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Home My WebLink AboutGeotechnical Engineering Investigation 12.20.18ffi CTL I THOMPSON @ GEOTECHNICAL ENGINEERING INVESTIGATION MATIS RESIDENCE I04 CREEKSIDE DRIVE GARFIELD COUNTY, COLORADO Prepared For: FOREST MATIS P.O. Box 968 New Castle, CO 81647 Project No. GS0631 3.000-120 December 20,2018 234 Center Drive I Glenwood Springs, Colorado 81601 Telephone: 970-945-2809 Fax: 970-945-741 1 ffi TABLE OF CONTENTS scoPE........ SUMMARY OF CONCLUSIONS SITE CONDITIONS PROPOSED CONSTRUCTION,.... SITE GEOLOGY,,,.... SUBSURFACE CONDITIONS..,... SITE EARTHWORK.,....... Slope and Excavation Stability.. Sub-excavation and Structural Fill Foundation Wall Backfill FOUNDATION Footings.,,.,. SLAB-ON-GRADE CONSTRUCTION ... FOUNDATION WALLS SUBSURFACE DRAINAGE.. SURFACE DRA]NAGE CONCRETE..,. CONSTRUCTION OBSERVATIONS GEOTECHNICAL R¡SK LIMITATIONS. FIGURE 1 -VICINITY MAP FIGURE 2 - AERIAL PHOTOGRAPH FIGURE 3 _ SUMMARY LOGS OF EXPLORATORY PITS FIGURE 4 - SWELL CONSOLIDATION TEST RESULTS FIGURE 5 -GRADATION TEST RESULTS FIGURE 6 - FOUNDATION WALL DRAIN CONCEPT TABLE I_ SUMMARY OF LABORATORY TESTING FORËSÏ MATIS T\IATIS RESIDENCÊ PROJECT NO. GS063l 3.000.1 20 C:ìUsstslathato\Box\Projocßlcfenwæd Spr¡ngs - Prcjsclslcs0631 3.000\l æ\Z R€podstGSO63t3,000 120 Rl.docx 1 1 2 3 4 4 5 5 6 6 7 7 I I '10 ...10 14 12 12 13 ffi SCOPE This report presents the results of our geotechnical investigation for the Ma- tis Residence planned a|104 Creekside Drive in Rifle, Colorado. We conducted this investigation to evaluate subsurface conditions at the site and provide ge- otechnicalengineering recommendations for the planned construction. The scope of our geotechnical engineering investigation was set forth ín our Proposal No. GS 18-0287 (dated November 6,2A18). CTl/Thompson, lnc. is providing structural engineering services for the project under this project number pursuant to our pro- posal GS 18-0296 (revised). Our report was prepared from data developed from our field exploration, laboratory testing, engineering analysis, and our experience with similar conditions. This report includes a description of the subsurface condi- tions found in our exploratory pits and presents geotechnicalengineering recom- mendations for design and construction of foundations, floor systems, below-grade walls, subsurface drain systems and details influenced by the subsoils. A surn- mary of our conclusions is presented below. SUMMARY OF CONCLUSIONS Subsurface conditions encountered in our exploratory pits were about nil to 4 inches of topsoil over sandy clay and clayey sand to the total explored depth of I feet. Free groundwater was not found in our exploratory pits, Our subsurface information indicates the natural clay soil at this site possesses low to rnoderate potential for expansion. We judge foot- ing foundations are appropriate for the residence. Footings sup- ported directly on the undisturbed natural soils would involve risk of moderate arnounts of differential movement and associated building damage. We recommend sub-excavation of the natural soils below footings to a depth of 2 feet, moisture-treatment, and recompaction as structural fill. Slab-on-grade floors are typically cost-effective for garages in similar residences in the area. Slabs are susceptible to heave and darnage FOREST MATIS MATIS RÊSIDÊNCE PROJECT NO. GS06313.000-',| 20 c:ìusêfstáthåtot8o¡tPfoiæts\Glonwood spdngs . PfoJoctslcs063l3-000112012 RèÞÒn3\Gs063 I 3.000 120 Rl.docr 1 2 3 1 ffi due to expansive soils. To enhance potential performance, we rec- ommend sub-excavation of the soils below slabs to a depth of 2 feet and replacement with