HomeMy WebLinkAboutSubsoil StudyHuddleston-Berry
Ëngin*ering &'!'esting, Ll.C
640 White Avenue
Grand Junction, CO 8 150 I
Phone: 970-255-8005
Fax: 970-255-68 1 8
HuddlestonBerry @ bresnan.net
www.HBET-GJ.com
September 28,2015
Proj ect#O1452-000 I
Jason Bundick
398 Faas Ranch Road
New Castle, Colorado 81647
Subject:Supplemental Geotechnical Investigation and OWTS Design
5322 County Road243
New Castle, Colorado
Reference: Geotechnical Investigation and OWTS Design, 5322 County Road 243, New
Castle, Colorado by Huddleston-Berry Engineering & Testing, LLC for Jason
Bundick, June 17, 2015.
Dear Mr. Bundick,
This letter presents the results of a supplemental geotechnical investigation conducted by
Huddleston-Berry Engineering & Testing, LLC (HBET) at 5322 County Roacl 243 in New
Castle, Colorado. As indicated in the referencecl report, HBET had already completed a
geotechnical investigation at the site. Flowever, HBET understancls that the location of the
proposed house has changecl. The scope of the current investigation inclucled evaluating the
subsurface conditions at the new house location, developing founclation recommendations, and
designing an Onsite Vy'astewater Treatment System (OWTS) for the new home.
Site Condition
At the time of the investigation, the area of the proposed residence was vegetated with brush and
trees. The building site was on a small hill with slopes clown to the west towards Main Elk
Creek.
Subsurface Investigation
The subsurface investigation included five test pits as shown on Figure I - Site Plan. The test
pits were excavated to depths of between 3.0 and 7.5 feet below the existing ground surface.
Typed test pit logs are included in Appenclix A.
As indicated on the logs, the subsurface 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 encountered in the test pits at the
time of the investigation.
5322 CR243
#0r452-000 I
a928lts
Huddleston-Bêrry
Ërsir..rin! & ?!r¡i¡!. !-l(
Laboratorv Testins
Laboratory testing was conducted on samples of the native gravel soils collected from the test
pits. The testing included grain-size analysis, Atterberg limits determination, natural moisture
content determination, and maximum dry density/optimum moisture (Proctor) determination.
The laboratory testing results are included in Appendix B.
The laboratory testing results indicate that the native gravel soils are slightly plastic. In general,
the native gravel soils are anticipated to be fairly stable.
F oundation Reco mmendations
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 this 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 structural fiIl.
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 fill 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 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 95Yo of the standard Proctor maximum dry density, r2o/o of optimum moisture
content as determined in accordance with ASTM D698C. Structural fill should extend laterally
beyond the edges of the foundation a distance equal to the thickness of structural fill. 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 90Yo of
the modified Proctor maximum dry density for coarse grained soils, within t 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 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 200 pci may be used for structural
fill consisting of the native gravel soils and a modulus of 250 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 walls retaining earth 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 equivalent fluid unit weight of 55 pcf in areas
where no surcharge loads are present. Latenl earth pressures should be increased as necessary to
reflect any surcharge loading behind the walls.
2X:\2008 ALL PROJECTS\o 1 452 - Jason Bundick\o I 452-000 I 5322 CR 243\200 - Geo\0 1452-000 1 LR0925 I 5. doc
5322 CR243
#0 l 452-000 I
09/28/15
Huddleston-Berr1'
t:rgh,ìrirr "1 1?\.ìne. LLC
Exterior Flatwork 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 fill. Subgrade preparation, structural fill materials, and fill placement
should be in accordance with the Fottndation Recommendations section of this report.
Drainage Recommendations
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. Downspouts should empty beyond the backfitl zone. 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 within ten feet
of foundations be minimized.
Subsurface downspout drains should be carefully constructed of solid-wall PVC. Dry wells
should not be used.
Onsite Wastewater 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.
