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Home My WebLink AboutGeotechnical Investigation 05.19.22Huddleston-Berry Engineering & Testing, LLC 2789 Riverside Parkway Grand Junction, Colorado 8 1501 Phone: 970-255-8005 Info@huddlestonberry.com May 19,2022 Project#02469-0001 RECEIVED Patrick Jurmu PO Box 924 Silt, Colorado 81652 Subject:Geotechnical Investigation 4l Spring View Drive Glenwood Springs, Colorado GAû{f-IËLD CÜUIqTY COMMUNITY I]EVELÜP¡,/iENT Dear Mr. Jurmu, This letter presents the results of a geotechnical investigation conducted by Huddleston-Berry Engineering & Testing, LLC (HBET) for 41 Spring View Drive in Glenwood Springs, Colorado. The site location is shown on Figure I - 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 Conditioqs At the time of the investigation, the site was open and generally sloping down to the north. Vegetation consisted of grasses and weeds. The site was bordered to the north by a residential property, to the south and west by Dry Park Road, and to the south and east by Spring View Drive. Subsurface Investisqtion 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 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 atthe site were fairly consistent. The test pits encountered 1.0 to 2.0 feet of topsoil above brown to reddish-brown, moist, medium stiff to stiff sandy lean clay soils to the bottoms of the excavations. Groundwater was not encountered in the subsurface at the time of the investigation. Laboratory Testine Laboratory testing was conducted on samples of the native soils collected from the test pits. The testing included grain-size analysis, Atterberg limits determination, natural moisture content determination, swelVconsolidation testing, 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 clay sand soils are slightly plastic. In addition, the native clay soils were shown to be very slightly expansive, with up to approximately 0.4Yo expansion measured in the laboratory. 4l Spring View Dr. Ar#0246s-oool ({[Ð-ÐIlÏ..*:1"fi?:;nru0stt9/22 yz Foundation Recommgndation.s Based upon the results of the subsurface investigation and nature of the proposed construction, shallow foundations are generally recommended. Spread footings and monolithic (turndown) structural slab foundations are both appropriate alternatives and can be designed. However, 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. As discussed previously, the native clay soils were indicated to be slightly expansive. However, the magnitude of expansion measured in the laboratory was small. Therefore, with careful moisture control and proper compaction, the native clay soils, exclusive of topsoil, are suitable for reuse as structural fïll. Imported structural frll should consist of a granular, non-expansive, non-free dtøíníns material approved by FIBET. For spread footing foundations, the footing areas may be tronched. 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 fill 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 fïll 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 O.l-feet of the bottom of the foundation. No more than Q.l-feet of gravel should be placed below the footings or turndown edge as a leveling course. 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 f,rll 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 24 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. 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 equivalent active 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. 