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Home My WebLink AboutSubsoil StudyHuddleston-Berry nlngineering & 'festing, LLC Francisco Vicencio 136Horizon Circle Parachute, Colorado 8 1635 Subject: 2789 Riverside Parkway Grand Junction, Colorado 81501 Phone: 970-255-8005 Info@huddlestonberry. com February 10,2021 Project#02206-000 I RECEMED ,'ì,,'i, t Geotechnical Investigation 226Eagle Ridge Drive Battlement Mesa, Colorado ,",îf.ñ,,i|*,î.P##,îî Dear Mr. Vicencio, This letter presents the results of a geotechnical investigation conducted by Huddleston-Berry Engineering & Testing, LLC (HBET) at 226 Eagle Ridge Drive in Battlement, Colorado. The site location is shown on Figure 1. The proposed construction is anticipated to consist of a new single farnily 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 and generally sloping down to the west. Vegetation consisted of weeds and grasses. The site was bordered to the west, east, and south by vacant lots, and to the north by Eagle Ridge Drive. Subsurface Investigation The subsurface investigation included two test pits as shown on Figure 2 - Site Plan. Test Pits TP-1 and TP-2, were excavated to depths of 4.0 and 7 .0 feet below the existing ground surface, respectively. Typed test pit logs are included in Appendix A. As indicated on the logs, the subsurface conditions at the site were variable. Test Pit TP-l, conducted in the northern portion of the site, encountered 1.0 feet of topsoil above tan, rnoist, medium stiff fat clay with sand soils to the bottom of the excavation. Groundwater was not encountered in the subsurface at the time of the investigation. Test Pit TP-2, conducted in the southern portion of the site, encountered 1.0 foot of topsoil above tan, moist, mediurn dense silty sand with gravels, cobbles, and boulders to the bottom of the excavation. Groundwater was not encountered in the subsurface 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 and density determination, swell/consolidation testing, and maximum dry density and optimum moisture content (Proctor) determination. The laboratory testing results are included in Appendix B. 226Eagle Ridge Drive #02206-0001 02109/21 I{uddlcston'Ber¡y treirere I'terúnz, I ]. Ç The laboratory testing results indicated that the native clay soils are highly plastic. In addition, the swell/consolidation testing indicated that native clay soils will tend to consolidate under loading. However, based upon the Atterberg limits of the material and upon our experience with similar soils in the vicinity of the subject site, the native clay soils are anticipated to be moderately expansive. 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, as discussed previously, the native soils are anticipated to be moderately 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 36-inches of structural fill. Due to their plasticity and subsurface variability, the native soils are not suitable for reuse as structural f,rll. 