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Home My WebLink AboutSoil and Foundation Investigation 04.29.2022LKP Engineeringo fnc. CIVIL/GIIOTECHNICAL ¡ili SOIL AND T'OUNDATION INVESTIGATION F'OR A BARN/T{ESIDENCE LOT 3-40 FA_IRVIEW RD, SrLT 3207, tAR #542 PIN 245s02200038 GARFIELD COUNTY, COLORADO PROJECT NO. 223606 APRIi, rl'j 29,2022 PREP{h$b ron, AARON BORAH P.O. BOX 1194 GYPSUM, CO 81637 ikwk4@hotmail.com iiirt,ti llir'l r{i i ,ililÏ' P.o. Box 724,Eagle, co 81631 Tel. (9i20,ù 390-0307 www.LKpEngineering.com "' .;' .: . TABLE OF'CONTENTS EXECUTIVE SUMMARY SCOPE OF STUDY SITE DESCRIPTION PROPOSED CONSTRUCTION ....... FIELD INVESTIGATION SUBSURFACE SOIL AND GROUNDV/ATER CONDITION ... F OLTNDATION RECOMMENDATI ONS SLAB CONSTRUCTION ....r....,........ RETAINING V/ALLS UNDERDRAIN SYSTEM........ SITE GRADING AND DRAINAGE LAWN IRRIGATION............... F'IGURES LOCATION SKETCH AREA MAP. SUBSURFACE EXPLORATION LOGS....... SV/ELL-CONSOLIDATION GRAIN-SIZE DISTRIBUTION. PERIMETER DRAIN DETAIL,. ....FIGURE NO. 3 .....FIGURE NO. 4 ......FIGURENO. 5 2 2 2 J J J 4 4 5 5 6 6 7 .DRAWING NO. 1 .DRAWING NO. 2 .FIGURE NO's l-2 LKP Engineering,Inc. EXECUTIVE SUMMARY The proposed bamlresidence should be supported with conventional type spread footings, designed for an allowable soil bearing pressure of 2000 psf. They should construct the footings on the undisturbed silty to sandy clay to silty-clayey sand. see f,'oundation Recomm endations. SCOPE OT'STUDY This report presents the results of a subsurface Soil and Foundation Investigation for a proposed residence to be constucted on Lot 3-4, Fairview Rd, Silt,3207 CR #342, pIN 245502200038 (address not assigned yet), Garfield County, Carbondale, Colorado. The purpose of the subsurface soil and foundation investigation was to determine the engineering characteristics of the foundation soil and to provide recommendations for the foundation design, grading, and drainage. Geologic hazard studies are outside of our scope of services. SITE DESCRIPTION Lots 3 and 4 are 74.3 acres land on Fairview Drive, off of County Road #342, Silt, Garfield county, colorado. The building site for the proposed bamlresidence is on a meadow. Vegetation within the proposed building site consisted of grass. The topography within the selected building area (where the two test pits had been dug prior to our site visit) is relatively flat' Drainage is to the north and east. Fairview Drive runs along the eastern property line. To the north and south of the eastern half of the lot are existing residences. The surrounding land to the northwest, west and southwest is vacant. The subject property is also vacant. LKP Engineering,Inc. 4 I.OUNDATION RECOMMENDATIONS The proposed residence should be supported with conventional type spread footings, designed for an allowable soil bearing pressure of 2000 psf. They should construct the f.ootings on the undisturbed silty to sandy clay to silty-clayey sand. The completedfoundation excavation should be observed and/or tested by the undersigned engineer to veri/y that the soil conditions encountered during construclion ure as anticipated in this report. We recommend a minimum width of 16 inches for the continuous footings and2 feet for the isolated flcoting pads. Continuous foundation walls should be reinforced top and bottom to span an unsupported