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Home My WebLink AboutSubsoils Report for Foundation DesignHuMeston-Berry Engineering & Testing, LLC '• . _ CDC'_ Dale Bauer dale@truenortheolorado.com Subject: Geotechnical Investigation 611 Scutter Lane Rifle, Colorado Dear Mr. Bauer, 2789 Riverside Parkway Grand Junction, Colorado 81501 Phone:970-255-8005 Info@huddlestonberry.com October 30, 2025 Project#03122-0001 This letter presents the results of a geotechnical investigation conducted by Huddleston-Berry Engineering & Testing, LLC (HBET) at 611 Scutter Lane in Rifle, Colorado. The site location is shown on Figure 1. The proposed construction is anticipated to consist of a new 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 Conditions At the time of the investigation, the site was open with undulating terrain. The investigated area was located on a hilltop. Topography surrounding the investigated area consisted of moderate to steep slopes. Vegetation consisted primarily of weeds, grasses, and trees. The site was bordered to the north, west, east, and south by large residential parcels. Subsurface Investigation The subsurface investigation included four test pits as shown on Figure 2 — Site Plan. The test pits were excavated to depths of between 6.0 and 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 at the site were fairly consistent. The test pits encountered up to 1.0 foot of topsoil above tan and brown, moist, medium stiff to hard lean clay with sand soils that generally extended to the bottoms of the excavations. However, the clay soils in TP-2, conducted to the south of the proposed residence, extended to a depth of 3.5 feet below the existing ground surface. The clay soils in TP-2 were underlain by tan, moist, medium dense clayey sand soils to the bottom of the excavation. Groundwater was not encountered in the subsurface at the time of the investigation. Laboratory Test in 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 determination, and maximum dry density and optimum moisture content (Proctor) determination. The laboratory testing results are included in Appendix B. 611 Scutter Ln. #03122-0001 Huddleston-Berry (9r,gi,i,g& TL i,,g,I.IC 10/30/25 The laboratory testing results indicated that the native clay 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 Recommendation-s 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 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 fill should consist of a granular, non -expansive, non -free -free drairrirrn material with greater than 10% 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 bottom of the foundation excavation be scarified to a depth of 6 to 9 inches, moisture conditioned, and compacted to a minimum of 95% of the standard Proctor maximum dry density, within f 2% 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 f 2% of the optimum moisture content as determined in accordance with ASTM D698 and D1557, respectively. Structural fill should be extended to within 0.1-feet of the bottom of the foundation. No more than 0.1-feet of gravel should be placed below the footings or turndown edge as a leveling course. 