee Rocommendations
Grading around the structure should be designed to carry precipitation and nmoffaway from the
structure. It is recommended that the {inished ground surface drop at least tweive inches within
the first ten feet away from the structule. Downspouts should empty beyond the backfill zone. It
is also recommended that landscaping within five i'eet of the structure include primarily desert
plants wi& low water requirements. In addition, it is recommended that irrigation within ten feet
of foundations be minimized.
Subsurface downspout drains should be carefully constructed of solid-wall ?VC. Dry wells
should not be used.
Onsite lVastewater Treatment Svstem
Percolation testing was conducted in the vicinity of the proposed OWTS in TP.5 through TP-7 in
accordance with Garfield County regulations. The percolation rate in the native soils ranged
from 9 to 13 minutes-per-inch with an average of approximately 12 minutes-per,inch. The
percolation testing data are included in Appendix C.
ln general, a percolation rate of between 5 to 60 minutes-per-inch is required for soils to be
deemed suitable lbr onsite wastewater treatment. Therefore, based upon the results of the
percolation testing, HBET believes that the native soils are generaily 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 deterrnining the suitability of the site fot Individual Sewage
Disposal 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,
gr:oundwater was not encountered during the subsuface investigation. In general, HBET
believes that the seasonal high groundwater elevation at this site is deeper'than 7,5 tbet below the
existing ground surlbce in the vicinity ofthe proposed absorption bed.
Seepage Bed Design
The design of the absorption system generally follows the requirements of Garfield Coumy. The
proposed construction at the site is anticipated to include a 3,000+ square-feet residential
structue with four bedrooms.
For conservatism. based upon the soil percolation rate, a Long Term Acceptance Rate (LTAR) of
0,50 will be utilized for the absorption field design. Infiltrator Systems Quick4 Standard
Chambers are proposed in iieu ofa conventional gravel absorption bed. The daily flow ofthe
sewage disposal system is calculated below and a plan and protile of the absorption bed are
shown on Figure 2.
,t:Um6 ALL PROJECIS\0l{52 . Jed Bldcld0l45l@l 5122 CR ?4}\:00 - cs\ot452fi01 LR@2515.de J
@x*,*,*:r*
53?2 CR 2.r3
#0 l4J2-0001
09128/15
Uuddldflon.terryfirsn'! & Tc{r4. Lta
Average Daily Florv =,-*$"ATil(2 persons/bedroom)( 75 GpD/person)
Soil Treatment Area = (600 GPD / 0,50) = 1,200 Square Fect
Adjusted S'oil Treatment Area = (1,200 SfXl.2X0.?) = 1,008 Square Feet
# of Quick4 Chambers - (1,008 / 121 = g4 Chambers - Use 88 Cbambers
System Instillation
The installation of the septic tanli, plumbing lines, Infiltrators, etc. should be completed in
accordance with the Garfield County regulations and Infiltrator Systems, Inc. specifications. In
addition, the following construction procedures are recommended:
' The septic tank and distiibution box should be placed level over native soils that have
been scarified to a depth of8 to 12 inches, moisture conditioned, and recornpacted to
a minimum of 95% of the standard Proctor maximum dry <lensity, wlttrin *ZX of
optimum moisture content. However, up to 3-inches of rvashed rock or pipe bedding
passing the f -inch sieve may be used as a leveling course under the septii iank and/oi
distribution box.r The bottoms of trenches and backfiil axound the septic tank and distribution box' whieh will support sewer or effluent lines should be compacted to ar least 90 percent
of the standard Proctor maximum dry density, within *2% of optimum moisto.e
content. Pipe bedding should have a maximum particle size of l-inch.r Vehicular or heavy equipment trafllc and placement of structures should not encroach
within l0 feet of the sepric tank or distribution box,
Inspection Schedule
Huddleston'Beny Engineering & 'Iesting LLC should be retained to monitor the consruction of
the owl's. 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
eftluent iines prior to backfill. VeriS proper thll between inverts.r Observe and vedfy installation of the absorption bed prior to placement of cover and
backfill.
ln conformance with Gariield County regulations, TIBET will be required to provide Garfield
County 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 resrilts of the subsurface investigation
and on our local experience. These conclusions and recommendations are valid onlv for the
proposed construction.
As discussed previously, the sribsurface conditions at the site 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 be retained to provide construction
:::::,:.,:::::::::::::::,:,".,'::*::.:::""*
c'ns'1ruc'fi'n
4
il1?eR243
#0r45H001
Mf28n5
ltre are pleissd t0 be of sc.r-vic€ to your projecr Please conket us if you have any questlons or
oomments regardlng'the cofieffs of ftts rrport.
Respectflrlly Eubmilted:
Bagflaeering and Ttsting, [*tC
lvlichacl A. Berry, P.E.
