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Home My WebLink AboutSoils Report 05.20.2019CTLITHOMPSON 1 N C O R P O I A. T■ d SOILS AND FOUNDATION INVESTIGATION 5 LARKSPUR DRIVE (A.K.A. LOT 26, PHASE 2, CERISE RANCH) GARFIELD COUNTY, COLORADO Prepared For: RESORT DEVELOPMENT BUILDING, LLC 99 Elfin Place Glenwood Springs, CO 81601 Attention: David Brown and Chance Soldoff Project No. GS06343.000-120 May 20, 2019 TABLE OF CONTENTS SCOPE 1 SUMMARY OF CONCLUSIONS 1 SITE CONDITIONS 2 PROPOSED CONSTRUCTION 3 SUBSURFACE CONDITIONS 3 SITE EARTHWORK 4 Structural Fill 4 Foundation Wall Backfill 5 FOUNDATION 5 Footings 6 SLABS -ON -GRADE 7 BELOW -GRADE CONSTRUCTION 7 SURFACE DRAINAGE 8 CONCRETE 8 CONSTRUCTION OBSERVATIONS 9 GEOTECHNICAL RISK 9 LIMITATIONS 10 FIGURE 1 — VICINITY MAP FIGURE 2 — AERIAL PHOTOGRAPH FIGURE 3 — EXISTING CONDITIONS FIGURE 4 — SUMMARY LOGS OF EXPLORATORY PITS FIGURE 5 — GRADATION TEST RESULTS TABLE I — SUMMARY OF LABORATORY TESTING RESORT DEVELOPMENT BUILDING, LLC 5 LARKSPUR DRIVE PROJECT NO. GS06343.000-120 C:\Users\acraig\Box\Projects\Glenwood Springs - Projects\GS06343.000-Lot 26, Phase 2, Cerise Ranch1120\2. Reports\GS06343.000 120 R1.docx SCOPE This report presents the results of our soils and foundation investigation for the residence proposed at 5 Larkspur Drive (a.k.a. Lot 26, Phase 2, Cerise Ranch) in Garfield County, Colorado. We conducted this investigation to evaluate subsurface conditions at the site and provide geotechnical engineering recom- mendations for the residence. Our report was prepared from data developed from our field exploration, laboratory testing, engineering analysis, and our expe- rience with similar conditions. This report includes a description of the subsur- face conditions observed in our exploratory pits and presents geotechnical engi- neering recommendations for design and construction of foundations, floor sys- tems, and details influenced by the subsoils. Recommendations contained in this report were developed based on our understanding of the proposed construction. A summary of our conclusions is presented below. SUMMARY OF CONCLUSIONS 1 Subsoils encountered in our exploratory pits were about 6 inches of topsoil, underlain by clean to slightly silty gravel with cobbles and boulders to the maximum excavated depth of 8 feet. Groundwater was measured in our exploratory pits at a depth of 7 feet during our field investigation and at 3 feet 2 weeks after excavation. 2. The residence can be constructed on footing foundations supported by the undisturbed, natural gravel and cobble soil or densely -com- pacted structural fill. Design and construction criteria for footing foundations are provided in the report. 3. Floors in the main level and garage will likely be slabs -on -grade. Good floor slab performance can be expected for slabs supported by the natural gravel and cobble soil or densely -compacted struc- tural fill. We recommend that slabs -on -grade be constructed no deeper than existing grade at the site. 4. Surface drainage should be designed to provide for rapid removal of surface water away from the building. RESORT DEVELOPMENT BUILDING, LLC 5 LARKSPUR DRIVE PROJECT NO. GS06343.000-120 C:1Users1acraiglBox\Projects\Glenwood Springs - Projects1GS06343.000-Lot 26, Phase 2, Cerise Ranch112012. Reports1GS06343.000 120 R1.docx 1 SITE CONDITIONS A vicinity map with the location of Lot 26, Phase 2, Cerise Ranch the site is shown on Figure 1. The lot is a 5.16 -acre parcel accessed from Blue Stem Court. An aerial photograph of the site is included as Figure 2. Several mapped wetlands are present on the lot (see Figure 3). An earth berm with planted trees is along the south side of the lot. Highway 82 is south of the berm. The lots to the north and west are occupied by single-family residences. Ground surface on the subject lot is gently sloping to the southwest at grades visually estimated at less than 5 percent. Vegetation consists of grass and weeds. A photograph of the site is shown below. RESORT DEVELOPMENT BUILDING, LLC 5 LARKSPUR DRIVE PROJECT NO. GS06343.000-120 C:\Users\acraig\Box\Projects\Glenwood