In general, a percolation rate of between 5 to 60 minutes-per-inch is required for soils to be
deemed suitable for onsite wastewater treatment. Therefore, based upon the resulis of the
percolation testing, HBET believes that the native soils are generally 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 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,
groundwater was not encountered during the subsurface investigation. In general, HBET
believes that the seasonal high groundwater elevation at this site is deeper tharl7.5 feet below the
existing ground surface in the vicinity of the proposed absorption bed.
Seepage Bed Design
The design of the absorption system generally follows the requirements of Garfield County. The
proposed construction at the site is anticipated to include a 3,000+ square-feet residential
structure with four bedrooms.
For conservatism, based upon the soil percolation rate, a Long Term Acceptance Rate (LTAR) of
0.50 r,vill be utilized for the absorption field design. Infiltrator Systems Quick4 Standard
Chambers are proposed in lieu of a conventional gravel absorption bed. The daily flow of the
sewage disposal system is calculated below and a plan and profile of the absorption bed are
shown on Figure 2.
-)X:\2008 ALL PROJECTS\01452 - Jason Bundick\o1452-0001 5322 CR 243V00 - Geo\01452-0001 LR0925l5.doc
5322 CR243
#0 I 452-000 1
09/28/t5
Huddleston-Ben1'
?:{!kirrir8.t ltq;n$.,,¡-a
Average Daily Flow: (4 bedrooms)(2 persons/bedroom)(75 GPD/person)
:600 GPD
Soil Treatment Area: (600 GPD / 0.50) :1,200 Square Feet
Adjusted Soil Treatment Area : (1,200 SFXl.2X0.7) : 1'008 Square Feet
# of Quick4 Chambers : (1,008 I 12):84 Chambers - Use 88 Chambers
System Instctllstíon
The installation of the septic tank, 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 distribution box should be placed level over native soils that have
been scarified to a depth of 8 to 12 inches, moisture conditioned, and recompacted to
a minimum of 95Yo 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 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 efÍluent lines should be compacted to at least 90 percent
of the standard Proctor maximum dry density, within i2%o of optimum moisture
content. Pipe bedding should have a maximum particle size of f -inch.
' Vehicular or heavy equipment traffic and placement of structures should not encroach
within 10 feet of the septic tank or distribution box.
Inspectíon Schedule
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 verify installation of the absorption bed prior to placement of cover and
backfill.
In conformance with Garfield County regulations, HBET will be required to provide Garfield
County with documentation certifuing 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 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
materials testing and geotechnical engineering oversight during construction.
X:\2008 ALL PROJECTS\01452 - Jason Bundick\01452-0001 5322 CR 243\200 - Geo\01452-O0Ol LR092515.doc 4
5322 CR243
#0 1452-0001
09t28/15
lAW Huddleston-Bcrrt'
t:dgì$*¡rsı lldnB, Ll{
We are pleased to be.of service to your project. Please contact us if you have any questions or
comnr-ents regarding the contents of this report.
Respectfully Submitted :
Huddleston-Engineering and Testingo LLC
Michael A. Berry, P.E.
Vice President of Engineering
5X:U00SALLPROJECTS\01452-JasonBundick\01452-0001 5322CP.243U00-Geo\o1452-0001LR092515doc
FIGURES
.'\..--)) *¡ .Main Elh Creel<feei{^qr. .-r*ü.j.I{Wkir.{{1- ,ìiiF tä,{AF'trGUT{E 1Site Fl¿rnTP-8,'ç",1i ea rtnnÊte100500
Huddleston-Berry
Engimeørixtg &.'å'esting, l-LC
640 White Avenue, Unit B
Grand Junction, CO 81501
5322 COTNTY ROAD 243
FIGURE2-SEPTICSYSTEM
PLAN AND PROFILE
Project l.{o. : 01452-000 1
Date: 09128115
BY: MAB
STANDARD (TYP.)
