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Home My WebLink About20092765.tiff Map Unit Description • Weld County,Colorado,Northern Part 5 Ascalon fine sandy loam,6 to 9 percent slopes Setting Elevation: 4500 to 6500 feet Mean annual precipitation: 13 to 17 inches Mean annual air temperature: 46 to 57 degrees F Frost-free period: 130 to 160 days Composition Ascalon and similar soils: 85 percent Minor components: 15 percent Description of Ascalon Setting Landform: Plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Calcareous loamy alluvium Properties and Qualities Slope: 6 to 9 percent Drainage class: Well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high or high(0.60 to 2.00 in/hr) Frequency of flooding: None Frequency of ponding: None Calcium carbonate maximum: 10 percent Gypsum maximum: 0 percent Available water capacity: Moderate(about 6.8 inches) Interpretive Groups • Land capability classification(irrigated): 4e Land capability(non irrigated): 4e Ecological site: Loamy Plains(R067BY002CO) Typical Profile 0 to 6 inches: fine sandy loam 6 to 21 inches: sandy clay loam 21 to 60 inches: sandy loam Minor Components Altvan Percent of map unit:7 percent Peetz Percent of map unit:4 percent Cascajo Percent of map unit:3 percent Aquic haplustolls Percent of map unit:1 percent Landform: Swales EXHIBIT 1 •USDA Natural Resources __ Conservation Service Tabular Data Version:7 Tabular Data Version Date:04/30/2009 Page 1 of 2 2009-2765 Map Unit Description • Detailed Soil Map Units The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area.The map unit descriptions in this report,along with the maps,can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas.A map unit is identified and named according to the taxonomic classification of the dominant soils.Within a taxonomic class there are precisely defined limits for the properties of the soils.On the landscape,however,the soils are natural phenomena,and they have the characteristic variability of all natural phenomena.Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class.Areas of soils of a single taxonomic class rarely,if ever,can be mapped without including areas of other taxonomic classes.Consequently,every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit,and thus they do not affect use and management.These are called noncontrasting,or similar,components.They mayor may not be mentioned in a particular map unit description.Other minor components, however,have properties and behavioral characteristics divergent enough to affect use or to require different management.These are called contrasting,or dissimilar,components.They generally are in small areas and could not be mapped separately because of the scale used.Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps.The contrasting components are mentioned in the map unit descriptions.A few areas of minor components may not have been observed,and consequently they are not mentioned in the descriptions,especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data.The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements.The delineation of such segments on the map provides sufficient information for the development of resource plans.If intensive use of small areas is planned,however,onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description indicates the composition of the map unit and selected properties of the components of the unit. Soils that have profiles that are almost alike make up a"soil series."Except for differences in texture of the surface layer,all the soils of a series have major horizons that are similar in composition,thickness,and arrangement. Soils of one series can differ in texture of the surface layer,slope,stoniness,salinity,degree of erosion,and other characteristics that affect their use. On the basis of such differences,a soil series is divided into"soil phases."Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management.For example,Alpha silt loam,0 to 2 percent slopes,is a phase • of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas.These map units are complexes,associations,or undifferentiated groups. A"complex"consists of two or more soils or miscellaneous areas in such an intricate pattem or in such small areas that they cannot be shown separately on the maps.The pattem and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex,0 to 6 percent slopes,is an example. An"association"is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps.Because of present or anticipated uses of the map units in the survey area,it was not considered practical or necessary to map the soils or miscellaneous areas separately.The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association,0 to 2 percent slopes, is an example. An"undifferentiated group"is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management.The pattem and proportion of the soils or miscellaneous areas in a mapped area are not uniform.An area can be made up of only one of the major soils or miscellaneous areas,or it can be made up of all of them. Alpha and Beta soils,0 to 2 percent slopes,is an example. Some surveys include"miscellaneous areas."Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Additional information about the map units described in this report is available in other Soil Data Mart reports,which give properties of the soils and the limitations,capabilities,and potentials for many uses. Also,the narratives that accompany the Soil Data Mart reports define some of the properties included in the map unit descriptions. • USDA Natural Resources Tabular Data Version:7 Conservation Service Tabular Data Version Date:04/30/2009 Page 2 of 2 • SUBSURFACE EXPLORATION REPORT LILLI GAS PLANT EXPANSION NEW RAYMER,COLORADO EEC PROJECT NO.3092010 I • l 8 fell EEC EARTH ENGINEERING a CONSULTANTS, INC. 0 • EARTH ENGINEERING CONSULTANTS, INC. July 1,2009 Baumberger&Associates, Inc. P.O. Box 1339 Fort Morgan, Colorado 80701 Attn: Mr. Greg Satriano Re: Geotechnical Exploration Report Lilli Gas Plant Expansion New Raymer, Colorado EEC Project No. 3092010 Mr. Satriano: • Enclosed, herewith, are the results of the geotechnical exploration completed by Earth Engineering Consultants, Inc. (EEC)personnel for the referenced project. This study was completed