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Home My WebLink AboutGeotechnical Engineering Investigation 07.19.19tr CTL I THOMPSON ffi GEOTECHNICAL ENGINEERING INVESTIGATION f 38 BRISTLECONE DRIVE GARFIELD COUNTY, COLORADO Prepared For: ZAG BUILT, LLC 353 West Ridges Boulevard Grand Junction, CO 81507 Attention: Mike Zagrzebski Project No. GS06367.000-1 20 July 3, 2019 (Revised July 19, 2t19) ffi TABLE OF CONTENTS scoPE....... ..............1 suMMARy OF CONCLUS|ONS........ .............,1 strE coNDtTtoNs .......................2 PROPOSED CONSTRUCTION.......... ...,..........2 suBsuRFAcE coNDtTtoNs .......".. ................3 srTE EARTHWORK .....................4 Excavations ................ .............4 Structural Fill .............. ............. s Foundation Wall Backfill ................. ...........5 FOUNDAT|ON........,....... ............,.6 SLABS-ON-GRADE .....................7 BELOW-GRADE CONSTRUCTTON .................8 SURFACE DRA|NAGE ................8 coNcRETE ..............9 CoNSTRUCT|ON OBSERVATTONS ............10 STRUCTURAL ENctNEERtNc SERV|CES. .....................10 GEOTECHNTCAL R|SK. ............11 LIM|TATIONS................. ........... 12 FIGUREl-VICINITYMAP FIGURE 2 _ AERIAL PHOTOGRAPH FIGURE 3 - PROPOSED BUILDING FOOTPRINT FIGURE 4 _ SUMMARY LOGS OF EXPLORATORY PITS FIGURES 5 AND 6 - GRADATION TËST RESULTS TABLE I- SUMMARY OF LABORATORY TESTING ZAG BUILT, LLC {38 BRISTLECOÑE DRIVE PROJECT NO. cso6367.000-t20 REVTSED c:\usâfs\ffuâfbon€\AppDôtâ\Loêå¡\Box\8ox Ëd¡tTDocumsnts\opubixAsoo+skpDvl+cm¿Q:=\Gs06367.000 120 R1 REVlsED.docx ffi SCOPE This report presents our revised geotechnical engineering investigation for the residence proposed at 138 Bristlecone Drive in Garfield County, Colorado, We conducted this investigation to evaluate subsurface conditions at the site and provide geotechnical engineering recommendations for the residence. Our re- port was prepared from data developed from our field exploration, laboratory test- ing, engineering analysís, and our experience with similar conditions. This report includes a description of the subsurface conditions observed in our exploratory pits and presents geotechnical engineering recommendations for desígn and construction of foundations, floorsystems, and details influenced bythe subsoils. Recommendations contained in this report were developed based on the cur- rently-proposed construction. A summary of our conclusions is presented below. SUMMARY OF CONCLUSIONS Subsoils encountered in our exploratory pits (Tp-1 through Tp-3) were about 6 inches of clayey gravel topsoil and nil to 2.5 feet of clayey gravel fill underlain by natural silty gravel, cobbles and boul- ders to the maximum excavated depth of 7 feet. Groundwater was measured ín our exploratory pits at depths of 3 to 5 feet during our field investigation. Footings deeper than 3 feet will be below ground water during parts of the year. The residence can be constructed on footing foundations supported by the undisturbed, natural gravel and cobble soíl or densely-com- pacted, structural fill. Design and construction criteria for footing foundations are provided in the report. 