ABSORPTION BED PROFILE
NOT TO SCALE
ESTABLISH VEGETATIVE COVER
BACKF1LL MATERTAL
- NATIVE, OR
- ENGINEER APPROVED ALTERNATIVE
3FT BT'RIAL
12',
.'12.0 FT FT MIN.-12.0 FT
GET{ERALIZED SYSTEM PROFILE
NOT TO SCALE
RESIDENTIAL
STRUCTURE
zuSERS (AS NECESSARY)
TIIAT LIDS ARI, AT OR
ABSORPTION BED PLAI{EXISTING CRADE
INFILTRATOR CHAMBERS
scALE (FT)1.0 FT MIN. COVER
ON EFFLTIENT LINES
EST. 6.0
0246810 20 EST. 2.0 FT
4-O FT MAX.
1.0 FT MIN. COVER
SEPTIC TANK
BOXES
INFILTRATOR SYSTEMS QUICK4
STANDARDCHAMBERS -
INSPECTION PORTS INSPECTION PORTS
FT
4-INCH DIAMETER SEWER
EFFLUENT PIPE
-12.0 FT
MEETING ASTM D1785,
SCHEDULE 40 OR SDR 35
O.O FT
RESIDENTIAL
STRUCTI.]RE
ó.0 FT MIN,DISTRIBUTION BOXES THAT
EVEN DISTRIBUTION OF EFFLUENT
SEPTIC TANK COMBINATION OFTANKS
WITH MINIMUM I,250 GALLON CAPACITY
0.5% FALL MIN,
8.0 FT
-12.0 FT
-44.0 FT
APPENDIX A
Typed Test Pit Logs
GEOTECH 8H COLUMNS 01452-OOO1 5322 COUNry ROAD 243-GPJ GINT US LAB.GDT 9/251151Jno(-mo-lzc=q¡mnoÀ(¡N)ooootrmz-{L0)aofwcfo-ı'x\O \O al O\ 'r¡\¡ -J X'è äNÑJX ¿èqe,:-s¡t'UrU=J ø¿. d. 5 ã'dæOÔ - =å(r¡Ô < W500' 53^c(¿öP ¡ræ >'ûau'+XotÐö='oqþ,loØ(¡aþl.oItnemc){rooIozzoÉoÀ)g-ooo1t7o(-mo{z=m(¡(tN)Noocfno!)Õ-N)s(,-|mØ{'(t+zc=tDmn+T'I(¡1lomo'Tlzo{m1Arooomout@mxoÞÞ-{oz3m{:Eoo-lß)c)içJ(D0)c)xfoomxoÞ{ozC)ozI7Þo-{ovoo'=g{mU,{n{m(](os-(¡o-moxm(]qtu,oo=Itrm+m(f(oÀo'lt+mÃ{mz0o'îmxoÞÞIozo-¿6)no>9{ı+<ñEq$qE9ñÍþ+ozonoczomrm=ozmxo-{oz-{mØ{-o{ØNmIoDEPTH(ft)GRAPHICLOG+mvf-gmU)on-o-lozSAMPLE TYPENUMBERRECOVERY %(ROD)BLOWCOUNTS(N VALUE)POCKET PEN(ts0DRY UNIT WT(pc0MOISTUREcoNTENT (%)-{rl=$-t@u)m7oFINES CONTENT(%)LIQUIDLIMITPLASTICLIMITPLASTICITYINDEXi. ir .. L-. .1/> rs . 12-'. ri. 'l',r...ti.. lr_...Lì ..f-..t:. f:...rsìl// . L\. .t., . I\. t/-. t\ .tr)3ooo¡e-ãoÐmf-É=JU,0):o-0)ão,oı!)fı'a-{oÌløof-vo-À)-tto€5oC)oo=ã+oSTo\f,ma¡-t€=J(tû,:o-(oovıoooocrooao)5o-ooco-oaTDoo3ooøat0)fo(Dof+
