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Home My WebLink About20060259.tiff PRELIMINARY SUBSURFACE EXPLORATION REPORT MISCIO P.C.D. NEVI, SE'/, SEC 31, TSN, R67W WELD COUNTY, COLORADO EEC PROJECT NO. 1022032 2006-0259 • March 20, 2002 EEC EARTH ENGINEERING CONSULTANTS, INC. Mr. Ray Pigg c:o The Neenan Company P.O. Box 2127 2290 East Prospect Fort Collins, Colorado 80522 Re: Preliminary Subsurface Exploration Report Miscio P.L.D. NE'.'. SEe,•;, Section 31. T8N, R67W Weld County, Colorado EEC Project No. 1022032 Mr. Pigg: Enclosed, herewith, are the results of the preliminary subsurface exploration completed by Earth Engineering Consultants. [nc, personnel for the referenced project. In summary, the subsurface materials encountered in the test borings consisted of low plasticity sandy lean clay andior clayey sand underlain by highly weathered sandstone bedrock. Groundwater was observed in two field slotted piezometers at depths of approximately 12 feet below present size grades approximately 12 days after drilling. Based on the materials we observed at the boring locations, we believe lightly loaded residential structures could be supported on conventional footing foundation bearing in the near surface low plasticity cohesive or essentially granular soils or on the highly weathered bedrock. Care will be required to see that footing foundations and floor slabs are supported on suitable strength low expansion potential materials. The low plasticity site materials with low expansion potential could be used for direct support of tloor slabs and pavements. The percolation rates measured in the site soils indicate the near surface soils would support conventional absorption fields for individual sewage disposal systems. However.the shallow bedrock on the east area of the site may necessitate alternative systems. The higher permeability rates of the site soils will make the development of a lake in the southwest corner of the site more difficult. Care will also be needed to see that the irrigation lateral on the northeast property boundary does not create groundwater issues for the proposed residences. CENTRE FOR ADVANCED TECHNOLOGY 230 I RESEARCH BOULEVARD, SUITE 1 04 FQRT COLLINS, COLORADO eo528 (970) 224-1522 tF'Ax) 224.4564 Earth Evneenrg C:maultants.;nc. EEC Project No. 1022032 March 20,2002 Page 2 Preliminary geotechnical recommendations concerning design and construction of foundations and support of floor slabs and pavements are presented in the text of the attached report. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning the enclosed report, or if we can be of further service to you in any other way, please do not hesitate to contact us. Very truly yours. Earth Engineering Consultants, Inc. Lester L. Litton, P.L. Principal Engineer • PRELIMINARY SUBSURFACE EXPLORATION REPORT MISCIO P.U.D. tiE`,14,SE%, SEC 31.T8K, R67W WELD COUNTY, COLORADO EEC PROJECT NO. 1022032 March 20, 2002 INTRO Di CTIO ' The preliminary subsurface exploration for the proposed Miscio P.L.D. residential development located in the NE',':,of the SE.a of Section 31, TSN, R67W of the 6th P. I. in Weld County, Colorado, has been completed. Five(5)soil borings extending to depths of approximately 15 feet below present site grades were advanced in the proposed development area to obtain information on existing subsurface conditions. Percolation tests were completed at each of the boring locations to evaluate the percolation rates of the in-place near surface soils. Individual boring logs and a diagram indicating the approximate boring locations are included with this report. The proposed project includes approximately 35 acres to be developed as estate lot single- family residential. Another r:-105 acres of the parcel will remain undeveloped. We expect the residential structures will be one or two-story, wood frame buildings constructed with full basements. Individual sewage disposal systems are anticipated for wastewater disposal. Foundation loads for the proposed residences are expected to be light with continuous wall loads less than 2.5 kips per lineal foot and column loads less than 35 kips. Floor loads are expected to be less than 10t)psf. It is expected the site cul-de-sac site roadway will be used by low volumes of automobiles and light trucks. Small grade changes are expected to develop tinal site grades. A lake area is presently planned for the southwest corner of the 35-acre development parcel. Etrrh En n werini{ EEC Project No. 1022032 March 20.2002 Page 2 The purpose of this report is to describe the subsurface conditions encountered in the site borings, analyze and evaluate the test data and provide preliminary geotechnicai recommendations concerning