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Home My WebLink AboutSubsoil StudyHuddleston-Berry Engineering & Testing, LLC 2789 Riverside Parknay Grand Jru¡ction, Colorado 81 50 1 Phone: 970-255-8005 Info@huddlestonberry. com October 26,2021 Project#02347-00A1 Sarah Moon 2334 Acacia Avenue Rifle, Colorado 81650 Subject: IIETEIVEO ,4Plr u 8 iltÌi -r,îfir,iFi,'.Ê,o#ilJ^I Geotechnical Investigation 5620 County Road342 Silt, Colorado Dear Ms. Moon, This letter presents the results of a geotechnical investigation conducted by Huddleston-Berry Engineering & Testing, LLC (I{BET) for 5620 County Road 342 in Silt, 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 subsurlace 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 heavily vegetated by large bushes and trees and generally sloping down towards the south. Vegetation consisted of grasses, weeds, and small to large bushes and trees. The site was bordered to the north by a vacant property, to the west by open land, to the south by a rural residential properfy, and to the east by County Road 342. Subsurface Investigation The subsurface investigation included six test pits at the site as shown on Figure 2 - Site Plan. The test pits were excavated to depths ranging from 3.0 to 7.0 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 slightly variable. Test Pits TP-l through TP-3, conducted in the westerly investigated area, encountered 1.0 foot of topsoil above brown, moist, dense clayey sand soils to the bottoms of the excavations. Groundwater was not encountered in TP-l, TP-z, or TP-3 at the time of the investigation. Test Pits TP-4 through TP-6, conducted in the easterly investigated are4 encountered 1.0 foot of topsoil above brown, moist, stiff sandy lean clay soils to the bottoms of the excavations. Groundwater was not encountered in TP-4, TP-5, or TP-6 at the time of the investigation. Laboratory Testing Laboratory testing was conducted on samples of the native soils collected from the test pits. The testing included grain-size analysis, Atterberg limits determination, and natural moisture content determination,. The laboratory testing results are included in Appendix B. 5620CF.342 #a2347-OOOI ß/26121 Ã @ €nÊir¡..r¡nt ! Tc{in¡, l.l.c Huddleston-Berry The laboratory testing results indicate that the native sand soils range from slightly to moderately plastic. In general, based on the Atterberg limits and our experience with similar soils in the vicinity of the subject site, the native clay soils are anticipated to range from slightly collapsible to slightly expansive. In addition, the laboratory results indicate that the native clay soils are slightly plastic. In general, based on the Atterberg limits and our experience with similar soils in the vicinity of the subject site, the native clay soils are expected to be slightly collapsible. Foundation Recommendations 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. However, as discussed previously, the native soils are anticipated to range from slightly collapsible to slightly expansive. 