GEOTECH BH COLUMNS O1452-OOO1 5322!7o(-mo{zc3om7oÞ(¡tN)ooootrmz{l-lslølolf,lælcl_o9€AGF{ --¡ +'À ËOOS O=NNX ¿O(¡(rr-<îqv¡!:i5ìir ¡ L ='êôæ5 id aæQ3.*?æqo < !!5 0 (!^E(¿öP ¡:À1æ Stiñu+ xo c! ì'i='0qR".lo-Ø3.sa-|*(l-ItnoC-mo{t-ooÞ{ozzoÉo0)IF-ooIt7oc-mo{z=m(Jr(,N)NJC)ocfÐoo)o-N.È(,{mØ+'t¡+zC=(!fn7+TIo)Itomo-Ttzo-{tTlU,rooomoqt@mxo+oz=m{¿oo-{g)oxJ(Dq¡ox5oomxoÞIozooz{no{oxooloÞ{mØ-{n+mo(oÀOroImoÃmo(D@oo=!t-m{m0(()ÀoÞ'ï{mnmxoÞÞIoz{mzoo'nmxoÞÞIozo_¡o7o>,-Ol<ñEotr'-n À)EE9ñ;hIozo_?o7oczEmrmIoz{m(t,{!{U'NmcDEPTH(ft)GRAPHICLOG-lmÃtt-gmCNc)7-o-tozSAMPLE TYPENUMBERRECOVERY %(ROD)BLOWCOUNTS(N VALUE)POCKEÏ PEN(tsf)DRY UNIT WT(pc0MOISTUREcoNTENT (%){r -'{=ms;0+@C'rnvoFINES CONTENT("/ùLIQUIDLIMITPLASTICLIMITPLASTICITYINDEXt.-. 11- r\- .t/-. -.ltì.' ¡í . li_. .1/- . Lr' È_-. l\- .'t,Jlll l; .K 5;lí.: li'l:; :):f+ l) f.: lì3C)oo)a-ão7mrÉ.5CJ)0¡f0)fo-o(ıû)f()'an-lo!Øorvo-0t-croÉPsoos=ã+oSToEo\5ma¡-tÉ.J(to)o-(oovA)ooC)oou(DØÂ,fCLoocCLo:n(Ðoo3ooaı0)s,o(Doa+
GEOTECH BH5322ROAD 243.GPJ GINT US LAB.GDT 9/25115!vo(-mo{zc=q,mnoè(}ll\)ooootrmz-{Lo)Øofc0cfo-ı'iñ\O \O -l o.\ ÈI<-r{+'èãNNÃ <.1 Q.uq:-5ı-qUr=J ør r L ='+ôæ5 ìd o?83.>?æuO < W3 0 (u^ÉvöJr f,1a4 3ó ::'oau+*ot!ö='0qþ,lo-Ø!l'gq--c)Itno(-mo-{t-ooJozzoÉl,noC-mo+z=m(¡(,l\)N)c)ocf7o0iÕ-NÀ(,)uD=DImØ+ïtizc=! lrt>mitn-+qp-{oozo{mv,t-moxoc,R=o2.PËtÍ!E=o0mxc)Iozooz{ItoIonoo'fo+rflo+Þn+mo(oÀ('toxmoxmoqt=TD-l!)ox5ID!toiçf,oooo=!t-m{mo(oÀ(¡ovoÞÞ>çì1 {{È#rtI#qñläH9iSXxEËäiËr9ıtaz.ovoczom|-mIozo-?a.?{mU'IIIøNmôDEPTH(ft)GRAPHICLOG-lmÐtr-(fmØon-ú-lozSAMPLE TYPENUMBERRECOVERY %(ROD)BLOWCOUNTS(N VALUE)POCKET PEN.(tsÐDRY UNITWT(pc0MOISTUREcoNTENT (%)-{r-l=ï-l@atm7oFINES CONTENT(%\LIQUIDLIMITPLASTICLIMITPLASTICITYINDEXr\-. l/L.. r\- .l/_. ..r_\-. i¿j .. l\-.. . l+ . r: ..1/- , t:.. lt'Ì,, 5ì .¡,-. t-=, .iri.'.ls'.la-..l.ì. t2-..l:. l-:..|sì3c)oo)h-ão7mr-ã=5Ø0)fo-0,lo-o(dfDfo'a{o-o(tIr-vo_0)i(oo€fqooog<ì(D*oSIo\fmØrtã.fU)A)lo-(oovqtc)oc)oEcrı'øß)fo.oco-oØtDoo3ooØıÂ)s¡(¡do
GEOTÉCH BH COLUMNS 01452.0001 5322 COUNTY ROAD 243.GPJ GINT US LAB.GÐT 9/25115!no(-mo+zc=fltm7oÀ(¡N'ooootrmz-{LA)aofulc5o.ox\O \O al Ô ts¡i-J -J ¡'è äpNã <:Él(r(^-<Fuur!-=.ìãr r L ='ñôæ3 i'd oæOÔ ^ =- o =. P.i-æoo < w5ôO^cvıJ" ¡¡æ =oou¡aXotÐàı='fra!o'Øoa"Fc)1t7o(-mo{t-ooÞIozzo€oo)IlDoo1'vo(-mo{z=m(Jl(,NN)oocl7o0)o¡\)À(,+mØIT'{zc=![D>mi',47-{qT-ozo{m(trooomUut(ÐmxC)ÞIoz=m{Ioo-{0)c)iñf@g)ox=oomXc)Iozooz{7o+onao'fg{mU,{Þ1-{mo(o,à(¡oTmoxm(fTDTDoo=!t-m{mg(oÀ-(¡tt-tmvmxo{ozÞ{mzgo.nmxoÞ{ozo-¿ono>ç{ı-.1 <ñEq$XEËmsþ=ozo.?onoczomrmÞ+oz-lrl!U'-{!