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Home My WebLink AboutSubsoil StudyRECEIVED FEB 2 5 2û2? GARFIELD COUNTY COMMUNITY DEVELOPMENT Huddleston-Berry Engi*eering & 'lesting, LLC December 22,2021 Project#02388-0001 Shane Wade PO Box 425 Silt, Colorado 81652 Subject: Geotechnical Investigation 1650 County Road 237 Silt, Colorado Dear Mr. Wade, This letter presents the results of a geotechnical investigation conducted by Huddleston-Berry Engineering & Testing, LLC (HBET) at 1650 County Ptoad 237 in Silt, Colorado. The site location is shown on Figure 1. 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 evaluate the site soils for onsite wastewater treatment. Site Conditions At the time of the investigation, the site was open and gradually sloping down towards the east. Vegetation consisted of weeds, grasses, and small to large bushes and trees. The site was bordered to the north and east by residential/agricultural properties, to the south by 250 Road, and to the west by Harvey Gap Road. Subsurface Investigation The subsurface investigation included ten test pits as shown on Figure 2. The test pits were excavated to depths ranging from 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 were variable. Most of the test pits encountered L0 foot of topsoil above tan, moist, dense poorly graded gravel and cobble with sand soils to the bottoms of the excavations. Groundwater was encountered in some of the test pits at depths of 5.5 and 6.0 feet at the time of the investigation. Test Pits TP-l, TP-7, and TP-10 encountered 1.0 foot of topsoil above brown, moist, medium stiff sandy lean clay soils to the bottoms of the excavations. Groundwater was not encountered in TP-1, TP-7, or TP-10 at the time of the investigation. 2789 Riverside Parkway Grand Junction, Colorado 81501 Phone: 970-255-8005 Info @huddlestonberry. com r 6s0 cR 237 #02388-000r t2t22t2r ffi****rt* Tcst Pit TP-6, conducted in the northern portion of thc southern investigated area, encountered 1.0 foot of topsoil above tan, moist, dense poorly graded gravel and cobble with sand soils to a depth of 3.0 feet. The gravels were underlain by brown, most, medium stiff sandy lean clay soils to the bottom of the excavation. Groundwater was encountered in 'I'P-6 at a depth of 6.0 feet 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. The laboratory testing results indicate that the native soils range from non-plastic to slightly plastic. In general, based upon the Atterberg limits and upon our experience with similar soils in the vicinity of the subject site, the native clay soils are anticipated to be slightly collapsible. The native gravel and cobble soils are anticipated to be fairly stable under loading. 