design and construction of foundations and support of floor slabs and pavements. EXPLORATION AND TESTING PROCEDURES The boring locations were selected and established in the field by Earth Engineering Consultants. Inc. (EEC)personnel by estimating angles and distances from identifiable site references. Access to boring location B-5 was limited by soft surface soils at the time of drilling. The locations of the borings should be considered accurate only to the degree implied by the methods used to make the field measurements. The borings were performed using a truck mounted CME 45-drill rig equipped with a hydraulic head employed in drilling and sampling operations. The boreholes were advanced using 4-inch nominal diameter continuous flight augers.Samples of the subsurface materials encountered were obtained using split-ban-el and California barrel sampling procedures in general accordance with ASTLI Specification D-1586. in the split-barrel and California barrel sampling procedures, standard sampling spoons are driven into the ground by means of a 140-pound hammer falling a distance of 30 inches. The number of blows required to advance the samplers is recorded and is used to estimate the in-situ relative density of cohesionless soils and,to a lesser degree of accuracy, the consistency of cohesive soils and hardness of weathered bedrock. In the California barrel sampling procedure, relatively undisturbed samples are obtained in removable brass liners. All samples obtained in the field were sealed and returned to the laboratory for further examination,classification and testing. Field slotted piezometers were installed at two of the boring locations prior to backtilline to allow for longer-term observation of groundwater levels. Groundwater measurements were taken approximately 12 days after the completion of drilling. Depth to groundwater measurements are indicated in the upper right hand corned of the attached boring !ogs. Additional monitorme of the groundwater levels should be completed to evaluate the water r+. i art:.F_ng;neersng consul;anr:.:::c EEC Project No. 1022032 March 20,2002 Page 3 levels after water is turned into the Cactus Hill Lateral which borders the property to the northeast. Additional monitoring of the groundwater was not included in our original workscope for this project. Percolation tests were completed at each of the boring locations to evaluate the perc rate of the near surface soils. Results of the field percolation tests are provided with this report. Moisture content tests were perfumed on each of the recovered samples. In addition, selected samples were tested for fine content and plasticity by washed sieve analysis and Atterberg limits tests. Swell/consolidation tests were completed on selected samples to evaluate the subgrade materials' tendency to change volume with variation in moisture content. Results of the outlined tests are indicated on the attached boring togs and summary sheets. As a part of the testing program, all samples were examined in the laboratory by an engineer and classified in accordance with the attached General Notes and the Unified Soil Classification System, based on the sample's texture and plasticity. The estimated group symbol for the Unified Soil Classification System is shown on the boring logs and a brief description of that classification system is included with this report. Classification of the bedrock was based on visual and tactual observation of disturbed samples and auger cuttings. Coring.and/or petrographic analysis may reveal other rock types. SITE GEOLOGY Geologic maps of the area indicate this site is underlain by the Upper Transition Zone of the Upper Cretaceous Period Pierre Shale. The Upper Transition Zone is marked by interbedded sandstone and shale with occasional hard sandstone ledges. The geologic maps do not indicate the presence of recoverable mineral resources in this area nor do they indicate the presence of geologic hazards such as landslides,collapsing in expansive soils, or propensity for flooding. Lath cngtncertng Commn nts,6r.:: EEC Project No, 1022032 March 20,2002 Page 4 The Soil Conservation Service map of the property also indicates low swell`collapse potential near surface soils. Shallow bedrock is indicated over a portion of the site and groundwater is indicated to be at a depth greater than 6 feet. SITE AND SUBSURFACE CONDITIONS The development parcel is located southwest of the Cactus Hill Lateral, west of County Road 15 and north of County Road 86 in Weld County, Colorado. The project site is presently undeveloped. Surface drainage is generally to the southwest with the difference in ground surface elevation across the site estimated to be on the