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Home My WebLink AboutSubsoil StudylGrtiitifr'åifffirnrliå'*" An Employcc Owncd Compony 5020 County Road 154 Glenwood Springs, CO 81601 phone: (970) 945-7988 fax: (970) 945-8454 email: kaglenwood@kumarusa.com www.kumarusa.com Office l,ocations: Darver (HQ), Parke¡ Colorado Springs, Fort Collins, Glenwood Springs, and Sumlnit County, Colorado SUBSOIL STUDY FOR F'OUNDATION DESIGN PROPOStrD RESIDENCE TRACT 8 SCUTTER LANA GRAHAM MESA GARFTELD COUNTY, COLORADO PROJ$CT NO. 21-7- s74 AUGUST 26,2021 PREPARED FOR: BARBARA KERANEN 699 BRISTLECONE WAY srLT, coLoRADO 81652 Keranen-barbara@ hotm ail. com TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY PROPOSED CONSTRUCTION SITE CONDITIONS FIELD E)GLORATION SUBSURFACE CONDITIONS .... FOTINDATION BEARING C ONDITIONS DESIGN RECOMMENDATIONS... FOUNDATIONS........ FOI.INDATION AND RETAINING WALLS.. ... FLOOR SLABS IINDERDRAIN SYSTEM.............. SURFACE DRAINAGE LIMITATIONS FIGURE 1A - LOCATION OF E)PLORATORY BORINGS.TRACT 8 FIGURE 2 . LOGS OF ÐOLORATORY BORINGS FIGURE 3 . LEGEND AND NOTES FIGI'RES 4 AND 5 . SWELL-CONSOLIDATION TEST RESULTS TABLE 1- SI"IMMARY OF LABORATORY TEST RESULTS I 1 I ô .t -J- J 4 5 6 7 7 FIGURE 18 . LOCATION OF E)GLORATORY BORINGS-BUILDING SITE Kumar &Associates, lnc. o Project No.21-7-574 PURPOSE AND SCOPE OF STUDY This report presents the results ofa subsurface study for a proposed residence to be located on Tract 8, Scutter Lane, Garfield County, Colorado. The project site is shown on Figures 1A and lB. The purpose of the study was to develop recommendations for foundation design. The study was conducted in accordance with our agreement for geotechnical engineering services to Barbara Keranen, dated lune 29, 2AZl. A field exploration program consisting of exploratory borings was conducted to obtain information on subsurface conditions. Samples of the subsoils and bedrock obtained during the field exploration were tested in the laboratory to determine their classifìcation, compressibility or swell and other engineering characteristics. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building foundation. This report summarizes the data obtained during this study and presents our conclusions, design recommendations and other geotechnical engineering considerations based on the proposed construction and the subsurface conditions encountered. PROPOSED CONSTRUCTION At the time of our study, design plans for the residence were in progress. The building will be a one and two-story structure with a walkout lower level and located as shown on Figure 18. Ground floors could be slab-on-grade and structural above crawlspace. Excavation for the building will have planned cut depths of around 3 to 6 feet below the existing ground surface based on the contours shown on Figure lB. For the purpose of our analysis, foundation loadings for the structure were assumed to be relatively light and typical of the proposed type of construction. If building loadings, location or grading plans are significantly different from those described above, we should be notified to re-evaluate the recommendations contained in this report. SITE CONDITIONS The building site was vacant and vegetated with grass and weeds with scattered sage brush and junipers throughout the property at the time of our study. A fwo-track trail crosses through the building site as shown on Figure 1A. The ground surface slopes gently down to the southwest with about 7 feet of elevation difference across the building footprint. Kumar &Associates, lnc. o Project No.21-7-574 -2- FIELD EXPLORATION The field exploration for the project was conducted on July 16, 202ir Two exploratory borings were drilled at the locations shown on Figure 1B to evaluate the subsurface conditions. The borings were advanced with a 4-inch diameter continuous flight auger powered by a truck- mounted CME-458 drill rig. The borings were logged by a representative of Kumar & Associates. Samples of the subsoils were taken with a 2-inch I.D. spoon sampler. The