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Home My WebLink AboutGeotechnical Investigation 03.31.2022Huddleston-Berry Engineering & Testing, LLC 2789 Riverside Parkway Grand Junctíon, Colorado 81501 Phone: 970-255-8005 Info@hudd lestonberry. com March 1,2A22 Prqect#02424-0001 James Redman 1000 Domelby Court Silt, Colorado 81652 RECElIGÞ .-r#å+-fu, Geotechnical Investigation 272 Scutter Ridge Road Rifle, Colorado Subject Dear Mr. Redman, This letter presents the results of a geotechnical investigation conducted by Huddleston-Berry Engineering & Testing, LLC (HBET) at 272 Scutter Ridge Road in Rifle, Colorado. The site locãtion 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 .onãitionr àt the site to aid in developing foundation recommendations for the proposed construction. Site Conditions At the time of the investigation, the site was open and undulating. Vegetation consisted primarily of weeds, grasses, and small to large bushes and trees. The site was bordered to the north and east by vacant rural residential properties, to the west by open land, and to the south by a rural residential property. Subsurface I nvestieatio n The subsurface investigation included five test pits as shown on Figure 2 - Site Plan. The test pits were excavated to depths of 3.0 and 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 fairly consistent. The test pits encountered 1.0 foot of topsoil above tan, moist, stiff lean clay with sand to sandy lean clay soils to the bottoms of the excavations. Groundwater was not encountered in the subsurface at the time of the investigation. Laborntorv Testins 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. 272 Scutter Ridge Rd #02424-0001 a3t0l/22 The laboratory testing results indicated that the native clay soils are moderately plastic. In general, based upon the Atterberg limits and our experience with similar soils in the vicinity of the subject site, the native clay soils are anticipated to be slightly expansive. Foundafion Recommendafions 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, as discussed previously, the native soils are anticipated to be slightly expansive. Therefore, 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. Due to their plasticity, the native soils are not suitable for reuse as structural fill. Imported structural fill should consist of a granular, non-expansive, non-free draìninp 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 turndown edges. Structural fill should extend laterally beyond the edges of the foundation a distance equal to the thickness of structural fill. 