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. In general, with careful moisture control and proper compaction, the native soils may be reused as structural frll. Imported structural fill should consist of a granular, non-expansive, qon-free drainins material approved by F{BET. 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 aî24- 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 scarifîed to a depth of 6 to 8 inches, moisture conditioned, and compacted to a minimum of 95a/o of the standard Proctor maximum dry density, within *2Yo 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 DI557, respectively. Structural fill should be extended to within O.l-feet of the bottom of the foundation. No more than 0.l-feet of gravel should be placed below the footings or turndown edge as a leveling course. For structural frll 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 15û 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. 2:\2008 ALL PROJECTS\02347 - Samh Moon\02347-Û00t 5620 CR 342\200 - Geo\02347-0001 LRI02621 doc 2 5620CF.342 #0234"1-0p,01 10/26121 Huddleston-Berry 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 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. Latercl earth pressures should be increased as necessary to reflect any surcharge loading behind the walls. 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 hll with subgrade preparation and fill placement in accordance with the Foundstion 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 anrl are critical to the lons-term of the structure.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 automatic irrigation, including drip lines, within ten feet of foundations be minimized. FIBET recommends that surface 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 i5 feet from the structure. In addition, an impermeable membrane is recommended below subsurface downspout drains. Dry wells should not be used. In order to limit the impacts of surface water on 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 prefabricated drain materials or gravel should extend along basement walls to within 36-inches of the finished grade. The perimeter drain should slope at a minimum of L0% 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. Onsite Wastewater Treatment System Feasibilitv In order to evaluate the site soils for onsite wastewater treatment, percolation testing was conducted at the site. The percolation rate in the native soils ranged from 7 to 27 minutes-per- inch. The percolation testing data are included in Appendix C. In accordance with Garfield County regulations, a percolation rate of between 5 to 60 minutes- per-inch is required for soils to be deemed suitable for onsite wastewater treatment. Therefore, based upon the results of the percolation testing, HBET believes that the native soils are suitable for onsite wastewater treatment. EnBiôcc¡in¡I T.