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 rnonolithic slab foundations, the structural fill should extend across the entire building pad area to a depth of 36- 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 bottorn 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, within + 2%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 950/o of the standard Proctor maximum dry density for fine grained soils and 90%o of the modified Proctor maximum dry density for coarse grained soils, within t 2Yo of the optirnum moisture content as determined in accordance with ASTM D698 and DI557, respectively. Structural fill should be extended to within 0.l-feet of the bottom of the foundation. No more than O.l-feet of gravel should be placed below the footings or tumdown edge as a leveling course. For structural fill consisting of the native soils or approved irnported granular materials and foundation building pad preparation as recornmended, a maximum allowable bearing capacity of 1,500 psf may be used. 'Where the minimum dead load is not achievable, such as for interior foundations, the dead load should be maximized to the extent practical. In addition, a modulus of 200 pci may be used for approved imported structural fill materials. Foundations subject to frost should be at least 36-inches below the finished grade. 2P:V008 ALL PROJECTS\02206 - Francisco Vicencieo\02206-0001 226 Eagle Ridge\200 - Geo\02206-0001 LR 020921.doc 226Bagle Ridge Drive #02206-0001 02109/21 Huddleston-Bcrry t,pi{r¡i.t3 1.{iûx, l-l-C 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 Vy'estern 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 24-inches of structural fill with subgrade preparation, structural fill materials, and fill placement be in accordance with the Foundation Recommendations section of this report. It is recommended that exterior flatwork be constructed above a minimum of l2-inches of structural fill. Drainage Recommendations Gradins and druinuse øre critical for îhe lons-term performunce 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 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 minirnized. HBET recommends that'downspout extensions be used which discharge a minimum of 15 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 15 feet from the structure. In addition, an impermeable membrane is recommended below subsurface downspout drain lines. Dry wells should not be used. As discussed previously, shallow groundwater was not encountered at the time of the investigation. However, 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 prefabricated drain materials or gravel should extend along basement walls to within 36-inches of tlre finished grade. The perimeter drain should slope at a minimum of I.0o/o to daylight or to a sun'rp with pump. The drain should also include an impermeable mernbrane at the base to lirnit the potential for moisture to infiltrate vertically down below the foundations. 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. 3P:V008 ALL PROJECTS\02206 - Francisco Vicencieo\02206-0001 226 Eagle Ridge\200 - Geo\02206-0001 LR 020921.doc 226Eagle Ridge Drive #02206-0001 02/09t2t I{uddlcston'Berry ,:b9ist.tbr t t. *i4É. 1.r-{: As discussed previously, the subsurface conditions encountered in the test pits were variable. Therefore, the precise nature and extent of any subsurface variability may not become evident until construction. As a result, it is recommended that HBET provide construction materials testing and engineering oversight during the entire construction process. It ís ímportant to note thøt the recommendalions hereìn are ìntended to reduce the rísk of structural movement ønd/or damøge, lo vørving degrees. associated wíth volume chønge of the nutíve soíls. However, HBET cunnot predìct long-term chønges in subsurface moisture conditions ønd/or