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 clay soils, exclusive of topsoil, are suitable for reuse as structural fill. The native gravel and cobble soils are also 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- expansive, non-.free drainins 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 scarif,red to a depth of 6 to 9 inches, moisture conditioned, and compacted to a minimum of 95o/o of the standard Proctor maximum dry density, within + 2o/o 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 95% of the standard Proctor maximum dry density for fine grainecl soils ancl 90%o of the modified Proctor maximum dry density for coarse grained soils, within r 2o/o of the optimum moistr¡re content as determined in accordance with ASTM D698 and DI557, respectively. Structural fill should be extended to within O.l-feet of the bottom of the foundation. No rnore than 0.l-feet of gravel should be placed below the footings or turndown edge as a leveling collfse. 22:9008 ALL PROJECTS\02388 - Shane Wade\02388-0001 t650 County Road 237900 - Geo\02388-0001 LP'l2222l.doc 1650 CR237 #02388-0001 12/22/21 H¡di[cnon-Berry ksffi¡a T({i4 Llr 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 may 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 Western Colorado. Therefore, at a minimum, Type I-II sulfate resistant cement is recommended for construction at this site. 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 l8-inches of structural fill with subgrade preparation, structural fill materials, and fill placement be in accordance with the Foundøtion Recommendations section of this report. It is recommended that exterior flatwork be constructed above a minimum of l2-inches of structural fill. Drainage Recommendations Gradíns snd draínøse øre criticøl for the lons-term nerformønce 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 structures. It is also recommended that landscaping within five feet of the structures 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 minimum of 15 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 15 feet from the structures. In addition, an impermeable membrane is recommended below subsurface downspout drain lines. Dry wells should not be used. As discussed previously, shallow groundwater was encountered at the time of the investigation. Therefore, a perimeter foundation drain is recommended if a footing and stemwall foundation with crawlspace is utilized. In general, the perimeter foundation drain should consist of prefabricated drain materials or perforated pipe and gravel with the flowline of the drain at the bottom of the foundation (at the highest point). The perimeter drain should slope at a minimum of lo/o to daylight or to a sump with pump. 3Z:t2008 ALL PROJECTS\O2388 - Shane