1 2 3.The main level and garage floors in the residence are planned as slabs-on-grade. Good floor slab performance can be expected for slabs supported by the natural gravel and cobble soil or densely- compacted structuralfill. We recommend that slabs-on-grade be constructed no deeper than 1 foot below existing grade at the site. ZAG BUILT, LLC 138 BRISTLECONE DRIVE PROJECT NO. GSt6367.000-120 REVTSED C:\UsEEtrbarbûn€\AppData\LocållBox\Box EditìDocumênls\opubjXASO0+ÉkPDvtrCm¿Q:=\OSO6t6l,0O0 120 Ri REVTSÉO,docx 1 ffi surface drainage should be designed to provide for rapid removar of surface water away from the building. SITE CONDITIONS îhe site is located at 138 Bristlecone Drive in GarfÍeld County, Colorado. A vicinity map with the location of the site is shown on Figure 1. The lot is a 0.191-acre parcel that has not been built upon. An aerial photograph of the site is included as Figure 2. The lots to the northwest and southeast are occupied by single-family residences. An irrigation ditch trends across southwest part of the lot. Ground surface on the subject lot is gently sloping to the south at grades vis- ually estimated at less than 5 percent. Vegetation consists predominantly of grass. Cottonwood trees are on the north part of the lot. A large ponderosa pine tree is at the south side. PROPOSED CONSTRUCTION We were provided with conceptual plans for the residence (dated May 1, 2019) by Zag Built. The proposed building footprint is shown on Figure 3. The residence will be a two-story, wood-frame building with an attached garage. Floors in the main level and garage are currently planned as slabs-on-grade. 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 interior column loads of about 30 kips are anticipated. CTl/Thompson, lnc. can provide a proposalfor structura! engíneering services to develop foundation and framing plans, if requested. ZAG BUILT, LLC I38 BRISTLECONE DRIVE PROJECT NO. c506367.000.120 REVTSED C:\Ussrslrbarbon€\AppD¡tatLocål\Box\Bor EdlllDocumanlBiOpub¡XAsO0+skPOvl+CmrQ:\GSo6362.000 120 Ri REV¡SED.docx 4 2 ffi SUBSURFACE CONDITIONS Subsurface conditions at the site were investigated by directing the exca- vation of three exploratory pits (TP-1 through TP-3) at the approximate locatíons shown on Figures 2 and 3. Pits were excavated with a backhoe. Subsurface conditions observed in the pits were logged by our engineer who obtained sam- ples of the soils. A photograph taken during our subsurface ínvestigation is be- low. Looking north from TP-1 location Subsoils encountered in our exploratory pits were about 6 inches of clayey gravel topsoil and nil to 2.5 feet of clayey gravel fill underlain by natural silty gravel, cobbles and boulders to the maximum excavated depth of 7 feet. Groundwater was measured in our pits at depths of 3 to 5 feet during our field in- vestigation. Pits were backfilled after completíon of our field investigation. Graphic logs of the soils observed in exploratory pits are shown on Figure 4. ZAG BUILT, LLC 138 BRISTLECONE DRIVE PROJECT NO. GS06367.000-{20 REV|SEt} c:lusèfslrbafbonetAppDalaìLocåltBoxlBor Ed¡ttDocumsnts\0pubjxAso0+skPDvt+cmzQ==tGs06367.000 120 Rl REVlsEo,docx 3 ffi Samples of the soils obtained from our exploratory pits were returned to our laboratory for testing. Three samples of the gravel soil selected for gradation analyses contained 71 to 82 percent gravel, 17 to 2T percent sand, and 1 to 2 percent silt and clay size particles (passing the No. 200 Sieve). A large fraction of the soils at this site are comprised of cobbles and boulders. Gradation test re- sults are not inclusive of rocks larger than 3 inches, which are present in the in- situ soils. Gradation test results run on the soils (with rocks larger than 3-inches screened) are shown on Figures 5 and 6. Laboratory testing is summarized on Table l. SITE EARTHWORK Excavations. We anticipate maximum excavation depths of about 3 feet to construct footing foundations. Our subsurface information indicates excavations will be predominantly in natural gravel and cobbles with occasional boulders. Excava- tions can be made with a trackhoe and conventional methods. Sides of excava- tions need to be sloped to meet local, State, and federalsafety regulations. The on-site soils will likely classify