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Home My WebLink AboutSubsoil StudyHuddleston-Berry 2789 Rivenide Parkway Grand Junction, Colorado 81501 Phone: 97G255-8005 Info@huddlestonberry. comEngineering & Testing, LLC October 3I,2021 Project#02332-0003 Stricklan Homes, LLC PO Box 1749 Rifle, Colorado 81650 Attention: Ms. Kortnie Stricklan Subject:Geotechnical Investigation 63 Meadow Creek Court Parachute, Colorado Dear Ms. Stricklan, This letter presents the results of a geotechnical investigation conducted by Huddleston-Berry Engineering & Testing,LLc (HBET) for 63 Meadow Creek Court in Parachute, Colorado. The site location is shown on Figure 1 - Site Location Map. The proposed construction is anticipated to consist of a 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. Site Conditions At the time of the investigation, the site was open with slight to moderate slopes down to the north. Vegetation consisted primarily of weeds and brush. The site was bordered to the north and east by a golf course, to the west by a vacant lot, and to the south by Meadow Creek Court. Subsurface Investisation The subsurface investigation included two test pits at the site as shown on Figure 2 - Site Plan. The test pits were excavated to a depth of 9.0 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 consistent. The test pits encountered 1.0 foot of topsoil above tan, moist, medium dense silt soils to the bottoms of the excavations. Groundwater was not encountered in the subsurface at the time of the investigation. Laboratorv Testinq Laboratory testing was conducted on samples of the native soils collected from the test pits. The testing included grain-size analysis, Atterberg limits determination, nafural 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 silt soils are slightly plastic. In general, based on the Atterberg limits and upon our experience with similar soils in the vicinity of the subject site, the native silt soils are anticipated to be slightly collapsible. 63 Meadow Creek #02332-0003 t0/31/2t Huddlestoú.Belry EñBìnærirB.t L*i¡å, L¡-c Foundation Recommendations Based upon the results of the subsurface investigation and nafure of the proposed construction, shallow foundations are generally recommended. Spread footings and monolithic (turndown) structural slab foundations are both appropriate alternatives. However, as discussed previously, the native soils are moisture sensitive. Therefore, in order to provide a uniform bearing stratum and reduce the risk of excessive differential movements, it is recommended that the foundations be constructed above a minimum of 24-inches of structural fill. The native silt soils, exclusive of topsoil, are suitable for reuse as structural fill. Imported structural fill should consist of a granular, non-expansive, non-free drøiníns 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 foundations a distance equal to the thickness of structural fïll 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 8 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 fiIl should be moisture conditioned, placed in maximum f-inch loose lifts, and compacted to a minimum of 95Yo 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 *ZVo of the optimum moisture content as determined in accordance with ASTM D698 and D1557, respectively. Structural fill should be extended to within O.l-feet of the bottom of the foundation. No more than O.l-feet of gravel should be placed below the footings or turndown edge as a leveling course. In order for HBET to íssue a sabsrøde approval letter for Gqrfì.eld Countv, an open-hole ìnspectìon wìll be required: ìnclu.dìng proofrolline ønd cornoøctíon testíne. denendíns uøon the sry.bsrade møteríal In addífon. ìt will be necessarv f?r HBET to test cornoac!ìon of the structural fiIl at everv 72-inch verticøl ìntervø|. 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 suitable imported structural fill. Foundations subject to frost should be at least 36-inches below the finished grade. 