Wade\02388-0001 1650 County Road 237V00 - Ceo\02388-0001 LRl2222l.doc 1650 cR 237 #02388-0001 l2l22l2t Hl¡d¡llcãtor'3eûy &¡hd¡*ñ Td¡S. LLç Onsitc W¡stcwater Treatment Svstem Fensibilitv In order to evaluate the site soils for onsite wastewater treatment, percolation testing was conducted at the site. The percolation rate in the native soils ranged from 3 to I 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 somc of thc pcrcolation 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 detennining 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 encountered at the time of the investigation. In general, based upon the time of year and the results of the subsurface investigations, HBET believes that the seasonal high groundwater level is between 5.5 and 8.0 depending upon where the Soil Treatment Area (STA) is proposed to be placed. 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 consffuction. As discussed previously, the subsurface conditions encountered in the test" pits were variable. However, the precise nature and extent of any subsurface variability may not become evident until construction. As discussed previously, it is recommended that HBET provide construction materials testing and engineering oversight during the entire construction process. In addition, the builder and any subcontractors working on the project should be provided a copy of this report and informed of the issues associated with the presence of moisture sensitive subgrade materials at this site. It is importønt to note thst the recommendations herein are intended to reduce the risk of structurøl movement snd/or dømaee, to varvíng desrees. øssocìated with volume chanse oÍ the nøtive soìls, However, HBET cannot nredíct lons-term chanees in subsurface moisture conditions ønd./or the precíse mqsnitude or erteú of volume chønse ín the nøtíve soÍls. ll/here signifrcant increases in subsurføce moísture occur due to Door gradine, imnrooer stormwøter manøgement, utilìtv lìne faílure. excess ìwísatíon. or other cøuse, either duríne constructíon or the result of øctions of the nronertv owner. several inches of movement øre nossible. I& add.ítíon. øn,v fq.ilure 1o comtr l!, wíth the recommendqtions ín thís repor-t releases Huddleston- Berrv Eneineerins & Testíns, LLC of ønv lisbílìtv with reeørd to the structure nerformance. 4Z:U008 ALL PROJECTS\O2388 - Shane Wade\02388-0001 1650 County Road237V00 - Geo\02388-0001 LR122221.rloc t6s0cR237 Æ\#02388-ooor (,{tü$ffint2/22t2t vu We are pleased to be of service to your project. Please cont¿ct us if you have any questions or comments regarding the contents of this report. Respectfu lly Submitted: Huddleston-Berry Engineering and Testing, LLC Michael A. Berry, P.E. Vice President of Engineering 5Z:V008 ALL PROJECTS\02388 - Shme Wade\02388-0001 ló50 County Road237U00 - Ceo\02388-0001 LRl2222l.doc FIGURES Location Location Map APPEI{DIX A Typed Test Pit Logs toLmo-lzc3@mvC)trmz|¡f)0)5oã0)o-oN(J€ ^ l.J r.1æ5.i oe?