as Type C soils based on OSHA criteria. Excava- tion sides in Type C soils should be sloped no steeper than 1.5 to t horizontal to vertical. Flatter slopes are required below ground water. Free groundwater in our exploratory pits was measured at depths of ap- proximately 3 to 5 feet below the existing ground. We expect groundwater levels rise to within about 3 feet of ground surface across the entire síte in spring and early summer. Excavations above ground water should be sloped to a gravity ZAG BUILT, LLC I38 BRISTLECONE DRIVE PROJËCT NO, GSO6367.OOO.120 REV¡SED C:lUserslrbarbono\AppDala\LoealtBox\8ox Edit\DocumentslopubjXAsO0+skpDvliCmze==\GS06367,OOO iZO Rf RÊVlSED.docx 4 ffi discharge or to a temporary sump where water from precipitation can be re- moved by pumping. Excavations deeper than 3 feet may require significant de- watering. IF¡II Structural fill may be desired to raise elevations below floor slabs. Areas which will receive fill should be stripped of vegetation, organic soíls, and debris. The gravel soils can be reused as structuralfill and backfill, provided they are screened to remove rocks larger than 3 inches and that they are free of vegeta- tion and debris. We expect that import soils would be required if the elevation of the building pad is raised. ln our opinion, import structural fill should consist of an aggregate base course or pit run material. Structural fill should be placed in loose lifts of 8 inches thick or tess and moisture-conditíoned to within 2 percent of optimum moisture content. Structural fill should be compacted to 98 percent of standard Proctor (ASTM D OgS) 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 importartt 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 drÍveways and patios. Backfill should be placed in loose lifts of approxímately 10 inches thick or less, moisture-conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of maxímum standard proctor dry density ZAG BUILT, LLC I38 BRISTLECONE DRIVE PROJECT NO. GSo6367.000-120 REVISED CllUsêßlrbarbone\AppDatallocallBor\Box Ed¡ttDocumonts\0publXAgOO+skpDvl+Cmzer.\GS06362.00O t20 R1 REVlSED.docx 5 ffi (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. 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. Footings deeper than 3 feet will likely be below water during parts of the year. The associ, ated hydrostatic pressure shoufd 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 fíeld and laboratory data and our experience are presented below. The resídence can be constructed on footing foundations supported by the undisturbed, natural gravel and cobble soil. soils roosened during the excavation process should be removed or recompacted prior to constructing forms. Footings on the gravel and cobble soilcan be sized using a maxi- mum allowable net bearing pressure of 5,000 psf. continuous wall footings should have a minimum width of at reast 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. Footings below depths of about 3 feet below ground surface wiil likely be below groundwater during parts of the year. The associ- ated hydrostatic uplift should be considered during design. ZAG BUILT, LLC 138 BRISTLECONE DRIVE PROJECT NO. GS06367.0{¡0-120 REVTSED CiUsêrs\rbarbono\AppDåtãlLo6.llBox\Box Ed¡t!Documånts\opubjXAsO0+skPDvlrCmzQ==\GS06367.000 1AO Rt RÉVlSED.docr 1 2 3 4 6 ffi 5 Grade beams and foundation walls should be werr reinforced, top and bottom, to span undisclosed loose or soft soir pockets. we iec- 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 ıf at least 36 inches below finished exterior grades. The Garfield county building department should be consulted regarding required depth. SLABS.ON.GRADE Slab-on-grade floors are