densely-compacted, structural fill consisting of the excavated soils. The residence should be provided with a perimeter foundation drain around crawlspace âreas. Surface drainage should be designed to rapidly convey surface water away from the residence. SITE CONDITIONS The Matis Residence is proposed at 104 Creekside Dríve in Garfield County, Colorado, A vicinity map with the location of the site is shown in Figure 1. The property is an approximalely 2. -acre parcel located east of the intersection of Highway 325 and Creekside Drive and west of Rifle Creek. An aerial photograph of existing site conditions is shown on Figure 2. Homes have been constructed on the adjacent lots to the northeast and south. The naturalground surface on the subject site generally slopes gently down to the east at grades less than 5 percent. Vegetation on the lot has been cleared in the past and now consists of sparse weeds and grasses. A drainage borders the site to the east and trends south to- ward Rifle Creek. The elevation of Rifle Creek is at least 15 feet below the south- east corner of the site. Hydrophilic vegetation is present in the drainage and Rífle Creek adjacent to the property. A photograph of the site taken during our subsur- face investigation is below. FOREST MATIS MAÎIS RËSIDENCE PROJeCT NO, GS06313.000-{ 20 C;\UsârôlâthâlôlBoxlPrôlætslclanwood Sprlngå - PróJoclslGS063l 1.000t120\2. R.porrr\GS0t¡11.000 t20 nl.docr 4 2 ffi November 26,2018. Looking across the site to the northeast. TP-1 is in the foreground. Rifle Creek is in the midground. We reviewed the Federal Emergency Management Agency (FEMA) Flood lnsurance Rate Map (FIRM) for the unincorporated areas of Garfield County that include the subject property. Parcel 965 B (dated January 3, 1986) indicates the lot is primarily located within Flood Zone C. The exploration of zone designations describes Zone C as an area of minimalflooding. lt appears that elevation of the ground surface in the area of the proposed residence is 10 to 15 feet above the 1O0-year flood elevation determined for Rifle Creek adjacent to the site. PROPOSED CONSTRUCTION Architectural plans by TM Vavra Associates, (dated November 2,2018) in- dicate the Matis Residence is planned as a two-story, wood-framed structure with an attached garage. A crawl space is planned below the rnain level floor. Slab- on-grade floors are typically cost-effective for garages in sirnilar residences in the area. Maximum foundation excavation depths will likely be on the order of 4 to 5 feet. Typical foundation loads for this type of construction are about 1,000 to FORESÍ MATIS MATIS RESIDENCE PROJECT NO. GS063r 3.000.120 C:lus€rs\allratolBox\Projocts\Glenwood Springs . ProJects\GS063l 3,000U20\2. R0porislcs063l 3.00O I 20 Rl.dotx 3 ffi 3,000 pounds per linear foot of foundation wall with maximum 50-kip interior col- umn loads. CTl/Thompson, lnc. is currently developing structural engineering plans for the residence. SITE GEOLOGY We reviewed geologic mapping by the U.S. Geological Survey (USGS) ti- tled, "Geologic Map of the Rifle Quadrangle, Garfield County, Colorado", by Shroba and Scott (dated 1997). The site is mapped as flood plain and stream channef deposits underlain at depth by the Shire Member of the Wasatch For- mation. We did not encounter bedrock in our exploratory pits. Subsoils encoun- tered in our exploratory pits are consistent with the geologic mapping. SUBSURFACE CONDITIONS Subsurface conditions at the site were investigated by directing excavation of two exploratory pits (TP-1 and TP-Z) that were excavated with a backhoe at the approximate locations shown on Figure 3. Subsoils encountered in our pits were logged by our