in general accordance with our proposal dated May 29, 2009. In summary,the subsurface soils encountered within the six (6) test borings drilled as part of this study, consisted of clayey/silty sand underlain by lean to fat clay. The clayey/silty sand extended to depths from near the ground surface to approximately 14 feet below ground surface. The lean to fat clay subsoils exhibiting characteristics similar to weathered claystone, extended to maximum depths of exploration, approximately 25 to 30-feet below site grades. The clayey/silty sand was predominately medium dense with zones of less dense material encountered near the ground surface. The fat clay soils were stiff to very stiff in consistency. The site soils mostly exhibited low potential to swell with a single sample exhibiting moderate potential to swell with increased moisture content at current moisture and density conditions. Free groundwater was not observed in the test borings during the drilling operations to depths of 25 to 30-feet below existing site grades. • 2400 EAST BIJOU AVENUE, SUITE B FORT MORGAN, COLORADO 80701 (970) 867-1224 FAX (970) 867-1225 Earth Engineering Consultants,Inc. EEC Project No.3092010 July 1,2009 2 Page 2 Based on results of the field borings and laboratory testing, it is our opinion lightly loaded buildings and equipment skids could be supported on conventional footing foundations bearing directly on near surface clayey/silty sands and/or lean to fat clays. With zones of less dense material encountered near the ground surface, we recommend the tower structures are supported on mat foundations bearing a minimum depth of 10 feet below final grade elevations on the medium dense clayey/silty sand or stiff to very stiff lean to fat clay. Geotechnical recommendations concerning design and construction of the foundations and support of floor slabs are provided 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 this 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. • Reviewed by: ' '!►• r�Qp,00L1 Ns • t, •.• :� •� F' ht ;� i 37712 W y s ? / rath t r 49Oc te . ' Gas PRA Ethan P. Wiechert,P.E. David A. Richer,P.E. Senior Project Engineer Senior Geotechnical Engineer EPW/DAR/dla • • SUBSURFACE EXPLORATION REPORT LILLI GAS PLANT EXPANSION NEW RAYMER,COLORADO EEC PROJECT NO.3092010 July 1, 2009 INTRODUCTION The geotechnical subsurface exploration for the expansion at the Lilli Gas Plant near New Raymer, Colorado, has been completed. Six (6) soil borings extending to depths ranging from approximately 25 to 30 feet below present site grades were advanced in the expansion areas to develop information on existing subsurface conditions. Individual boring logs and a diagram indicating the approximate boring locations are included with this report. • The Lilli Gas Plant is located near the northwest corner of Weld County Road 96 and Weld County Road 125,approximately 6 miles north of New Raymer,Colorado. The expansion to the plant will include a flare tower, pipe rack supports, a new steel building, five (5) equipment skid pads and a slug bottle structure. The diagram indicating the approximate boring locations and the structures to be constructed is included with this report. The flare tower,located near the northwest corner of the site in the vicinity of boring B-5,is anticipated to be a steel tower, approximately 50 feet in height. From the flare tower, extending east then south will be pipe rack supports. Also near the northwest corner of the site in the vicinity of Boring B-1,will be a new,lightly loaded slab-on-grade,steel building that will house three (3) equipment skids and two (2), approximately 50 feet tall, steel towers. Also included in the site expansion are five (5) other equipment skids. We understand the equipment skids are lightly loaded with total loads less than 1,000 psf. Near the north side of the site in the vicinity of Boring B-3, we understand the "Cryo Process Demethanizer Skid"will also support a 100 feet tall,2 feet diameter steel tower. Located on the southern side of the site in the vicinity of B-6, will be a new slug bottle structure. • • Earth Engineering Consultants,Inc. EEC Project No.3092010 July 1,2009 Page 2 The purpose of this report is to describe the subsurface conditions encountered in the test borings, analyze and evaluate the test data and provide geotechnical recommendations concerning design and construction of the foundations and floor slabs. EXPLORATION AND TESTING PROCEDURES The boring locations were established in the field by others prior to our field exploration. The approximate locations of the test borings are indicated on the attached boring location diagram. 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 and samples of the subsurface • materials encountered in the test borings were obtained using split-barrel and California barrel sampling techniques in general accordance with ASTM Specification D-1586. In the California and split-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 materials and, to a lesser degree of accuracy, the consistency of cohesive soils and hardness of weathered bedrock. In the thin-walled tube and California barrel sampling procedures, relatively undisturbed samples of the subsurface soils are obtained. All samples obtained in the field were sealed and returned to the laboratory for further examination, classification and testing. Moisture content tests were completed on each of the recovered samples and the unconfined strength of appropriate samples was estimated using a calibrated hand penetrometer. The quantity and plasticity of fines in the subgrade were determined by washed sieve analysis and Atterberg limits tests, respectively. Swell/consolidation tests were performed on selected samples to evaluate the soil's tendency to change volume with variation in moisture content. Results of the outlined tests are indicated on the attached boring logs and summary sheets. • • Earth Engineering Consultants,Inc. EEC Project No.3092010 July 1,2009 Page 3 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 soil'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. SITE AND SUBSURFACE CONDITIONS The Lilli Gas Plant is located near the northwest corner of Weld County Road 96 and Weld County Road 125,approximately 