order of approximately 50 feet. An irrigation pivot is located at the center of the V. Section and the ground surface in this area was soft and wet. An EEC field engineer was on-site during drilling to direct the drilling activities and evaluate the subsurface materials encountered. Field descriptions of the materials encountered were based on visual and tactual observation of disturbed samples and auger cuttings. The boring logs included with this report may contain modifications to the field logs based on results of laboratory testing and engineering evaluation. Based on results of field and laboratory evaluation, subsurface conditions can be generalized as follows. Approximately 3 to 0 inches of vegetation andi'or topsoil were encountered at the surface of the boring locations. The topsoil and/or vegetation was underlain by brown to light brown lean clay with varying amounts of silt and sand and/or clayey sand. The lean clay./claysand soils were generally medium stiff to stiff and exhibited low to moderate plasticity. The lean clay and clayey sand soils showed low swell potential at current moisture and density conditions. The lean clayclayey sand extend to the bottom of borings 13-4 and 13-5 at depths of approximately 15 feet and to depths of approximately 2 to 12 feet at the other boring locations. Borings B-1. B-2 and B-3 were terminated at a depth of approximately 15 feet below ground surface in the weathered sandstone bedrock. cartit E:tgnteerinv 6utst,ttans.;rc EEC Project No. 1022032 March 20,2002 Page 5 Weathered sandstone bedrock was encountered was encountered beneath the lean clayclayey sand at boring locations B-I, B-2 and B-3. The sandstone bedrock was poorly cemented with low plasticity and low swell potential. The stratification boundaries indicated on the boring logs represent the approximate location of changes in soil and rock types; in-situ, the transition of materials may be gradual and indistinct. I.;ROUND WATER OBSERVATIONS Observations were made while drilling and in the site piezometers approximately 12 days after the completion of drilling to detect the presence and level of free water. Free water observed in the site piezometers at depths of approximately 12 feet below ground surface. Perched and/or trapped water may be encountered in more permeable zones in the subgrade soils at times throughout the year. Perched water is commonly encountered in soils immediately overlying less permeable bedrock materials. Fluctuations in ground water levels and in the location and amount of perched water may occur over time depending on variations in hydrologic conditions, irrigation activities on surrounding properties and other conditions not apparent at the time of this report. The Cactus Hill Lateral borders the property to the north and east. Water flow in the canal could have a significant effect on the groundwater levels on the site. We have typically noted lowest groundwater levels in late winter and shallowest groundwater levels in mid to late summer. Additional monitoring of groundwater levels on the site should be completed to help determine seasonally high groundwater levels. Farah Earnecring C annuitants.fou. EEC Project No. It)22032 March 20,2002 Page( ANALYSIS AND RECOMMENDATIONS Site Preparation All existing vegetation and/or topsoil should be removed from beneath till, roadway or building subgrade areas. After stripping and completing all cuts and prior to placement of any till, floor slabs or pavements. we recommend the exposed soils be scarified to a minimum depth of 9 inches,adjusted in moisture content and compacted to be at least 95% of the material's maximum dry density as determined in accordance with ASTM Specification D-698, the standard Proctor procedure. The moisture content of the scarified materials should he adjusted to be within the range of+2% of standard Proctor optimum moisture at the time of compaction. Scarification and recompaction of subgrade soils in basement areas of the residential units would generally not be required. Fill soils required to develop the building area or pavement subgrades should consist of approved, low-volume change materials which are free from organic matter and debris. The near surface lean clay or essentially granular soils or highly weathered bedrock could be used as till in these areas. If the sandstone bedrock is used for fill, care will be needed to thoroughly process that material prior to use. Maximum particle size should not exceed 3 inches in diameter for use in structural areas of the site. We recommend the fill soils be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content as recommended for the scarf fled materials and compacted to be at least 95%of the