representative, who obtained samples of the soils during excavation operations. Graphic logs of the soils encountered in our exploratory pits are shown on Figure 3. Subsoils encountered in our exploratory pits were about nilto 4 inches of topsoil over sandy clay and clayey sand to the total explored depth of I feet. Frec groundwater was not encountered in the pits at the time of excavation. A PVC pipe was installed in TP-2 to facilítate future checks of groundwater. The pits were backfilled immediately after excavation operations were cornpleted. FORESï ÍirATlS MATIS RESIDENCE PROJECT NO. GS063l 3.000-1 20 Crll¡3orEblhalslBorìProjêct3tcl.nwood Sprlngs - Projêclttcs063t3.000tt20\2. Rsport!\6$0631¡.00O le0 Rl.docr 4 ffi Samples of the soils obtained from our exploratory pits were returned to our laboratory where field classificatíons were checked, and representative samptes were selected for pertinent testing. Swell-consolidation testing in which samples were wetted under an applied load of 1,000 psf, was performed on two samples of the sandy clay. The samples exhibited 0.5 and 1,9 percent expansion. Swell-con- solidation test results are shown on Fígure 4. One sample of clayey sand selected for gradation analysis contained 21 percent gravel, 66 percent sand, and 13 per- cent silt and clay (passing the No. 200 sieve). Gradation test results are shown on Figure 5. Engineering index testing indicates the clay soil at this site is moderately plastic. Laboratory testing is summarized on Table l. SITE EARTHWORK Slooe and CI n Stabilitv We expect maximurn foundation excavation depths of about 4 to 5 feet to construct a residence with a crawl space. For an excavation of this depth, it will likely be possible to slope the sides of the excavation to a safe configuration. We anticipate excavations at the site can be accomplished using conventionalexca- vating equipment. From a "trench" safety standpoint, sides of excavations need to be sloped or braced to meet local, state and federal safety regulations. The soils encountered in the excavation to construct the residence will likely classify as Type B or Type C soils based on OSHA standards governing excavations. Tempo- rary excavation slopes that are not retained should be no steeper than 1 to 1 (hori- zontal to vertical) in Type B soils and 1.5 to 1 in Type C soils. Contractors are re- sponsible for maintaining safe excavations. Free groundwater was not encountered in our exploratory pits. We do not anticipate excavations for foundations or utilities will penetrate a free groundwater FOREST MATIS MATIS RESIDËNCE PROJECT NO. GS063t3.000.120 C:tueer¡tathåtêlBôxìProjæt61cl€nwood Sprlîgè . ProjdctslcS0SSl 1.000ü 20\2. RspÒns\GS063t3.000 120 Rl.docx 5 ffi table. We recommend excavations be sloped to a gravity discharge or to a tempo- rary sump where water from precipitation can be removed by pumping. Sub-excavation and Structural Fill ln our opinion, supporting footings and floor slabs directly on the undis- turbed, natural soils at this site would involve risk of differential movement and as- sociated damage. We recommend sub-excavation of the natural soils to a depth of at least 2leet below footings and slabs. The subexcavation process should ex- tend at least 1 foot beyond the edges of footings and slabs. Subexcavated soils should be moisture-treated and recompacted as structuralfill. The excavated native soils, free of rocks larger than 3 inches in diameter organic matter and debris can be used as structural fill. Structuralfill should be moisture-conditioned to within 2 percent of optimum moisture content and placed in loose lifts of I inches thick or less. Structural fill should