2Z:U008 ALL PROJÊCTS\02469 - Patrick Jumu\û2,tó94001 4l Spring View Drive\200 - G6\024694001 LR05l922.doc 41 SpringViewDr. #02469-0001 05/t9/22 Non-Structural Floor Slab and _Exterior Flatwork Recommendations In order to limit the potential for excessive differential movements of slabs-on-grade it is recommended that non-structural floating floor slabs be constructed above a minimum of 18- inches of structural fill with subgrade preparation and fill placement 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. Drainaqe Reco4mendptions Gradìns and draìnsse are cfitìcal lo,the lgns-terrn,øerformance of lhe structure. Grading around thc 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 fîrst 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 ¿ddition, it is recommended that automatic 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 stnrcture 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 recornmended below subsurface downspout drains. Dry wells should not be used. In order to limit the potential for surface moisture to impact the structure, a perimeter foundation drain is recommended. In genetal, 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 sþe 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. 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 encountered in the test pits were fairly consistent. However, the precise nafure and extent of subsurface variability may not become evident until construction. It is recommended that HBET provide construction materials testing and engineering oversight duriug 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. Huddleston Berry Engì¡c.dn!& Tcfirg, LLc JZ:U008 ALL PROJECTS\02469 - P¿t¡ick Jumu\024694001 4l Spring View DriveV0O - C@\02469-0001 LR05 l922.doc 4l SpringView Dr #02469-0001 05lt9l22 h is ímoortant to note thøt the recoJmmendøÍiqrys herein are intended to red.uce the risk of structurøI moverytent and/or dømøge. to vgrvìng desrees, assocíøted wít\volume change of the nøtíve soíls. Howevqf, HBET,cannot predíct lo\g-term chanees ln suhsurføcq ,nolsture conditíons and/or the precìse magnìtude or erteñ of volume change. lyhere sisníficønt in,çreasep ìn suhsufføçe moístqte occur due to poor eradíng, ímprooer stormwater mønagement, utìlítv lìne føilure, excess íruìgøt¡on, or other cøuse, eíther durínp constract¡on or the result of øctìons of the oropertv owner, severøl ìnches of movement øre possìble. In addìtion, anv failure to comolv wíth the recommendatíons in this report releases Hudùleston- Bgrrv Fneineeríne &, Test¡ns. LLC of anv lìabllítv ryíth resørd to the ptructure 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. Respectfu lly Submitted: Huddleston-Berry Engineering and Testing' LLC Michael A. Berry, P.E. Vice President of Engineering @ Huddle,ston-Beñy Ent¡rßdntû L!rì18, LLC 42:\2008 ALL PRoJECTS\m469 - Patrisk Jumu\024694001 4l Sp¡ingview Drivev00 - G@\024ó94001 LR05l922.doc FIGURES ÐqPuhlic.net'" Garfield County, CO ---^--- r l \ 23951 0109151 R042651 WAMPLER BRUCE E & HA¡NES KATRINAG R005754 2395101001¿18 I Ro'rorz M"^".' R0¿t2652 239510109152 0300132 003 2 R081005 23951 03001 34 R080526 239514100031 H cRYsrAL RrvER RANCH ." I 2.rnIî ua- q g <q oo t,-" R080932 239503¡100966 R0f0099 239511100064 R100166 239511200967 %, tfi.^?( "a^ Roloios 4, 23es11300065 q R042653 239510¡mgl53 R042650 239510409150 3S LLLP R080998 239515200011 971ft, R0810rl 23951 52001 40 Lo(D D ate cr e ated: 5 I L6 / 2022 Last Data Uploaded: 5/L6/2O22 2fi4:52 AM FIGURE T Location Deveroæd bvCì F."åt¡gf, çf ffi qPuhlic"net"' Garfield County, CO D ate cr e ate d: 5 / 16/ 2O22 Last Data Upload ed: 5/ L6/2O22 2:M:52 AM FIGURE 2 Site Plan D eve rooed bvG¡Ð "Sgå,fo*^¡df l APPENDIX A Typed Test Pit Logs BH0246SO001 4,I SPRING VIEW DRIVË.GPJ GINT US LAB.GÐT!7emc)zC=trn7ÕNso)(oòooo|.mz1tÀ)ı'aLc5J\O ^ l.J Þ"iôÊt æx.r-tt 6FV= Ç.8æE (d Oacã?bo Àwö@aC) o'(o*træStÞ;E E'o¿ıûats.tôcaÈ-"C)!7gllrC)5l)ozao=Éooo-Øt'o9'oo!7Pmoz=1¡ÀØE3foÉtlo{mU,{!{zc=@mn{p!omo-Tt2oflt(r,5ooIlltrtEãgmxc)ÞÞoz=mTot]-lıo-@0tôx=oomx()ızcrozvào7EÞ-mEAÐmoàÀÀ)Noı'5o¿Bt()¡mËtoo3!rmmtr,èsÀtNÞIf'lFmxo2ìozImztrto11tttxc'Iozo?ôÃo>Ê.*;otrìt a,ËHsþIoz(]eo7o2c'mf;Iız{mct-tTg,NmcDEPTH(ft)GRAPHICLOG-trfi7tt-0mq,o4!IozSAMPLE TYPENUMBERRECOVERY %(ROD)BLOWCOUNTS(N VALUE)POCKET PEN.