currently-planned for the main level and in the garage. Exterior slabs, such as driveways and patios, are anticipated. We rec- ommend that slabs be constructed no lower than 1 foot below existing ground surface elevation on the lot. Floor slabs below existing grades will require below- slab drainage systems. lt may be desirable to raise elevations for floor slabs. Structuralfill below slab-on-grade floors and exterior concrete flatwork should be placed in accordance with recommendations outlined in the Structural Fillsec- tíon. We recommend the following precautions for slab-on-grade construction at thís site. Floor slabs should be separated from exterior walls and interior bearing members with slip joints which allow free vertical move- ment of the slabs. underslab plumbing should be pressure tested for reaks before the slabs are constructed. Plumbing and utilities which pass through slabs should be isolated from the slabs with sleeves and provided with flexible couplÍngs to slab supported appliances. 3 Exterior concrete flatwork should be isolated from the buirding. ïhese slabs should be well-reinforced to function as independent units. 1 2 ZAG BUILT, LLC I38 BRISTLECONE DRIVE PROJECT NO. GS0s367.00û.120 REV¡SED c:lusefslrüarbono\AppDaaa\LocallBox\Box Edlt\DocumeÍtsl0pubjxAso0+skPDvl+cmzQ:=tGso6367.otxt t20 Rl REvtsED.docx 7 ffi Frequent controljoints should be provided, in accordance with American concrete lnstitute (Acl) recommendations, to reduce problems associated with shrinkage and curling. The lnternational Building code (lBc)'may require a vapor retarder be placed between the base course or subgrade soirs and the con- crete slab-on-grade floors. The merits of installation of a vapor re- tarder below floor slabs depend on the sensitivity of floor coverings to moisture. A properly installed vapor retarder (10 mil minimuml is more beneficial below concrete slab-on-grade floors where floor coverings, painted floor surfaces or products stored on the floor will be sensitive to moisture. BELOW-GRADE CONSTRUCTION Subsequent to our previous geotechnical ínvestigation report, building plans were revised such that the main level floor will be constructed as a slab-on- grade. No below-grade areas, such as a crawl space, are currently planned. As such, recommendations for lateral earth pressures and subsurface drainage are not included in this revísed report. SURFACE DRA¡NAGE Surface drainage is critical to the performance of foundations, floor stabs, 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 Íncreased backfill settlement and ZAG BUILT, LLC 138 gRISTLECONE DRIVE PROJECT NO. cS06367.000-120 REVTSED C:\Users\rbarbonelAppDatå\Local\Bö¡lBox Ed¡tìDocuments\0pubjXAsOOçskPDvt+CmrQ==tcSO6JÊf.O0O 120 Rl REVlSED.docx 4 5 I ffi possibly to higher lateral earth pressures, due to increased weight and reduced strength of the backfill. we recommend the following precautions. 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. Roof downspouts and draíns 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, 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. A water-sol- ubfe sulfate concentration of 0.0 percent was measured in one sample of the subsoils from the site. For this level of sulfate concentration, ACI 332-08 Code Requirements for Residential Concrete indicates there are no special require- ments for sulfate resistance. ln 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 60/o +l-1.5o/o.We ZAG BUILT, LLC 13S BRISTLECONE DRIVE PROJECT NO. GSo6367.000-t20 REVISED Cr\Users\rbarbone\AppDatalLôcåltBoxlBox Edit\Docum€ntstopubJXAsO0+skpDvl+Cm¿er=ìGS06362.000 1ZO Rl REVlSED.docx I 2. 