Vtce ?roddent of Engines:dttg
xirlot $i! c*' a!]iho. &q9l{''{00r l.Rqru$.cot
@wnm*
5
TP.5
1?-8
IP.7
nfidD Elk
/t"' ^ -." _l^ rr f,* .*
rJ rrctersl -Ltxl A
FIGURE 1
Sife Plan
pp
BACKFILL MATERIAL
-NATIVE,OR
* ENGINEER APPROVED ALTERNATIVE
-r.r.0 rT
GENERALIZED SYSTEMPRO FILE
RESIDENTIAL
STRUCTURE
t.0 t:TMIN. COVER
N EFFLUENT
I DIAMETSR SEWER
FFLUENTPIPE
NG ASTM DI785.
IUJ"E 40 OR SDR 35
O.O FT
dBINATION OF TANKS
) CALLON CAPACITY
oject No.: 01452-0001
fie: 09/28115
r: MAB
RISERS (AS NECESSARY)
THAT LIDS ARE AT OR
EXISTING
EST. 2.0 F:r
4.0 FT MAX
NOT TO SCAIE
RESIDENTIAL
STRUCTURE
INFILTRATOR CHAMBIIRS
I.O FT MlN. COVER
BO)(ES
EST.6.0
TANK
I9lOFALL MN,
0.5% F,{LL MN,
8.0
II Huddleston-Berry
Engineering & Tcsting, LLC
640 White Avenue, UnitB
Grand Junction, CO 81501
5322 COLNTY ROAD 243
FIGURE2.SEPTICSYSTEM
PLAN AT{D PROFILE
ABSORPTION BED PRC
NOT TO SCALE
3FT
ESTABLISH VEOE'I'ATIVE COVER
-12.0 Fr
l?"
FIlvfiN.-
ABSORPTION BED PLAN
scALE (l"r)
0246810 2A
INFILTMTOR SYSTEIVIS QUICK4
ST.A,NDARD CHA.\IBERS
INSPECTION PORTS INSPECI]ONPORTS
DISTRIBUTION BOXES T}IAT
EVEN DISTRIBUTION OF EFFLT'ENT
rT
-t?.0 FT
+l
M
sc
6.0 f T MIN,
-l?.0 FT
SEPTICTANK
I
OR
WITHMINIMUM
STANDARD(ryP.)
-44.0 FT
. APPNNDIX A
Typed Test Pit Logs
PROJECT L@A'ION
L,Lc
PROJECT i{AIUE 5322 CountvRoad 243CUENT
White Avenue,B
E l50lcoJunction
970-?55-8005
970.255{81
PROJECT NUIIIBER
TEST PIT NUMBER TP.5
PAGE 1 OF 1
collPLgTED gt4t16 GROUNDELEVATTOI{.*.-- TESTPITS|ZE
EXCAVATIONMETHOD T'gcKhiBacKhoe .. ATTIMEOFEXCAVATION
DATESTARTED 9/4/15
MAB
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. APPENDIX B
Laboratory Testing Results
$
Huddleston.Beryf,ngineering & l'sting I"LC
640 White Avenue Unit B GRAIN SIZE DISTRIBUTION
Jrnction CO 81501
97&2J5.6818
CLIENT Jason Bundick PROJECT NAME 632? Coilntu R6^d ?43
PROJECT NUMBER o1452-0001 PROJECTLOCATION Newgastle. CQ
U,S SIEVE OPENING IN INCHES I U,S. SIEVE HYDROMETER
100
95
90
85
80
75
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35
30
25
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GRAIN 6IZE IN MILLIMETERS
COBBLES
GRAVEL SAND SILT OR CLAY
coarss flne coenlo medlum tine
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Specimen ldsntification classificetlon LL PL PI Cc Cu
TP.8, GB1 09/19 CLAYEY GRAVEL WIIh SAND(GC}27 19 I
Specimen ldentification D1 00 D60 D30 D10 o/oGravel ToSand q/oSilt o/oClay
a TP€, GBI 09/15 37.5 9.645 0.137 50.9 23.1 25.9
Na
A
ffiIBj)\*-d/
Huddlesron.Berry Engineering & Te*ing, IIC ATTERBERG LIMITS' RESULTS6.10 Whire Avenue, tJnil B
Grand Junclion, C0 81501
970-255-8005
970-?55"68t8
CUENT -lac.n Blrn.lick PROJECT NAME 5322 Countv Road 243
PROJECT NUMSER 0't452.0001 PROJECT LOCATION NilCAstle. CO
@
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Specimen ldentifi cation LL PL PI #200 Classification
a TFi8, GB1 9/4/2015 27 1S I 28 cLAYEY GMVEL wlth SAND(GC)
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,ffi. Huddleston-Ben] Engintrring & Testing, LLC
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(brsi)ffig,lwutrco srsor
\gZ e7o-255-6818
MOISTURE-DENSIW RELATIONSHIP
PROJECT NAME 5322 Counlv Road 243
PROJECT NUMBER 01452-0001 PROJECT LOCATION New Castla. CO
CLIENT Jasor Bundiek
)t
'I
Sample Date:
Sample No.:
Source of Material:
Description of Material
u4t2016
1
145
CI-AYEY GRAVEL with
Test Msthod:ASTM D698C
140
135 TEST RESUL'TS
Maximum Dry DensitY 1U5 PCF
Optimum Water Content 11.0 %
125
GRADATION RESULTS {% PASSING)
#200 w. 314'
26 49 79
ootF6
ltJo
d.cl
ATTERBERG LIMITS
LL PL
1S
PI
827
115 Curv€s of 100% Saturation
for Specific Gravity Equal to:
110
2.80
2.70
2.60
105
100
90 3051015
WATER %
APPENDIX C
Percolation Testing Results
PERCOLATION TESTING
Project Name:5322 Countv Road 243 Location:
Testing Conducted By,__!.@ Supervising Engineer:
Pit Dimensions:
Water Level Depth
SOIL PROFILE
Test Number; 'l
Top of Hole DTFififl
Diameter of Hola: 4-in..