ã?ho ow5ôOô l"'¿)=æ<æ;E i'o¡ðt0a-loa.Isç-a!7Pm('){t-oc){ızqC)o!nemo{z=mo¡(Ìrooc5Ão0)o-N](r\¡{mU,{!-{zc=Emn{!IIÌ,omo-nzo-.tmg,rooomoEC)+ml)xmI@TDmxoÞ{ız3m++otrtmxoÞ-.1ızc)oz-{FC)-{ovao'atrtÞmU,{A{mIoN-tl)o-f@¡)oFJo()o3!m{moorso7oìtt=És=ãmXmfãYçS38xuËËiäroo-taZovoczqmt-mIızCL¿èa{maÃI!-{r4,NmcDEPTH(ft)GRAPHICLOGØfl)fo-()d=.fo(og)fo'Ø-{o1tØo|---lmÐromCNon!cozSAMPLE TYPENUMBERRECOVERY %(ROD)BLOWCOUNTS(N VALUE)POCKET PEN.(tsf)DRY UNITWT(pcr)MOISTURECoNTENT (%)-lr -"1=ï-l tDøJmnoFINES CONTENT("/"')LIQUIDLIMITPLASTICLIMITPLASTICITYINDËX. rÌ. i/, li:. . tr> r-1 ..É- . r\-.. ¡/,. t- . t. . t- .t-(,l^,U'Â)fo-roÂ)=ora.gıÉ3ı'5+3oCLc3a¿TDoo3ooø=o)f¡)oôor+ Huddleston-Berry Engineering & Testing, LLC 2789 Riverside Parkway Cnand Junction, CO 81501 970-255-8005 TEST PIT NUMBER TP.z PAGE 1 OF 1 PROJECT NAME 1650 Countv Road 237 PROJECT NUMBER 02388-OOO1 PRq'ECT LOCATION CLIENT Shane Wade EXCAVATION GONTRACTOR Client CHECKEDBY MAB EXCAVATION METHOD Trackh/Backhoe AFTER EXCAVATION -- LOGGEDBY SD NOTES GROUND WATER LEVELS: VrrnueoF ExcAvATroN s.5n lnr e¡¡o oF ÊxcAVATroN s.5 n ATTERBERG LIMITStufL>ÍFur -.rtgfL->= U) s E8 8s H øî =FlE==¿ıo>()a zufL ixg OofL F ts 3E É.o l"U o\É.- -F i¡l Ur -FOz>oo Ou a= J- otrh 3= F0ı ã9f=fL t-z uJt'-zOGo9) U'ulztr T t--fL l¡Jo 0-0 IT¡n 3e(, MATERIAL DESCRIPTION {'/."! /ù2 {1. ! .',..i,, I'.r:-. Sandy Clay with Organics (TOPSOIL) g GB 1 4 NP NP NP 4 Graded GRAVELS and COBBLES with SAND (GP), tan, dense ".Lab Classified GB-1 Poorly moist, f Bottom of test pit at 6.0 feet. Éoo Øz lJ o fE I Ut-ouo GEOTÊCH BHæ3884001237tellozC3trmvN(Jccæat-EIz(t=N=o€0CLocÐ æx_r ! €=q:-r!ã'q=E'øac5 ô c=qã?rÀo Qw500- H¡vFljræ-<0a;<ioö=.ûe¡eIôsetr{-o!vo(-mo-t6c¡Iozq.i-)o!Fem(l{z=lnc,(¡(-ìocfToLFi.(j.\{mØ{!{zc=@m7{!I(.t!omo'Ttzomrt,t-ooomE'@ØomxoIız=m¿otr'+ıox@o)c)xomxC)ÞIızç)oz{1Þc){ovao=-ontai-{7mqol\)()¿lfloÃntqø@oo='ommE,oN)-ñn1nmx()ìızr(ìmzC'o.rtmxctIızIôC).ark1 ô;ErO#ÉçsËfrãþızgoãoCztr'mmIız{mU'!.!!Nñ?DEPTH(ft)GRAPHICLOGct,Â)=CLo0)É.5oo0)ı'ø-.1oItU'of--lm7rImØo¿1lJozSAMPLE ryPENUMBERRECOVERY %(ROD)BLOWCOUNTS(N VALUE)POCKET PEN.(tsf)DRY UNITWT(pcr)MOISTURECoNTENT (%)i--{=mS¡-{ tDutmnoFINES CONTENT("/")LIQUIDLIMITPLASTICLIMITPLASTICITYINDEXl:: lìt r¡ lì,.'[:t!o3oooE.0)IooÕl-oãoı'9*crY-ø^oı:oonmr-a)o)=o-oo@@rmØ=.JU)zg(oYÂ)-5 !7Pmo{zC=EmvON(,@@oÕo()trmzU'f0)oã0)o.oI ^ ¡.) rî{oÞ æxù:-túã-Ø5 (i o83.ø.iøo o-w500O o"{ô+r*3Ë;q i'ùeÊ"Êo0aFoltnemo-.15oo-zØiro!1Pmo-{z=mC,looocnoo¡o-N)(,_.1{mCN{!{zc=Emn{Ita5!omo-Tt=o{mq,5oonoEU'gmxoÞ+ız=m{oo{o)o(E9)o-5oomxC)Iızc)oz{utÞc'{o7aı'=E'nÌct{7-tfÍ,oo.Ì\):l)o=!lm{tnoNlo¿moxmotrt!