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Home My WebLink AboutSubsoils Report for Foundation DesignHuddleston-Berry Engineering & Testing, LLC 2789 Riverside Parkway Grand Junction, Colorado 81501 Phone: 970-255-8005 Info@huddlestonberry.com June 7,2024 Project#02850-0001 Joe Reider 1620 County Road 21 Brighton, Colorado 80603 Subject: Geotechnical Investigation Parcel 24072300004 Parachute, Colorado Dear Mr. Reider, This letter presents the results of a geotechnical investigation conducted by Huddleston-Berry Engineering & Testing,LLQ (HBET) at Parcel 24072300004 in Parachute, Colorado. The site location is shown on Figure 1. The proposed construction is anticipated to consist of a new single-family residOnce. 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 investigated area was open. The northwest portion of the site was fairly flat, and vegetation primarily consisted of grasses and weeds. The center and southeast portions of the site contained moderate to steep slopes down to the adjacent canyon, and vegetation consisted of grasses, weeds, and trees. The site was bordered to the north by a vacant lot and a rural residential property, to the west and south by rural residential properties, and to the east by Federal Land. :l) Subsurface Investisation The subsurface investigation included two borings and two test pits as shown on Figure 2 - Site Plan. The borings were drilled to a depth of 20.0, and the test pits were excavated to a depth of 6.0 feet below the existing ground surface. Typed boring and test pit logs are included in Appendix A. As indicated on the logs, the subsurface conditions encountered at the site were fairly consistent. The borings and test pits encountered 1.0 foot of topsoil above reddish-tan to brown, moist, soft to very stiff lean clay with sand soils that extended to a depth of 12.0 feet in the borings and to the bottoms of the test pit excavations. The clay soils in the borings were underlain by brown to gray and tan, moist, dense silty sand with gravel soils that extended to the bottoms of the borings. {e \\ -\) \ .\ \ \ Groundwater was not encountered in the subsurface at the time of the investi Parcel 240702300004 #02850-000 I 06/07t24 Laboratorv Testing Huddleston-Berry Laboratory testing was conducted on samples of the native soils encountered in the borings. The testing included grain size analysis, Atterberg limits determination, natural 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 indicated that the native clay and sand soils are moderately plastic. In general, based upon the Atterberg limits and our experience with similar soils in the vicinity of the subject site, the native clay soils are anticipated to be slightly expansive. Foundation mendafions Based upon the results of the subsurface investigation and nature of the proposed construction, shallow foundations are recommended. Spread footings and monolithic (tumdown) structural slabs are both appropriate foundation alternatives. However, as discussed previously, the native soils are anticipated to be slightly 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 24-inches of structural fill. Due to their plasticity, the native soils are not suitable for reuse as structural fill. Imported structural fi1l should consist of a granular, non-expansive, non-free draining material with greater than I0o/o passing the #200 sieve and Liquid Limit of less than 30. However, all proposed imported structural