be compacted to at least 98 percent of standard Proctor (ASTM D 698) maximum dry density. Moisture con- tent 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 cornpaction of foundation backfill is important to re- duce infiltration of surface water and settlement of backfill. The natural soils can be uscd as backfill, providcd thcy arc frcc of rocks larger than 3-inches in diameter, organics, and debris. Backfill should be moisture-conditioned to within 2 percent of optimum moisture content placed in loose lifts of approximately 10 inches thick or less and compacted. Thickness of lifts will likely need to be about 6 inches if there are srnall confined areas of backfill, which limit the size and weight of compaction equipment. FORËST MATIS MAÍIS RESIDENCE PROJECT NO. GS06313.000.120 Citusorsl.lth¡tðlBoxìProlôctslclonwood gprlngs . F olcctslo9083l3,000\120\2. Roporlelcsoo3l3.000 120 Rl.docr 6 ffi Backfill should be compacted to at least 95 percent of maximum standard Proctor (ASTM D 698) dry density. Moisture content and density of the backfill should be checked during placement by a representative of our firm. Observation of the compaction procedure is necessary. FOUNDATION Our subsurface information indicates the natural clay soil at this site pos- sesses low to moderate potential for expansion. We judge footing foundations are appropriate for the proposed residence. However, footings supported directly on the undisturbed natural soifs would involve risk of ditferential movement. We rec- ommend sub-excavation of the natural soils below footings to a depth of 2 feet, moisture-treatment, and recompaction as structural fill. Sub-excavation and struc- turalfill should be in accordance with recommendations in the Subexcavation and Structural Fill section. Recommended design and construction critería for footing foundations are presented below. Footinqs The residence can be constructed footing foundations supported by a 2-feet thickness of densely'compacted, structural fill placed as rec- ommended in the Sub-excavation and StructurqjFil! section. Footings on structuralfill can be sized using a rnaximum allowable bearing pressure of 3,000 psf. Continuous wallfootings should have a minimum width of at least 16 inches. Foundations for isofated columns should have minimurn di- rnensions of 24 inches by 24 inches. Larger sizes may be required, depending upon foundation loads. FOREST MATIS ftIAIIS RESIDENCE PROJECÍ NO. GS063t 3.000-120 6:lus6rståtlìato\EoxìFroJoclstclonwood Sprlngs . ProjÊêtsìc506313.000i120i2. Roport!1GS06313.000 120 ñi.docr 1 2 4 7 ffi 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 12feet. The soils under exterior footings should be protected from freezing. We recommend the bottom of footings be constructed at a depth of at least 42 inches below finished exterior grades. The Garfield County building department should be consulted regarding required frost protection depth. SLAB.ON.GRADE CONSTRUGTION Slab-on-grade floors are typically cost-effective for garages in similar resi- dences in the area, Slabs are susceptible to heave and darnage due to expansíve soils. To enhance potential performance, we recommend sub-excavation of the soils below the slab to a depth of 2 feet, moisture-treatment, and recompaction as structuralfill. Sub-excavation and structuralfill should be in accordance with the recommendations outlined in the Sub-excavation and Structural FÍll section. We recommend the following precautions for slab-on-grade construction at this site. Slabs should be separated from exterior walls and interior bearing members with slip joints which allow free vertical movement of the slabs. The use of underslab