ìrmFmxoÞızIImzoo.tImxC'Iızoeo7o>2ro*ñotrËËÉh{ızo.?ovclczofllñJ,oz+mID{!{.¿NmIoDEPTH(ft)GRAPHICLOG-{mvt-omØc)4.1lIozSAMPLE ryPENUMBERRECOVERY %(ROD)BLOWCOUNTS(N VALUE)POCKET PEN(tsÐDRY UNIT WT(pcr)MOISTUREcoNTENr (%)-{r-l=i+(DørmvoFINES CONTENT(%)LIOUIDLIMIÏPLASTICLIMITPLASTICITYINDEXt/r. t\.ì..¿. {\--. tvr{--'.l, ls ,;. 1*-'--.t4 .. tT._.,t¿,..\ tt,- l\ -tt'a,0¡o"a6)É.o(oIDı'Ø-lotl(torlTtãoã'9ô-ad*oöo"o7mf-U'0)o.oo@@t-mU){==Øzg(oEv0)5@oo3oooı=glIooo GEOTECH BH æLUMNS OA38&OOO1 1650 CR 237.GPJ GINT US LA3.GDT 1215121zo-{mg,t-o6)omg@@omxo{ız=m-.1¿oo-l0)oxJ@0)o=oomxoiı2c)o2-{1Þc)ovE'm@u{rnIoN!7emo{zc=Etrlvotrmz-{(tf0¡aoãq)o.ooı-=ol\¡(¡)æÞc)c)cO^tJT¡-p æxI.J €*U=-'AÞ3 (ô 33 3.2. ião Ê-*5ôOô e'{" 1J'æ<oaüE *'of.caþIıEqt-t-oo¿moxmI@@oo3!mm0oN'll{mnmxoIızImzE,omxoÞIızCL¿ovo>=rOi<ñãotral /ã)Ëfifþ-{ız?6)7oCzImt-mÞ{ız!7elrlo|.oo-{ızq.Foo!Fem(ì-{z=mol(¡cof7o0¡clNCi{mCN{!{zc=tpm7{!I(rrm.D-{!gNm!omo'ÎtDEPTH(ft)GRAPHICLOGa)Â)o.oÂ)É.o(c)0)='Ø-to1'aor3-lm7tr-oma,on-0IozSAMPLE TYPENUMBERRECOVERY %(ROD)BLOWCOUNTS(N VALUE)POCKET PEN.(tsf)DRY UNIT WT(pcr)MOISTURECoNTENT (%)-l--l<il@Øm7oFINES CONTENT("/ùLIQUIDLIMITPLASTICLIMITPLASTICITYINDEX.r:. t4.l\ j.t/, s-;..r-. r\-.tvr. ¡-. J-. . t-. .t-.1,.. ...t.-..-..11...- t:.- .l: f/- L\. ,tt_.1\ . 12,. t\ .t,)(,l^,?-tãoã's*oYrdPoöo-onmr-(r,¡)fo.oo(DTDrmØt.5U'zo(c¡!vq)_5TDoo3ooø=Àts,ooo PAGE 1 OF 1 TEST PIT NUMBER TP-6 PROTECTNAME 1650 Countv Road 237 PRG'ECT LOCATION SiIt. COPRO,'ECT NUMBER 02388-000r CLIENT Shane Wade Huddleston-Berry Engineering & Testing, LLC Riverside Parkway Grand Junction, CO 81501 970-255-8005 DATE STARTED ,I1I1OI21 COMPLETED 11110121 TEST PIT SIZE EXCAVATION GONTRACTOR C|ient CHECKEDBY MAB EXCAVATION METHOD Trackh/Backhoe GROUND ELEVANON LOGGEDBY SD NOTES AFTEREXCAVATION _ GROUND WATER LEVELS: Varnme oF ExcAvATroN 6.0n Ynr erooF ExcAVATIoN 6.0 ft ATTERBERG LIMITS IFo-tuo 0.o I *sú.'(, MATERIAL DESCRIPTION ufL>tl-- uJ!gfL =|>z (/) s g8 8s H øû =FfE=¿ıo>oz z t¡JfL ir l¿ oofL F3 2a)5s to tll o\t:' -F i¡l Pro2>oo o- e= J_ C)trF 3= F- 0ı 42 FzulFzOG()Ð U) UJzil !,'r.' .s 'i'!:t '!!.'l ?i¿ Sandy Clay with Organics (TOPSOIL) Poorly Graded GRAVELS and COBBLES with SAND (gp), tan, moist, dense Sandy Lean CLAY (cl), brown, moist, medium stiff f Bottom of test pit at 6.0 feet. N ñ Fô Éif s)f, Fzı Lq F Núoo @ oo?@ No U)z 3Joox6 oUFouo BH COLUMNS1650 CR 237,GPJ GINT US LAB.GDT 1215121!nemozC=¡D¡n7otrftzU,fÂ¡J(Dãoo"oo19l¡)6æocogANJTicÞ æ=.¡ 5 eX'u:-tËã'æ5 ı o=Yø54boow5ı@Õ;".¿v ,ç lllæñrs.G<lo¡íoeR"FIı'g-qF-o!7emC)t-ooIızq.-oo!vPmÕz=mo(!ooc=7o0¡ctN)C,)._¡{fnU,-{!{zc=Emn{!I{!omo.Ttzo-{mv,t-oo6)moEU)amxo+o-z=m-{Totr,1ıc,=ttrÀ)ÕFoomxC)-lızooz-.1nÞl)o7oo'E'mgt{vmqor\)()¿moxmçt@@oo=!rm{mEoÌ\)o7otlt=*Ë#iãHçiËËËselfh| 29o7oczomt-til{ozCLaa-{mU,-{!