Springs - Projects\GS06343.000-Lot 26, Phase 2, Cerise Ranch112012. Reports\GS06343.000 120 R1.docx 2 PROPOSED CONSTRUCTION Plans for the proposed residence are conceptual at this writing. The resi- dence will likely be a two-story wood -frame building with an attached garage. Below -grade areas, such as a basement or crawl space, are not planned. Slab - on -grade floors are anticipated in living and garage areas. Maximum foundation excavation depths will be about 3 feet. Foundation loads along perimeter walls are likely to be between 1,000 and 3,000 pounds per linear feet. Maximum inte- rior column Toads of about 30 kips are anticipated. We should be provided with construction plans, when available, so that we can check that our recommenda- tions are appropriate. SUBSURFACE CONDITIONS Subsurface conditions at the site were investigated by observing the exca- vation of two exploratory pits (TP -1 and TP -2) at the approximate locations shown on Figures 2 and 3. Subsurface conditions observed in the pits were logged by our representative who obtained samples of the soils. Subsoils found in our exploratory pits were about 6 inches of topsoil underlain by clean to slightly silty gravel with cobbles and boulders to the total excavated depth of 8 feet. Groundwater was found in our pits at the time of excavation at an approximate depth of 7 feet. Pits were backfilled after completion of our field investigation. PVC pipe was placed in TP -1 to allow further checks of groundwater elevations. Groundwater was measured at a depth of 3 feet in TP -1 when checked 2 weeks after excavation. Graphic Togs of the soils observed in the exploratory pits are shown on Figure 4. Samples of the soils obtained from our exploratory pits were returned to our laboratory for testing. A large fraction of the soils at this site are comprised of cobbles and boulders. Gradation test results are not inclusive of rocks larger RESORT DEVELOPMENT BUILDING, LLC 5 LARKSPUR DRIVE PROJECT NO. GS06343.000-120 C:1Userslacraig\Box\Projects\Glenwood Springs - Projects\GS06343.000-Lot 26, Phase 2, Cerise Ranch V12012. Reports1GS06343.000 120 R1.docx 3 than 3 inches, which are present in the in-situ soils. Gradation test results run on the smaller -size fraction of the soils are shown on Figure 5. Laboratory testing is summarized on Table I. SITE EARTHWORK We anticipate maximum excavation depths of about 3 feet to construct footing foundations. Our subsurface information indicates excavations will be in natural gravel and cobbles with occasional boulders. Excavations can be made with a trackhoe and conventional methods. Sides of excavations need to be sloped to meet local, State, and federal safety regulations. The on-site soils will likely classify as Type C soils based on OSHA criteria. Excavation sides in Type C soils should be sloped no steeper than 1.5 to 1 horizontal to vertical. Free groundwater in our exploratory pit was measured at a depth of ap- proximately 3 feet below the existing ground surface about 2 weeks after excava- tion operations. We expect groundwater levels rise to within 2 feet of ground sur- face in spring and early summer. Excavations deeper than 2 to 3 feet will likely require dewatering. We suggest excavations be sloped to a gravity discharge or to a temporary sump where water can be removed by pumping. Excavations deeper than 3 feet may require significant dewatering. Structural Fill Structural fill may be desired to raise elevations below floor slabs. Areas which will receive fill should be stripped of vegetation, organic soils, and debris. The gravel soils can be reused as structural fill and backfill, provided they are screened to remove rocks larger than 3 inches and are free of vegetation and de - RESORT DEVELOPMENT BUILDING, LLC 5 LARKSPUR DRIVE PROJECT NO. GS06343.000-120 C:\Users\acraig\Box\Projects\Glenwood Springs - Projects\GS06343.000-Lot 26, Phase 2, Cerise Ranch\12012, Reports\GS06343.000 120 R1.docx 4 bris. We expect that import soils would be required to raise grades for the build- ing platform. In our opinion, import structural fill should consist of a pit run or