Depth of Holo: 18-in.
Time
(min.)
Water
Depth
tln.)
Change
(in.)
0 2.25
10 4.76 2.5
20 6.5 1.75
30 I 1.5
40 9.5 1.5
50'..._ii
.i:;i,80 -i
11
i'*i*"rss
1.5
'
IRat€ (min/in):
Average Percolation Rate (min/h)i
; Width_; DepthJ9L_
Not Encountered X
Remarks
TestNumberg*!_
Top of Hole Oepth; 3 ff
Diameter of Holel tr
Depth of Holo: 1S-in.
Rate (min/ln):
T6st Number:
Top of Hole D€pth: _
Dlamet€r of Hole:
Depthof Hole:
-
Rate
Pit No.
0-1.5 ft
Glayey GRAVEL wnh Sand and organtcs ( I ol's(Jll), darK brown,
moist
1.5-7 ft
Clayey GMVEL with Sand (gc), kace cobbles and boulders, brown,
dry. dense
Time
(mln.)
water
Depth
lin.)
Change
(in.)
0 3.75
10 5.5 1.76
20 7 1.5
30 8.125 1.125
40 9.375 ,t,25
50
.E6oF
10.375
l:]:!?..!l-
..,{:l:125:
1
'"0:7,6 -
13
Tlme
{min.}
water
Depth
(in.)
Ohange
fin.)
I
PERCOLATION TESTING
Project Name:5322 Road 243 Location: New
TeBting Conductsd M. Benv $upervlsing Englneer:
Pit DimenBions:
Water Level Depth:_Nol
SOIL PROFILE
width-;
Encount€red X
Depth 3.0 ft
Test Number: 1
Top of Hole Depth: 3 ft
,
Diameter of Hole: 4-jn.
Deoth of Hole: 13-in.
Time
(min.)
water
Depth
(ln.)
Change
(in.)
0 2.375
10 4,875 2.5
2A 5.875 1
30 7 1j25
40
:!!ffi. .5oiY
8.25
:Tsfl*t6:,
1.25
,i$8#:.
{Fqeiii ;;t$$f$r;;c't#}
12Rate (min/in):
Test
Top of Hole
Diameter of Hole: _
Depth of Hole:
Time
(min.)
water
Depth
(in.)
Change
(in.)
Rate
Test
Top of Hole
Diameter ol Hol6:
D6pth of note:
-]
Rate (min/in):
Average Percolation Rate (min/in):
Plt No.
O@ey GRAVEL'ivith Sand and Organics (IOPSOIL), dark brown,
moist0-1.5 ft
1.5,3 ft
Clayey GRAVEL with Sand (gc), trace cobblgs and boulders, brown,
drv. dense
Time
{min.)
Water
Depth
(in.)
Change
fin.)
I
PERCOLATION TESTING
Projact Name: 5322 County Road 243 Location
Testing Conducted M. Benv M,
Depth 3.5 fr
Encountered X
SOIL PROFILE
Remarks
0-1.5 ft
ehjeTRAVEL with Sand and Organics (ToPSolL)' darK brown
moist
1 5-35ft
eEyetcMWttiiti Sand (gc), trace cobbles and boulders, brown,
drv. dense
Test Numbsrl Test Numbon
Topof HoleD"pil
Diameter of Hole: _
Depth of Hole:
Supervising Engineer:
width
TestNumbeg!---
too of note dep
Diameter of Hole: 1!!&-*
Depth of Holei 17'ln.
Time
(min.)
Wat6r
Depth
(in.'!
Change
fin.)
0 2.75
10 6.875 4.125
20 10.5 3.625
30 12.75 225
40 13.875 'tj25
50 15 1.125
1::6*[]!rr::'.'.1ft6h1i i;.iot*.ll
13Rate
Top of Hole Depth:
-
Diemeter of Hole: _
Depth of Hole:
Time
(min.)
Water
Depth
(in.)
Change
(in.)
Rat6 (min/ln):
Time
(mln.)
Water
Depth
{in.}
Change
(in.)
Raie (mln/in):
Avetage Percolation Rata (min/in);
Pit No.