{ilr*. Ll-C -)2:\2008 ALL PROJECTS02347 - Samh À'foan\02347-0001 5620 CR 342U00 - Geo\02347400 I LRI 02621 doc 5620CR342 #02347-0001 10t26121 Huddleston-Berry ErSir.c¡i¡fl & f.riit!, lt.C In addition to the percolation rate of the subsurface materials, the seasonal high groundwater elevation is an important factor in determining the suitability of the site for Onsite Wastewater Treatment Systems. For OWTS suitability, the seasonal high groundwater elevation should be at least four feet below the bottom of the proposed absorption bed. As discussed previously, groundwater was not encountered at the time of the investigation. In general, based upon the results of the subsurface investigations, HBET believes that the seasonal high groundwater level is deeper than 8.0 feet below the existing grade at this site. 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 slightly variable. However, the precise nature and extent of subsurface variability may not become evident until construction. As discussed previously, it is recommended that FIBET 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. It is ìmportflnt to note thaf the recommendatíons hereín are infended to reduce the rísk of conditions ønd/or the precíse mngnítude or eñent of volume change Where signifrcemt ancre&ses ln &ce moisture occur to Doûr sradíns.stormtonter man&çement, utilitv line føilure, excess írrigøt¡on, or other cause, eíther duríng construet¡on or the result of uctions of the protte4y owner, several inehes of movement øre possible. fe øeldition, unv faílure to complv tyíth the recommendations in this reoort releøses Hucldleston- Berv Ensìneeríns & Testíne. ILC of anv liubilítv il,íth regard to the structure performünce. We are pleased to be of service to your project. Please contact us if you have any questions CIr comments regarding the contents of this report. Respectfully Submitted : Iluddleston-Berry Engineering and Testing, LLC Michael A. Berry, P.E. Vice President of Engineering 4 0103 Z:\2008 Al.f. PROJËCTS\02347 - Strah Moon\02347-0001 5620 CR 34lut0 - Geo\02347{001 LRl0262 l.doc FIGURES G)qPublic.Jtêt"' Garfield County, CO G¿rfield-Mesa Cou Line FIGURE 1 Site Location Map N ÅI l¿orrt I G)qPublic.het"' Garfield County, CO APPENDIX A Typed Test Pit Logs Huddleston-Berry Engineerhg & Testing IIC 2789 Riverside Parkway C¡rand Junctiør, CO 815ût 97ù255-8005 TEST PIT NUMBER TP.I PAGE 1 OF 1 PROJECT NIME 5620 CR 342 PRO'ECTLOCATION SiIT, COPROJECT NUMBER 023474001 CLIENT Sarah Moon TEST PIT SIZEDATE STARIÍEÐ Sf24N1 OOMPLETED SN4f21 EX$VAT¡ON CþNTRACTOR Client CHECKEDBY MAB EXCAVATION METHOD Trackh/Backhoe GROUND ELEì'ATION ATENDOFEXCAVAION dry AFTEREXCÂVATION _- LOGGEDBY SD t{oTEs GROUND WATER LE\IELS: AT TIME OF EXGAVATION drv ATTERBERG LIMITSrlj o_>(F r.rl 5go-=>2. 6) ès üags ul É. <DU>r-f =z.JHasoz. ¿ r¡¡o-r--Õ i.rl J4 ()où 5 F^ =EÉ.o ttl o\t- Jz iD !r_Faz.>oO oF l=a'fr o F-F 3= o_ Èqñ 6e Jo- Fzt¡lFzoG'()9) g) ulztr0.0 .Ë Tt-o-t¡lo () äëv'(l MATERIAL DESCRIPTION {1.'.1 ùü 'y..'Ji.',i,ì Silty Sand with Organics flOPSOIL) I GB 1 6 32 2A 12 43 Clayey SAND {SC), brown, moist, dense -"lab Classified GB-1 ó t--ô(9 dt J !