plumbing should be minimized, Underslab plumbing should be pressure tcstcd for lcaks before the slabs arc 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, Exterior patio and porch slabs should be isolated from the building These slabs should be well-reinforced to function as independent units. Movements of these slabs should not be transmitted to the building. Ê. 6 1 2 3 FOREST MATIS ÍI/IATIS RÊSIOENCE PROJECT NO. GSo83t3.000.120 C:\U¡ersLth¡tol8ôdProJoct8tclrnwood Sprlngr . Pro¡ocls\G606313.000t120ì2, Reporlr\Gsoo313.000 t20 Rl,docr I ffi Frequent controljoints shoufd be provided, in accordance with Amer, ican Concrete lnstitute (ACl) recommendations, to reduce problems associated with shrinkage and curling. FOUNDATION WALLS Foundation walls which extend below-grade should be designed for lateral earth pressures where backfill is not present to about the same extent on both sides of the wall, such as adjacent to crawl space areas. Many factors affect the values of the design lateral earth pressure. These factors include, but are not lim- ited to, the type, compaction, slope and drainage of the backfill, and the rigidity of the wall against rotation and deflection. For a very rigid wallwhere negligible or very little deflection will occur, an "at-rest" lateral earth pressure should be used in design. For walls that can deffect or rotate 0.5 to 1 percent of wall height (depending upon the backfill types), lower "active" lateral earth pressures are appropriate. Our experience indicates typical below-grade walls in residences deflect or rotate slightly under normal design loads, and that this deflection results in satisfactory wall performance. Thus, the earth pressures on the walls will likely be between the "active" and "at-rest" condi- tions. lf the on-site soils are used as backfill and the backfill is not saturated, we recommend design of below-grade walls at this site using an equivalent fluid den- sity of at least 45 pcf, This value assumes deflection; some minor cracking of walls may occur. lf very little walf deflection is desired, a higher design value for the "at- rest" condition is appropriate using an equivalent fluid pressure of 60 pcf. 4 FOREST MATIS MATIS RESIDËNCË PROJECT NO. GS063't3.000-t 20 C:ìUserslâlhâtelBorlProjeclsìGlânwoÒd Spdngs . ProjoctstcS063t3.00û\120ì2. ReporlslcS063l3,000 120 Rt.docr I ffi SUBSURFACE DRAINAGE Water from surface precipitation, snowmelt, and irrigation frequently flows through relatively permeable backfill placed adjacent to a residence and collects on the surface of less permeable soils occurring at the bottorn of foundation exca- vations. This process can cause wet or moíst conditíons in below-grade areas, such as crawl spaces, after construction. We recommend an exterior foundation drain be installed around the perime- ter of the crawl space. The exterior foundation drain should consist of 4-inch di- ameter, slotted, PVC pipe encased in free-draining gravel. A prefabricated drain- age composite should be placed adjacent to foundation walls. Care should be taken during backfill operations to prevent damage to drainage composites. The drain should lead to a positive gravity outlet, or to a sump pit where water can be removed by pumping. Gravity outlets should not be susceptible to clogging or freezing. lnstallation of clean-outs along the drain pipes is recornmended. The foundation drain concept is presented on Figure 6. Ventilation is important to maintain acceptable humidity levels in crawl spaces, The mechanical systems designer should consider humidity and temper- ature of air, and air flow volumes, during design of crawl space ventilation. lt may be appropriate to install ventilation systems that are controlled by humidistat. SURFAGE DRAINAGE Surface drainage is critical to the performance of foundations, floor slabs, and concrete flatwork. Surface drainage should be designed to provide rapid run- off of surface water away from the residence. Proper surface drainage and irriga- tion practices can help control the amount of surface water that penetrates to foun- FOREST MATIS MAÎIS RËSIDENCE PROJECT NO. GSo631 3.000-1 20 c:tu3.