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 95o/o of the standard Proctor maximum dry density, within t 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 grained soils and 90% of the modified Proctor maximum dry density for coarse grained soils, within + 2o/o of the optimum moisture content as determined in accordance with ASTM D698 and D1557, respectively. Structural fill should be extended to within 0.1-feet of the bottom of the foundation. No more than 0.I-fèet of gravel should be placed below the footings or turndown edge as a leveling course. For structural fill consisting of approved imported granular materials and foundation building pad preparation as recommended, a maximum allowable bearing capacity gll#9_p$ay be used. In addition, a modulus of 200 pci may be used for approved imported structural fìll materials. Foundations subject to frost should be at least 24-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 55 pcf in areas where no surcharge loads are present. An at-rest equivalent fluid unit weight of 75 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-lI sulfate resistant cement is recommended for construction at this site. Ã@ Huddlesron-Berry lì¡ch..ri¡¡& l.{i.s. Ll.ç 2Z;\2008 Al-1, pItOJ[C]5\0?424 - Jamcs Rcdnron\02424-0001 ?7] Scutter Ridgc Road\200 - Gco\02424-0001 I-R030122.dæ 272 Scutter Ridge Rd #02424-0001 03t0lt22 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 24-inches of structural fill with subgrade preparation, structural fîll materials, and fill placement be in accordance with the Foundotion Recommendations section of this report. lt is recommended that exterior flatwork be constructed above a minimum of l2-inches of structural fill. Drainase Recommendations Gratlinp ond droínase ore crit¡cflI for the lons-term oerformonce of the structure and grading arouñd 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 downspout extensions be used which discharge a minimum of l5 feet from the structure or beyond the backfill zone, 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 l5 feet from the structure. In addition, an impermeable membrane is recommended below subsurface downspout drain lines. Dry wells should not be used. In order to limit the potential for surface water to impact the structure, a perimeter foundation drain is recommended. In general, the perimeter foundation drain should consist of prefabricated drain materials or a perforated pipe and gravel system 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 1.0% to daylight or to a sump with pump. The drain should also include an impermeable membrane at the base to limit the potential for moisture to infiltrate vertically down below the foundations. Genernl 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 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. Ã@ Huddlcston-Bcrry ¡ìnr¡¡.erì¡¡Á l.