material's standard Proctor maximum dry density. Care should taken after preparation of the .subgrades to avoid disturbing the subgrade materials. Positive drainage should be developed away from the structures and across and away from the pavement edges to avoid wetting of subgrade materials. Subgrade materials allowed to become wetted subsequent to construction of the residences and'or pavements can result in unacceptable performance of those improvements. Earth Entriramg Cansuirsras. EEC Project No. 1022032 March 20, 2002 Page 7 The site soils would be subject to strength loss and instability at elevated moisture contents. If construction occurs during wet periods, it may be necessary to stabilize the subgrades for completion of paving and instability should be expected in the building subgrades. Footing Foundations Based on materials observed at the boring locations,we expect the proposed residences could be supported on conventional footing foundations bearing on the natural site soils, newly placed and compacted fill developed as outlined above or the highly weathered bedrock. Footing foundations would extend through any existing vegetation and/or topsoil and bearing in the natural, stiff lean clayiclay sand, newly placed and compacted fill or weathered sandstone. For design of footing foundations bearing in the natural site materials or newly placed and compacted fill, maximum net allowable total load soil bearing pressures in the range of 1,5(X)to 4,000 psf appear usable. The lower bearing pressures would be applicable to the site soils with the higher pressures expected for the site bedrock. The net bearing pressure refers to the pressure at foundation bearing level in excess of the minimum surrounding overburden pressure. Total load should include full dead and live loads. Exterior foundations and foundations in unheated areas should be located at least 30 inches below adjacent exterior grade to provide frost protection. Formed continuous foodngs should have a minimum width of 12 inches and isolated column foundations a minimum width of 24 inches. Trenched foundations or grade beam foundations appear useable in the near surface soils. if used, we recommend trenched.foundations have a minimum width of 12 inches and tormed continuous foundations have a minimum width of 8 inches. Site specific explorations should be completed for the individual residences. t..zrsh Essgsneenngi:.ms::Etans.IIv. EEC Project No. 1022032 March 20.2002 Page S Floor Slab Subgrades We recommend all existing vegetation/topsoil be removed from beneath the floor slab areas. After stripping and completing all cuts and prior to placement of any floor slabs or fill, the exposed subgrades should be scarified, adjusted in moisture content and recompacted as outlined under"Site Development." Fill soils required to develop the floor slab subgrades should consist of approved, low- volume change materials which are free from organic matter and debris. The near surface soils or highly weathered sandstone bedrock could be used for fill beneath floor slabs. Those materials should be placed and compacted as outlined for the site till soils. Care should be taken after development of the floor slab subgrades to prevent disturbance of the in-place materials. Materials which are loosened or disturbed by construction activities or materials which become wet and softened or dry and desiccated should be reworked prior to placement of the overlying floor slabs. Below Grade Areas We recommend a perimeter drain system be installed around all below grade areas to reduce the potential for development of hydrostatic loads on below grade walls andior infiltration of surface water into below grade areas. In general, a perimeter drain system would consist of perforated metal or plastic pipe placed around the exterior perimeter of the structure and sloped to drain to a sump or free outran where reverse flow cannot occur in the system. The perimeter drain should be surrounded by an appropriate granular filter soil and either the filter soil or the drain line should be encased in a filter fabric to reduce the potential for an influx of tines into the system. Backfill placed above the exterior perimeter drain should consist of approved low-volume change materials which are free from organic matter and debris. The on-site low plasticity materials could be used as till in these areas. ff free draining granular soils are used as backfill,the top 2 feet of the backfill should be an essentially cohesive material to reduce. the Earth Ettgincerng l'aniuttan=s.Inc. EEC Project No. 1022032 March 20, 2002 Page 9 potential for an influx of water into the below grade drain system. We recommend those till soils