-lU,NmP DEPTHo (ft)GRAPHICLOG-.1m7FromU'c)n-o-lozSAMPLE TYPENUMBERRECOVERY %(ROD)BLOWCOUNTS(N VALUE)POCKET PËN(tsÐDRY UNITWT(pcÐMOISÏUREcoNTENT (%)--{r-l=msio-l ulU,MÐoFINES CONTENT(%)LIQUIDLIMITPLASTICLIMITPLASTICITYINDEXÌ. i.j..s..l¿ rÌ'.'12-'. rì. lvrr...Is-.. Ir-... ltì ..f-. .l.l. f:...ls--. tz, L\. .t,- , 1\. t/-. t\ .t/)3c)oots-"6oÐmrÉ.5Ø!)fo-qtfo.o(o0)fı'.A-{o1'Øof-vo-0)-Þo€-fo@.Ìt-0)oaÂ)aaäoo-oc)oo=ã+o5f,'ô\rmØrtg.5Øo)Jo-oc)vÀ)c)oooocrı-în0)5o-uoEãoF-âo(Ð(,N)-\¡(o@¡\'O)@oo3oo@ıh-.0t:(¡(Do
GEOTECH BH COLUMNS 01452-OOO1 5322 COUNTY ROAD 243.GPJ GINT I.JS LAB.GDT 9/25115!7oC-mo{zc=qtm7os(¡N)ooootrmz{cÂ)Øofwclo_ı';ñ\O \O -\ O\ Ìr-J -J *' è !::¡'5*Hl;o-€*Uru!:i5ìãr r L a'+ôìæ!J i'd Oæoo - ÞÈ ô g. P-:-æqo < qJF*i^Ét¿ıJ" Flæ 5(ÞU,+t*otÉö='ûqR.-lo-Øga-t.ôl,no(-mc)-{t-oo-.{ozzo€oo)2-o()o!vo(-mo+=m(¡(¡t\)N)C)ocfÐoq)o-N)À(,{mCN{T'{zc=-o [It>mi''4 n-{qP*(ozo{man5PooE3EËt t1'!@=oorftxc)ÞIozooz{AJo-{onc)o'3*oIm.J'{n-{mo(oÀ(¡oItftoxmoq,qt+0)o-5@À)c)xJooooETt-m-{mo(os(¡onoÞÞÞ9'n-{-{ã#tr1;*ÉñlãY9*38xuËärË:Oı.42ovoczomt-m=ozCL¿o-a+lllØ-{!+lnNmIoDEPTH(ft)GRAPHICLOG-lm7t¡-gmCNov!-lozSAMPLE TYPENUMBERRECOVERY %(ROD)BLOWCOUNTS(N VALUE)POCKET PEN.(ts0DRY UNITWT(pcÐMOISTUREcoNTENT (%)-tr --{=msrt{@cDmnC)FINES CONTENT(%)LIQUIDLIMITPLASTICLIMITPLASTICITYINDEX:: i:i lÌ r iÌ t'; ': t". . t/j. N. ,t/- . r\ t/,. J\ .t/lfooo)n'ãonmf-=.fØÂ)fol¡fo-oıÞ:Jc)u,1o-ûq>Ir-vo-0)Foo€_fo!)oonm.r-Éã'J(t0)f,o-(ooYtto€_5Eo-oJU'o@oo3ooØEll)f¡o(Do
APPBNDIX B
Laboratory Testing Results
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Huddleston-Berry Engineering & Testing, LLC
640 White Avenue, Unit B
Grand Junction, CO 81501
970-255-8005
970-255-68 l 8
GRAIN SIZE DISTRIBUTION
CLIENT .Jason Bundick PROJECT NAME 5322 Countv Road 243
PROJEGT NUMBER 01452-0001 PROJECT LOCATION New Castle. CO
U.S. SIEVE OPENING IN INCHES I U,S. SIEVE NUMBËRS HYDROMETER
1 314 112318 3 4 6 810 1416 20
FT
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tu(J
É.
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100