3. I ffi recommend allfoundation 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 crl I Thompson, lnc. be retained to provide con- struction observation and materials services for the project. This would allow us the opportunity to verify whether soil conditions are consistent wíth those found during this investígation. lf others perform these observations, they must accept responsibility to judge whether the recommendations in this report remain appro- priate. lt is also beneficialto projects, from economic and schedule standpoints, when there is continuity between engineering consultation and the construction observation and materials testing phases. STRUCTURAL ENGINEER¡NG SERVICES CTL I Thompson, Inc. is a full-service geotechnical, structural, materials, and environmental engineering firm. We would appreciate the opportuníty to pro- vide structural engíneering services for the proposed residence. Our services would include preparation of structural framing and foundation plans. Based on our experience, CTL I Thompson, lnc. typically provides value to project from schedule and economic standpoints due to a combined expertise and experience with geotechnical, structural, and materials engineering. On future projects, we would like to be included on your list of firms to receÍve requests for proposals for structural engineering services. ZAG BUILT, LLC 138 BRISTLECONE ORIVE PROJECT NO. GS06367.000-120 REVTSED C:\Users\rbarbonslAppDåtålLocal\BoxtBox EdlllDoctmant8ìopubjXAsO0+skPDyl+CmzQ==tGSO6t67.00o 120 Rt REVlSED,docx l0 ffi 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- 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 prevÍous 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- pod 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. lf the proposed project is not constructed within three years, we should be contacted to determine if we should update this report. ZAG BUILT, LLC I38 BRISTLECONE DRIVE PROJECT NO, GSO6367.OOO.I20 REVISED C;\Users\rbarbone\AppData\Locâl\Box\Box Ed¡ttOocum¿nts\OpubjxAsO(ÞskPDvl{Cm¿Q-\GSOô362.000 120 Ri REVlSED.docr 11 ffi 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. Our representative should be called to observe the com- pleted foundation excavation to confirm that conditions are as anticipated and suitable for support of the foundation as designed. 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. lf we can be of further service in discussing the contents of this report, please call. cTL I THOMPSON, lNC.Reviewed By: ). ne, E.l.T D. Kel Staff Engineer Division Ma RRB:JDK ZAG BUILT, LLC 138 BRISTLECONE ORIVE PROJECT NO. GSo6367.000.t20 REVTSED c:useE\rbarbone\AppD¡tð\LocsllBoxlBox EdÌtlDocumentsìopubjxAso0+skPDvl+cmzQ=:\Gs06367.000 120 R1 REVlsED.docx 12 tr tc o i olI F t SCALE:1'= 6OO' Zac Bullt, LLG 138 Brlstlocbn€ ûlì/€ ProJect No. GSO6B6Z.OOO-1 ZA Vic!nity Map Flg. 1 ffi SCALE: 1'= 40' lcI,,¡aü.æg¡o ig,i .' t úr di t'E#¡ *.rb lr- ' ''¡ : '-*f !¿ It!' IIt -,Jla'-- I ."1r¡'* ! I tt .Jf i ,I Ia I è 't\ tl i I I I i I i I i II ": \ ¡ TP_ TE APPROXIMATE LOCATION OF EXPLORATORY PIT" n?n^nr:ñìfl/ n/ìt tÀrFq ¡ nrr*! lrrJl Llq ¡ I BJle"|Jlll.,Ê1l\lË.r) FROM GARFIELD COUNTY GIS WEBSITE. ll ætn,fiafl ¿ .ù\;8 tì (?lli FhotograpPrZag Bullt, LLC 138 Bd8dðcono Drlw Project No. GSO636Z.OOO-1 20 Fic, 2 tr SCALE: 1'= 4t -'i:' ã,1,, l\/E/ '/\ I I I ¡l{ l.f Fmn( LAT 27 jt 'q'Jl. ,ltl xcrcJ(8,!:t rq. û.1 TP-I ) f' I' B. i,-i Id o olIñ TP- Zag Bullt, LLC 139 Bdsüocono DdvÐ Project No. GS0636Z.OO0-1 ZO APPROXIMATE LOCATION OF EXPLORATORY PIT. I Proposed Bulldlng Footprint to^ffi:Éto ü Gnrt{Drirt r.qrsr¡.JL Flg. 3 TP-1 TP-2 TP.3 ffi 9umm ary Logs of FìIE,o'atóry FIG.4 LEGEND: 0 10 15 ZAG BUIIT. LLC 138 BRISTLECONE DRIVE PñOJECT NO. GS06387.00tL1 20 55 0 10 15 F ñ TOPSOIL, GRAVEL, CLAYEY. ORGANICS, MOIST, DARK BROWN. FILL, GRAVEL, CI.AYEY, COBBLES, SAND, CONCRETE DEBRIS, DENSE, MOIST, BROWN. GRAVEL. SILTY, COBBLES AND BOULDERS, DENSE TO VERY DENSE, MOIST TO WET, BROWN, GRAY. (GP-GM} l--l¡lut lJ- :El-fL¡rlÍf f- TIJ lrJ TL EF..L LUÕ uEÞo L(,oJ F o o oñ6 EØ(9 üa =Yaz @ =oooãNãÞI o ØtszUãã I ıuXoó *.o @a ()o ko o-ÈsUÞ q F6EuØf INDICATES BULK SAMPLE FROM EXCAVATED SOILS. g WATERLEVELMEAsUREDATTIMEoF EXCAVATION. NOTES: 1, EXPLORATORY PITSWERE EXCAVATED WITH A BACKHOE ON JUNE 5, 201S. PITS WERE BACKFILLED IMMEDIATELY AFTER EXPLORATORY EXCAVATION OPERATIONS WERE COMPLETED. 2. LOCATIONSOFEXPLORATRYPITSARE APPROXIMATE. 3, EXPLORATORYPITSARE SUBJECTTOTHE EXPLANATIONS, LIMITATIONS ANT) CONCLUSIONS CONTAINED IN THIS REPORT. ffi Somple of GRAVEL, CLEAN (Gp)FTOM TP - 1 AT 4-5 FEET Somple of 6RAVEL, CLEAN (cp)hrom TP - 2 AT 5-6 FEEI GRAVEL 76 % SILT&CLAY 1o/o PLASTICITY INDEX. SAND LIQUID LIMIT 23% % o/o GRAVEL 82%SILT&CLAY 1% PLASTICITY INDEX SAND LIQUID LIMIT 7 % of % ZAG BUILT, LLC 138 BRISTLECONE DRIVE PROJECT NO. cS06367.000-1 20 Gradation Test Results SANDS GRAVELCLAY (P|ASTtC) ro stLT (NON,PLASTtC.) FINE MEDIUM COARS FINE COARSE COgBLÊS =L Æ t--. - _ -_-t__ l --.t--t---l___ =_i: --i__l"---t 270 Ø Í60 Fz s50ÉuLdo 200 .037 90 80 10 0 100 20 30 40 50 60 70 80 30 20 '10 90 100.001 0.002 .005 .009 .019 9.52 19.1 36.1 -t6.2 127 ZOO152 ouz{ ü e. tsz u,u UÈ CLF¡R SOUARE TIME READINGS 60 MtN. 19 MtN. 4 MtN. 1 fi,|N. U.S. STANDARD SÊRIES '100 .50 .40 '30 .16 .10 '8 .074 .t1S .2970.42.590 1.19 2.0 2.3S 4.76 DIAMETER OF PÁRIICLE IN MITLIMÊTERS '4 3/8" 3t4" tyi, 3" 5"6. e. 25 HR. 7HR. 45 l'llN. l5 MlN. SANDS GRÂVELct^y (pr.AsTtc) ro stLT (NON.prAsTlC) F¡NE MED¡U¡/|COARS FINE COARSF COBBLES ANAL t------ :tr= t-.-- l-----l::::::-:-:- =a=--i----t lJ70z6Ø Í60 Fz 850 É.Uù40 '200 ,4 60 80 !00.037 t2'¡ 2AA 15? s0 {0 100 001 0.002 .005 .0c9 019 9.52 19.1 3tt..1 7Ê.2 TIME READINGS 60 MIN. 1S MIN. 4 MIN. 1 MIN. U.S, STANDARD SERIÊS. 100 .50 .40'30 -16 .10 '8 CIFAR SAUARE OPGNI¡IGS ua 3t4" 1y." 3" 30 z0 10 0 .074 .149 .2!7_ .-.590 1 19 2.0 2.38 4.760.42 OIAMETER OF PARTICLE IN MILLIMETERS 0 10 20 30 ?5 HR. 7 HR. 45 MrN. 1s MtN. FIG. 5 SANOS GRAVELcLAY (pLAST|C) TO StLT (NON.pt ASltC) FINE MEDIUM COARS FINÉ COARSE COBBLES ANALYSIS t_,.,-.-Ì.----:=::= : *-l __--l '100 '4 .037 30 40 50 s0 80 100 0 t0 20 60 70 80 90 100 30 20 10 0 .001 0,002 .005 .009 .019 9.52 19.1 36.1 76.2 127 20A 152 gr0 qø t60 ts¿ 350EUù40 OPENINGS ôüz tsùÊ tszuoüU& TIME READINGS 60 MlN. 13 MfN. 4 MtN. 1 MtN. .200 U.S. STANOARD SERIES '50 .40 -30 .16 .10 .8 CLGAR 9/8' .074 .149 .297_ _.590 1.19 2.0 2.38 1.760.42 OIAMETER OF PARIICLE IN MILLIMÊTFRS 314" tk 3" 5"6. ß' 25HR.7HR. 45MlN. f5MtN. ffi Somple of GRAVEL, c-LEô_l¡ (ep)From Tp - 3 Ai 4-s FEET GRAVEL SILT & CLAYpuslcrry lruoËx SAND r-reuto Lt¡¡tr 27 þ/o olo % 71% 2% SANOS GRAVELctAY (pLASTtC' TO StLT (NON.pLASIIC) FINE MEDIUM COARS FINE COARSE COBBLES ANAL 80 100 90 80 100 y0 q Ø€0d tsz ü50ÉUs{o 30 20 10 ,0tf 0.0û2 .005 .009 .01$ .037 9.52 19.1 36.1 76.2 12? 200 152 TIMÉ 5"6" A' U.S, STANDARD SÉRIFS '50 '40 .30 .16 .10 .8 CLEAR SqUARÊ OPENINGS 3¡8" 3t4" 1y," .o74 .t4S .2970.42.590 1,19 2.0 2.3e 4.76 OIAMETER OF PARTICLE IN MILLIMETÊRS 60 MtN. 10 MtN. 4 MtN. I MtN. .200 .100 0 t0 20 30 25 HR. 7 HR, 45 MtN. 15 MtN. Somple of From ZAG BUILT, LLC 138 BR]STLECONE DRIVE PROJECT NO. GS06367.000-1 20 GRAVËL SILÏ & CLAY PLASTICITY INDEX o/o SANDo/o LIQUID LIMIT ol/o % % Gradation Test Results FIG. 6 TABLE ISUMMARY OF LABORATORY TESTINGPROJECT NO. cs06367.000_1 20ffiDESCRIPTIONLEANGRACLEANPASSING_NO.2CI0SIEVEl%\12.--PERCENTSAND(%)2327PERCENTGRAVEL(%)7682IIL-SOLUBLESULFATES(%)0.0MOISTURECONTENT(%)2.1-0"72.4DEPTH(FEET)4-55-4-5IEXPLORATORYPITTP.1Page I of 1