>:f tszo ù(, ôi otooN@Ð eor No Boitom of test pit at Huddleston-Berry Engineering & Testing LLC 2789 Riverside Parloray Gra¡rd Junctior¡, CO 815ûl 970-255-8005 TEST PIT NUMBER TP-z PAGE 1 OF ,I PROJECT NUMBER 02347&1 PRO''ECT f'¡Aû,E #frcR342 PRO.'ECT LOCANON sitt co CUENT Sarah Moon GROUNDWATERLE\IELS: ÀTNMEOF EXCAVATION AT ENDOF EXCAVATION AFTEREXCAVATION _- TEST PIT SIZE CHECKEDBY MAB æMPLETED 9TZ4T21 drv drvEXCAVATIONMETHOD Trackh/Backhoe GROUND ELEVATION LOGGEDBY SD I\¡OTES DATESTARTED 9T24N1 EXCAVATION@NTRAGTOR Client AT-TERBERG LIMITSulù>oal- ur 3>t o- -r>2. U) èe ffiaàflı- u¡ É. g) lll>t-l<zJ ãas()= t.0 IE It-ù TJJo (J $eo MATERIAL DESCRIPTION zril û_ FÊix J4 ooo- Et-^ =EÉô Lll o\É.- JZ f,D Fro2>oo Õ, 3=fr O F- l- 3= l- añ 6e J o_ FzuFzoG-()Ð g) ulz TL .cf.:'{ ¿' j-t '+,.Jr.'.i i.:..;:-. :-*..9 Silty Sand with Organiæ (TOPSOIL) g GB 1 6 27 17 10 31 Clayey SAND with some Gravels (SC), tan, miost, dense *-Lab Classified GB-1 o tsoo cri)al L.-zo Ào Õ¡ É.ooNo ooo NsNo Bottom of test pit at 6.0 feet. Huddleston-Bqry Engineering & Testing LLC 2789 Riverside Parkway Crrand Junction, CO 815ûl 970-255-8005 TEST PIT NUMBER TP.3 PAGE 1 OF 1 PRCUECT i¡AME 5620CR342 PROJECT NUMBER 02347{001 PROJECT LOCATION sitf co CUENT Sarah Moon TEST PITSIZEDATE STARIÍED 9N4f21 æMPLETED 9N4N'I CHECKEDBY MAB EXCAVATION CONTRACTOR Client EXCAVATION MEtltOD Trackh/Backhoe GTUNDELRÍATION ATENDOFE(CAVATION drv AFTEREXCAVANON _. LOGGEDBY SD t{oTEs GROUNDWATER LE\IELS: ATTIMEOF EXCAVATION dry ATTERBERG LIMITStrlfL>-ËFrx TgfL =t>2. Ø s ño>q 8É-u¡t <nû> F:l<zJ;3soz- z lJlù!-cirg OoÀ 5F^ =Eüo G-Ltl o\É- -F/z 6FJ_Foz.>o(J o, e= fJ c) trr--- 3=o- Fqñ 6ef-ÍL Fz UJ F-zoG'()9) u) I.Uz tL .tr Il-ùtuo 0 C) *ëÊ."o MATERIAL DESCRIPTION 1 { ".' .! ?.*2 '+..'Jrr"ri i \t ,/ '\¡ !:dr' Y.r.'i ?'.* Silty Sand with Organics (TOPSOIL) Clayey SAND (sc), tan, moist, dense Bottom of test pit at 3.0 feet. (tl tsz (Lq N o É.ooN@o oooF No 0)z lJ o Tdì Ioul oU ? Huddleston-Berry Engineering & Testing I-LC 2789 Riverside Parkway C¡rand Junctim, CO 81501 97û-255-8005 TEST PIT NUMBER TP/, PAGE 1 OF 1 PRCT,IECT NAME 5620 CR 342 PROJËCT NUMBER 02347{ü}1 PROJECT LOCAÌION CLIENT Sarah Moon GROUND ELEì'ATION - TEST PIT SIZE GROUND I'UATER LE\IELS: ATTIMEOF Ð(CAVATION drv DATESTARTEÐ 9T24N1 COMPLETED 9N4T21 EXCAVATION METHOD Trackh/Backhoe Ð(CÂVATION CONTRACTOR Client CHECKEDBY IVIAB AT ENDOF B(CAVATION drv AFTEREXCAVATION _ LOGGEDBY SD r{oTEs ATTERBERG LIMITSz. tlJ o_]-cir.9 ooÀ 5F^ ==ÞÉ.o Ll-l ô\v- L1 nD !x oz.>oo Õ, e=fr o trF- 3= o_ Fqñ 42 o- Fz uJFzoG'()1) u) UJz ¡.L u¡o->fr l--- uJ 5gù:)Z,z. (t) s qa 8s t¡J É. Ø IJJ>L- Yl<ıo>oz. rtr IFfLtllo 00 (J +öÉ.-(9 MATERIAL DESCRIPTION ,s.,.! i++:!j..J ft".l l¡ .r i. '.¡ Silty Sand with Organics {TOPSOIL) I GB 1 4 28 20 I 67 Sandy Lean CLAY (CL), brown, moist, stiff ""Lab Classified GB'l Bottom of test at 7.0 feet. Huddleston-Berry Engineering & Testing LLC 2789 Rirerside Parlrway Crrand Junctiæ, CO 815O1 970-255-8005 TEST PIT NUMBER TP-s PAGE 1 OF 1 PROJECT NUMBER V23/.7{'û'I PrcJECT NAME 56?