sampler was driven into the subsurface materials at various depths with blows from a 140 pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D-l586 The penetration resistance values are an indication of the relative density or consistency of the subsoils and hardness of the bedrock. Depths at which the samples were taken and the penetration resistance values are shown on the Logs of Exploratory Borings, Figure 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSURF'ACE CONDITIONS Graphic logs of the subsurface conditions encountered at the site are shown on Figure 2. Below about one foot of organic topsoil, the subsoils consist of very stiffto hard, sandy clay with claystone fragments, At a depth of about 5 feet, claystone bedrock was encountered down to the boring depths of 16 to 2l feet. The bedrock was medium hard and weathered to very hard with depth. At Boring 2, between about 7 ro 12 feet deep, very hard, siltstone-sandstone bedrock was encountered, Laboratory testing performed on samples obtained during the field exploration included natural moisture content and density and finer than sand size gradation analyses. Swell-consolidation testing was performed on relatively undisturbed drive samples of the clay soils and weathered claystone bedrock. The swell-consolidation test results, presented on Figures 4 and 5, indicate low compressibility under relatively light surcharge loading and a low to high expansion potential when wetted under a constant light surcharge. Below the weathered depth of a few feet, the claystone was too hard to obtain an undisturbed sample for swell-consolidation testing The laboratory testing is summarized in Table 1. No free water was encountered in the borings at the time of drilling and the subsoils and bedrock were slightly moist. FOUNDATION BEARING CONDITIONS The clay soils and weathered claystone encountered at the site are expansive. Shallow foundations placed on the expansive soils similar to those encountered at this site can experience Kumar & Associates, lnc. ô Project No.2l-7-574 -J- movement causing structural distress if the clay or weathered claystone is subjected to changes in moisture content. A drilled pier foundation can be used to penetrate the expansive materials to place the bottom of the piers in azone of relatively stable moisture conditions and make it possible to load the piers sufficiently to resist uplift movements. Using a pier foundation, each column is supported on a single drilled pier and the building walls are founded on grade beams supported by a series of piers. Loads applied to the piers are transmitted to the bedrock partially through peripheral shear stresses and partially through end bearing pressure. In addition to their ability to reduce differential movements caused by expansive materials, straight-shaft piers have the advantage of providing relatively high supporting capacity and should experience a relatively small amount of movement. The very hard claystone and siltstone-sandstone bedrock encountered with depth is possibly not expansive or has a low expansion potential. The feasibility of spread footings placed on the low or non-expansive materials or on compacted structural fill as an alternate support of the foundation could be further evaluated when the building site has been excavated. DESIGN RJCOMMENDATIONS FOUNDATIONS Based on the data obtained during the fïeld and laboratory studies, we recommend straight-shaft piers drilled into the claystone bedrock be used to support the proposed structure. The design and construction criteria presented below should be observed for a straight-shaft pier foundation system: 1) The piers should be a minimum diameter of 12 inches and designed for an allowable end bearing pressure of 30,000 psf and an allowable skin friction value of 3,000 psf for that portion of the pier in bedrock. 