the precise møgnitude or extent of volume chønge ín the native soils. Where signifrcant increoses ín subsurfuce moisture occur due to poor gruding, improner stormwster mønugement, utìlitv line føilure, excess irrígution, or olher csuse, either durins constructìon or the result of øctions of the prooertv owner, seversl inches of movement øre possible. I!, addition, anv failure to complv with the recommendøtions ín this report releases Huddleston- Berrv Engineering & Testing. LLC of ønv liubilitv with regørd to the structure performance. We are pleased to be of service to your project. Please contact us if you have any questions or comments regarding the contents of this report. Respectfully Submitted: Huddleston-Berry Engineering and Testing, LLC Michael A. Berry, P.E. Vice President of Engineering 4P:\2008 ALL PROJECTS\02206 - Francisco Vicencieo\02206-0001 226 Eagle RidgeÞO0 - Geo\02206-0001 LR 020921.doc FIGURES m qPubliç.let"' Garfield County, CO Account RO42L7B Number Parcel 2407787L1074 Number Acres 0 Land SqFt 72,524 TaxArea 080 2079 l,/i:nl Levy 57.4960 DaTe created:2/8/2021 Last Data U ploaded: 2/8/2027 2:03:58 AM 226EAGLE RIDGE DR PARACHUTE VIC ENCIO LUNA, FRANC ISCO JAVIER I-3ó HORIZON CIRCLE PARACHUTECO 81ó35 2019Total Actual Value Overview Legend fi Parcels Roads Parcel/Account Numbers Highways : Limited Access -* Highway Major Road Loca I Road Minor Road Other Road Ramp Ferry Pedestrian Way Owner Name Lakes & Rivers - County Boundary Line $5,820 Last2Sales Date Price 77/6/2020 $25,000 B/23/2Or7 $O FIGURE 1 SITIi" T,f)l-ATIl.)N MAP Physical Address Owner Address B1ó35 D ev e ro pe d or C) Fpå..rg,"""'r4 çl # qPublic-ltef" Garfield County, CO Account RO4217B Number Parcel 240778177074 Number Acres 0 Land SqFt 72,524 TaxArea OBO 20TgMillLevy 574960 Physical Address Owner Address 226EAGLE RIDGE DR PARACHUTE VICENC IO LUNA, FRANC ISCO JAVIER 13ó HORIZON CIRCLE PARACHUTE CO 81ó35 2019 Tota I Actua I Value Overview Legend !i-j Parcels Roads Parcel/Account Numbers Highways : Limited Access * Highway Major Road Loca I Road Minor Road Other Road Ramp ' Ferry Pedestrian Way Owner Name Lakes & Rivers - County Boundary Line $5,820 Last2Sales Date Price 7r/6/2020 $25,000 B/23/2O77 $O B1ó35 DaIe created:2/8/2027 Last Data Uploaded: 2/8/2021 2:03:58 AM D ev e ro p e d ot C:) 9."årp""lr4 çl FIGURE 2 SITE PLAN 190 8111 R042f93 240717211Ð29 74ft . Ro4z116'' 240717211i12 DUNLAP CASIE.A I{ t:t Å APPENDIX A Typed Test Pit Logs GEOTECH BH COLUMNS 02206-0001 226 EAGLE RIDGE DRIVE.GPJ GINT US LAB.GDT 2/8/21!voC-ño-{zc3TEm7oN)N)oo)ooootrmz-Tlıfc.øooooofc)Õ\Õ ^ ¡\) riôs æ=*rã toäq:- Þ ã-co5.ı Oa9a?bo dw50@O o"Qæ-<(lqG<ãoìd=.oqR"_lo'gè.qa-Fo:0fro(-mo{t-oo{ız@0,ı'3ofocltpoo'o7o(-mo{zÞ3mNf\)O)mOJoo4.oooo+mCN{!+zc=trfrlnI1'IJ!omo"Tlzo{mØrmoxooôDsñE=<2Ø=o ll'lIogmxoızooz-{ÃÞoo7Iî'2oo{mØn1llo@N)-l0¡ox@Â)o-ooo¿moxm0tr(Doo=!t-mmgoN)o7ol-{-{ı$ 2 = =8ãäiiñË*-9Íl-n.roı,12o7oczorflt-mızo-?o-e{mØ-{!{anNmDEPTH(ft)GRAPHICLOG-lmÐtt-omU)o7!-lozSAMPLE TYPENUMBERRECOVERY %(ROD)BLOWCOUNTS(N VALUE)POCKEÏ PEN(tsf)DRY UNIT WT(pcr)MOISTUREcoNïENT (%)-lr-{=m<Ð-l@(nmÐoFINES CONTENT(o/o)LIQUIDLIMIÏPLASTICLIMITPLASTICIÏYINDEX'rj. ¡/j .l\-.. . t/> . tç . r- . rs_.'t,J.¡;. |s.. ¡;-.. 1-: ..¡,-..ls. 1)-..ìs;,t¿ .1\ - t. )\ . .t.CNc/)0¡foÉ.foıft)=oØ-1o!a)ol-N)r-ll)ood(îaoo@-TtA)orÉ.=ØÀ)f,Iv0).P3Øj+3oE'fØ-(,---lF^-oO)(rrN)È-â-o@-.tO)N)(¡)(,--to)@oo3oott,s.0,Þooo 02206.0001 226EAGLE RIDGE DRIVE.GPJ GINT US tAB..07omozc3t!m7oN)f\)oo)ooootrmz.Tl0¡9.tJlooooo5a.o\c) ^ bJ ìr¡oÞ oox.r- 5 6*u:- tú ãu=i.