be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content and compacted to be at least 95%of the material's standard Proctor maximum dry density. The moisture content of the backfill soils should be adjusted to be within the range of -w2% standard Proctor optimum moisture content. Basement walls will be subject to lateral earth pressures. Below grade walls for residential structures are commonly designed using active lateral stress distribution analysis. The active lateral stress analysis includes an assumption of slight wall rotation (deflection), typically assumed to be 0.5% of the height of the wall. Using the active stress analysis, we recommend the below grade walls be designed an equivalent fluid pressure of 35 pounds per cubic. That equivalent fluid pressure does not include a factor of safety nor an allowance for hydrostatic loads. Surcharge loads or point loads placed in the wall backfill would also add to the lateral pressures on the below grade walls. in establishing low floor elevations,care will be needed to maintai.n separation from seasonal high groundwater levels. Although high groundwater was not observed in the test borings, shallower groundwater levels would be expected after the irrigation season begins. Pavement Subgrades All existing vegetation and/or topsoil should be removed from pavement areas. After stripping and completing all cuts and prior to placement of any fill or pavements, we recommend the exposed soils be scarified to a minimum depth of 9 inches, adjusted in moisture content and compacted to be at least 95%of the material's maximum dry density as determined in accordance with the standard Proctor procedure. The moisture content of the scarified soils should be adjusted to be within the range of-2% of standard Proctor optimum moisture. Earth E.ng»teering 4unsultams. t:1C: Project No. 1022032 March 20.. 1002 Page 10 Fill materials required to develop the pavement subgrades should consist of approved, low- volume change materials, free from organic matter and debris. The near surface lean clay/ clay sand soils could be used for fill in these areas. We recommend those till soils be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content and compacted as recommended for the scarified materials above. Artier completion of the pavement subgrades,care should be taken to prevent disturbance of those materials prior to placement of the overlying pavements. Soils which are disturbed by construction activities should be reworked in-place or, if necessary, removed and replaced prior to placement of overlying fill or pavements. The site soils would be subject to strength loss and instability at elevated moistures. If subgrades below are wetted at the time of construction, it may be necessary to stabilize the subgrades prior to placement of the pavement section. l.n addition,care will be needed during and after construction phases to prevent wetting of the pavement subgrades. Pavements Pavement section design is based on subgrade support and estimated traffic. We can complete the pavement design when roadway alignment is determined, approximate final se ades are obtained and additional testing completed. For preliminary estimates, the "local" street will likely include 3 to 4 inches of hot bituminous pavement over 6 to 8 inches of aggregate base. Septic Systems The site soils show percolation rates consistent with the use of conventional absorption fields. However. Weld County standards require bedrock and groundwater be at least 6 feet below ground surface at the absorption field areas. A portion of the lots will likely not meet the bedrock separation criteria and alternative systems will be necessary. Earth Engineering Cnnwttenn,asc EEC Project No. 1022032 March 20,2002 Page t Site Empond men t The soils in the area of the proposed site empondment show relatively high permeability. To maintain water levels in the pond above groundwater levels would require construction of a lower permeability liner. Excavation below groundwater level will require a lined system or groundwater augmentation plan. GENERAL COMMENTS The analysis and recommendations presented in this report are based upon the data obtained from the soil borings performed at the indicated locations and from any other information discussed in this report. This report does not reflect any variations which may occur between borings or across the site. The nature and extent of such variations may not become evident until construction. If variations appear evident, it will be necessary to re-evaluate the recommendations of this report. It is recommended that the geotechnical engineer be retained to review the plans and specifications so that comments can be made