fill materials should be 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 foundation a distance equal to the thickness of structural fill. Prior to placement of structural fill, it is recommended that the bottoms of the foundation excavations be scarified to a depth of 6 to S-inches, moisture conditioned, and re-compacted to a minimum of 95o/o of the standard Proctor maximum dry density, within t2o/o of the optimum moisture content as determined in accordance with ASTM D698. However, as discussed previously, soft soils were encountered in portions of the subsurface and this may make compaction of the subgrade difficult. It may be necessary to utilize geotextile andlor geogrid in conjunction with up to 30-inches of additional granular fill to stabilize the subgrade. HBET should be contacted to provide specific recommendations for subgrade stabilization depending upon the actual conditions encountered during construction. Structural fill should be moisture conditioned, placed in maximum S-inch loose lifts, and compacted to a minimum of 95Yo of the standard Proctor maximum dry density for fine grained soils or modified Proctor maximum dry density for coarse grained soils, within +2Yo of the optimum moisfure content as determined in accordance with ASTM D698 or D1557C, respectively. Structural fill should be extended to within 0.l-feet of the bottom of the Encirc.rins& T.{ntg, I-LC edge as a leveling course 22:\2008 ALL PROJECTS\02850 - Joe Reider\02850-0001 Parcel 240702300004\200 - Geo\02850-0001 LR060724.doc Parcel 240702300004 #02850-000 I 06/07 /24 Huddleston-Berry Ergft!c.rinE& T.rrin8, LLC For structural fill consisting of approved 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 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. 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 Western Colorado. Therefore, at a minimum, cement adequate for Sulfate Exposure Class S1 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 strucfural fill with subgrade preparation, structural filI materials, and filI 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 drainase are critical for the lons-term performance 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 ircigation, including drip lines, within ten feet of foundations be minimized. 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. In order to limit the potential for surface moisture to adversely impact 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 l.\Yo to daylight or to a sump with pump. The drain should also include an impermeable membrane at the base to limit the potential for JZ:\2008 ALL PROJECTS\02850 - Joe Reider\02850-0001 Parcel 240102300004\200 - Geo\02850-0001 LR060724.doc Parcel 240702300004 #02850-000 I 06107124 General Notes Huddleston-Berry 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 at the site were fairly consistent. However, 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. 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 imnortant to note that the herein are intended to the risk of structural movement and/or damage, to varving degrees. associated with volume change of the native soils.owever.HBET cannot lons-term chanses in su moisture Ensinc.ring& T.iIftrg, t-LC conditions and/or the nrecise masnitude or extent of volume se in the native soils.lV'here or the result of actions of the propertv owner, severul inches of movement are nossible. In addition. snv failure to complv with the recommendations in this report relesses Huddleston- Beruv Ensineering & Testing, LLC of unv liabilitv with regard 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 3 010 7/24 4Z:\2008 ALL PROJECTS\02850 - Joe Reider\02850-0001 Parcel 240702300004\200 - Geo\02850-0001 LR060724.doc FIGURES GD qPublic.Jt{8t""' Ga rfi eld Cou nty, CO t,f a ?l{. 