ß\¡thatoì8orìProlsctstolènwood sp{¡ngr - PfojÊc1a10s08313,000112012. Rçpôrr¡1o30831!.000 120 ßl.cloc¡ 10 ffi dation levels and contributes to settlement or heave of soils and bedrock that sup- port foundations and slabs-on-grade, Positíve drainage away from the foundation and avoidance of irrigation near the foundation also help to avoid excessive wet- ting 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 backfíll. We recommend the following precautions. The ground surface surroundíng the exterior of the residence should be sloped to drain away from the building in alldirections, We recom- mend a minimum constructed slope of at least l2 inches in the first 10 feet (10 percent) in landscaped areas around the residence, where practical. Backfill around the foundation walls should be moistened and com- pacted pursuant to recommendations in the Foundation Wall Backfill section. Roof downspouts and drains should discharge wefl beyond the limits of all backfill. Splash blocks and/or extensions should be provided at alldownspouts so water discharges onto the ground beyond the backfill. We generally recommend against burial of downspout dis- charge. Where it is necessary to bury downspout discharge, solid, rigid pipe should be used, and it should slope to an open gravity out- let. lrrigation shoufd be limited to the minímum amount sufficient to main- tain vegetation; application of more water will increase likelihood of slab and foundation movements. Landscaping should be carefully designed and maintained to minimize irrigation, Plants placed close to foundation walls should be limited to those with low moisture re- quirements. lrrigated grass should not be located within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of founda- tions. Plastic sheeting should not be placed beneath landscaped ar- eas adjacent to foundation walls or grade beams. Geotextile fabric will inhibit weed growth yet still allow naturalevaporation to occur. 1 2 3 4 FORESÎ MATIS l,lATlS RESIDENCE PROJECT NO. GSo6313.000.120 C:\U.ðrs\rth¡ro\Bor\Proj€ct!\Glênwæd Spdngs . ProJ€ct3\GS06313.0001t20U. Roporlslc506313.000 120 Rt.docx 11 ffi CONCRËTE Concrete in contact with soil can be subject to sulfate attack. We measured a water-soluble sulfate concentration of 1.86 percent in one sample of the clay from the site. For this level of sulfate concentration, ACI 332-08, Code Require- ments far Residential Concrefe, indicates Concrete shallbe made with ASTM C150 Type V cement or an ASTM C595 or C1157 hydraulic cement meeting high sulfate-resistant hydraulic cement (HS) designation and shall have a specified minimum compressive strength of 3,000 psiat 28 days. Alternative combinations of cernents and supplementary cementitious materials, such as Class F fly ash, shall be permitted with acceptable test records for sulfate durability. ln our experience, superficial damage may occur to the exposed surfaces of highly-permeable concrete, even though sulfate levels are relatively low. To con- trol this risk and to resist freeze-thaw deterioration, the water-to-cementitious ma- terials ratio should not exceed 0.50 for concrete 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% +l- 1.