(tsÐDRY UNITWT(pcr)MOISTUREGoNTENT (o/o)-lr-.1=ms¡-.1 @ø)mvoFINES CONTENT("/")LIQUIDLIMITPLASTICLIMITPt-ASTtCtTYINDEXl\)antÌ'-'¿. ¡\-, 1v,l'; t¡. ¡;¡..t*;r\ . 17> l\ . .tr_tt)ô,=oro!to0,É.¿oıûtfo-'CA{o!ØIt-o@st-0,ooog,cttocLo@Irit-ß,ctc)ß)tn(t,ao.9.Øãgö..oø-=(û+ô)oçorvûıÉ=oıo.CLøcrıé3;9.P3oec3\N\_---ã('r\ët-o@o(t(o19o,o)(){oft\êlru$Nf\)N)ûrJ!@(ttÈ@oo3o(Dat,!t0,poc,(Do Huddleston-Børy Engineering & Testing' LLC 2789 Rivenide Parkway Graud Junction, CO 81501 970-255-800s TEST PIT NUMBER TPA PAGE I OF I PRCI,,ECT LOCANONPRq'ECT NUMBER PR(NECT NA¡I'IE 41 Snrino l-'lriveCLlEiTTPatrick Jurmu TEST PIT SIZE CHECKED BY 4t14t22COMPLETED Drv DrvMAB DATE STARTED 4t14t22 LOGGED BY WDA GROUND ELEVATION AFTER EXCAVATION EXCAVATIONCONTRACTOR Client EXCAVATIONMETHOD Trackh/Backhoe GROUND WAÏER LEVELS: ATTIME OF Þ(CAVATION AT END OF EXCAVANON NOTES F-sı ã95= fL t-zut t--zOGoe) (t, uJztr LuúfFLo t-zutþzoo â- os J_ o LF(t)=<=IJ d- a E8 8sulÉ. Øu> l-:) ^ZJãaso4 2uL t--ul )¿oofL 5 l--zf, tô r¡JIL>É.l- ur 59O-l =zU' It-IL lrJo IE¡n9ıÈro MATERIAL DESCRIPTION Sandy Lean Clay with (TOPSOIL) 6120281810GB 1 moist, mediumCLAY (cl), brown to stiff Sandy stiff to Bottom of test pit at 8.0 feet. NN @ 3l¡ltoz Ê0-ø oóóo No APPENDIX B Laboratory Testing Results I{uddleston-Berry Engineering & Testing LLC 2789 Riverside Parkway C¡rand Junctioû, CO 81501 970-255-8005 GRAIN SIZE DISTRIBUTION CLIENT Patrick.lurmu PRO'ECT llA,i,lE 41 Sprino Mew Drive PRo'IECTNUMBER 024694001 - PROJECTLOCANON lìlanwnn¡l Snrin¡c 11ô U.S. SIÃ/E OPENING IN INCHES I U.S. SIEVE NUMBERS HYDROMETER 3ó 100 140æ0 100 95 ÞII uJ3 d) É,r!z TL l-2 t-rlot. IJJ o_ 30 20 1 10 5 0 l0 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS I 'I q H I \b -4 t \ \il \\\t \ I'l COBBLES GRAVEL SAND SILT OR CLAY coarse fine GOarse mêd¡um fine Specimen ldentification Classification LL PL PI Cc Cu a TP-î, GB-1 4t14 SANDYLEAN C|-AY(CL)26 t6 t0 E TP.l, GB-2 4114 SANDYLEAN CLAY(CL)25 17 I A TP-2, cB-1 4t14 SANDY LEAN CI-AY(CL)28 l8 10 Specimen ldentification D100 D60 D30 D10 %Gravel %Sand %si¡t o/oGlay a TP-1, GB-l 4t14 4.75 0.0 30.4 69.6 a TP-1, GB-2 4t14 37.5 0.098 9.3 36.3 il.4 A TP-z, cB-l 4t14 9.5 0.9 38.1 6r.0 Huddleston-Berry Engineering & Testing, LLC 2789 Riverside Parkway Cnand Junction, CO 81501 970-255-8005 A1TERBERG LIMITS' RESULTS CUENT Patrick Jurmu PRO.JECT NAI/IE 41 Sorino Mew Drive PRo.'ECT NUMBER 02469-0001 PROJECT LOCATION Glenwood Sorinqs. CO @ @ 50 P L A S T I c I T I N D E X 20 10 CL-ML @ @ 0 80 1 LIQUID LIMIT Specimen ldentification LL PL PI #200 Glassification o TP.1, GB-I 4t14 26 16 10 70 SANDYLEAN C|-AY(CL) a TP-1, GB-2 u14 25 17 I u SANDYLEAN C|-AY(CL) TP.2, GB.I 4114 28 l8 l0 61 SANDYLEAN CI AY(CL) NqoN Foq 6føÞ F-zo À C? o o ¿> No l, É.uú U t-- E Huddleston-Berry Engineering & Testing LLC CONSOLIDATION TEST Rivøside Parkway Junctior¡ CO 81501 970-25s-8005 CLIENT Pelrick.ftrrmu PR(UECI ]{A,I/IE 41 Snrino Me-w Drive PRO'ECT NUMBER 02469{001 PRO,IECT LOCANON êlanmnd Snrinae lÌô àe ¿ É. F- U) 2.7 2.8 2.9 3.0 3.1 3.2 3.3 3.4 3.5 3.6 3.7 100 1 10,000 STRESS, psf Specimen ldentification '1"MC% ì. \ \ \ () \ \ \ \ o TP-1, MG-î 3.0 SANDY LEA}I t05 15 NN 6 t-ôo dif tt:f tszı aq l¡¡ ú 3u o2 E. o"Ø ooo @ N0 MO¡STU RE-DENSITY REI.ATIONSHIP PROIECT NUMBER 02469{001 PRG¡ECT NAME 41 Sorino View Drive PRO.'ECT LOCATION Glenwood Sorinos- CO CLIENT Pelrick.hlrmu Huddleston-Berry Engineering & Testing LLC 970-255-800s Riverride Parkway Junction, CO 81501 ¡Ul \ \ \ \ \ \ \ \ I I \ \ \/r\ /\\ / /\ / / \ \ Sample Date: Sample No.: Source of Material: Description of Material: u14t2022 22-0339 145 TP.I. GB.I SANDY LEAN CI.AYICL} Test Method (manual):ASTM D698A 140 135 TEST RESULTS Maximum Dry DensitY 115.0 PCF Optimum Water Content 14'5 o/o 130 125 GRADATTON RESULTS (% PASSTNG) #200 H 314 70 100 100 IJotf- -Øz IJJo É.o ATTERBERG LIMITS 1 20 LL PL PI 1026l6 1',t5 Curves of 100% Saturation for Specific Gravity Equal to: 110 2.84 2.70 2.60 105 100 95 5 15 WATERCONTENT, %o 90 0 10 20 25 30