ag- gregate base course. Structural fill should be placed in loose lifts of 8 inches thick or less and moisture -conditioned to within 2 percent of optimum moisture content. Structural fill should be compacted to 98 percent of standard Proctor (ASTM D 698) maxi- mum dry density. Moisture content and density of structural fill should be checked by a representative of our firm during placement. Observation of the compaction procedure is necessary. Foundation Wall Backfill Proper placement and compaction of foundation backfill is important to re- duce infiltration of surface water and settlement of backfill. This is especially im- portant for backfill areas that will support concrete slabs, such as driveways and patios. Backfill should be placed in loose lifts of approximately 10 inches thick or less, moisture -conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of maximum standard Proctor dry density (ASTM D 698). Our representative should test moisture content and density of the backfill during placement. FOUNDATION The residence can be constructed on footing foundations supported by the undisturbed, natural gravel and cobble soil. Footings deeper than 2 feet will likely be below water during parts of the year. Our representative should be called to observe the completed foundation excavation to confirm that conditions are as anticipated and suitable for support of the foundation as designed. The RESORT DEVELOPMENT BUILDING, LLC 5 LARKSPUR DRIVE PROJECT NO. GS06343.000-120 C:\Users\acraiglBox\Projects\Glenwood Springs - Projects\GS06343.000-Lot 26, Phase 2, Cerise Ranch \12012. Reports1GS06343.000 120 R1.docx 5 associated hydrostatic pressure should be considered for design. We expect footings on the gravel will experience less than 1 inch of total settlement. Most potential movement will occur during construction as building loads are applied. Design criteria for footing foundations developed from our analysis of field and la- boratory data and our experience are presented below. Footings 1 The residence can be constructed on footing foundations supported by the undisturbed, natural gravel and cobble soil. Soils loosened during the excavation process should be removed or recompacted prior to constructing forms. 2. Footings on the gravel and cobble soil can be sized using a maxi- mum allowable net bearing pressure of 5,000 psf. 3. Continuous wall footings should have a minimum width of at least 16 inches. Foundations for isolated columns should have minimum dimensions of 24 inches by 24 inches. Larger sizes may be re- quired, depending upon foundation loads. 4. Footings below depths of about 2 feet below ground surface will likely be below groundwater during parts of the year. The associ- ated hydrostatic uplift should be considered during design. 5. Grade beams and foundation walls should be well reinforced, top and bottom, to span undisclosed loose or soft soil pockets. We rec- ommend reinforcement sufficient to span an unsupported distance of at least 12 feet. 6. The soils under exterior footings should be protected from freezing. We recommend the bottom of footings be constructed at a depth of at least 36 inches below finished exterior grades. The Garfield County building department should be consulted regarding required depth. RESORT DEVELOPMENT BUILDING, LLC 5 LARKSPUR DRIVE PROJECT NO. GS06343.000-120 C:1Users1acraig\Box\Projects\Glenwood Springs - Projects1GS06343.000-Lot 26, Phase 2, Cerise Ranch112012. Reports1GS06343.000 120 R1.docx 6 SLABS -ON -GRADE Slabs -on -grade are anticipated for floors in the main level and garage. We recommend that slabs be constructed no lower than existing ground surface elevation on the lot. Floors below existing grades will require below -slab drain- age systems. It may be desirable to raise elevations for floor slabs. Structural fill below slab -on -grade floors and exterior concrete flatwork should be placed in ac- cordance with recommendations outlined in the Structural Fill section. We rec- ommend the following precautions for slab -on -grade construction at this site. 1 Floor slabs should be separated from exterior walls and interior bearing members with slip joints which allow free vertical move- ment of the slabs. 