{JcR342 PRo.'ECT LOCATION s¡lr co CLIENT Sarah Moon DATESTARtrEÐ 9'4N1 CO{TIPLETED 9n4n1 TEST PITSIZÊ EXCAVATION CONTRACTOR Client CHECKEDBY MAB EXCAVATION METHOD Trackh/Backhoe GROUND ELEIIATK}N ATENDOF Ð(CAVATION drv AFTERÐ(CAVATION _ LOGGEDBY SD NOTES GROUNDWATERLEì'ELS: ATïMEOF EXCAVATION drv ATTERBERG LIMITSu¡o->frFUJ 5gùr>= U) s qa 804-tu É. o.0 :ELLE o (): oo-ı (, MATERIAL ÐESCRIPTION aD u)>t- l<z.J ãasoz- z ¡.rJfLr.-ôix 14 ()o o_ El-^ =Efro Til Ô\É-)\ '¡r¡ltl _Foz>o() ô. l=a¿ J_ () F-l- 3=o- È Þñ q2 Fzul t--z 88 u)ll]ztr .+:.'$î+ :*il f¡"{ l¡. Silty Sand with Organics CIOPSOIL) Sandy Lean CLAY (cl), brown, moist, stiff Ì-ff(, tri I g) l tszo o_o ôi É.o N@4 Tout t--ottl Bottom of test pit at 7.0 feet. TEST PIT NUMBER TP.6 PAGE 1 OF 1 PROJECT NUMBER 023474]æ1 PRG'ECT NIIME 562OCR342 PRo.JECT LOCAÏTON SiIt, CO CLIENT Sarah Moon Huddleston-Berry Engineering & Testing l-LC Riverside Parlcnray C¡r¿nd Junction, CO 81501 974-255-8005 DATESTARÍTED 9N4P'I æMPLETED 9T24T21 TEST PITSIZE EX$VATIONCONTRACTOR Client CHECKEDBY fuIAB EXCAVATION METHOD Trackh/Backhoe GROUND ELEI/ATION ATENDOFÐ(CAVATION drv AFTERÐ(CAVATION --- LOGGEDBY SD t\¡oTEs GROUND WATER LE\'ELS: AT TIME OF Ð(CAVÀTION drv ATTERBERG LIMITSulfL>frt- [rJ sgfL=t>2. U) s üags UJt - (¿ tll<rJ 3áSl)2. zulo- F-Êir l4 oo o_ 5 t-- ^ =EÉ.o -ôLù o\E:" -FL1b!x_Foz->oo cl . 3=fr o F- l- 3= o- t-qñ 42fL Þ-zt¡lFz 88 U) l¡Jz l!- I O-.Ë o o +ıú.-o MATERIAL DESCRIPTION 1 {1.'.! i.+:!j..1 T,+ '$,/ \l'-.'; l¿.'$-l¿ -È1..{?'!1].: Silty Sand with Organics CIOPSOIL) 2 Sandy Lean CLAY (cl), brown, moist, stiff Bottom of test pit at 3.0 feet. al tsz l o ôi É.ooN@o ooo NòNo U)z lJoo I c0 APPENDIX B Laboratory Testing Results Huddleston-Berry Engineerfug & Testing L[.C 2789 Riverside Parlovay C¡rand Junction, CO 81501 970-255-8005 GRAIN SIZE DISTRIBUTION PROJECT NUMBER 92347{/001 Prc.'ECT NAME 5620 CR 342 PRo.TECT LOCATTON êilr, CO CLIENT Sarah Moon U.S. S¡EVE OPËNll.¡G lN ll,¡CHES6 4 3 21.5 134 U-S- SIEVE NIJfrIBERS I6 810 1416 20 3n ¡tt} 5060 1m140200 HYDROMETER J 100 95 90 85 80 t- :E(5 ü =m É.tIlz LL È-ztuo É.u¡ o_ 75 70 65 60 55 50 45 4A 35 30 25 20 15 10 5 0 100 10 1 GRAIN SIZE IN MILLIMETERS o.01 0.001 COBBLES GRAVEL SAND SILT OR CLAYcoarsefinecoarsemediumfine II I I .À {I il \\\il I )\ 'l.'il t:\il\ì q ilil\\t lil I Lll\\l\tl IfI' 'i I \tr { \I il Y Specimen ldentification Classification LL PL PI Cc Cu o TP-1, GB-t 9t24 CLAYEYSAND{SC}32 28 12 E TP-2, GB-1 9t24 GLAYEYSAND(SC)27 17 t0 A TP4, GB-t 9t24 SANDY LEAN CI-AY(CL)28 2A 8 Specimen ldentification D100 D60 D30 D10 %Gravel o/oSand %S¡It o/oC a 12.5 0.69TP-í, GB-1 9t24 2.9 54.4 42.6 tr TP-z, GB-1 9t24 12.5 1.181 2.6 66.8 30.5 A TP4, GB-î 9t24 9.5 o.2 32.9 66.9 N o F.zo ùo Õ¡ tooNo ÌrJNø Huddleston-Bary Engineering & Testing LI-C 2789 Riverside Parkway Grand Junction, CO 81501 970-255-8005 ATTERBERG LIMITS' RESULTS PRT'ECTNUMBER ÚH7ffi1 PRO.IECT ì¡AME 5620 CR 342 Prc.rECT LOCAïOi¡ Snt, CO CLIENT Sarah Moon 60 P L A Sï I c I T I N D E X 40 30 20 a,| CL.ML @ @ 0 80 LIOUID LIMIT Specimen ldentifTcation LL PL PI #200 Classification a TP-1, GB-1 gt24 32 20 12 43 cr-AYEYSAND(SC) a TP-2, GB-î 9t24 27 17 f0 3l cr-AYEYSANÐ(SCI A TP4, GB-1 9t24 28 20 I 67 SANDYLEAN CLAY(GL) (t) l Fz(, o-q N vooN 0 oÍtilúEtx MOISTURE.DENSITY RELATIONSHIP PROJECT NUMBER O7347-00p1 PRO.IECT T{AME 5ã2l]CR342 PRO.'ECT 1.('MTþN sitr co CLIENT Sarah Moon 97G255-8005 Junctior,CO 81501 Huddleston-Berry Engineering & Testing LI,C 2789 Riverside Parkway \)ul \\ \I \ \ \ \\ \ \ \ \ I \ \ \ \ \ .4/\\ /\I t \\ I \ 1 \ \ I \ \ \ \ \ \ 145 144 135 130 125 115 110 105 100 90 9n4/2421 214752 TP-I, GB.î cr-AYEYSAND{SC) Test Method ASTM D698A TEST RESULTS Maximum Dry Density 118-5 PCF Optimum Water Content 12-5 olo Sample Date: Sample No.: Source of Material: Description of Material: 15 GRADAAON RESULTS (% PASSTNG) #2AA H y4', ¡t3 g7 100 ATTERBERG LIMITS P1 12 PL 20 LL 32 2A1 (J t!- (t)zt¡lo Éo o t-ô(9 ni 5(t3 z o ù(, ô¡ tOoN@0 ð N No 95 Curves of 100o/o Saturation for Specific Gravity Equalto: 2.80 2.74 2.60 50 10 ì^/ÀTtrÞ nñÀITtrt\lT q/^ 20 25 30 MOISTURE-DENSITY RELATIONSHIP PROJECT NUMBER V&7ffi1 PRO.'ECT LOCATION Si'T, CO Prc.'ECf Í{AME ß2lJcR34?CUENT Sarah Moon 970-255-8005 Junction, CO 81501 Huddleston-Berry Engineering & Testing LLC 2789 Rirerside Parkway ,l \'I \ I I \ \\ \ \ \ I \ \ \ \ -/I -/\\\ \\ \ I \ \ \ \ \ \\ \ \ Sample Date: Sample No-: Source of Material: Description of Material: 15 Curves of 100% Saturation for Specific Gravity Equal to 2_80 2.74 2.60 9t24t2021 214753 145 140 13s 130 125 115 110 105 100 90 TP4. GB.I SANDY LEAN GI-AY{CL} Test Method:ASTM D698A TEST RESULTS Maximum Dry DensÍty 116.5 FCF Optimum Water Content 14-0 % GRADA-IION RESULTS (% PASS|NG) #200 H 3t4" 67 100 t00 ATTERBERG LIMITTì PI I PL 2A LL 28 201 ()a-tF q) z.t¡lâ v.ô U'l t--z L(9 ô¡ É.Oo E oa ts No 95 50 10 t^/ÀTtrF¡ nt.lÀrrtrNT q¿, 2A 25 30 APPENDIX C Percolation Testing Data PERCOLATION TESTING sTP322Huddleston-Berry Enginccrirrg ñ Tcrting, LLC Project Name:5620 CR 342 Location: Silt, CO Testing Conducted By: Supervising Engineer: S. Dinterman M. Berry TEST PIT DIMENS¡ONS SOIL PROFILE Test Number'. 1 Top of Hole Depth: 3 (ft) Diameter of Hole: 4 (in) Depth of Hole: 18 (in) TÍme (min.) Water Depth {in.) Change (in.) 0 1.125 Ã 3.5 2375 10 575 2.25 15 75 175 20 8.75 1.25 25 9,75 1 30 10.75 1 35 11.5 0.75 40 12 0.5 45 12.5 0.5 50 13 0.5 55 13-25 o.25 60 13.5 4.25 2ARate (min/in): Test Number'. 1 Top of Hole Depth: 6 (ft) Diameter of Hole: a (in) Depth of Hole: 7(¡n) Test Number: _ Top of Hote Depth: -(ft)Diameter of Hole: _(in) Depth of Hole: _(in) 02347-0001 TP-2 9t24t2021 Project No. Test Pit No. Date: Length (ft) width (ft) Depth (fr) Water Level Depth (fi) Depth (ft)Not Encountered 6 X Depth (ft)Dæcription Remarks 0-1 Siltv Sand with Oroanics {TOPSOIL} 1-6 Clavev SAND with some Gravels {SC). tan. moist. dense Time {min,) Water Depth (in.l Change lin.) 0 û.5 5 1 0.5 10 1.125 0.125 15 1.25 at25 20 1.5 0.25 25 1.75 0.25 30 2 0.25 35 2.125 0.125 4A 2.25 o 125 45 2.5 0.25 50 2.75 o.25 55 3 0.25 60 3.125 0.125 27 Time (min.) Water Depth {in.) Change {in.} r Average Percolation Rate (miniin): Rate (min/in):Rate (miniin): fluddleston-Berry Enliinrcri¡¡g & Tcrtirig, f-LC: PERCOLATION TESTING sTP322 Project Name 5620 CR 342 Location: Silt, CO Testing Conducted By Supervising Engineer: S. Dinterman M. Berry TEST PIT DIMENSIONS SOIL PROFILE Test Number. 