length ofat least 10 feet. The proposed foundation should be set at a minimum depth of four lèet below the finished grade or at the minimum depth required by the local building code. The foundation excavation should be free from excavation spoils, frost, organics and standing water. We recommend proof'-rolling of the foundation excavation. Soft spots detected during the proof- rolling, should be removed by overexcavation. Any overexcavation within the proposecl lbundation should be backfilled, in 8 inches loose level lifts and compacted to l00o/o of the maximum dry density and within 2 percent of the optimum moisture content as determined in a laboratory from a Standard Proctor test (ASTM D-698). A structural fill, placed under ftrotings shoultl be tested by a qualified professional. SLAB CONSTRUCTION The natural on-site soils, exclusive of topsoil and organics, are suitable to support lightly loaded slab-on-grade construction. The subgrade ftrr the slab-on-grade construction should be proof compacted to detect and remove soft spots. They should backfill overexcavated soft spots and other underslab fill with the on-site soil, free from topsoil and organics, or other suitable material, compacted to a minimum of 95 percent of the maximum standard Proctor density (ASTM D-69S). Suitable material should be free from topsoil, organics and rock fragments P.O. Box 724,F,aglo, CO 81631 Tel. (970) 390-0307 rv"l,ryrv.I,KÎliJrqingoJ,inF'conr. 5 greater than 3 inches. The concrete slab should be constructed over a -inch layer of clean gravel consisting of -314 inch gravel with at least 50% retained on the No. 4 sieve and less than 3 percent passing the No. 200 sieve. They should reinforce the concrete slab-on-grade and score control joints according to the American Concrete Institute requirements and per the recommendations of the designer to reduce damage due to shrinkage. The concrete slab should be separated from the foundation walls and columns with expansion joints to allow þr independent movement without causing damage. RNTAINING \ilALLS Foundation walls retaining earth and retaining structures that arc laterally supported should be designed to resist an équivalent fluid density of 60 pcf fbr an "at-rest" condition. Laterally unrestrained structures, retaining the on.site earth, should be designed to resist an equivalent fluid density of 40 pcf for the "active" case. The above design recommendations assume drained backfill conditions and ahorizontal backfill surface. Surcharge loading due to adjacent structures, weight of temporary stored construotion materials and equipment, inclined backfill and hydrostatic pressure due to undrained backfill should be incorporated in the design. They should try to prevent the buildup of hydrostatic pressure behind the retaining wall. Passive earth pressure of360 psfcan be used for the lateral pressure against the sides of the fbotings. Resistance to sliding at the bottom of the footings can be calculated based on a coefficient of friction of 0.5. Undisturbed soil or a structural fill compacted to 100 percent of the maximum dry density and within 2percent of the optimum moisture content will be usecl to resist lateral loads at the sides of the footings. UNDERDRAIN SYSTEM To reduce the risk of surface water infiltrating the foundation subsoil, we recommend P.o. Box 724,Eagle, co 81631 Tel. (970)390-0307 www.LKpEngineering.com tt:|l1l'/ /. t'{ )i' | )M (iitrt¡{!11, tl{)ttt}lV l.;l¡{, l.