regarding the interpretation and implementation of our geotechnical recommendations in the design and specifications. It is further recommended that the geotechnical engineer be retained for testing and observations during earthwork and foundation construction phases to help determine that the design requirements are fulfilled. This report has been prepared for the exclusive use of The Heenan C'ompany for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranty, express or implied, is made. In the event that any changes in the nature, design or location of the project as outlined in this report are planned,the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the conclusions of this report modified ur verified in writing by the geotechnical engineer. DRILLING AND EXPLORATION 1 DRILLING&SAMPLING SYMBOLS: SS: Split Spoon- 13/8"I.D.,2"O.U.,unless otherwise noted PS: Piston Sample ST: Thin-Walled Tube-2"O.D.,unless otherwise noted WS: Wash Sample R: Ring Barrel Sampler-2.42"I.D.,3"O.D. unless otherwise noted PA: Power Auger FT: Fish Tail Bit HA: Hand Auger RB: Rock Bit D13: Diamond Bit=4",N. B BS: Bulk Sample AS: Auger Sample PM: Pressure Meter HS: Hollow Stem Auger WB: Wash Bore Standard"N"Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D. split spoon,except where noted. WATER LEVEL MEASUREMENT SYMBOLS: WI. : Water Level WS : While Sampling WCl: Wet Cave in WD: While Drilling DCI: Dry Cave in BCR: Before Casing Removal AB : After Boring ACR: After Casting Removal i ! Water levels indicated on the boring logs are the levels measured in the borings at the time indicated. In pervious soils. the indicated levels may reflect the location of ground water. In low permeability soils. the accurate determination of ground water levels is not possible with only short term observations. DESCRIPTIVE SOIL CLASSIFICATION PHYSICAL PROPERTIES OF BEDROCK • Soil Classification is based on the Unified Soil Classification DEGREE OF WEATHERING: . system and the ASTM Designations D-2488. Coarse Grained Slight Slight decomposition of parent material on• ! Soils have move than 50% of their dry weight retained on a joints. May be color change. 520()sieve:they are described as: boulders,cobbles, gravel or Moderate Some deco .." sand. Fine Grained Soils have less than 50%of their dry weight throughout. tnposiaan and color change retained on a itno sieve;they are described as : clays, if they High Rock highly decomposed,may be extremelyi are plastic, and silts if they are slightly plastic or non-plastic. broken. Major constituents may be added as modifiers and minor HARDNESS AND DEGREE OF CEMENTATION: constituents may be added according to the relative proportions Limestone and Dolomite: based on grain size. In addition to gradation, coarse mauled Hard Difficult to scratch with knife. soils are defined on the basis of their relative in-place density Moderately Can be scratched easily with knife. and tine grained soils on the basis of their consistency. Example: Lean clay with sand, trace gravel, stiff(Cl); silty Hard Cannot be scratched with fingernail sand,trace eravel,medium dense(SM). Soft Can be scratched with fingernail CONSISTENCY OF FINE-GRAINED SOILS Shale.Siltstone and Claystonc: Hard Can be scratched easily with knife.cannot be Unconfined Compressive scratched with fingernail. ?! Strength.Qu.psf Consistency Moderately Can be scratched with fingernail, Hard -+ 500 Very Soft Soft Can be easily dented but not molded with 500- 1.000 Soft fingers. 1.001 - 2,000 Medium '.001 - 4,000 Stiff Sandstone and Conglomerate: Capable of scratching a knife blade. 4,001 - 4.000 Very Stiff Cemented 8.001 - 16,000 Very Hard Cemented Can be scratched with knife. RELATIVE DENSITY OF COARSE-GRAINED SOILS: Poorly Can be broken apart easily with lingers. • • -Blowsrft Relative Density Cemented 0-3 Very Loose 4-9 Loose j` 10-29 Medium Dense '30-49 Dense 50-SO Very Dense • 30— Extremely Dense UNEFIED SOIL.CLASSIFICATION S'YST' i i Sail Classification t ,Group CrauO Name ;,riteria for Assigning Grows S)rnoats ono Group names sing ',Marmot), 'cats Symbol :oarse-0roineo Grovels more than C'eon Grovels Less Sons more ;non50% of coarse than 5% ;inc.; Cu>4 ono <,',1c13' ':•W ifeil-grcdeli gravel' 50% retained On froction •etoineo t 'do. 200 sieve on No. 4 sieve Cu<4 one%or !>C:>3` ''JP =acriy-gradec gavel`! Grovels wiih Tires cartes classify os MI or WH vM Silty grovel. :;.-( more than 12% 9 fines f:'nes classify os CL or CH GC Clayey Grove''."' Sands 50% or C:eon Sands Less Cu>3i and '<res.3` cyy Weil-graded sane' more coarse than 5% fines `roc;ion gasses Cu<t> and/or tX0>3t .? Poorly-graded sand' 4o. 4 sieve • 5on+rs with rings =:Wes classify as ML or 4eN Sk4 Silky so n° more than 12% fines Tres classify cs CL cr Cli CEayey santla,, 1 :'rte-Grained Silts ono C:ays inorganic PI >! anti pl0{9 on of .3bOtR "A�L'ne' .