{ltÍ, Lt C 3Z:Þ008 Âl-l- PROJEC'¡'S\02424 - Jamcs Redman\02424-0(,01 272 Scutter Ridge Road\200 - Geo\02424-0001 l-R010122.dæ 272 Scutter Ridge Rd. #02424-000t 03t01t22 It is imoortont to note thot the recomnendotions hereín ore intended to reduce the risk of structural movement olttl/or domose. to vanins desrees, ossociated wìth volume chanpe of the natìve soils. However. HBET cannot oredìct lons-term chanses ìn subsurface moìsture cowlitions nnd/or the nrecise mosnitude or eJúent of volumc chonpe. Where sipnílícant íncreoses in subsurface moìsture occur due to poor gra¡lins. ímoroper storrfiu,oter manosement. utìlìltt line foílure, excess irrisotion, or other cause, either dur¡np construct¡on or the result of octions of the orooertv owner, several inches of movement ore nossible. !4 otldition, anv fnilure to comnlv with the recommendotions in this reoort releoses Hutl¡lleston- Berm Ensineerìns & Testìns, LLC of anv liobilitv with repnrd to the structure performance, We are pleased to be of service to your proiect. Please contact us if you have any questions or comments regarding the contents of this report. Respectfully Submitted: Huddleston-Berry Engineering nnd Testing' LLC Michael A. Berry, P.E. Vice President of Engineering ,^W Huddlesfon-Berry l:n¡i¡¿.rin¡& t.{lì!, t l-c 4Z:Q0fì8 Âl.l- PROJÍT(TS$2'l14 - Jrmcs Rcrlmon\0?4?4 0001 27? Scutter Ridge Roild\20(ì - (ico\02424-00(ll 1.R030122.dfr' FIGURES G)qPublic.net'" Garfield County, CO Account R0846ó8 Number Parcel 2727284'æ390 Number Acres 37 LandSqFt 0 TaxArea O27 2O19Mill [evy 74.6820 2T2SCUTTER RIDGE RD RIFLE REDMAN, JAMES ROBERT& AMY RENEE 16809N MAYFAIR DRIVE COLBERTWA99OO5 2O19Total Actual Value $2,ù10 last2Sales Date Price 6/30/2021 $133,000 6/8/2027 $0 Physical Address Owner Address 81ó50 Dale created:A2312022 Last Data Uploaded 2/2312O22 2:O7 :24 AM Deve roæd bv fì gSþg,pjdçf Account RO84óó8 Number Parcel 2L27284ú39O Number ¡Acres 37 [andSqFt 0 TãxArea O2I 2O19Mill Levy 74.6820 2T2SCUTTER RIDGE RD RIFLE REDMAN, JAMES ROBERT & AMY RENEE 1ó809 N MAYFAIR DRIVE COLBERTWA99OO5 2Ol9Total Actual Value $2,040 Last2Sales Date Price 6/30/202t $133,000 6/8/2021 $0 Physical Address Owner Address 81ó50 Date createdi u2612022 Last Þata Uploaded: U2612O222:f4:M AM Deveroned bvf ì 9gþs,pidçl APPENDIX A Typed Test Pit Logs !vPmr)-c.Emvotrm-LA'3oønoCL3qtfoNà]\'5ooo€^¡.JTX-T:JÉirX'oËu:-F¡;'.È5.5 O?':! Ø -i(^o èwPOEC) o'(æ<tÞãEãUô:,:oaÞI@'=.Eo--ei!vImooctJoz!uemo23nrN-.1l\)U,o*o4.CLoono0¡o{ntU'{!-{zC=ïE>mHiE-{qp-¿zomît5G)G)mç,E(t0mx(lÞÞJo--mIoc'mx()Io-oozuoovc,Þmv,vmEN\¡NÀ)-{0¡or,@q¡c¡r,oo?iDJo¿nto¡mtr@IDoo3!mmc'À)\¡t9NìldEsã>m<xÞod3'oi=j=moouuooccz2c,ç,fËslE9lll ranlIIIIImÎn3{ç2Nmo.llfñx()ÞIo=o.?o?()cDEPTH(fi)GRAPHICLOG3-trnTtr0mU)on!-{ozSAMPLË TYPENUMBERRECOVERY o/o(ROD)BLOWCOUNTS(N VALUE)POCKET PEN(ts0DRY UNITWT(pcÐMOISTURECoNTENT (oÁ)-{r-{=g-{(DU,M2oFINES CONTENÏ(o/o\LIQUIDLIMITPLASTICLIMITPLASTICITYINDEXlu(¡.lo(DU,Â,fo.