2) Piers should also be designed for a minimum dead load pressure of 10,000 psf based on pier end area only. If the minimum dead load requirement cannot be achieved, the pier length should be extended beyond the minimum penetration to make up the dead load deficit, This can be accomplished by assuming one-half the allowable skin friction value given above acts in the direction to resist uplift. 3) Uplift on the piers from structural loading can be resisted by utilizing 75Yo of the allowable skin friction value plus an allowance for the weight of the pier. 4) Piers should penetrate at least fïve pier diameters into the hard bedrock. A minimum penetration of 6 feet into the bedrock and a minimum pier length of 15 feet are recommended. 5) Piers should be designed to resist lateral loads assuming a modulus of horizontal subgrade reaction of 75 tcf in the clay soils and a modulus of horizontal subgrade Kumar &Associates, lnc. ø Project No.21-7"574 4 reaction of 250 tcf in the bedrock. The modulus values given are for a long, 1 foot wide pier and must be corrected for pier size. 6) Piers should be reinforced their full length with at least one #5 reinforcing rod for each 14 inches of pier perimeter (minimum of 3) to resist tension created by the swelling materials. 7) A 4-inch void form should be provided beneath grade beams to prevent the swelling soil and rock from exerting uplift forces on the grade beams and to concentrate pier loadings. A void form should also be provided beneath pier caps. 8) Concrete utilized in the piers should be a fluid mix with sufficient slump so that concrete will fill the void between the reinforcing steel and the pier hole. 9) Pier holes should be properly cleaned prior to the placement of concrete. The drilling contractor should mobilize equipment of suffrcient size to effectively drill through possible cemented bedrock zones. 10) Although free water was not encountered in the borings drilled at the site, some seepage in the pier holes may be encountered during drilling. Dewatering equipment may be required to reduce water infiltration into the pier holes. If water cannot be removed prior to placement of concrete, the tremie method should be used after the hole has been cleaned of spoil. In no case should concrete free fall into more than 3 inches of water. 11) Care should be taken to prevent the forming of mushroom-shaped tops of the piers which can increase uplift force on the piers from swelling soils and bedrock, 12) A representative ofthe geotechnical engineer should observe pier drilling operations on a full-time basis. FOLINDATION AND RETAINING V/ALLS Foundation walls and retaining structures which are laterally supported and can be expected to undergo only a slight amount of deflection should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of 65 pcf for backfrll consisting of the on-site soils and 50 pcf for backfill consisting of imported granular materials. Cantilevered retaining structures which are separate from the residence and can be expected to deflect suffrciently to mobilize the full active earth pressure condition should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of 55 pcf for backfrll consisting of the on-site soils and 40 pcf for backfill consisting of imported granular materials. All foundation and retaining structures should be designed for appropriate hydrostatic and surcharge pressures such as adjacent footings, traffic, construction materials and equipment. The pressures recommended above assume drained conditions behind the walls and a horizontal Kumar &Associates, lnc. ô Project No.21-7-574 -5- backfill surface. The buildup of water behind a wall or an upward sloping backfill surface will increase the lateral pressure imposed on a foundation wall or retaining structure. An underdrain should be provided to prevent hydrostatic pressure buildup behind walls. Backfrll should be placed in uniform lifts and compacted to at least 90% of the maximum standard Proctor density at a moisture content near to slightly above optimum. Backfill placed in pavement areas should be compacted to at least 95o/o of the maximum standard Proctor density. Care should be taken not to overcompact the backfill or use large equipment near the