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. Y:\2008 ALL PROJECTS\03122 -Dale Bauer\03122-0001 611 Scatter Lane\200 - Geo\03122-0001 LR103025.doc 2 611 Scutter Ln. 3122-0001 a Huddleston-Berry #0 10312' '' fnFinecr'nF 25 TcuinF, LI C Water soluble sulfates are common to the soils in Western Colorado. Therefore, at a minimum, cement adequate for Sulfate Exposure Class S 1 is recommended for construction at this site. Non -Structural Floor Slab and Exterior FlatA ork 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 12-inches of structural fill. Drainage Recommendations Gradinje and drains a are critical for the !on -term Performance ot 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 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. 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 the finished grade. The perimeter drain should slope 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 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. YA2008 ALL PROJECTS\03122 -Dale Bauer\03122-0001 611 Scutter Lane\200 - Geo\03122-0001 LR103025.doe 611 Scutter Ln. #03122-0001 HuddleAon-Berry ` •, E,ginttri,g& TcaiinF. LAC 10/30/25 It is important to note that the recommendations herein are intended to reduce the risk o structural movement and/or damn a to varl7ing de reel associated with volume change o the native soils. However HBET cannot Predict long-term chcrn es in subsurface moisture conditions and/or the Precise magnitude or extent of volume chap a in the frative soils. Where significant increases in subsur ace moisture occur clue to poorQradiniz, improper stormwater marry enment utility line failure,excess lrri ation or other cause either (luring construction or the result of actions of the Property owner, several inches of movement are possible. In addition anV failare to comply with the recommendations in this report releases Huddleston- Berry EULineefing & TestinZ LLC of any liability 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 Wayne D. Anderson, P.E. Project Engineer Y:\2008 ALL PROJECTS\03122 -Dale Bauer\03122-0001 611 Scutter Lane\200 - Geo\03122-0001 LR 103025.doc 4 FIGURES f; gPublic.net"" Garfield County, CO FIGURE 1 Date created: 4/11/2024 Last Data Uploaded: 4/11/2024 2:16:08 AM Site Location Map Developed by4" Schneider GEOSPATIAL gPublic.net Garfield County, CO a= tP4EREZ r - RU846fi4' _ - �' • "•" RA, '�+ • "a ;zy� �[ :r 21272810D3$$ r '.�1 ^� ':`� .4: R.• mil'•• � lftn- rF •-: -..• �'�'. b s i •t t� y� ! 5z I'4a' i 71 = H �� - �' :lam 1- e• � i .•� � R04438 •` .r ►212727201 �� I .y:. Y Y:� .� .8'wZ"Yt• � J� •vr' •� � �•r� , .i!' , TP-4 .; y � e r •� �� 'ip =` :..ram •4,.-1F f.� !'�.- �:'' :r�� , •� QaPE3�'.; .z R084665 TP-3 4 • r+ �,.WADE"E-&+1MLER G(]OPER; TP-2 y 2'12728400387 r o ti . +It, � r • � ,`" S� . ..... .e Atv WK ..+ 4116 _ r RL i - ■ 16 Ng •.'Jo N` " "2,72728400388: " r, % 2. .ikw .. -, •* Sf-J'r•:. fir. .,MCA .. - f �•.