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. 2Z:U008 ALL PROJECTS\02332 - Stricklü Homæ\023324003 63 Meadow Crek CtU00 - Cæ\023324003 LRl03l2l.doc FIGURES ÐqFublic.Itet'" Garfield County, Co Site Location ¿185ft FIGURE 1 Site Location Map Å oan ÐGarfield County, COSite Plan APPDNDIX A Typed Test Pit Logs GEOTECH BH COLUMNS 02332.0003 63CREEK!noLmo2=trm7c)NÛJ(¡)t\)ðoo(¡)otrmzU)j-,ô4.otaro3oIt-ro€ANñoÞj ooX.r-Èt 6*Ë=âÊæ!t (È oa9ã?úo awö60äs€o+Er*fËãE F'0eþÈog.sqrrtsô!7o¡¡(l5C)Ioz@0)ı-3oãooo!ÐPmclzÞ=mct)c)oq)o.oÉoı(Dxc)oa{mCN{!{zc=TErnn{Pr¡Itomo'Ttzo¡Í(t,t-o6)omE'@U'gmxclÞız=m¿otr,mx()Þız()oz¡(l{o7I1'4('c,{n(t,{Þvmç,(oN){f\)I0)ox:r@0tor:too()Imo¡¡notr@C)o=!ommo(o¡o-{l\)TmnmxC)ı2IImzC'ol1nlxl)Þı2o.eoo7noo-cc>.22rtr'trtJ<rnñtEqEìËËsãþlolzlcLlalImct!ILNmoDEPÏH(fr)GRAPHICLOG-{mnr0m(non-u{ozSAMPLE TYPENUMBERRECOVERY %(RaD)BLOWCOUNTS(N VALUE)POCKET PEN.(tsf)DRY UNIT WT(pcr)MOISTURECoNTENT (%)--{=$+@ØmnoFINES CONTENT(%\LIQUIDLIMITPLASTICLIMITPLASTICIÏYINDEXsl..t;-. t\-- t-,-'ls -.'l--\ t7,, ,\ ,,l/lg,Iåto(ão)5ı'a1oItU'ot-a-!t5ao¡(Dttoo.o@(ttFJl-vo_f3o-(hf,3oCLE'3èog,o-2-o@5N)OrN(¡)N@(,r@oo3ooti1ãÀ)!oooo 'gvofit(){zc3trm7ol\)(¡)(¡)NòoocÐC)mza,c,ãÂ)To3oIt-¡-s,\o-lùðÒo.Yoo.oÞ.oÕ,itdotl.¿lfJtioôoJ.IJûeR.ÊoscFc)ôo"æf;E!1omc,{5ôoz@oı-3ooCNo)!von()-t2=mo,(¡)(DÀ)o.oÉoıoc)otr+{mu,{!{zc=rErmi47-{qPAl\'zon(r,5oomoI!Øomx()Þız=m{Eoç,fllxl'ızoozvclo7IT"v?otr'-tma,IÞvm(t(ot\l{l\){q¡o;¡i5@o)C)iR:roo()Inoxmc,o@oo=!rmmtr'(oN\¡l\)ImamxC)=ozImzoo'ftñx()Dı2o.aoÐo>r.-o#ÉotrËgsb-{ozo,ao7oczctmmIı2ma,3{g,NmIoDEPTH(ft)GRAPHICLOG{m7troma,onT_-{ozSAMPLÊ TYPENUMBERRECOVERY %(ROD)BLOWCOUNTS(N VALUE)POCKET PEN(ts0DRY UNITWT(pcr)MOISTUREcoNïENT (%)+E*{@Øm7oFINES CONTENT(v"')LIQUIDLIMITPLASTICLIMIlPLASÏCIryINDEX'Ì'. r/- . r\-. 'r-,,- J¡.i;¡. t*;! , ¡/-. ¡\ . ,l¿,U,r-lÉ.oð!tı'C'-to1ta)It-CNF-{t-v0)-f39.Itg+5osc3èo<t,o@oo3ooanE.OJfo<to(Di+ APPENDIX B Laboratory Testing Results U)f, t-.z 0-oÉÉ.foo u,uúo @ Huddleston-Berry Engineering & Testing, LLC GRA|N SIZE DISTRIBUTION 970-255-8005 CLIENT Stricklan Homes, LLC.PROJECT ].¡AÍt E 63 Meadow Creek Court PROJECTNUMBER 02332-OOO3 PROJECT LOCATION Battlement Mesa U,S. SIEVE OPENING IN INCHÊS I U.S. SIEVE NUMBERS FIYDROMETER 4 2 1 46I 14 203f)40 l-Io IJJ = cô t t¡Jz ILt-z IUO É, UJÀ 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 1 5 0 0.1 0.001 GRAIN SIZE ]N MILLIMETERS il_I t7 {tt-- { I: t: COBBLES GRAVEL SAND SILT OR CLAYcoarsefinecoarsemediumfine Specimen ldentification Classification LL PL PI Cc Gu o TP-í, GB-1 9t27 srLT(ML)25 2l 2 Specimen ldentification D100 D60 D30 D10 %Gravel %Sand %sitt oloC.lay a TP-î, GB-î 9127 2 0.0 14.7 85.3 Huddlesûon-Berry Engineering & Testing LLC 2789 Riverside Parkway Grand Junction, CO 81501 970-255-8005 ATTERBERG LIMITS' RESULTS CLIENT Stricklan Homes. LLC.PROIECT NAME 63 Meadow Creek Court PROIECT NUMBER 02332{)003 PROJECT LOCATION Battlement Mesa @ @ P L A s T I c I T I N D E X 50 40 1 CL-ML @ @o LIQUID LIMIT Specimen ldentification LL PL PI #200 Classification o TP-I, GB.I 9127 25 23 2 85 srLr(ML) Nô o t-ô c? 6f u) t¡)ts =f U cô&ULL Nò a- t-oo dif(t:f tsz6 ÀoÈúfo() =oÊ u @ IN Nô zot-o È =o Huddleston-Berry Engineering & Tasting, LLC 2789 fuverside Parkway Grand Junction, CO 81501 970-255-8005 MOISTURE.DENSITY RELATIONSHIP PROJECTNAME 63 MeadowCreekCourt PROTECT LOCATION Battlement MesaPRO.TECTNUMBER 02332-0003 CL¡ENT Stricklan Homes. LLC. ,l \ \ \ \ \ \ \ \ \ \ \ \ 7 \/\/\ \\\ Sample Date: Sample No.: Source of Material: Description of Material 9127t2021 21-O751 145 TP-I GB.I srLT(ML) Test Method ASTM D6g8A 140 135 TEST RESULTS Maximum Dry Density 108:0 PCF Optimum Water Content 15.0 olo 130 125 GRADAnON RESULTS (% PASSING) #200 #4 314" 85 100 r00 oô. Ë ct)züto ú.o ATTERBERG LIMITS 1 20 LL PL PI 25 23 2 115 Gurves of 100% Saturation for Specific Gravity Equalto: 110 2.80 2.70 2.60 105 100 95 5 15 WATER CONTENT, % 90 0 10 20 25 30