ío/a. We recommend allfoundation walls and grade beams in contact with the subsoils be damp'proofed. CONSTRUCTION OBSERVATIONS We recommend that CTL I Thompson, lnc. be retained to provide construc- tion observation and materials testing services. This would allow us the oppor- tunity to verify whether soil conditions are consistent with those found duríng this investigation. lf others perform these observations, they must accept responsibility to judge whether the recommendatíons in this report remain appropriate. lt is also beneficial to projects, from economic and practical standpoints, when there is con- tinuity between engineering consultation and the construction observation and ma- terials testing phases. FOREST MÀTIS I,IÀf]S RESIDENCE PROJECT NO. G306313.000-r20 c:\uôôrslilhårô\BoxlP¡ojÊèb\Glénwood splngs . Projacrelcso63t3.00o12o2. Rôpoñ31cs0ô313.000 120 Rl.doct 12 ffi GEOTECHNICAL RISK This report has been prepared for the exclusive use of the client for the pur- pose of providing geotechnical engineering design and construction criteria for the proposed residence. The information, conclusions, and recornmendations pre- sented herein are based upon consideration of many factors including, but not lim- ited to, the type of structures proposed, the geologic setting, and the subsurface conditions encountered. The conclusions and recommendations contained in the report are not valid for use by others, Standards of practice continuously change in the area of geotechnical engineering, The recommendations provided in this report are appropriate for about three years. lf the proposed project is not constructed within three years, we should be contacted to determine if we should update this report. 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 recom- mendations presented in any geotechnical evaluatÍon should not be considered risk-free and, more irnportantly, are not a guarantee that the interaction between the soils and the proposed structure will perform as desired or intended. What the engineering recommendations presented in the preceding sections do constitute is our estimate, based on the information generated during this and previous evalua- tions and our experience in working with these conditions, of those measures that are necessary to help the buitding perform satisfactorily. FOREST MATIS MATIS RESIDENCE PROJECT NO. G506313.000-120 C.lU¡rrs\athåtö\BoÌlProject!\Glonwood Sprlng! . Projrcts\GS06C13.000t12012. ñeports\GS06313.000 120 Rl,docr 13 ffi LIMITATIONS Our exploratory pits provide a reasonably accurate picture of subsurface conditions at the proposed location of the residence. Variations in the subsurface conditions not indicated by the pits will occur. 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 re- port, please call. cTL I THOMPSON, tNC Ryan R. Barbone, E.l.T. Staff Engineer D RRB:JDK:ac cc:Via email to forestmatis@vahoo.com FOREST MATIS MATIS RESIDENCE PROJECT NO. G306313.000-120 C:lusârslallìatolBox\Proj0clslcl€nwood Sprlngs ' ProJoclslcS083f3.000ll2012. Repods\G506313.000 120 Rl.docr 14 ffi ' ó II Fi o SCALE:1'= 600' Forest Matls Matls F€sld€nce Vicinity Map ProJect No. GS0631 3.000-1 20 Flg. 1 È g IIrt SCALE:'l'= 60' TP- Forest Matis Mûüo Aoôldonoo 1 APPROXIMATE LOCATION OF EXPLORATORY PIT. PROPERTY BOUNDARIES FROM GARFIELD COUNTY GIS WESSITE. ffi Aerial Photograph Flg. 2ProJect No. GS0631 3.OOO-1 20 TP-1 10 15 FORESTUATIS MATIS RES'OENCE PROJECT NO. GS06313.00G120 ffi gunlmary Logs of Exploratory FIG.3 TP.2 00 5 LEGEND: SANDY CLAY'TOPSOIL", ORGANICS, MO¡ST, BROWN. cLAy,SANDY, ST|FF, MOIST, BROWN. (CL) SAND,CI¡YEY, DENSE, MOIST, BROWN. (sc) HANDDRIVE SAMPLE. INDICATES BULK SAMPLE FROM EXCAVATED sotLs. NOTES: 1. EXPLORATORY PITSWERE EXCAVATËD WITH A BACKHOE ON NOVEMBER 26, 2018, 2. LOCATIONS OF EXPLORATORY PITSARÊ APPROXIMATE. 