2. Underslab plumbing should be pressure tested for Teaks before the slabs are constructed. Plumbing and utilities which pass through slabs should be isolated from the slabs with sleeves and provided with flexible couplings to slab supported appliances. 3. Exterior concrete flatwork should be isolated from the building. These slabs should be well -reinforced to function as independent units. 4. Frequent control joints should be provided, in accordance with American Concrete Institute (ACI) recommendations, to reduce problems associated with shrinkage and curling. BELOW -GRADE CONSTRUCTION Plans for the residence are conceptual at this writing. Below -grade areas, such as a basement or crawl space, are not anticipated. Groundwater is likely to rise within 2 feet of existing ground surface on the lot during spring and early summer months. If plans for the residence change to include below -grade areas, we should be informed so that we can provide recommendations for lateral earth pressure and subsurface drainage. RESORT DEVELOPMENT BUILDING, LLC 5 LARKSPUR DRIVE PROJECT NO. GS06343.000-120 C:\UserslacraiglBox\Projects\Glenwood Springs - Projects1GS06343.000-Lot 26, Phase 2, Cerise Ranch1120\2. Reports1GS06343.000 120 R1.docx 7 SURFACE DRAINAGE Surface drainage is critical to the performance of foundations, floor slabs, and concrete flatwork. Surface drainage should be designed to provide rapid runoff of surface water away from the residence. Proper surface drainage and ir- rigation practices can help control the amount of surface water that penetrates to foundation levels and contributes to settlement or heave of soils and bedrock that support foundations and slabs -on -grade. Positive drainage away from the foun- dation and avoidance of irrigation near the foundation also help to avoid exces- sive wetting of backfill soils, which can lead to increased backfill settlement and possibly to higher lateral earth pressures, due to increased weight and reduced strength of the backfill. We recommend the following precautions. 1. The ground surface surrounding the exterior of the residence should be sloped to drain away from the building in all directions. We recommend a minimum constructed slope of at least 12 inches in the first 10 feet (10 percent) in landscaped areas around the resi- dence, where practical. 2. Roof downspouts and drains should discharge well beyond the lim- its of all backfill. Splash blocks and/or extensions should be pro- vided at all downspouts so water discharges onto the ground be- yond the backfill. 3. Landscaping should be carefully designed and maintained to mini- mize irrigation. Plants placed close to foundation walls should be limited to those with low moisture requirements. Sprinklers should not discharge within 5 feet of foundations. Plastic sheeting should not be placed beneath landscaped areas adjacent to foundation walls or grade beams. Geotextile fabric will inhibit weed growth yet still allow natural evaporation to occur. CONCRETE Concrete in contact with soil can be subject to sulfate attack. Our experi- ence in the area of this site indicates soil on this lot will have a low soluble sulfate RESORT DEVELOPMENT BUILDING, LLC 5 LARKSPUR DRIVE PROJECT NO. GS06343.000-120 C:\Users\acraig\Box\Projects\Glenwood Springs - Projects1GS06343.000-Lot 26, Phase 2, Cerise Ranch\120\2. Reports\GS06343.000 120 R1.docx 8 concentration. For this level of sulfate concentration, ACI 332-08 Code Require- ments for Residential Concrete indicates there are no special requirements for sulfate resistance. In our experience, superficial damage may occur to the exposed surfaces of highly permeable concrete. To control this risk and to resist freeze thaw deteri- oration, the water-to-cementitious materials ratio should not exceed 0.50 for con- crete in contact with soils that are likely to stay moist due to surface drainage or high-water tables. Concrete should have a total air content of 6% +/-1.5%. We recommend all foundation walls and grade beams in contact