13 .t 4;'*I '!, Date created: 5/ 1,6/2024 Last Data U ploaded: 5 / 76/2024 2:I7 :IO Alvt FIGURE 1 Site Location Map Developed b'()P=clgP;ggg €)qPublic.net"' Garfreld Cou nty, Co "}?ar *: a t I ft FIGURE 2 Site PlanDate created: 5/16/2024 Last Data Uploaded: 5/16/20242:I7:IO Alvt Devel ryp ed Borin g #I'iilr?tfr $ N N @ Fo di !al Fz o ooo Notso N)Uou I az lJoo I6 IouFoUo Huddleston-Beny Engineering & Testing, LLC 2789 Riverside Parkway Grand Junction, CO 81501 970-255-8005 BORING NUMBER B-1 PAGE 1 OF 1 PROJECT NAME Parcel 240702300004 PROJECT LOCATION Parachute, COPROJECT NUMBER 028s0-0001 CLIENT .loe Reider GROUND WATER LEVELS: AT TIME OF DRILLING AT END OF DRILLING AFTER DRILLING --- Simco 2000 Truck Rio DTV Drv HOLE SIZE 4-lnch CHECKED BY MAB NOTES COMPLETED 5I2OI24 GROUND ELEVATIONDATE STARTEO 5I2OI24 DRILLING CONTRACTOR S. McKracken DRILLING METHOD LOGGED BY TC ATTERBERG LIMITS o -LFL9>fl o_ - 0tFr16=1'(L Fzul F.zOGo9l @t!ztr LJJ rL>tF I.JJ sg0-:|>z a s t- 9Eg5 ult au>Fl ^z)Y:(do>oz z LJJ rL u.t .9 oo0- F =L z9l-= to LLI O\t:- fD !! Oz>o C) oF_ a= J- 0 ILo-E o C) +E o MATERIAL DESCRIPTION ('r 89 7-8-9 (17) \/ ., A2 100 6-1 1-15 (26) 27 3 40 [:' 100 15-16-22 (38)21 30 1 o. 1.\ Silty Sand with Organics (TOPSOIL) Lean CLAY with Sand (cl), reddish-tan, moist, very stiff Silty SAND (SM) with Gravel, tan, moist, dense SS-3: Lab Classified A ['; 13 30 20 Bottom of hole at 20.0 feet. Foq m) al Fz o I oooo NoN N JUot o I m Huddleston-Berry Engineering & Testing, LLC 2789 Riverside Parkway Grand Junction, CO 81501 970-255-8005 PROJECT NAME Parcel 240702300004 PROJECTNUMBER O2B5O-OOO1 PROJECT LOCATION Parachute, CO CLIENT Joe Reider BORING NUMBER B.2 PAGE 1 OF 1 GROUND WATER LEVELS: AT TIME OF DRILLING AT END OF DRILLING AFTER DRILLING -. DrySimco 2000 Truck Riq DTV HOLE SIZE 4-lnch CHECKED BY MAB GROUND ELEVATION NOTES COMPLETED 5I2OI24DATE STARTED 5I2OI24 DRILL]NG CONTRACTOR S. McKracken DRILLING METHOD LOGGED BY TC ATTERBERG LIMITS Fail 69<=J(L Fz UJFzOGoe)a IJJztr IFo-ulo O I rno-X<Yt-(, MATERIAL DESCRIPTION UJ rL>tF I.IJ 3g0-f>z @ s t- 9Eov.(J- LIJt au>Fl ^ZrY={6o>OZ z LIJ o_ i!.C Oo(L F =Lz9f-= to :; LLI O\t- L1 tD Fr Oz>oO oF a=)- C) FL(,s<=JJ o_ \/" Al 1 67 3-1-2 (3) \/ .. A2 39 8-30 {:' 50 30-20 ].. .. ): ;r:0 ,.: r l.: ;o.;.. r,O. Silty Sand with Organics (TOPSOIL) reddishtan to brown, moist, soft to very Silty SAND with Gravel (sm), brown to gray and tan, moist, dense stiff Lean CLAY with Sand ( I Vl tt Al. 46 25-50 20 o. l l .o: ...' ,..O Bottom of hole at 20.0 feet. Huddleston-Berry Engineering & Testing, LLC 2789 Riverside Parkway Grand Junction, CO 81501 970-255-8005 TEST PIT NUMBER TP-1 PAGE 1 OF 1 PROJECT NUMBER 02850-OOO1 PROJECT NAME Parcel 240702300004 PROJECT LOCATION Parachute, CO CLIENT .ioe Reicler GROUND WATER LEVELS: AT TIME OF EXCAVATION AT END OF EXCAVATION AFTER EXCAVATION --- TEST PIT SIZE CHECKED BY MAB Drv Drv EXCAVATION METHOD Trackh/Backhoe GROUND ELEVATION EXCAVATION CONTRACTOR Wiseland LOGGEDBY TC NOTES DATE STARTED 5I2OI24 COMPLETED 5I2OI24 ATTERBERG LIMITSTU(L>tFUI sgO-l>z U) s t- xp5- LU x. aG>F-l ^z)Y:{do>OZ zt! 0- FCirg Oo o_ F =L 705g to LU o-tr- -r'aV Oz>o C) oF a= =J C)trF 3=(L F0t 6e<= -J o_ FzulFzOG a UJztr I L o O +Eil-o MATERIAL DESCRIPTION J/2,! i11 tlq.j '). {t;: . :.