É.=o(ctA¡=.l,ø{o!U'I-t-q¡IaÂ¡o9.oo.o@N)|-g)qaq¡a9.ooo@a-oÊ,5orÉ.Øqto.oØq,o.J-oor:toçot-ìlot-ã39.Ø:+ø\\Sù---ã(oo)@(tÕ*o@øà\¡N$-.t(o-âNg6(¡)oo)5(Jræ(Doo3oo@€ÐFoôo !vPmozC.EmvoÀ)5¡\,ÀooootrmzLo3(Dø\o:\¡l.JæIoôoæUIòoa+awoô<Oo<=oô:.rioÞ-lo3.qar-ôIoLq5ôjI7.ooo!1oLmoz.ñ\¡NU'oÊoÐooÐoqtCL{fng,{!{zC=Emv{!¡|,,.Itc,mo-Tl-o{mu,5G)omE'@U)omxC)Þo2.m!oC,mxC'ozoozaoonE,nct,Þumc,N\¡NN-l¡t3rt@Ð(ìf,toooı'5o¿moxmç,E@oo-!mmc,l\'\¡¡s1\)ovoìtl=És=ãsãHiãgäHr9ı,22G)uoCzommIoz¿a?mat,!aNmPoDËPTH(fl)GRAPHICLOG3imnt-gmg,on!-{ozSAMPLE TYPÊNUMBERRECOVÊRY %(ROD)BLOWCOUNTS(N VALUE)POCKET PEN(tsf)DRY UNIT WT(pc0MOISTURECoNTENT (%)-t=*{@ømn6)FINES CONTENTLIQUIDLIMITPLASTICLIMITPLASTICITYINDEXjì' . r- {:. tát:: . .t: :.\ r7_. ,\ .t/,c)o¡oU,Ê¡:o.É.=oðotã'lâ{o!U)IEt-o'ctoq¡o9,.oo.o(D-oÊ,torÉ.v)ÐCLorvÀ)39.ø?3(Dgc3ø-o@\¡àOlæ]\){coàIDoo3ooøEq)ói)oo 6?o.l-É,t¡Jo=Ðzho.ÞØI¡Jt-TLouoÀE.Eofrooito=c(,l'.o()a,Ezo(JoF(t¡¡¡..,oÉ,Àt¡¡=zl-oulaÉ,o.UJJèôoFdE0ûooãotJ.lOcao>=Ëæ-¡¿ ^6r ìo()()tfô¡ç(\¡oOqoo&ı¡rc¡¡Jt0-Ðz(tul3É,o.ør¡)Ê(5Iþ-u¡J(J¡¡¡N6tso.atl¡lF¿þ¿E2>oı iÉããËËEäË=ääkoÉ.o2otrl¡¡t¡¡o-ÐoÉ.o(\¡ô¡t-c\¡ô¡¡¡t¡¡o.-ood¡=oo0EI(.)Gc!.cJccFctt¡¡xou¡Eoc.9ı(\¡(\¡È-ñtc¡l¡¡Ê.øt¡¡6É,o(,Ë,-o(t-ooxu¡cloIt¡¡--o()x¡¡¡oú)oêl¡¡oooat,¡¡¡oz(u)t{Id30coÐo'1cil"{dv8ezIFùÉ.OU)uJoJIÉ.uJt-uSSUtnN3d^l 31dt¡vs(aou)7o ÀU3ÂO33U(:nrvn ¡¡)SINNOSMOlS(¡sùN3d L3XCOd(¡cd)l¡/\ IlNn ^aoþ¡o) rrulrruocSUnlslOY\¡(,É.ul c0côFtr=FJF(o/o\INS1NOC SSNII1[ ¡t]ctnonl.ty'ül3trsvtdr30Nr^r_rclls\f1d2¡ _\f . -/l ^rs¡ :11 -.' .ãJı(t)o-oF.nocoIoE'=E(0U'o-go'ã6-t.9oEi(g-{.oJoE(Eq,JE(EØof()c(UotJ0)c.,c@(oCLal,ooEooc0u3lrncs ¿¿¿ tow'rzrao sNwn'roc H8 Ho3Io39 xbF-ülHr¡J io*===Eo.þ3nlul-I()-loE2o(Joi(,¡¡¡ðÉ.ÀEñoú.o=,oØ(\F.ñtl¡¡-zou¡aÉ,o.QJêôoFddö0';OoıÌ)oaI-v,o,ãoæoUoooooçNtNoÉ,t¡¡o.=-cêôl-tt-ûoEftot¡¡3É,Èzt¡¡Jot¡¡N-ct,Àl-lttu¡¿Þ¿Eóe iËãrçEËrHPozotrl!t¡¡o-¿oÉo(\¡ô¡t-(\¡ot¡¡l¡¡À.ooooJo(!o:(.)ñFc0oot¡¡Yol¡¡-oz.!9O(\¡ô¡F.c\¡c¡¡¡¡É.tttt¡¡ctÉ,o()É.-o(tzo()xl¡¡oo-l¡¡-zooxu¡oØtt,¡¡¡o2!0ot¡¡(,c,oJ(u)HIdfOoÐo1crHdw9zot-ftú.()û)uloJtUJF-=u3svúnN3d^l- fldt/rvs(oou)% ^u3^oc3u(:nrvn ¡¡)srNnoSMOlS(¡s¡)N3d l3vCodOcd)lJ\ ltNn ^uo(yo) rru:rruocSUnrstovì¡(,Éu(ndl l-fi=FJF(vo)IN3INO3 33NIIJy\¡ncrnotll.tv{t'tSIISVIdr30Nr^JCllsvrd'at _\1 . '.1. -\t 2¡ .-ì . -al _tt'5, . :-1. --, .-.1. ¡-¡ ': l:.s,. :;l'.,.1 . :,, 4. .-'. -.1 . -;. :,1 .r,.JıU)fLoF_a(J.ETEcto.ELrlcl6lu)l>lot>.lolo",l(v:.9oEi6EJOc(É(1,Joc(ÛU)o'5J()ç(Ec)Jo0Jq(f,(E=o..tooEood)sn lNtÐ tde ovoH Seoru uf11n3s z¿z ,00a-rz?20 sNy{nloc r18 llc3103e GEOTECH BH COLUMNS O2424-æO1 272 SCUTTER RIDGE ROAD.GPJ GINT US LAB.GDT 224122!uemozc3Envotrm-{Lo,3oøa)19Àl\)Io^ur^!f, -{cÞx vèu;-i!ã-l'É ¿ -êô5.n Ca9; ?uo èw"5ôqôFaæ<oo-.2 5éE=.ûaF-.ìô2.gar.-ô!vc)mo?oô-{ozn=JDoo!vPEtozÞ=mÀ){¡\)(/)ocoÐo.clonoq)o{rnØ{!