with the subsoils (in- cluding the inside and outside faces of garage and crawl space grade beams) be damp -proofed. CONSTRUCTION OBSERVATIONS We recommend that CTL 1 Thompson, Inc. be retained to provide con- struction observation services. This would allow us the opportunity to verify whether soil conditions are consistent with those found during this investigation. If others perform these observations, they must accept responsibility to judge whether the recommendations in this report remain appropriate. It is also benefi- cial to the project when there is continuity between engineering consultation and the construction observation and materials testing phases. GEOTECHNICAL RISK The concept of risk is an important aspect of any geotechnical evaluation. The primary reason for this is that the analytical methods used to develop ge- otechnical recommendations do not comprise an exact science. The analytical tools which geotechnical engineers use are generally empirical and must be tem - RESORT DEVELOPMENT BUILDING, LLC 5 LARKSPUR DRIVE PROJECT NO. GS06343.000-120 C:IUsers\acraig\Box \Projects\Glenwood Springs - Projects\GS06343.000-Lot 26, Phase 2, Cerise Ranch1120\2. Reports\GS06343.000 120 R1.docx 9 pered by engineering judgment and experience. Therefore, the solutions or rec- ommendations presented in any geotechnical evaluation should not be consid- ered risk-free and, more importantly, are not a guarantee that the interaction be- tween the soils and that the proposed structure will perform as desired or in- tended. What the engineering recommendations presented in the preceding sec- tions do constitute is our estimate, based on the information generated during this and previous evaluations and our experience in working with these condi- tions, of those measures that are necessary to help the building perform satisfac- torily. This report has been prepared for the exclusive use of the client for the purpose of providing geotechnical design and construction criteria for the pro- posed project. The information, conclusions, and recommendations presented herein are based upon consideration of many factors including, but not limited to, the type of structures proposed, the geologic setting, and the subsurface condi- tions encountered. The conclusions and recommendations contained in the re- port are not valid for use by others. Standards of practice continuously change in the area of geotechnical engineering. The recommendations provided in this re- port are appropriate for three years. If the proposed project is not constructed within three years, we should be contacted to determine if we should update this report. LIMITATIONS Our exploratory pits were located to provide a reasonably accurate picture of subsurface conditions. Variations in the subsurface conditions not indicated by the pits will occur. RESORT DEVELOPMENT BUILDING, LLC 5 LARKSPUR DRIVE PROJECT NO. GS06343.000-120 C:1Userslacraig\Box\Projects\Glenwood Springs - Projects1GS06343.000-Lot 26, Phase 2, Cerise Ranch112012. Reports1GS06343.000 120 R1.docx 10 This investigation was conducted in a manner consistent with that level of care and skill ordinarily exercised by geotechnical engineers currently practicing under similar conditions in the locality of this project. No warranty, express or im- plied, is made. If we can be of further service in discussing the contents of this report, please call. PSQN,,;.INC. 9 ff 572o/ick. Edward'R':;'Wl ite, Project Engineer' ERW:JDK:ac Reviewed By: \t,51) James D. Kellogg, P.E. Division Manager RESORT DEVELOPMENT BUILDING, LLC 5 LARKSPUR DRIVE PROJECT NO. GS06343.000-120 C:1Users\acraig\Box\Projects\Glenwood Springs - Projects1GS06343.000-Lot 26, Phase 2, Cerise Ranch\12012. Reports\GS06343.000 120 R1.docx 11 G506343.000_F1 04/25/19 ERW SCALE: 1" = 600' Resort Development Building, LLC Lot 26, Phase 2, Cerise Ranch Project No. GS06343.000-120 Vicinity Map Fig. 1 G506343.000_F2 04/25/19 ERW 04) SCALE: 1" = 100' TP -1 APPROXIMATE LOCATION • OF EXPLORATORY PIT. Resort Development Building, LLC Lot 26, Phase 2, Cerise Ranch Project No. GS06343.000-120 PROPERTY BOUNDARIES