oÃ
90
85
80
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
100 10 1
GRAIN SIZE IN MILLIMETERS
0.1 0.01 0.001
I I
I
I \
\'--
COBBLES
GRAVEL SAND SILT OR CLAY
coarse fine coarse medium fine
Specimen ldentification Classification LL PL PI Cc Cu
o TP-8, GBl 09/15 CLAYEY GRAVEL w¡th SAND(GC)27 19 I
Specimen ldentification D100 D60 D30 D'10 %Gravel %Sand %silt o/oClay
o TP-8, GB1 09/15 37.5 9.645 0.137 50.9 23.1 25.9
Huddleston-Berry Engineering & Testing LLC
640 White Avenue, Unit B
Grand Junction, CO 81501
970-255-8005
970-255-68t8
ATTERBERG LIMITS' RESULTS
CLIENT .lason Bundick PROJECT NAME 5722 C.¡nlv Road 243
PROJECT NUMBER 01452-0001 PROJECT LOCATION New Cast|e, CO
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50
40
30
20
10
CL-ML @ @
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20 60
LIQUID LIMIT
80
Specimen ldentification LL PL PI #200 Classification
o TP.8, GB1 9t412015 27 19 I 26 CLAYEY GRAVEL w¡th SAND(GC)
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Huddleston-Berry Engineering & Testing LLC
640 White Avenue, Unit B
Grand Junction, CO 81501
970-255-8005
970-255-68 1 8
MOISTU RE.DENSITY RELATIONSHI P
CLIENT Jason Bundick PROJECT NAME 5322 Countv Road 243
PROJECT NUMBER 01 452-0001 PROJECT LOCATION New Castle. CO
Sample Date:
Sample No.:
Source of Material:
Description of Material
9t4t2015
1
145 TP.8
CLAYEY with
SAND(GC)
Test Method ASTM D698C
140
135 TEST RESULTS
Maximum Dry Density 124'5 PCF
Optimum Water Content 1'l'0 %
130
125
GRADATTON RESULTS (% PASSING)
#200 #4 314"
26 49 79
()
CLtF-
U)zujo
Éo
ATTERBERG LIMITS
1 20
LL PL PI
27 l9 I
115 Curves ol 100% Saturation
for Specific Gravity Equal to
110
2.80
2.70
2.60
105
100
95
5 15
WATER CONTENT, %
90
0 '10 20 25 30
APPEI{DIX C
Percolation Testing Results
PERCOLATION TESTING
Project Name: 5322 County Road 243 Location: New Castle
Testing Conducted By: M. Berry Supervising Engineer:M. Berry
; WidthPit Dimensions: Le
Water Level Depth:Not Encountered X
SOIL PROFILE
De Descri n
Test Number:Test Number:2
Top of Hole Depth: 0 ft
Diameter of Hole: 4-in.