-{altNmIoDEPTH(ft)GRAPHICLOG-lmÐtrUmØc)4.!IozSAMPLE TYPENUMBERRECOVERY %(ROD)BLOWCOUNTS(N VALUE)POCKET PEN,(ts0DRY UNIT WÏ(pcf)MOISÏUREcoNTENT (%)-l¡ -'l=msn-l @ØmnoFINES CONTENT(%)LIQUIDLIMITPLASTICLIMITPLASÏCIryINDEXN'1ì'..r-. i\. 1'rt-.' .lr.\ . t/-- t\ . -14rA'crıtØa=oo.o@U,0)o.-o0)fot-ot-YıÉ-f3o.øf+3oË'3(t4a)0)f,o"o0)É.o(c¡ß)ı'o-.1o1'ct)or(É-oqlof\)@(ì(¡)o)NTDoo3ooø-oqJ9oooo Huddleston-Berry Engineering & Testing, LLC 2789 Riverside Parkway Crrand Junction, CO 81501 970-255-8005 TEST PIT NUMBER TP.8 PAGE 1 OF 1 PROJECTNAME 1650Countv Road 237 PROJECT LOCATIONPRG'ECT NUMBER CLIENT Shane Wade DATE STARTEÍ' 11110121 TEST PIT SIZE EXCAVATION GONTRACTOR Client CHECKEDBY MAB COMPLETED 11110121 EXCAVATION METHOD Trackh/Backhoe GROUND ELEVATION LOGGEDBY SD NOTES AFTER EXCAVAÏION --- Ynr eno oF EXcAVAnoN 5.5ft GROUND WATER LEVELS: Vrr nue oF ExcAVATToN s.5 ft ATTERBERG LIMITS oô Tt-0-tuo O +sÉ.-o MATERIAL DESCRIPTION IUIL>ül- ur 5gfL =l>z U) s q8 gs H øî =l--l^Zrãasoz zulfL t-lu )¿oofL I F =F-^ =Eto Lil o\ú.- -F fr ll Oz>o() Ou a= J_ otrb 3= t- 0ñ 42 ô- FzljlFzoG'o9) U' uJz tl- I]1..1 ? itt .!1.. ! ii.',¡ i:..r:-: Sandy Clay with Organics (TOPSOIL) Poorly Graded GRAVELS and COBBLES with SAND (gp), tan, moist, dense Bottom of test pit at 6.0 feet. N ñ Fflqof U)f Fzo È ñ N ú. Ooo@ ooo€ No az lJ oIE =Uts U GEOTECH 3H COLUMNS T'2388-OOO1 1650 CR 237.GPJ GINT US LAB.GDT 12.f5/21!vPmo{zC=EmvoN(¡)@@Õooot-fitzØ:t0¡foã0¡o-(ûg^Nì1c,Þ æ=e-rúä¿.5 (ì o!-øtÍu3 ãW5ôO- H=O o-kvFllæ-<OQrqãF-.to';rItvo(-mo5oa-zqhc!7em(ìz=mo¡otoooc7oq)o-NC!\¡{ntU,{!{zc=Emv{TI(o!omo-Ttzo{m(t,t-ooomo@U)Emxo{o-z=m¿o(t-lq)ôFJTDÀ¡ô-JoomxoÞ-{ızooz{ÃÞ(){ovQı'E'mlt{Þ1mqoN)o+moÃmc,EIDoo=Em-{mtr,oaottt=ilËgñËËHfi, oãI z>.onoczomm-.1ızCL?aIm(tt-{EIg,NmoDEPTH(ft)GRAPHICLOG3-lmnt-amØc)4-oIozSAMPLE TYPENUMBERRECOVERY %(ROD)BLOWCOUNTS(N VALUE)POCKET PEN(tsf)DRY UNIT WT(pcr)MOISTURECoNTENT (%)-lr-{:m<n-{@Øm7oFINES CONTENT("/")LIQUIDLIMITPLASTICLIMITPLASTICITYINDEXU'0)fooÂ)É.o(cIq,ı'Ø-Jo.It(nor-(¡)l-tltão@X*6)Y-Ë8.(eoovmrØ0)ooEOcormtJ)E.fa,z0(oE::-0,@o3ooa=q)f,¡ooot+ Huddleston-Berry Engineering & Testing, LLC 2789 Riverside Parkway Grand Junction, CO 81501 970-255-8005 PROJECT NAME 1650 Countv Road 237 PROJECT NUMBER PRq.|ECT LOCATION CUENT Shane Wade TEST PIT NUMBER TP.IO PAGE 1 OF 1 GROUND WATER LEVELS: AT TIME OF EXCAVATION AT END OF EXCAVATION AFTER EXCAVATION --- TEST PIT SIZE CHECKEDBY MAB Trackh/Backhoe drv drv COMPLETED 11110121 GROUND ELEVATION NOTES DATE STARTED 11110121 EXCAVATION GONTRAGTOR Client EXCAVATION METHOD LOGGEDBY SD ATTERBERG LIMITS IFùutcl o O äsd'(, MATERIAL DESCRIPTION tuÀ>t F- ]U 5go- =t>z U) s t- EE 8s tÉ øîÞFl E==¿ıo>oz z lrJ fLr-C ilJ J4 ooo- F B 2Ö5s É.o :ãLrl o\ú.- -F¿zf, Fro2>oo Ou :f= l- otrF 3= È0ñ 42 ô- t-z l¡JFzoG'oÐ U' IJJz tL 1 !f. .! ? r.t f-q.. ! ti.'