FROM GARFIELD COUNTY GIS WEBSITE. Aerial Photograph Fig. 2 GS06343.000_F3 05/20/19 ERW SCALE: 1' = 100' LOT 25 TP -1 LOT 26 5..162 AC± ' TP -2 \. BUILD`'VELOPE ET ANDS (NOTE /7) 3ERM ONSTRUCTON ITE #6) ALC LSI 20677 CDOT-544 40.0 EMERGENCY ACCESS EASEMENT N80.48'38.,w 213.65 • ALC LS# 20677 CDOT-545 LOT 27 TP -1 APPROXIMATE LOCATION ■ OF EXPLORATORY PIT. Resort Development Building, LLC Lot 26, Phase 2, Cerise Ranch Project No. GS06343.000-120 Existing Conditions Fig. 3 H w w w x H 0 w 0 5 10 15 TP -1 RESORT DEVELOPMENT BUILDING, LLC LOT 26, PHASE 2, CERISE RANCH PROJECT NO. GS06343.000-120 TP -2 0 5 10 15 LEGEND: rjSILTY SAND "TOPSOIL", GRAVEL, COBBLES, ORGANICS, MOIST TO WET, DARK BROWN. GRAVEL, CLEAN TO SLIGHTLY SILTY, COBBLES, OCCASIONAL BOULDERS, DENSE, MOIST TO WET, BROWN. (GM, GP -GM) 1- w w w a INDICATES BULK SAMPLE FROM EXCAVATED o SOILS. 2 WATER LEVEL MEASURED AT TIME OF EXCAVATION. WATER LEVEL MEASURED 2 WEEKS AFTER EXCAVATION. NOTES: 1. EXPLORATORY PITS WERE EXCAVATED WITH A BACKHOE ON APRIL 19, 2019. 2. LOCATIONS OF EXPLORATORY PITS ARE APPROXIMATE. 3. EXPLORATORY PITS ARE SUBJECT TO THE EXPLANATIONS, LIMITATIONS AND CONCLUSIONS CONTAINED IN THIS REPORT. Summary Logs of Exploratory Pits FIG. 4 Sample of GRAVEL, CLEAN TO SLIGHTLY SILTY (GP -GM) From TP - 1 AT 4-6 FEET GRAVEL 81 % SAND 17 % SILT & CLAY 2 % LIQUID LIMIT % PLASTICITY INDEX ok HYDROMETER ANALYSIS SIEVE ANALYSIS 25 HR. 7 HR. TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN. 15 MIN. 60 MIN. 19 MIN. 4 MIN. 1 MIN. `200 *100 *50 *40 `30 `16 *10 *8 •4 316" 3/4" 1%i' 3" 5"6" 8" 100 PERCENT PASSING 0 N3 0 0 0 0 0 0 CO 25 HR. 7 HR. TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN. 15 MIN. 60 MIN. 19 MIN. 4 MIN. 1 MIN. *200 *100 *50 *40 `30 *16 *10 *8 '4 3/8" 3/4" 1W 3" 5"6" 8" 100 n !PERCENT P&SSINQC 0 0 0 0 0 0 0 0 0 • ‘73:,1H I _1� _III I[ I_f1 II _1 _ n00 o =oo00 PERCENT RETAINED 0 0 0 0 0o co 0 0 PERCENT RETAINED = CC pC ■ .= MMIIMIMMEIMMIIIIMMI MM. EMI I=MIIIIWIMMIIMIM ....... sem ow— mm ��mom .001 0 002 .005 .009 .019 .037 .074 .149 .297 .590 1 19 2 0 2.38 4.76 9.52 19.1 36.1 76.2 127 0.42 DIAMETER OF PARTICLE IN MILLIMETERS CLAY (PLASTIC) TO SILT (NON -PLASTIC) SANDS GRAVEL FINE I MEDIUM I COARS FINE I COARSE I COBBLES _ .001 0 002 .005 .009 .019 .037 .074 .149 .297 .590 1 19 2 0 2.38 4 76 9 52 19.1 36.1 76.2 127152200 0.42 DIAMETER OF PARTICLE IN MILLIMETERS . -- CLAY (PLASTIC) TO SILT (NON -PLASTIC) SANDS GRAVEL FINE 1 MEDIUM I COARS FINE I COARSE I COBBLES Sample of GRAVEL, CLEAN TO SLIGHTLY SILTY (GP -GM) From TP - 1 AT 4-6 FEET GRAVEL 81 % SAND 17 % SILT & CLAY 2 % LIQUID LIMIT % PLASTICITY INDEX ok Sample of GRAVEL, CLEAN TO SLIGHTLY SILTY (GP -GM) From TP - 2 AT 3-5 FEET RESORT DEVELOPMENT BUILDING, LLC LOT 26, PHASE 2, CERISE RANCH PROJECT NO. GS06343.000-120 GRAVEL 65 % SAND SILT & CLAY 5 % LIQUID LIMIT PLASTICITY INDEX Gradation Test Results 30 % FIG. 5 % HYDROMETER ANALYSIS 1SIEVE ANALYSIS 25 HR. 7 HR. TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN. 15 MIN. 60 MIN. 19 MIN. 4 MIN. 1 MIN. *200 *100 *50 *40 `30 *16 *10 *8 '4 3/8" 3/4" 1W 3" 5"6" 8" 100 n !PERCENT P&SSINQC 0 0 0 0 0 0 0 0 0 • ‘73:,1H I _1� _III I[ I_f1 II _1 _ n00 o =oo00 PERCENT RETAINED .= MMIIMIMMEIMMIIIIMMI MM. EMI I=MIIIIWIMMIIMIM ow— mm ��mom .001 0 002 .005 .009 .019 .037 .074 .149 .297 .590 1 19 2 0 2.38 4.76 9.52 19.1 36.1 76.2 127 0.42 DIAMETER OF PARTICLE IN MILLIMETERS CLAY (PLASTIC) TO SILT (NON -PLASTIC) SANDS GRAVEL FINE I MEDIUM I COARS FINE I COARSE I COBBLES Sample of GRAVEL, CLEAN TO SLIGHTLY SILTY (GP -GM) From TP - 2 AT 3-5 FEET RESORT DEVELOPMENT BUILDING, LLC LOT 26, PHASE 2, CERISE RANCH PROJECT NO. GS06343.000-120 GRAVEL 65 % SAND SILT & CLAY 5 % LIQUID LIMIT PLASTICITY INDEX Gradation Test Results 30 % FIG. 5 % Z H N W H O > re O O (-1 LLIJ Q N O 0 CO ca • z LI O 0 >- LL <0 E m DESCRIPTION GRAVEL, CLEAN TO SLIGHTLY SILTY (GP -GM) GRAVEL, CLEAN TO SLIGHTLY SILTY (GP -GM) CD _zow ( N al \ Q o u)v a Z N I0 f - Z 0 U— 0 W u) a. ti o ~ J Z u W v 0 Z W a 0 W F- 1: Z D LLJ .-. I- H g, (n Z o0 U a D co rn N- N - 2 p W W 0� v r3 >- cc 0 H 0 °- _1 a_ X W 1— N 1— 4E) a) C3) n3 11