1 Top of Hole Depth: 3 (ft) Diameter of Hole: 4 (in) Depth of Hole: 19 (in) Rate (min/in): Test Number: _ Top of Hole Depth: (ft) Diameter of Hole: _(in) Depth of Hole: _(¡n) Test Number: Top of Hole Depth: (ft) Diameter of Hole: _(in) Depth of Hote: -(in) 02347-0001 TP-3 912412021 Project No. Test Pit No. Date: Length (ft) width (fr) DeÉh (ft) Water Level Depth (fr) Depth (fr)Not Encountered 3 X Depth (ft)Description Remarks 0-1 Siltv Sand with Oroanics {TOPSOIL} 1-3 Clavev SAND (sc), tan, moist, dense Time (min.l Water Depth f in.) Change lin.) 0 4.75 5 5 4.25 10 8 125 3 125 15 10 1.875 20 11.5 1.5 âÃ 13 1.5 30 13.75 o.75 35 14.75 1 40 15.25 0.5 45 15.75 0.5 50 Drv 10 I Time lmin.) Water Depth lin.) Change lin. ) I Time (min.) Water Depth (in.) Change (in. ) I Average Percolation Rate {min/in): Rate (min/in):Rate (min/in): PERCOLATION TESTING sTP322Huddleston-Berr:y Engi¡rccrirg 6{ Tc!ting, L¡-C Project Name:5620 CR 342 Location: Silt, CO Testing Conducted By: Supervising Engineer: S. Dinterman M. Berry TEST PIT DIMENSIONS SOIL PROFILE Test Number: 1 Top of Hole Depth: 3 (ft) Diameter of Hole: 4 (in) Depth of Hole. 17 (in) Time lmin.) Water Depth f in.) Change (in. ) 0 1 5 3.125 2.125 10 4 0 875 15 5 1 20 o 1 25 7 1 30 775 075 35 9.5 1.75 40 10.25 0.75 45 11 0.75 50 11.5 0.5 55 1225 0.75 60 13 0.75 7Rate (min/in): Test Number. _ Top of Hole Depth: (ft) Diameter of Hole: _(in) Depth of Hole: _{in) Test Number: Top of Hole Depth: (ft) Diameter of Hole: _(in) Depth of Hole: (¡n) 02347-0001 TP-5w Project No. Test Pit No. Date: Length (fr) width (fr) Depth (ft) Water Level Depth (ft) Depth (fr)Not Enæuntered 7 X Depth (fr)Description Remarks 0-1 Siltv Sand with Oroanics (TOPSOILI 1-7 Sandv Lean CLAY {cl), brown. moist, stiff Time lmin.) Water Depth (in.l Change (in.) Time (min.) Water Depth {in.) Change (in. ) r Average Percolation Rate (min/in): Rate (min/in):Rate (min/ín) PERCOLATION TESTING STP322fluddleston-Berry Enginccri¡g ñ Tcslit¡g, ¡-LC Project Name:5620 CR 342 Location: S¡lt, CO Testing Conducted By: Supervising Engineer: S. Dinterman M. Berry TEST PIT DIMENSIONS SOIL PROFILE Test Number'. 1 Top of Hole Depth: 3 (ft) Diameter of Hole: 4 (in) Depth of Hole: 18 (in) Time (min.) Water Depth {in.) Change (in.) 0 0.5 E 2.5 2 10 4.25 1.75 15 6 1.75 20 7 1 25 I 1 30 8.75 0.75 35 9,5 0.75 40 1A.125 0,625 45 10.75 0 625 50 11.5 0.75 55 12 0.5 60 12.5 0,5 10Rate (min/in): Test Number'. _ Top of Hole Depth: (ft) Diameter of Hole: _(in) Depth of Hole: _{in) Test Number: _ Top of Hole Depth. (ft) Diameter of Hole: _(in) Depth of Hole: _(in) 02347-0001 TP-6 9t24t2021 Project No. Test Pit No. Date: Water Level Depth (fi) Depth {ft)Not Encountered Length (fi) width (fr) De$h (ft) X3I Depth (ft)Descriptien Remarks 0-1 Siltv Sand with Orqanics ITOPSOIL) 1-3 Sandv Lean CLAY fcl). brown. moist, stiff ïime (min.) Water Depth lin.) Change (in. ) Change lin.) Time {min.) Water De$h {in.) I Average Percolation Rate (min/in): Rate (min/in).Rate (minlin):