�,C,� :_9Cn clay<'+ Solis 5C.% or _;owed :mil tess more passes :he than 50 al{A or plats tle-taw "A"1_ne' Mt. Silt`';'° \D. 200 sieve 1 ar.;on is ;quid L:mif - oven dried Organic v t,...0.+ <0.75 CL i Liqu1C Lmit - not dried Organic silt'•"''' Sits and a Cloys inorganic P* Mats or, or otsove "%"L':ne ..1 rat cloy.L'1 or i more 2' plots nelow "4''._nC MH Elastic Sit u+ organic I 9 L:quid L:mit - oven drive " I <0.75 O14 Organic lay•` L:quid Limit - not dried Organic silt*"."'"' 'ignly organic soils rrimoriiy organic -rratter. 'York :n coiar. ono fgonuc oer:r ?T .eat l '9aato an 3-.e matting: )ass•ng :hr. :-•n. -75- c' .' wi:: 1•x} '' so,: :ortcvrs '5 •,o 292rOh..t va. 20C. :300 I r+^.ti sine ione ;row', flft,cneslx a l Lt we aarnoit tarr;c,nea 40Qblee ar a ` .rea ninon 01 ail', i rs,;,aers, reaominont. i•sr Seth. ace s,th ;^„baits ,u OtwiaerS. Di aOth- sa1 :antaurs 2 a+us 'w. zG0 I yrou0 some , '.r0vel5 .,in a to i25 nas -erave0 -Yuo1 ''t SOfi cor+toins 2i5X bane. orid',rllh sondta prtaamenanuy sans. nap sandy •.a 2rouD ;row) name• name, sN00ds: t! :net gasify as CL-1.1L, .sti atom sy0'aa ant so' :ontains 2 ,"Ax 14.:a Y0. 200 ;x-i),1 +rl gratin) gave •rite •rf; i rvi--r, y 1« x•-CM, a. SC-SM. Mo,,,.. inantly yavtr. Sao gravely" :a grtwp r e gra�oyrcv[ w•tr nay •!1 :tne>a ra ar n,e, a6a"vnth ar'Onic lnes':o MOT.. a -Ili Jnatiy-'�7raaC. lfer[1 +•tt+ S,i: v .pi 24 200nv-graaeo gavel .,rh ''ay you* '1Cmt oR'2i o'1a of e+, iv r4 I.' "I.� :ire• rc r *Oh Gan loins >?SRgra.ti,. Tf0.ilh SrevN- C or 01! - 72b3 ",l' :i0" An:18 •,th 5 t0 'c"?L rne5 'eta„re Zucl ;a vow) name. .c'. D(Ois Sri Cr abavt 4- .re. 9Mr,ealY. .1 4ttrrberq .k'it5 ?hOt.S stooSo area. 504 9 a 4?• Tats ae1o,. -.V" M[. 5a-S4 •r,•-epcosa 5000 t,th 2::1 e-SC 4e-;recta fora •ith a:ey ---ML, adty'ley. '�•=��-5Y =early y�roaea acne *MI ail,. Y-SC 9ooPy gractia Sans itth :lay • • FIX^asnJkstion of':nt-yo...c leis • i xd'tnrgrmn** ',Won of.AwN- - i• • . l 9rti.1t5 f0:i► /,' �'.- team✓,nl 'n--in. I } ..-... ......,.-,. -., • •tonio„ta x Ht-a co •25 S, 5/ - :Mx 01._•01.,:ill-20) w tifplaron of .r-•Intl "•.. . . R• t • a0'- was 1/401 al L..16 es 01.7. x th.n 01.0.9 tit.-0) ---.. «.� • E / l ..1 '�- r • ��y • w r� i .• • I ,.r : -� _ . • • • .... r • • • I : • oa • JO 40 SO 50 '0— Ss 50'—!00 if0 LiCU0 LMA" •__, i IRRIGATION DITCH N (CACTUS HILL LATERAL) NOT TO SCALE o o v • B-4 r LOT Avg Perc Rote= 9 min/ inch 0 0 x LOT 3 0 $ o R 8-3 0 0 x Avg. pert ROIezt 19 min/ inch x x a o x x I LOT 2 0 41), rte. x 8-2 ic42 0 0 Avg. Perc Rote= 21 min/ inch x Y Z i zO 0 { a o —J : r x : A ! ° LOT 5 $"S 0 0 >R j Avg_ Pere Rote= Ji min/ inch _OT i o 8-1 O O 1 PROPOSED LAKE Avg. Perc Rote= 14 min/ inch AREA ; :RRICATION SPRINKLER WELD COUNTY ROAD 86 APPROX. 1/4 mi. SOUTH MISC O PUD BORING LOCATION DIAGRAM WELD COUNTY, COLORADO PRQjEC i NO: 1022032 DATE! MARCH 2002 EARTH ENcG NEEhl:Nc coNst:i.:f.ANTs M1SC10 PUD WELD COUNTY.COLORADO PROJECT NO:1022032 DATE: MARCH 2002 LOG OF BORING B•s RIG TYPE: CME 45 SHEET I OF 1 WATER 3EPTH I'OREMAH:JJB START DATE 3/012001 WHOLE ORILLING Norte AUGER TYPE: 4"CFA FINISH GATE 3/412002 AFTER ORILUNG NIA SRI HAMMER: Automvk SURFACE ELEV ? WA y24 HOUR NIA ( __ 0 I N 7.) MC M)) i_ a.UMIF3 -700 1NF.i.l SOIL DESCRIPTION �TYPES(PEER sdl.CAr.fT ;PSFj ;!t) +PCI') Lt 7+ 'N ',RESUME 'taiF I • SAtaCYLEA`1 • 1 1 i six yarn.jNf.'«,cawazealsgep0U3 ", ! 1 '• SANOST0NE ( - - E :7 3 oCCfly:eT.M)1S6 ! 1 I 1 4 CS 3 foist 4 4040• 1S.t 1 114,3 I 37 3 15 34.1 ! -3000 pp( 1.4Y. • t � EE 9 I ( SS 10 i 401 7600 13.0 f ; 1♦ 7 1 j 13 r•--i - - i ! F E E F I 1 Il!SS i 18 SO 7000 20.1 I 3 1 BCrTOM OF aCRINO 15 5 • • to I •• , ! Q Iii • i I 2, I i 1 • i 4 ; 2- ( • • I ) 2a , 25 E I Earth Engineering Consultants MISC1O PUD WELD COUNTY,COLORADO PRO:ECT NO:1022072 + ♦ DATE: MARCH 2002 LOG OF 9ORING 0.2 RIG TYPO:CME AS SHEET t OF 1 WATER DEPTH FOREMAN'JJ8 START DATE _ 1x612002 WHILE D IL.HG ' None AUGER TYPE:4'CFA --_•....,.....__ FINISH DATE•.._._.._._. IMi2002 ^AFTER DRILLING NM i. SPT HAMMER: Automatic SURFACE ELEY MIA 24 HOUR IVA -•-, D N I ,h N.C DO L A•wrTa .200 SWELL SOIL OESCRIP TION i T'r1E! :tEEiT; '8LIN16liT) ! �9SF: rte I LL i q y�;y,I aRE;>g3flt!• �MFr -r Gn4 4ND vc rAT2.N j �. �� i I s.1-vDr•',;,w CLAY:C.1. I - - Jafk errnwn , . _ las i to 7500 17.7 105.5 i i 4 SW)o t I Nowt 4YEY SANG•5C; - _a I j i 1, Dtawn 1 . rwu 1 I • SS S 4 { 3555 ►446 - 4 P I I - 7V I I SANDSTONE I 1 ,07-L D 5017 lcwr.x4} ISS 10 } ! � .� k ..�. 5000. 7.: , f oi:,Tr LeTerp80 E ,-• t ! 1 I3 r ! ss ! . - l I I ! ISS 19 Safe d ,__...