` rs '� , :••� `4r•*,-'•;� `� °•? •�':� -• •R044910 212728401004 - MURR CODY WAYNE & CRYSTA 212=284010d3 l fi N Date created:4/11/2024 FIGURE 2 Last Data Uploaded: 4/11/2024 2:16:08 AM Site Plan Developed by4&q, Schneider G E 0 S GAT I A L, APPENDIX A Typed Test Pit Logs 11uddles[on-Berry i ngineering & Testing, LLC TEST PIT NUMBER TP-1 2789 Riversidc Parkway PAGE 1 OF 1 Grand Junction, CO 81501 970-255-8005 CLIENT Dale Bauer PROJECT NAME 611 Scutter Lane _ PROJECT NUMBER 03122-0001 PROJECT LOCATION Rifle, CO DATE STARTED 3/19124 COMPLETED 3/19/24 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Wiseland GROUND WATER LEVELS: EXCAVATION METHOD Trackh/Backhoe AT TIME OF EXCAVATION Dry LOGGED BY TEC CHECKED BY MAB AT END OF EXCAVATION Dry NOTES AFTER EXCAVATION -- ATTERBERG a o z W o LIMITS W ❑ U H.-. _(� p MATERIAL DESCRIPTION Wm W� p oZJ F-� ~U Z a �Z Z o OU .. o in p > Uz `e " �� _F- O Z 5— aJ � gJ ~Lu U)Z W O QZ Cn Wv rr O o- 2 o 0O U rL g - Z 0.0 Lean CLAY with Sand (d), tan and brown, moist, medium stiff to a LL hard 2.5 5.0 Bottom of test pit at 7.0 feet. Huddleston-Bevy Engineering & Testing, LLC TEST PIT NUMBER TP-2 2789 Riverside Parkway PAGE 1 OF 1 Grand Junction, CO 81501 970-255-8005 CLIENT Dale Bauer PROJECT NAME 611 Scutter Lane PROJECT NUMBER 03122-0001 PROJECT LOCATION Rifle CO DATE STARTED 3/19/24 COMPLETED 3/19/24 GROUND ELEVATION _ TEST PIT SIZE EXCAVATION CONTRACTOR Wiseland GROUND WATER LEVELS: EXCAVATION METHOD Trackh/Backhoe AT TIME OF EXCAVATION Dry LOGGED BY TEC CHECKED BY MAB AT END OF EXCAVATION . Dry NOTES AFTER EXCAVATION — U a Z o- O MATERIAL DESCRIPTION w J ❑ n�h 7.5 Sandy Clay with Gravel and Organics (TOPSOIL) Lean CLAY with Sand (CL), brown and tan, moist, stiff GB-1: Lab Classified Clayey SAND (SC), tan, moist, medium dense GB-2: Lab Classified Bottom of test pit at 8.0 feet. I w �w c �o Er Z w a ��:D J� >cr _j:DQ W UZ UO Qz U) Wv W d MC 1 GB 1 GB 2 ATTERBERG w o LIMITS w �_ z O SA U) �H- �~ UW U } Oz C7� U)4❑ U ❑ LU 20U 73 0_J JZ Z a- LL 1651 13 121381231151751 11 1 31 1 18 1 13 1 43 1 I Iuddleston-Berry Engineering & Testing, LLC TEST PIT NUMBER TP-3 2789 Riverside Parkway PAGE 1 OF 1 Grand J unction, CO 8 1501 970-255-8005 CLIENT Dale Bauer PROJECT NAME 611 Scutter Lane PROJECT NUMBER 03122-0001 PROJECT LOCATION Rifle CO DATE STARTED 3/19/24 COMPLETED 3119/24 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Wiseland GROUND WATER LEVELS: EXCAVATION METHOD Trackh/Backhoe AT TIME OF EXCAVATION DN LOGGED BY TEC CHECKED BY MAB AT END OF EXCAVATION NOTES AFTER EXCAVATION _ — ATTERBERG d o z w o LIMITS w U �_ U w H o U =C� o p MATERIAL DESCRIPTION �� Lu -j g �_ W� > C� rnW �Z� Q d H� w ~ LE �Z Lu H Z w� �J �� 0- m0> pz Yv OZ p� ,g H0 U) (D �z d o �O J �g� o zw �_ LL 0.0 Sandy Clay with Organics (TOPSOIL) Lean CLAY moth Sand (cl), tan and brown, moist. medium stiff 2.5 5.0 Bottom of test pit at 6.0 feet. TEST PIT NUMBER TP-4 Huddleston-Berry Engineering & Testing, LLC 2789 Riverside Parkway PAGE 1 OF 1 Grand Junction, CO 