wall since this could cause excessive lateral pressure on the wall. Some settlement of deep foundation wall backfill should be expected even if the material is placed correctly and could result in distress to facilities constructed on the backfïll. We recommend imported granular soils for backfilling foundation walls and retaining structures because their use results in lower lateral earth pressures. Imported granular wall backfïll should contain less than 25% passing the No. 200 sieve and have a maximum size of 4 inches. Granular materials should be placed to within 2 feet of the ground surface and to a minimum of 3 feet beyond the walls. The upper 2 feet of the wall backfill should be a relatively impervious on-site soil or a pavement structure should be provided to prevent surface water infiltration into the backfill. Shallow spread footings may be used for support of retaining walls separate from the residence building, provided some differential movement and distress can be tolerated, Footings should be sized for a maximum allowable bearing pressure of 2,500 psf. The lateral resistance of retaining wall footings will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefftcient of friction of 0.35. Passive pressure against the sides of the footings can be calculated using an equivalent fluid unit weight of 300 pcf. The coefficient of friction and passive pressure values recommended above assume ultimate soil strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultimate strength, particularly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be compacted to atleastgiYo of the maximum standard Proctor density at a moisture content near optimum. FLOOR SLABS Floor slabs present a problem where expansive materials are present near floor slab elevation because sufficient dead load cannot be imposed on them to resist the uplift pressure generated when the materials are wetted and expand. We recommend that structural floors with crawlspace below be used for all floors in the building that will be sensitive to upward movement. Kumar &As¡ociates, lnc. o Project No.21-7-574 -6- Slab-on-grade construction may be used in the garage area provided the risk of distress is understood by the owner. We recommend placing at least 3 feet of nonexpansive structural fill below floor slabs in order to help mitigate slab movement due to expansive soils. To reduce the effects of some differential movement, nonstructural floor slabs should be separated from all bearing walls, columns and partition walls with expansion joints which allow unrestrained vertical movement, Interior non-bearing partitions resting on floor slabs should be provided with a slip joint at the bottom of the wall so that, if the slab moves, the movement cannot be transmitted to the upper structure. This detail is also important for wallboards, stairways and door frames. Slip joints which allow at least 4 inches of vertical movement are recommended. Floor slab control joints should be used to reduce damage due to shrinkage cracking. Joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. If a basement floor slab is used after all potentially expansive clay and claystone is removed, a minimum 4-inch layer of free-draining gravel should be placed immediately beneath the basement level slab-on-grade. This material should consist of minus 2-inch aggregate with less than 50Yo passing the No, 4 sieve and less than2Yo passing the No. 200 sieve. The free-draining gravel will aide in drainage below the slabs and should be connected to the underdrain system. Required fìll beneath slabs should consist of a suitable imported granular material, excluding topsoil and oversized rocks. The suitability of structural fill materials should be evaluated by the geotechnical engineer prior to placement. The fïll should be spread in thin horizontal lifts, adjusted to at or above optimum moisture content, and compacted to 95% of the maximum standard Proctor density. All vegetation, topsoil and loose or disturbed soil should be removed prior to frll placement. The