____.._._rrrjlA OF 9G?RiNG'9 •o E i f a ' 1 ' I 20 I f —. I I I - i I 2A 26 _ Earth Engineering Consultants MISCIO PUD WELD COUNTY,COLORADO PROJECT N0 1020032 DATE MARCH 2002 LOG OF BORING 84 RIG TYPE: CME 48 SHEET 1 OF Y WATER DEPTH FOREMAN:.1.8 START DATE 31612002 WHILE DRILLING AUGER TYPE: 4 CFA FINISH DATE 31632002 AFTER DRILLING SPT HAMMER: AutomatIc SURFACE ELEV _—y WA 3118/02 .._.._^ 123' n Y Yl Mf I DO I ALMhT4 p0 518011 SOIL DESCRIPTION aPE �yEET� �b4WdLFT1 ;1681 4Wi Ican a 8..t nR.. e48RE i q4,SOO SRi^ v.x'LL r ,,c1ETAT N Tuh i I .10 Se 4 i ..... .� l _..... ., _...__. ._ }..._____ SS 5 1 '500 11 ,.,:Raarci:flyw+n dept i I 8 I (G'5 X10 8 500 20.3 1068 28 IS 460 S00 pat None cJcrvu lernea _ a I 555 L..1$ 24 8000 1 224 RCTTGM OFDCRM4G`S a 14 p,etenan m5531211,r,nor-we WA< _ .4 3 2' 1 25 Earth Engineering Consultants MIS=PUD WELD COUNTY,COLORADO PROJECT NO;1022032 DATE: MARCH 2002 LOG OF WIRING 8.4 RIG TYPE. CME 44 SHEET t QF 1 WA1 R DEPTH FOREMAN:J38 _ START DATE 167:002 WHILE DRILLING NOne AUGER TYPE:a"CFA FINISH DATE LL� 34/2002 AFTER DRILLING NIA SPT HAMMER: Automatic SURFACE ELE'J N1A 24 HOUR N/A NC DO 4-LINI:7 200 SMELL SOIL DESCRIPTION 'TYPe WEED ,01OWS.Ffl ; _PSF! ,*N ;PCf1 L,-_•T••••..�I-.-^• ,�„ . ' f I 'R[ereuae 144,mono ANC SANDY LEAN CLAY;CI :IF Drcxn < 2 I S a.- I i Si S h_ f , 13 1000+ *4 1 6 • ' 5 i ! r`{ 9 SS 10 9000. 14.0 • licteasfq sand.{11 own ! - `3 + 14 _ ,CS i 16 S 0 3000 14.0 106.4 i 0:)T"CWM OF 0GR!Nii'5 - - _617 • !e 22 22. 24 - - • 1 i j 26 Earth Engineering Consultants MISCIO PUD WELD COUNTY.COLORADO PROJECT NO:1022032 GATE: MARCH 2002 LOG OF BORING 8.5 I AIG TYPE. CME 45 SHEET I Of WATER DEPTH .r FOREMAN:JJ8 START DATE .14/2002 WHILE DRILLING µ ADGER TYPE- 4"CFA ---�FINISH DATE 37812002 • TER DRILLING I WA SPT HAMMER: Aut0rnaua _ SURFACE ELEV WA 3)18102 II.? a +. 0u we 00 . a&:1 1 :a WALL SOIL DESCRIPTION w i-Mt ;FEET) +stows* . inn rA1 I IPCFt i _'` �,...?t I PP*ssJRe S30 esr AtIC JEGEiA`^;fti t a`a' .....�.,Le...•.._..s SAU Y LEAN CLAY:CL. cork Chi: hM r-^ I _ [CS �� 3 ! SO(80 13,0 t0R0 1 c S00 pi! Nona raa<awr "and 441 280th 1 4 • w 1 _165 ; S ; s 5680 40.2 _4�EY 3AND(SC: It" aa1R ar0wr 6 ( f a i5 W 3 ; - 26.8 t I J 12 i I 13 } i r _0 II! I !Ss 15 6 I 23.0 I 1 ss 8CT?oOF BORa•1.;•5.5' ?8 f 7Mr•OrnMer5 snl:]91♦O in-Vart 0O* - - I 1) 'a I E - _ 21 - _ 23 l I I 2. 1 I 26 • I I Earth Engineering Consultants SWELL / CONSOLIDATION TEST RESULTS Material Description. Greyi Rust Sandstone Sample Location: B-1. S-1. @ 4.0' Liquid Limit 37 !Plasticity Index: 19 1 % Passing #200: 54.1% Beginning Moisture: 14.4% Dry Density: 114.5 pcf 'Ending Moisture: 19 2% Swell Pressure: -3000 psf % Swell @ 500 psf: 1.6% 1c ..._._......... • • • 6 • 4 —--- ....._.............—_..___-_._...................._.._ ..........._._._ _... _ _ ..__._._........._...... ........ +, 2 _ ._.._._............. • i > • .y • w Water Added • a. -2 • • • • • • • w • • U ' -8 • -10 001 cl 1i0 Load (TSF) Project: Miscio PUD Weld County Colorado Protect No 1022032 Date March 2002 EEC SWELL / CONSOLIDATION TEST RESULTS Material Description: Dark Brown Sandy Lean Clay Sample Location. S-2. S-1. © 2.0' Liquid Limit: -- lPlasticity Index: -- I % Passing #200: -- beginning Moisture: 16,4% Dry Density: 106.9 pcf 'Ending Moisture: 17.9% Swell Pressure: < 500 psf % Swell @ 500 psf: None 10 • • • 8 • 1 � 4 ......._...... ..._.... ......._...................... • • • • m • { y O • Water.Added • .q __..._.._._._.. _..... .... ...... ___........ ... ......... _._.._......... ....._ ... 6 • Q { v • { a ..... ...._........ ........_._. -10 0.01 ., • �4 Load (TSF) Project: Miscso PUD Weld County, Colorado Project No 1022032 Date March 2002 s,,r�''" EEC SWELL / CONSOLIDATION TEST RESL I!TS Material Description: Brown Clayey Sand Sample Location: 8-3, S-2, @ 5.0' Liquid Limit: 28 1Plasticity index: 15 I %/o Passing#200: 45 0% Beginning Moisture 1 6% Dry Density: 105.8 pcf fEnding Moisture: 17.2% Swell Pressure: < 500 psf % Swell @ 500 psf: None • 10 • • 6 } 4E. 2 • ___..._._.....___ �_ _ _ _ _..:_ __.._._............. _._... d • • • • 3 d } 0 d (.1 Water Added • G. 7 • •• S • -10 . 0.01 1.1 '0 Load (TSF) • Project: Miscio PU{) Weld County. Colorado Project Nc 1022032 Data. March 2002 `' EEC SWELL 1 CONSOLIDAT!ON TEST RESULTS Material Description: Dark Brown Sandy Lean Clay Sample Location: B-5. S-1, @ 2.0' Liquid Limit: -- 'Plasticity Index: -- ' % Passing#200: -- Beginning Moisture: 12.3% Dry Density: 109.9 pcf 'Ending Moisture: 16 3% Swell Pressure: < 500 psf % Swell 0 500 psf: None 10 • • 3 cog _ _________ ______...._.....___.._....... ___ .._ • 4 • ..................... • • • • 0 • Wanes Added a z 4 • I C • • SG o . i 4 • 8 • • -10 . . ....._. . Load (TSF) Project: Miscio PUD Weld County, Cotoraao Project No 1022032 Date. Warm 2002 400.00Th EEC is. Hello