\t t) !: $r¿" !a.. j 2. .it ,¿ Sandy Clay with Organics (TOPSOIL) 2 3 Sandy Lean CLAY (cl), brown, moist, medium stiff Bottom of test pit at 3.0 feet. È(¿ ú C) o @ ooo No Øz fJo ro-oUh uo APPEI\DIX B Laboratory Testing Results r! N Fôqof Øl tsz fL ñ N ú.oo @ oôo ç! uN ØzaÍ Huddleston-Berry Engineering & Testing, LLC 2789 Riverside Parkway Grand Junction, CO 81501 970-255-8005 GRAIN SIZE DISTRIBUTION CLIENT Shane Wade PRO.TECT NAME 1650 Countv Road 237 PROJECT NUMBER 02388-0001 PROJECT LOCATION sitt. co U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS HYDROMETER64 FI(t d = fD ú. UJztr ¡-z uJO É.ulÀ 100 95 90 85 80 75 70 65 60 55 50 45 40 30 25 20 15 10 5 0 100 l0 1 GRAIN SIZE IN MILLIMETERS 0. 1 0.01 0.001 COBBLES GRAVEL SAND SILT OR CLAYcoarselinecoarsemediumfine f\ \ \ ì tt :I \t \ \ ( \ \ ì{\ \ Specimen ldentification Classification LL PL PI Cc Cu o TP-2, GB-t 11110 POORLY GRADED GRAVEL with SAND(GP)NP NP NP 5.22 51.18 a TP-7, GB-t 11110 SANDY LEAN CLAY(CL)28 15 t3 Specimen ldentification D100 D60 D30 D10 %Gravel %Sand %silt o/oClay o TP-2, GB-1 11110 37.5 11.779 3.763 0.23 66.0 29.6 4.4 tr TP-7, GB-1 1',|.110 4.75 0.0 38.s 61.5 Ø:f Fz (? È ñ too @ oe ó @ No ØF EJo É.Um &.UFk Huddleston-Be,rry Engineering & Testing, LLC 2789 Riverside Parkway ATTERBERG LIMITS' RESULTS Jrmcf,ion, CO 81501 970-255-ttO05 CUENT Sharre Wade PRCilECT NAME 1650 Courrtv Road 237 PRc|.'ECT NUMBER 02388-OOO1 PROJEGT LOCATION SIIt, CO (Ð €D P L A S T I c I T I N D E X 30 20 10 CL-ML @ @ 40 60 LIOUID LIMIT 80 100 Specimen ldentification LL PL PI #200 Classification O TP.2, GB.I 111'10 NP NP NP 4 POORLY GRADED GRAVEL w¡th SAND(GP) E TP-7, GB-l 11t10 28 t5 t3 62 SANDY LEAN CLAY(CL) Huddleston-Berry Engineering & Testing, LLC 2789 Riverside Parkway C¡rand Junction, CO 81501 970-2s5-8005 MOISTU RE.DENSITY RELATIONSHI P PRO.JECT NAME '1650 County Road 237 PRqJECT LOCATION S¡It. COPRqJECT NUMBER 02388-OOO1 CLIENT Shane Wade rul \ \ \ \ \ \ \ \ \ \ \ \ \ \ ,/\ 7 \ / \ Sample Date: Sample No.: Source of Material: Description of Material 11t10t2021 21-0870 145 TP-7 GB.1 SANDY LEAN CLAY(CL) Test Method ASTM D6984 140 135 TEST RESULTS Maximum Dry Density 111.5 PGF Optimum Water Content 15'0 o/o r30 125 GRADAïON RESULTS (% PASSING) #200 #4 314" 62 100 r00 () o"tl- <Dz l¡Jo É.o ATTERBERG LIMITS 1 20 LL PL PI 28 15 l3 115 Curves of 100o/o Saturation for Specific Gravity Equal to 110 2.80 2.70 2.60 105 100 95 5 15 WATER CONTENT, % 90 0 l0 20 25 30 APPENDIX C Percolation Tcsting Rcsults PERCOLATION TESTING sTP322Ifuddleston-Berry tDglr¡Mlsg & T*st¡ng' Ll"C Project Name: ' . , irij:rrr irn::¡lh:l 1650 Road 237 Location:co Testing Conducted By: Supervising Engineer: TEST PIT DIMENSIONS SOIL PROFILE Test Number'. 