above recommendations will not prevent slab heave if the expansive soils underlying slabs- on-grade become wet. However, the recommendations will reduce the effects if slab heave occurs. All plumbing lines should be pressure tested before backfilling to help reduce the potential for wetting. LINDERDRAIN SYSTEM Although groundwater was not encountered during our exploration, it has been our experience in the area and where clay soils and bedrock are present, that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. Therefore, we recommend below-grade construction, such as crawlspace and basement areas, be protected from wetting by an underdrain system. The drain should also act to prevent buildup of hydrostatic pressures behind foundation walls. Kumar &Associates, lnc. o Project No. 21-7-574 -7 - The underdrain system should consist of a drainpipe surrounded by free'draining granular material placed at the bottom of the wall backfill. The drain lines should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade, and sloped at a minimum to/o grade to a suitable gravity outlet. Free-draining granular material used in the drain system should consist of minus Z-inch aggregate with less than 50Yo passing the No. 4 sieve and less than2o/o passing the No. 200 sieve. The drain gravel should be at least 2 feet deep. Void form below the grade beams can act as a conduit for water flow. An impervious liner such as 20 mil PVC may be placed below the drain gravel in a trough shape and attached to the grade beam with mastic to keep drain water from flowing beneath the grade beam and to other areas of the building. SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: l) Excessive wetting or drying of the foundation excavations and underslab areas should be avoided during construction. Drying could increase the expansion potential of the clay soils. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95o/o of the maximum standard Proctor density in pavement areas and to at leastg}Yo of the maximum standard Proctor density in landscape areas. Free- draining wall backfìll should be capped with about 2 feet of the on-site soils to reduce surlace water infiltration. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the frrst 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in paved areas. 4) Roof downspouts and drains should discharge well beyond the limits of all backftll, 5) Landscaping which requires regular heavy irigation should be located at least l0 feet from foundation walls, Consideration should be given to use of xeriscape to help prevent wetting below the building from landscape inigation, LIMITATIONS This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either express or implied The conclusions and recommendations submitted in this report are based upon the data obtained Kumar &Asoociates, lnc. ô Project No.21-7-574 -8- from the exploratory borings drilled at the locations indicated on Figure 1, the proposed type of construction and our experience in the area. Our services do not include determining the presence, prevention or possibility of mold or other biological contaminants (MOBC) developing in the future. If the client is concerned about MOBC, then a professional in this special field of practice should be consulted. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory borings and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear to be different from those described in this report, we should be notified at once so re-evaluation of the recofitmendations may be made. This report has been prepared for the exclusive use by our client for design pu{poses. We are not responsible for technical interpretations by others of ow information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recoÍrmendations, and to veriff that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications of the recommendations presented herein. 'We recommend on-site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. Sincerely, Kumar & Associates, lnc. Steven L. Pawlak, Reviewed by: Daniel E. Hardin, P.E. SLP/kac Ø 5222I Kumar & Associatcs, lnc. ô Project No.21-7-574 ta ,! i E(\I o.