3. FREEGROUNDWATERWASNOT ENCOUNTERED IN OUR PITS AT THE TIME OF EXCAVATION. PVC PIPE WAS PI¡CED IN TP.2 TO ALLOW FUTURE CHECKS OF GROUNDWATER LEVELS. THË OTHER PITWAS BACKFILLEÐ IMMEDIATELY AFTER EXCAVATION OPERATIONS WERE COMPLETE. 4. EXPLOR'qTORY PITS ARE SUBJECT TO THE EXPLANATIONS, LIMITATIONS AND CONCLUSION$ CONTAINÉD IN THIS REPORT. t-IU UJl¡. ¡It-ô-lljo ht!IL Irt-o-uro 10 l5 þ F aor,Ud:f,IEooJ f-ÀoN ãÞ oIooI ¿ 2X6 Ë@ oÞ Ë& b3+ Þ6 Elu:)()oô É.c¡uxo6 *.oIJ (tôJ F ôÀLsUbIì, tl¡¡Øf4 C) 3 2 ffi ı' ct)z o. .1x IUs Z-2o6th EIÉ, -3 o. Eo()4 0,1 APPLIED PRE$SURE. KSF Somple of CLAY, SANDY (cL) 1.0 10 DRY UNITWEIGHT= MOISTURE CONTENT- 100 92 PCF nl V"From From TP-1 AT 5 FEET 0 .1 -t zo-r6z A- -¿.x ¡¡J sZÊo"6|t, t¡tE-6 o.ã.oo -7 0,1 APPLIED PRESSURE. KSF 10 ÐRY UNITWEIGHT= MOISTURE CONTENT' 92 15.4 1m PCF o/o Somple of CLAY, SANDY (CL) TP.2 AT 3 FEET FORESTMATIS MATIS RESIDENCÊ PROJECT NO. GS0ô31 3.000-t20 X:ìSlopss¡detGS05882005-i 1 5 $w€ll,xlg Swell Consolidation Test Results 5 - EXPANSION UNDER CONSTANT PRESSURE DUE TO WETTING \ \ l!lt !iti f-EXPANSION UNDËR CONSTANT PRESSURE DUE TO WETTING \ \ \ ! I 1.0 FIG,4 ffi GRAVELSANDS COARSE FINE COARSE COBBLESF¡NE MEOIUMctAY (PLASTIC) TO SILT (NON-PtAgrlC) .074 .1¡18 .257A.4?.5Ð 1.1s 2.O 2.s8 4'78 9.52 l9.l 3ô 1 762 l2I[lno OIAMETER OF PARTICLE IN MITLIMETERS o702ı $æ, 950 É.ulÀ40 90 e0 't00 30 20 10 o 90 r00 .001 0.002 .00s .009 .019 .037 CI,EARTIMEU.S, STANOARD .100 .50'40 '3o l0 20 ô30 r¡Jz *ñc,t-sfriJtU60û 70 .16 '10'S '4 3rô' 3/4" 1rÀ e' s'9" â"60 MtN. 19 MrN. 4 MlN. t MlN. 200 25HR 7HR. 45MtN. t5MlN. Somple of sAND, clAYEy (sc)From m GMVEL 21øh srLr & clAìqv--îl7o PLASTICIW INDEX GRAVEL To SILT & CLñZ-% PLASTICITY INDEX SAND LIQUID LIMIT 66% o/o o/a Somple of From SAND LIQUID LIMIT o/o o/o Vo FOREST MATIS MATIS RESIDENCE PRoJECT NO. GSo6313.000-120 Gradation Test Results GRAVELSANOS COARS FINE COARSE COBSLESFINÊMEDIUMcrAY (Pr.ASrrC) ro slLT (NoN-PLASTIC) l0 20 30 40 50 80 70 80 00 (970z u)ø Í60 L 360e.uor40 1tr) 60MlN. 19MlN- 4MlN. l MlN. ?00 30 20 t0 0 l9.r 36.f 76.2 121522@.001 0.m2 ,oo5 .009 .019 .037 100 CTEAR SOUARE OPENINGS 3/8" Sl4" 1%" U.S. STANDARO SERIES.1OO .50'40 t30 .t6 '10 .8 .074 .149 .rnto.o2.s0 l.l9 2.0 2.38 4:¡8 5.52 DIATUETER OF PARTICLE IN MIILIMEIERS 25HR, 7HR, 45MIN. f5M¡N, FIG. 5 ffi gtp I.t ô NOTE: ORA¡N SHOULD BE AT T.EAST 2 NCHES BELOW EOTTOM OF FOOTNO AT ï{E HrcHEST PONT A}ID SLOPE DOWNWARD TO A POS]TIIE GRAVITY OI"ITLET OR TO A SUMP TYHERE WATER CÂ}I BE REMOIED 8T PUMPING. MIRADRAIN G2OON OR EQUMAI.ENT ATTACH PUSNC TO FOUNDANON SHETßNG WATT cRAwL sp¡ç¿ J FOONNG OR PAT) .MUD SLAB, OR BARRIER SLOPE osHA COVER ENNRE WDIH OF PER GRA\EL IVÍT}I NON-WO\EN GEO'IETflLE FABRIC (MIRAFI 140N 0R EoUMAIE¡.IT). IMUM 8' MINIMUM OR BSIOND1:l SLOPE FROM BOTTOM OF FOOTING s{r{rcHEvER ¡s GREAIER) 4-INCH OIAMEÏER PERFORATED DRA¡N PIPE. THE PIPE SHOUI"D BE PLACEO IN A TRENCH TTTTH A sLoPE 0F AT LFJAS'T l/8-lNCFt DRoP PER FoOT OF DRAIN. Forest Matls Me& H€g¡dônce ProJect No. GS0631 3,OOO-1 20 Foundation Wall Drain Concept STRUCTURAT TLOOR Fls.6 TABLE ISUMMARY OF I.A,BORATORY TESTINGPROJECT NO. GS063ts.000-1 20. SWELL MEASURED WÍTH lOOO PSF APPLIED PRESSURE, OR ESTIMATED IN.SITU OVERBURDEN PRESSURE.NEGATÍVE VALUE INDICATES COMPRESSION.ffiDESCRtmo¡.rCLAY, SANDY (CL)CLAY, SANDY (CL)PASSINGNO.200SIEVE(o/o\9913PERCENTSANDlo/"\66PERCENTGRAVEL(o/"\21SOLUBLESULFATES%'t1.86SWELL TEST RESULTSSWELL(%)1,90.5ATTERtsERG LIMITSPLASTICITYINDEX(Yol?2LIQUIDLIMITt%)45DRYDENSITY(PCF]9292MOISTURECONTENTP/o\17.715.4DEPTHIFEET)5Ie6BORINGTP-1TP.1TP.2TP-2oage 1 of 1