81501 970-255-8005 CLIENT Dale Bauer PROJECT NAME 611 Scutter Lane PROJECT NUMBER 03122-0001 PROJECT LOCATION Rine CO DATE STARTED 3/19/24 COMPLETED 3/19/24 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Wiseland GROUND WATER LEVELS: EXCAVATION METHOD Trackh/Backhoe AT TIME OF EXCAVATION D LOGGED BY TEC CHECKED BY MAB AT END OF EXCAVATION dry NOTES AFTER EXCAVATION — ATTERBERG F- a o z w e LIMITS W �� W F- d o p MATERIAL DESCRIPTION -1 2 > e� ¢ w a U w 0 2Z O� m0> UZ U` Oz d� mg 5- �C) Z w U � W O o o �O v �� o 0.0 Sandy Clay with Organics (TOPSOIL) ng LL Ti• .� b. 5 1j t� Lean CLAY with Sand (cl), tan and brown, moist, stiff to very stiff 2.5 6.0 Bottom of test pit at 6.0 feet. APPENDIX B Laboratory Testing Results .- .-. .. - ""�•:' -:�'�IIIYIIIIIYI■I[IIIII■■IIIIIII■■ .,11■■IIIIIII■■IIlIIlliir��,'�11■■1[IIIII■■IIIIIII■■ .11 ■■1[I I III ■ ■ Ill II II■■ Ill��li■■IIII I11■■II I II11■■ :,11■■IIII[I1■■IIIIIII■■Illlll��l■71111I11■■IIIIIII■■ 11 ■ ■IIIIIII ■ ■IIIIIII■■ Illll I1!■■ill IIII■■ll I II I■■■ ,11■■11[IIII■■I111111■■II11I11�1■1[rI111■■IIIIIII■■ 11 ■■IIIIIII ■ ■ IIIIIII■■IIIIIII\■Ill l III■�1111111■■ :,11■■IIIIIII■®II[IIII■■IIIIIII■■IIIIIII■�Il[II11■■ 11■■IIIIIII■®IIIIIII■■IIIIIII■ IIIIIII■■1[III11■■ ,11�■�1111111■■IIIIIII■■IIIIIII■\111III11■�I[III11■■ II III ■ ■ I IIII11■■IIIIIII■■IIIIIII■■ I[III11■■ .11■■ll ,11■■1[IIIII■®IIIIIII■■IIIIIII■■1[�IIII■■Illllll■■ 11■■IIIIIII■■IIIIIII■■IIIIIII■■IIIIIII■■[[[IIII■■ ,11■■1[IIIII■■IIIIIII■■IIIIIII■■IIIIIII■■[[[IIII■■ 11■■IIIIIII■■IIIIIII■■IIIIIII■■IIIIIII■■Illllll■■ � ,11■■IIIIIII■■IIIIIII■■IIIIIII■■IIIIIII■■IIIIIII■■ 11■■I[II 111 ■ ■IIIIIII■■IIIIIII■■ Illl II I■ ■I III ll l ■ ■ ,11■■IIIIIII■■IIIIIII■■IIIIIII■■IIIIIII■■IIIIIII■■ 11■■IIIIIII■■IIIIIII■■IIIIIII■■IlllIII■■II MINE ,11■■IIIIIII■■IIIIIII'■■IIIIIII■■IIIIIII■� Illl■■ „ ,,, .-: •. o mmmm im �� RHuddleston-Berry Engineering & Testing, LLC 2789 Riverside Parkway Grand Junction, CO 81501 970-255-8005 CLIENT Dale Bauer PROJECT NUMBER_ 03122-0001 50 P L A S 40 T I C T 30 Y I N 20 D E X 106 CL-ML Oi 0 m Specimen Identification LL I PL TP-2, GBA 3/19/24 38 23 TP-2, GBA 3119124 31 18 ■ ATTERBERG LIMITS' RESULTS PROJECT NAME _ 611 Scutter Lane PROJECT LOCATION Rifle, CO 40 60 80 100 LIQUID LIMIT PI #200 Classification 15 75 LEAN CLAY with SAND(CL) 13 I 43, CLAYEY SAND(SC) ' FRE CLIENT PROJECT a� Huddleston-Bery w 2789 Grand 970-255-8005 Dale Bauer Riverside Junction, Parkway CO Engineering 81501 & Testing, LLC MOISTURE -DENSITY RELATIONSHIP PROJECT NAME 611 Scutter Lane PROJECT LOCATION Rifle, CO Sample Date: 3/19/24 Sample No.: 24-0156 Source of Material: TP-2, GBA Description of Material: LEAN CLAY with SAND CL Test Method (manual): ASTM D698A TEST RESULTS Maximum Dry Density 105.5 PCF Optimum Water Content 18.0 % GRADATION RESULTS (% PASSING) #200 #4 3/4" _ 75 100 100 ATTERBERG LIMITS LL PL PI 38 23 15 Curves of 100% Saturation for Specific Gravity Equal to: 2.80 2.70 2.60 NUMBER 03122-0001 150 145 140 135 130 125 U a w 120 0 115 110 105 100 95 90 0 5 10 15 20 25 30 WATER CONTENT, %