= EBJd¡ùa ctt q,>6<-dú J r) IW ¡r¿w s I BLM Aæess Cil- 4t Priwte AccÊss & EmergencyAccess Easenent Common wllh C/L 3 \z$ '\\_rTtslqrl'".,\....: BoRlilc 2 B'RTNG r o iracf:8 çnoq l\t(È r\)oÀ fTl Potuit of Beglnning I çD6l if9 \îã,í2&*,\ \.\E \\ /wC/LSec.28\\\t\ v+8t â Bæ s 51"57q8'W -75.2 NW00ww 5¡t.gS sCIr35'50FW-1{1 g I 7 irtGIîo PIz s 6ffi1'4ãW - 158.97æ(\l #(n () U'z 1.4 s 1?3ruW -47.48, s4r4B?98-1S9.53' C/l- ¿+0'Pritate DriìJ€ A Emergwrcy Acæes Easomgnt sm$6?8"8-2¿15.88 clL 4 100 00 200 APPROXIMATE SCALE-FEET 21-7-574 Kumar & Associates LOCATION OF EXPLORATORY BORINGS TRACT 8 Fig. 1A I !ì 10 0 APPROXIMATE SCALE_FEET 21 -7 -57 4 Kumar & Associates LOCATION OF EXPLORATORY BORINGS BUILDING SITE Fí9. 1B s BORING 1 EL. 5798' BORING 2 EL. 5801.5' 5805 5805 5800 580025/12 WC=3.7 DD=1 1 5 24/12 WC=4,7 DD=1 13 -2OO=47 20/6, 55 WC=5.6 DD=132 /6 t-l¿ll¡¡t¡ Izo l- l¿lJl¡l s795 5795 Fl¡J l¡JL. Izo t- bJJ l¡J 17/6,37/6 WC=8.5 DD= 1 25 s0/4 50/4.5 5790 50/4.5 5790 52/6 5a/1 5785 5785 so/1 1oo/1 5780 5780 21-7-574 Kumar & Associates LOGS OF EXPLORATORY BORINGS Fig. 2 LEOEND ñ TOpSOth ORGANTC SANDY CI-AY, MO|ST, BROWN. CI.AY (CL); SANDY TO VERY SANDY, CLAYSTONE FRAGMENTS, VERY STIFF TO HARD, SLIGHTLY MOIST, MIXED GRAY, MEDIUM PI.ASTICITY, CALCAREOUS TRACES. t mtfl F CLAYSTONE BEDROCK; MEDIUM HARD AND WEATHERED TO VERY HARD WITH DEPTH, SLIGHTLY MOIST, MIXED OLIVE-GRAY. WASATCH FORMATION. SANDSTONE-SILTSTONE BEDROCK; VERY I{ARD, SLIGHTLY MOIST, OLIVE-GRAY. WASATCH FORMATION. DRIVE SAMPLE, z-INCH I.D. CALIFORNIA LINER SAMPLE. ô/t1.' DRIVE SAMPLE BLOW COUNT. INDICATES THAT 24 BLOìrt/S OF A 140-POUND HAMMER'rr tL FALLING 30 tNcHES WERE REQUIRED To DRtvE THE SAMPLER 12 tNcHEs. NOTES 1. THE EXPLORATORY BORINGS WERÉ DRILLED ON JULY I 6, 2021 WITH A i1-INCH DIAMETER CONTINUOUS-FLIGHT POWER AUGER. 2. THE LOCATIONS OF THE EXPLORATORY BORINGS WERE MEASURED APPROXIMATELY BY PACING FROM FEATURES SHOWN ON TI{E SITE PLAN PROVIDED. 3. THE ELEVATIONS OF THE EXPLORATORY BORINGS WERE ESTIMATED FROM CONTOURS SHOWN ON THE PLAN PROVIDED AND CHECKED BY INSTRUMENT LEVEL. 1. THE EXPLORATORY BORING LOCATIONS AND ELEVATIONS SHOULD BE CONSIDERED ACCURATE ONLY TO THE DEGREE IMPLIED BY THE METHOD USED. 5. THE LINES BETWEEN MATERIALS SHOWN ON THE EXPLORATORY BORING LOGS REPRESENT THE APPROXIMATE BOUNDARIES BETII/EEN MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL, 6, GROUNDWATER WAS NOT ENCOUNTERED IN THE BORINGS AT THE TIME OF DRILLING. 7. LABORATORY TEST RESULTS: WC = WATER CONTENT (%) (ASTM D2216)Z DD = DRY DENSTTY (pcr) (rSrU D2216); -200= PERCENTAGE PASSING No. 200 SIEVE (ASTM Dlf40). 21-7-s74 Kumar & Associates LEGEND AND NOTES Fíg. 3 I I SAMPLE OF: Weothered Cloystone FROM:BoringlOS' WC = 8.5 %, DD = 123 pcf EXPANSION UNDER CONSTANT PRESSURE UPON WETTING lln trt rt¡n opply 6ù l, üraü60L. brtad. lùa ffirg n¡od.lrI mt Èa nÞÞdu€4 .efn fn fi¡ll. rlünn $. últi.tr opÞrwf ol¡ûffi oDd ¡.ooh* lm. tu l CcnEltloöo.r t-ün9 Þrlodtì.d ln6ôcórdd rtlh lgtu HSL. 5 4 ¡e Jt¡.Ø I zo l- cr JoI^zo() 5 2 1 0 -1 -2 -z -4 I t0 21 -7 -57 4 Kumar & Associates SWELL-CONSOLIDATION TIST RESULTS FÍg. 4 g i: I SAMPLE OF: Very Sondy Cloy FROM:Borlng2O2.5' WC = 3.7 ,6, DD = I 15 pcf ) \ \) EXPANSION UNDER CONSTANT PRESSURE UPON WETTING ¡f Jl¡J.UI I zo c¡:ioulzo() >s JJl¡¡ =Ø I zo ô =oØ =o(J I 0 -2 -5 -1 5 2 1 0 -1 -2 t.0 SAMPLE OF: Weothered Clcystone FROM:Borlng2OS' WC = 5.6 %, DD = 132 pcf (EXPANSION UNDER CONSTANT PRESSURE UPON WETTING 21-7-574 Kumar & Associates SWELL-CONSOLIDATION TEST RESULTS Fig. 5 lcrtÍu¡ra¡ & Associates, Inc.oGeotechnical and Materials Engineenand Environmental ScientistsTABLE 1SUMMARY OF I.ABORATORY TEST RESULTSNo.21-7-5742IBORII{G5zYz52t/2tfrtDEPTHSAtrPLELOCATþN3.78.55.64.7f%l}IAlURALXO6TUREcoiltÊr{T132115123113NATURATDRYDEI¡SrY(%)GRAVEL{%}SAI{D47PERCENTPÁSSING NO.20ûsla/EUI{CONFII{EDcotPRFsfr¡ESTRENGÏHATIERBERG LItrITSLtoutDLtf,tTPLASNCINDÐ('Weathered ClaystoneVery Sandy ClayWeathered ClaystoneSandy Clay with ClaystoneFragmentsSCIIL Tì?E