-Xl}lrrr{}t I.t j I,t t¡:'i¡'': l.: :¡ r ",7 1.?t ) ,: '¡ ¡r t:, lllr::1ll "Í ¡., l¡1+ il,,.J SITE Õ o É. =u É. atL | í{" i i z .';"!;ì ¡.1,r j!ri' l*r*--.ffi:::::-Hti t :ittlÀ {,:urfirkl t utnt.l Garfleld County Colorodo Land Explorer T AREA MAP 22-3606 -1"=2miLKPEngineering, Inc. P.0. Box 724, Eogle, CO 81631 Tel clvrllcEo'rEcHNIcÁr comJ90-0307 www.LKPEn LOTS 3 & 4, SECTION 2, T8S, R83W, 6TH P.M. FAIRVIEW ROAD COUNÏY ROAD NO. 342 GARFIELD COUNTY, COLORADO DRAWING NO.: 2 Test Pit f IDATE OBSERVED: APRIL 23,2022 ELEVATON: DEP'IH FEET s Y M B o s A M P L E DESCRPNON OF MATERIAL AND SAMPLE LOCANON LABORATORY TEST RESUL'IS REMARKS Topsoil wÍth roots Dark brown, blocky cloy over siltS4 sondy clay, moist Light brown, silty-cloyey sand MC=772 106,6 pcf 18.7 Z _f0 _20 5 Bottom of Pit ot I feet Ground Water Encountered f - Eulk SampleDD - Natural Dry Denslty (pcf)MC - Naturol Moisture Content -2O0 - Percent Passlng No. 200LL - Lìquìd LìmìtPl - PlosticÍty lndex0W - Ground water (E) Sìeve LEGEND: tr - 2-lnch O.D. Colifornla Lìner Sample 22-3606 TKP ENGINEENING, INC.SUBSUNFACE DXPTORATION tOG 1 Test PÍt f 2DATE OBSERIED: ApRtL 2J, 2022 ELEVATION: DEPTH FEET s Y M B o s A M P L E DESCRPNON OF MATERIAL AND SAMPLE LOCANON LABORATORY TEST RESULTS REMARKS Topsoil with roots Dork brown, blocky cloy over silty,sandy clay, moist Light brown, sitty-cloyey sand _10 _15 _20 5 Bottom of Tes Pit at 5 feet Ground Water Encountered 200 trt DD MC LL PI GW (ß) Sleve LEGEND: - 2-lnch O.D. Callfornla Ltner Sample- Bulk Sampte - Naturol Dry Denstty (pcf) - Noturol Molsture Content- Percent Passing No. 2OO- Liquid Limtt- Plosticlty lndex- Ground woter 22-J606tKP ENGINEERING, INC.SUBSURFACE EXPTORATION I.,OG 2 3 2 0 c.9 (DcU ,ï* -l -2 -3 bS -4 -5 -6 -7 -8 -to -fi -9 5 4 lll lll llt lll lll lll -!l MOVEMENT WHEN WETTED UNDER CONSTANT PRESSURE OF IOOO PSF ll lt ll ll ll ll ll ll llil I0.1 1.0 100 APPLIED PRESSURE - ksf Somple of : Llght brovn, sttty Ctdy Notural Dry Unit Weight = -î06.6 Noturol Moìsture Content : lg,7 from:Tcst Plt I at B'pcf percent IJP Englnctlng, lnc, P7taÌúcr No.: 22-3606 -12 Swell - Consolídation Test Results 3 oîo2030IG40È50$dq60 .b\F70sEO90100o.o0'lo.oa,FRØl: Test Pît I at I feetHWRatÆfRo.1 0.o5m ,Ø,,.þ nU.S STAilDARÐ .sEl,tf ¡V{¿r&æS31 6 8r0 ,,1 tc z) æaæ1 0.5105Sond: 82.52rã alU.S STATIDARD WE OFETf,NO IN NC'Tã56 1 3 2rtA I stoo 50100500908070I$60s$u,q€+oFS .ro20to0il\\t\\\\\il.IilililSllt or ClayfînemedíumSandcoargeGravelfinecoots'e ICobblesFïnes: î7.52Descrþtion: Sitt¡rclayey sondGravel: OZMoísture Content: 7.72r$rosogsìf)$IaNÞØ*qIPà Þ ÞÞ .Þ. Þ Þ Þ ôÞ 'Þ \¡ S ðÈ\a \-!o L¡_ Þ Þ ÞÞ AWAY FROM BUILDING BACKFILL WITH A MINIMUM OF ONE FOOT OF RELATIVELY IMPERVIOUS SOIL TER FABRTC (MtRAF| 140N OR EQUTVALENT) 3/4-INCH DIAMETER, COARSE, CLEAN CRUSH ROCK 30 MIL MINIMUM THICKNESS,INCH DIAMETER PERFORATED PIPE SLOPED TOPLASTIC LINER, GLUED TO TH A DAYLIGHT LOCATION AWAY FROM THE FOUNDATION AT 1/4-INCH PER FOOT FOR FLEXIBLE AND 1/8.INCH MINIMUM FOR RIGID PIPE FOUNDATION WALL PERIMETER DRAIN 22-3606 scALE; N.T.s É LOTS 3 & 4, SECTION 2, TB$, RB3W, 6TH P.M FAIRVIEW ROAD COUNTY ROAD NO.342 GARFIELD COUNTY, COLORADO LKP Engineering, Inc. cryIL,/GEoTECHMCAL Tel P.0, Box 724, Eogle, CO 8'1631 390-0307