-. v. .t Silty Sand with Organics (TOPSOIL) (MC 1 78 11 25 Lean CLAY with Sand (cl), reddishtan, moist, medium stiff to stiff Bottom of test pit at 6.0 feet. N N @ Foqo J al Fz c oooo NoF N JU d c oz fJoo-6 N F @ Fo diIol Fz(, I oooo NoNo N J Lll (-)e I (i)z Id Huddleston-Berry Engineering & Testing, LLC 2789 Riverside Parkway Grand Junction, CO 81501 970-255-8005 TEST PIT NUMBER TP-2 PAGE 1 OF 1 PROJECT NAME Parcel 240702300004 PROJECT NUMBER O2B5O-OOO1 PROJECT LOCATION Parachute, CO CLIENT Joe Reider COMPLETED 5I2OI24 TEST PIT SIZEDATE STARTED 5I2OI24 EXCAVATION CONTRACTOR Wiseland CHECKED BY MAB EXCAVATION METHOD Trackh/Backhoe GROUND ELEVATION LOGGED BY TC NOTES AFTER EXCAVATION -.- AT END OF EXCAVATION Drv GROUND WATER LEVELS: AT TIME OF EXCAVATION Dry ATTERBERG LIMITS Fat 4zJ(L Fz LIJFzOG a I.JJztr TJJ o->tFtll sg0-l>z U) s t-s6gv ult aw =FlAZJYr<do>oz zul(L irJ .9 oo(L F = 20 =eto Lil o-t-lr-Lz,AP -FOz>oo o, f= )' OtrF 3= 00 I L€. o C) +E (, MATERIAL DESCRIPTION {'' ! tj! rt?. ! Ii' \\ I)I .il-.:Vj Silty Sand with Organics (TOPSOIL) Lean CLAY with Sand (cl), reddish-tan, moist, medium stiff to stiff Bottom of test pit at 6.0 feet. APPENDIX B Laboratory Testing Results N F @ Foq m Jol Fz o o_q aooo NoNo N ooooo @No UNaz to Huddleston-Berry Engineering & Testing, LLC 2789 Riverside Parkway Grand Junction, CO 81501 970-255-8005 GRAIN SIZE DISTRIBUTION PROJECT NAME Parcel 240702300004 PROJECT NUMBER O2B5O-OOO1 PROJECT LOCATION Par:e hr rtc co CLIENT Joe Reider U,S. SIEVE OPENING IN INCHES6 4 3 21.5 1314 112 U.S. SIEVE NUMBERS I 100 1 40 200 HYDROMETER J 14 FIo LIJ =mt TJJztr Fz Ul Ot uJL 100 95 90 B5 80 75 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 " tT I I I ( \ q \ 1' \ \ COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine CuClassificationLLPLPICcSpecimen ldentification stLTY SAND(SM)30 27 3oB-1, SS-3 5t20 LEAN CLAYwith SAND(CL)32 18 14xcoMPostrE 5120 Specimen ldentification D100 D60 D30 D10 %Gravel %Sand %silt a B-1, SS-3 5120 9.5 0.301 6.0 s4.0 40.0 coMPoslTE st20 2.36 0.0 28.8 71.2tr Huddleston-Berry Engineering & Testing, LLC 2789 Riverside Parkway Grand Junction, CO 8 I 501 970-255-8005 ATTERBERG LIMITS' RESULTS PROJECT NAME Parcel 240702300004 PROJECT NUMBER 02850-OOO1 PROJECT LOCATION Parachute. CO CLIENT Joe Reider 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 LIQUID LIMIT Specimen ldentification LL PL PI #200 Classification 3 40 srLTY SAND(SM)O B-1, ss-3 5t20 30 27 32 18 14 71 LEAN CLAYwith SAND(CL)x COMPOSITE 5t20 N ts @ Foo diIof Fz o q oooo NoNo N JUot d aF : tUduUFF Huddleston-Berry Engineering & Testing, LLC 2789 Riverside Parkway Grand Junction, CO 81501 970-255-8005 MOISTU RE.DENSITY RELATIONSHI P PROJECT NAME Parcel 240702300004 PROJECT LOCATION Parachute, COPROJECT NUMBER O2B5O-OOO1 CLIENT Joe Reider lCU 145 140 135 130 125 oo.tF U)z uJo to 120 115 110 105 100 Sample Date: Sample No.: Source of Material: Description of Material: 5t20t2024 31 GOMPOSITE LEAN CLAYwith SAND(CL) Test Method (manual)ASTM D698A TEST RESULTS Maximum Dry Density 100'5 PCF Optimum Water Content 20'0 o/o GRADATION RESULTS (% PASSING) #200 #4 314" 71 100 100 ATTERBERG LIMITS LL PL PI 32 18 14 Curves of 100% Saturation for Specific Gravity Equal to 2.80 2.70 2.60 2510 90 20 300515 WATER CONTENT, % N F @ Fo di J af Fz Iq oao NoNo N oe o No zo trO I oo