Depth of Hole 18-in
Time
(min.)
Water
Depth
(in.)
Change
(in.)
0 2.25
10 4.75 2.5
20 6.5 1.75
30 I 1.5
40 9.5 1.5
50 11 1.5
60 12.125 1j25
oRate (min/in):
Top of Hole Depth: 3 ft
Diameter of Hole: 4-in.
Depth of Hole:15-in.
Rate (min/in)
Depth 7.0 ft
Remarks
Test Number:
Top of Hole Depth:
Diameter of Hole:
Depth of Hole:
Rate (min/in):
0001
TP-5
01
est Pit No.
9t4t2015
0-1.5 ft
Cnyey GRAVEL with Sand and Organics (TOPSOIL), dark brown,
moist
Clayey GRAVEL with Sand (gc), trace cobbles and boulders, brown,
drv. dense1.5-7 ft
Time
(min.)
Water
Depth
(in.)
Change
(in.)
0 3.75
10 5.5 1.75
20 7 1.5
30 8.125 1.125
40 9.375 1.25
50 10.375 I
60 11.125 0.75
13
Time
(min.)
Water
Depth
(in.)
Change
(in.)
Average Percolation Rate (min/in)
PERCOLATION TESTING
Project Name 5322 Countv Road 243 Location
Testing Conducted By M. Berry
Pit Dimensions ; Width
Water Level Depth:Not Encountered X
SOIL PROFILE
n
Test Number:
New Castle
Supervising Engineer: M. Berry
Top of Hole Depth: 3 ft
Diameter of Hole: 4-in.
Depth of Hole:13-in.
Time
(min.)
Water
Depth
(in.)
Change
(in.)
0 2.375
l0 4.875 2.5
20 5.875 1
30 7 1.125
40 8.25 1.25
50 9.125 0.875
60 9.875 0.75
12Rate (min/in)
Test Number:
Top of Hole Depth:
Diameter of Hole:
Depth of Hole:
Rate (min/in)
Depth 3.0 ft
Remarks
Test Number:
Top of Hole Depth:
Diameter of Hole:óıil;l r",l,
-
Rate (miniin):
1
o
est Pit No
9t4t2015
0-1.5 ft
Clayey GRAVEL with Sand and Organics (TOPSOIL), dark brown,
moist
1.5-3 ft
Clayey GRAVEL with Sand (gc), trace cobbles and boulders, brown,
dry, dense
Time
(min.)
Water
Depth
(¡n.)
Change
(in.)
Time
(min.)
Water
Depth
(in.)
Change
(in.)
Average Percolation Rate (min/in)
PERCOLATION TESTING
Project Name:5322 Co Road 243 Location: New Castle
Testing Conducted By:M. Berry Supervising Engineer:M. Berry
Pit Dimensions: Length
Water Level Depth
SOIL PROFILE
D De on
Test Number:
Top of Hole Depth: 3.5 ft
Diameter of Hole: 4-in.
Depth of Hole 17-in
Time
(min.)
Water
Depth
(in.)
Change
(in.)
0 2.75
10 6.875 4.125
20 10.5 3.625
30 12.75 2.25
40 13.875 1125
50 15 1.125
15.75 0.75
'13Rate (min/in):
; Width
Not Encountered X
Test Number:
Top of Hole Depth:
Diameter of Hole:
Depth of Hole
Rate (min/in):
Depth 3.5 ft
Remarks
Test Number:
Top of Hole Depth:
Diameter of Hole:
Depth of Hole
Rate (min/in)
1
Project No. 01452
Date: 91412015
Pit No TP-7
0-1.5 ft
@ organics (ToPSolL), dark brown,
moist
1.5-3.5 ft
e layey GRAVEL with Sand (gc), trace cobbles and boulders, brown,
drv, dense
Time
(min.)
Water
Depth
(in.)
Change
(in.)
Water
Depth
(in.)
Change
(in.)
Time
(min.)
I
Average Percolation Rate (min/in)