1 Top of Hole Depth: ¡ (ttl Diameter of Hole: 4 (in) Depth of Hole: Tlin¡ Rate (min/in): S. Dinterman M. Berry 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) (¡n) (in) (ft) (in) (in) TP-1 1 Test Pit No. Date: :'.:: . .i. i '..; ' .. ',".:,:".:l--:". .....",: ;:- ..¡. dli:"j .t¡-&'- :1 ¡ .;t ;É é, J*È"¿ .i ',1- -"J ,. "t,', ,.:it: 0-1 Sandv Clavwith Orqanics ffOPSOIL) 1-3 Sandv Lean CLAY (cl). brown. moist. medium stiff .,':.':¡¡r',t5 ..1::. tt,1,:.!. :|.1 t. '':.:::..:.: ::ttrIII II 0 1.125 5 7.375 6.25 6.12s1013.5 15 14 0.5 20 14.625 0.625 25 15.125 0.5 30 Drv 35 1.25 40 4.375 3.125 45 7.5 3.125 B:ã,d-"È-{ ï¿"égl;. +: : :' l e: :'':Á}) i"'&B:..r ðS* :v".,' . l;ù , tu!: *J.¡'r"i"i i"¡¿,. 'l4e.: -1 'l¡ äi.,"* i, T5}.Í.i]iì.+*'.:i1,,,1 r,l L;¡ Average Percolation Rate (min/in): Rate (min/in):Rate (min/in): PERCOLATION TESTING STP322Iluddlcston-Eerry Ingiloud[g & T..t¡lrc, L¡-C Project Nanre: 1650 County Road 237 Locatiorr: S¡lt, CO Testing Conducted By: Supervising Engineer: S. Dinterman M. Berry TEST PIT D¡MENSIONS width üeÞth {t} 3 X SOIL PROFILE Ðepth {ft}Rsmarl€ 0-1 Sandv Clav with Orqanics ffOPSOIL) 1-3 Poorly Graded GRAVELS and COBBLES with SAND (gp), tan, moist, loose Test Number: 1 Top of Hole Depth: ¡ titl Diameter of Hole: 4 _(in) Depth of Hole: t A 1in¡ Rate (rnin/irr): Test Number: Top of Hole Depth: (ft) Diameter of Hole: (¡n) Depth of Hole: (in) Test Number'. _ Top of Hole Depth: (ft) Diameter of Hole: _(in) Depth of Hole: -(in) 11t10t2021 Project No. Test Pit No. Date: 02388-0001 TP.9 0 0.75 5 2.25 1.5 10 3.75 1.5 15 4.75 1 20 5.75 1 25 6.625 0.875 30 7.5 0.875 35 8.25 0.75 40 I 0.75 45 9.625 0.625 50 10.125 0.5 1O,75 0i:êâ$ I 11.5 0.76 7 mffim (in.l mffim Average Percolation Rate (min/in): Rate (min/in)Rate (min/in) PERCOLATION TESTING STP322fruddleston-Berry l;ngincrriÈg & T(stiûg, L-.,{: Project Name: 1650 County Road 237 Location: Silt, CO Testing Conducted B!,: Supervising Engineer: TEST PIT DIMENSIONS SOIL PROFILE Test Number: 1 Top of Hole Depth: ¡ tttl Diameter of Hole: a_ (in) Depth of Hole: te 1in¡ lmfn.) watgr Ðapth {in.} 0 0.25 5 2 1.75 10 3.75 1.75 15 4.625 0.875 20 5.5 0.875 25 6.375 0.875 30 7.125 0.75 35 7.75 0.625 40 8.5 0.75 45 9.25 0.75 50 10 0.75 1û.625 û.Ê25 6û 11.25 û.625 IRate (min/in): ' '-'S. Dihtérman' ' .' M. Berry Ðepth fft) 0-1 ct with PSOIL 1-3 Sandv Lean CLAY (cl), brown, moist, medium stiff Test Number: _ Top of Hole Depth: (ft) Diameter of Hole: _ (in) Depth of Hole: _ (in) Test Number: _ Top of Hole Depth: - (ft) Diameter of Hole: _ (in) Depth of Hole: (in) ïme (min.) Water Depth {in.} Çhange {in.) 02388-0001 TP-10 11t10t2021 Project No. Test Pit No. Date: Le¡eth (fr) Depth {fr} Water Lerrel$epth {fi} Ðepth {ff)Not Ërçountered 3 X mffim Average Percolation Rate (min/in) Rate (min/in):Rate (min/in):