øæ= ¡i o89.ø.iuo o-w500oFaôÉ-ñæ..<0q[Eã!.oeR"Èô3.gat-|.ô'o7o(-mot-ooız@0,o-3oJo@poo!7o(-moz=mNNo)mß)ı-4.oo0o{mCN{!{zc=IDmv{!!NtlomoTIzomØFMoxooODsñ@=<2c/, =om+o0mxoÞızoozÐÞc)-{o7IT'n='otrmØ7{mo@N)o¿moãmoETD-l0,c)-J@0.)c)tçoooo3-0t-mnlÞ@N)o7o+Éi=m:m--{ãH9Slñs*eãfø¡oı,226)nocz0mt-1r1+ızo_¿o-?{1ÍU'-{!(¿Nm9oDEPTH(ft)GRAPHICLOG-lmnFt-omU)on.Il-lozSAMPLE TYPENUMBERRECOVERY %(ROD)BLOWCOUNTS(N VALUE)POCKET PEN(tsf)DRY UNIT WT(pcr)MOISTUREcoNTENT (%)-l--l=ms¡-l rDØmÐc)FINES CONTENT(%)LIQUIDLIMITPLASTICLIMITPLASTICITYINDEXN(¡ì :F iì lt:ii:lt.\. ,l/e , i\ , t/-. t\ .t2)U'Ø0):É.fo(oß)ı'ø-to!ØIr>ATþ.SYþ.::^"J:^"J:^"J:^"J:^"J::å!:^åJ:^åJ':þ:2':ÞJñØ3a)o.>øz-od=.-'^=no-><Ð¿f;Ø t::o t/)^oE@r-m9)A)f,o-@ocrUmnØv(Doo3ooQıß¡9,ooo APPENDIX B Laboratory Testing Results q N Àq U Éo UoÕú uJJo u @NN ooo @oNNo u¡ Noz É.o Huddleston-Berry Engineering & Testing LLC 2789 Riverside Parkway Grand Junction, CO 81501 970-255-8005 GRAIN SIZE DISTRIBUTION GLIENT FranciscoVecencio PROJECT NAME 226 Eaole Ricioe flrive PROJECT NUMBER 02206-0001 PROJECT LOCATION Bâlllement Mesa CO U.S. SIEVE OPENING IN INCHES6 4 3 21.5 13t4 1t2 U.S. SIEVE NUMBERS I6 810 1416 20 30 40 s0 60 100140200 HYDROMETER 100 95 90 B5 80 75 Fr(t U.J =m É. tUztr Fz uJ O É. uJ o- 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 COBBLES GRAVEL SAND SILT OR CLAYcoarsefinecoarsemediumfine I v 1-L ú I ì \ \ .l ¡l Specimen ldentification Classification LL PL PI Cc Cu o TP-1, GB-1 1t1g FAT CLAY w¡th SAND(CH)62 31 31 Specimen ldentification D100 D60 D30 D10 %Gravel %Sand %S¡It %Clay o TP-1, GB-1 1t18 9.5 0.4 24.0 75.6 Huddleston-Berry Engineering & Testing LLC 2789 Riverside Parkway Grand Junction, CO 81501 970-255-8005 ATTERBERG LIMITS' RESULTS PROJECT NAME 226 Eagle Ridqe Drive PROJECT LOCATION Battlement Mesa, COPROJECT NUMBER 02206-0001 CLIENT Francisco Vecencio @ P L A s T I c I T I N D E X 50 40 30 20 10 CL-ML 0 0 20 40 60 LIQUID LIMIT 80 100 Specimen ldentification LL PL PI #200 Classification o TP.1, GB-1 1l'18 62 31 31 76 FAT CLAY w¡th SAND(CH) Nó N Foq 6f Uoo É. UJo u @NN ooo @o Nô ØÞ =J q N Fo cif (t) f Fz z É.Þ at) Joal,zoo Huddleston-Berry Engineering & Testing LLC CONSOLIDATION TEST Riverside Parkway Grand Junction, CO 81501 970-255-8005 CLIENT FranciscoVecencio PROJECT NAME 226 Eaqle Ridqe Drive PROJECT NUMBER 02206-0001 PROJECT LOCATION Battlement Mesa. CO 0.5 1.0 1.5 2.0 s ¿ É. F.u) 2.5 3.0 3.5 4.0 4.5 5.0 5.5 100 1,000 STRESS, psf Specimen ldentification Ta MC% ( ( ) I \ \ \ \ \ \ \ \ \ \( o TP-1, MC-1 2.0 Classification 65 12 N N t-o di J U)f l-z o l¡lJ(, tu @NN ooo @oNNo zotr() À oo Huddleston-Ber'ry Engineering & Testing LLC 2789 Riverside Parkway Grand Junction, CO 81501 970-2ss-8005 MOISTURE.DENSITY RELATIONSHI P PROJECT LOCATION Battlement Mesa. COPRO.IECT NUMBER 02206-0001 PROJECT NAME 2?8 Faole Ridne DriveCLIENT FranciscoVecencio )01 ., \ I \r. l\\ Sample Date: Sample No.: Source of Material: Description of Material 1118t2021 1 145 TP.I FAT CLAYw¡th SAND(CH) 140 Test Method ASTM D698A 135 130 TEST RESULTS Maximum Drv Densitv 89.5 PCF Optimum Water Content 28.0 % 125 GRADATTON RESULTS (% PASSTNG) #200 76 #4 100 314" 100 1 20 oo-tF U)z u.lo É.o ATTERBERG LIMITS 115 LL PL PI 62 31 31 0 105 100 95 90 B5 Curves of 100% Saturation for Specific Gravity Equalto: 2.80 2.70 2.ßO 80 5 2001015 WATER CONTENT o/o 25 30 35 40