{zC=Efn7{EIctt'oomo'ÏìããtsRE,mxoIo-.m-oE'mxoIo=ooznoovc'ma,DvmE,À){À)NEØo-lô)o-@0)r)-:'oooı'f()4moxmc,E()o-!mmç,À)\¡NN(Do7tottl=nËtiãHq$ËËËHelfþr9ı,22onoc-ommjozCL?¿mrD!t¿NmC)DEPIH(n)GRAPHICLOG-tm7|-0mØon!-{ozSAMPLE TYPENUMBERRECOVERY 7o(ROD)BLOWCOUNTS(N VALUE)POCKET PEN(tsf)DRY UNIT WT(pc0MOISTURECoNTENT (%){r-{=s{@ø)mÐoFINES CONTENT(o/o\LIQUIDLIMITPLASÏICLIMITPLASÏICITYINDEX.,ì-. l/j l\. t/¿ l-Ì . ¡-. rs.. '-,1...1.- ,,.l-t ,, la .- 1.-ootô(tÀ¡fclÉ.=o(ctq¡ı'Ø-{oÌ,øor(¡tl^,roq¡fc)FÉ.:tU)Â'ooØot5o.t-oÀ,=orC)vÞ.:3o.o?ø=@oo3ooø9.o¡!.to(D(D APPENDIX B Laboratory Testing Results À d oÉ.uoo É É.u F..Þf,oØ NÈN o ô N u NØz Éo Huddleston-Berry Engineering & Testing, LLC GRAIN SIZE DISTRIBUTION 2789 I 970-255-8005 CLIENT .lâmês Flêrlmân PROJECT NÂllE 272 Scutter Ridoe Road PRO'ECT NUTBER 02424-OOO1 PROJECT LOCATIOI{Fliflc CC) U-S. SIEVE OPENING IN INCHES I U.S, SIËVE NUMBERS HYDROMEÏËR 3 14 20 30 40 5060 100140 100 FII UJ B c0u t,lJz tL Fz uJOv. UJfL 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 100 1 'l GRAIN SIZE IN MILLIMETERS 0.1 0.01 0.001 IIIF- rt¡ï t. S l.I. ì \t \) Í \ì: \t li li l' I li COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Specimen ldentification Classification LL PL PI Cc Cu o TP-t, GB-l 1127 LEAN GLAYwith SAND(CL)41 17 24 E TP-í, GB-2 1127 SANDY LEAN C|-AY(CL)30 16 14 A TP-2, GB-t 1t27 LEAN CLAYwith SAND(GL)45 t8 27 Specimen ldentification D100 D60 D30 D10 o/oGravel %Sand o/oSilt o/oClay o TP-{, GB-l 1127 2 0.0 20.8 79.2 a TP-î, GB-2 1127 4.76 0.08 0.0 41.9 58.r A TP-2, GB-l 1127 4.75 0.0 r6.0 84.0 I'luddleston-Berry Engineering & Testing, LLC 2789 Riverside Parkrvay Crand Junction, CO 81501 970-255-8005 ATTERBERG LIMITS' RESULTS CLIENT .lames Rerlman PR(}JECT NAIIE 272 Scutter Ridqe Road PRo.IECT NUMBER l¡2424-OOî1 PROJECT LOCATIOiI P L A S T I c Iï I N D E X 50 40 30 20 10 A o CL.ML @ @ 0 60 LIQUID LIMIT Specimen ldentification LL PL PI #200 Classification O TP-1, GB-l 1t27 41 l7 24 79 LEAN CI-AY w¡th SAND(CL) a TP.I, GB.I 1t27 30 16 14 58 SANÐY LEAN CLAY(CL) A TP.2, GB.I 1t27 ¡15 t8 27 u LEAN CLAYw¡th SAND(CL) zIF() c =oo Huddleston-Berry Engineering & Testìng, LLC 2789 Riverside Parkway Grand Junction, CO 81501 970-2s5-8005 MOISTU RE-DENSITY RELATIONSHIP CLIE¡|T James Redman PROTECT NAIIE 272 Scutter Ridoe Road PR(UECT Î{UilBER 02424-0001 PRo.'ECT LOCATION Sample Date: Sample No.: Source of Material: Description of Material il27tm22 21-0082 145 TP.I. GB.î LEAN CLAY with SANDICLI Test Method ASTTIJ| D698A 140 135 TEST RESULTS Maximum Dry Density 104.5 PCF Optimum Water Content 19.0 o/o 130 125 GRADATON RESULTS (% PASSING) #20a #4 314" 79 100 100 o CLtt- U)zlllo &o ATTERBERG LIi'ITS 1 20 LL PL PI 41 17 u 115 Curves of 100o/o Saturation for Specific Gravity Equal to: 110 2.80 2.70 2.60 105 100 95 90 5 15 WATER CONTENT, O/O 0 10 20 25 30