6 miles north of New Raymer,Colorado. The project site is relatively flat with slight increases in elevation to the north. The site was covered with sparse weed and grass cover at the time of our field exploration. Evidence of prior building construction was not observed in this area by EEC site personnel. • Based on results of the field boring and laboratory testing, subsurface conditions can be generalized as follows. Organic topsoil and/or vegetation was observed at the surface at the boring locations. In a majority of the borings, the topsoil/vegetation was underlain by clayey/silty sand which extended to depths ranging from near ground surface to 14 feet below ground surface. The clayey/silty sand was encountered at greater depths below ground surface near the southern side of the site. The clayey/silty sand was predominantly medium dense and exhibited moderate to low potential to swell with increases in water content at current moisture and density conditions under a 500 psf surcharge load. Beneath the clayey/silty sand and from the ground surface of test boring B-4,lean to fat clay was encountered which extended to the bottom of the completed test borings. The lean/fat clay was stiff to very stiff,exhibited characteristics similar to weathered claystone bedrock and revealed low potential for volume changes at current moisture and density conditions. The stratification boundaries indicated on the boring logs represent the approximate location of changes in soil types; in-situ,the transition of materials may be gradual and indistinct. • Earth Engineering Consultants,Inc. EEC Project No.3092010 July 1,2009 Page 4 GROUNDWATER CONDITIONS Observations were made while drilling and after completion of the borings to detect the presence and level of groundwater. No free water was observed in any of the borings at the time of drilling to maximum depths of exploration,approximately 25 to 30-feet below site grades. Zones of perched and/or trapped water can be encountered in more permeable zones interbedded with the subgrade soils at times throughout the year. In addition,the level of the hydrostatic groundwater table can also vary over time depending on hydrologic conditions and other conditions not apparent at the time of this report. ANALYSIS AND RECOMMENDATIONS General-Foundations The site generally consisted of none to approximately 14 feet of clayey/silty sand which was underlain by lean/fat clay. The clayey/silty sand was encountered at greater depths in borings located on the south side of the site. The clayey/silty sand soils were predominantly medium dense to dense; however zones of loose material were encountered within 10 feet of the ground surface. The fat clay soils were relatively stiff in consistency. Foundation bearing materials should be closely observed during excavation to verify soil bearing conditions. Soft or loose zones of soil may require overexcavation and replacement. Lightly Loaded Foundations(Steel Building.Skid Pads,Pipe Rack Based on the materials observed at the test boring locations and the laboratory test results,it is our opinion the lightly loaded steel building;pipe rack and slug bottle structures could be supported on conventional footing foundations. In our opinion,the lightly loaded skid pads could be supported on slab-on-grade mat foundations. For design of conventional footing foundations and slab-on-grade/mat foundations bearing in/on the near surface natural clayey/silty sand or lean/fat clay or newly placed or compacted fill,we recommend using a • • Earth Engineering Consultants,Inc. EEC Project No.3092010 July 1,2009 Page 5 net allowable total load soil bearing pressure not to exceed 1,500 psf. Fill materials for support of lightly loaded foundations should be placed and compacted as subsequently recommended under "subgrades" in this report. 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. Regarding the building foundations and the pipe rack supports,we recommend the exterior foundations and foundations in unheated areas are located at least 3 feet below adjacent exterior grade to provide frost protection. Some movement should be expected for the equipment skid pads where frost protection is not provided. We recommend the building foundation's formed continuous footings have a minimum width of 12 inches and isolated column foundations have a minimum width of 24 inches. Trenched foundations or grade beam foundations could be used in the near surface essentially granular and moderately • cohesive soils. We recommend trenched foundations have a minimum width of 12 inches and formed grade beam foundations have a minimum width of 8 inches. No unusual problems are anticipated in completing the excavations required for construction of the footing foundations. We estimate the long-term settlement of footing foundations designed and constructed as outlined above would be less than 1 inch. Flare Tower,Crvo Process Demethanizer Skid Tower,Slue Stabilizer Towers In our opinion the proposed towers could be supported on a conventional slab (mat) foundations;however,based on the degree of consistency of the clayey/silty sand soils with depth,we recommend the slab foundations bear a minimum of 10 feet below ground surface on the medium dense clayey/silty sand soil or relatively stiff to very stiff lean/fat clay. For design of a concrete foundations bearing on the medium dense clayey/silty sand or stiff to very stiff lean/fat clay soils at a minimum depth of 10 feet below ground surface, we recommend using a net allowable total load soil bearing pressure not to exceed 2,500 psf. The net bearing pressure refers to the pressure at foundation bearing level in excess of the • Earth Engineering Consultants,Inc. EEC Project No.3092010 July I,2009 Page 6 minimum surrounding overburden pressure. Total load should include full dead and live loads. In addition to the weight of the foundations,additional uplift resistance would be developed as the dead weight of soil in a zone extending 30°out from vertical from the top edges of the foundation using the wet soil unit weight. The top 3 feet of soil in the passive zone could be assumed as surcharge load but not part of the passive resistance zone. For the site clayey/silty sand and lean/fat clay soils, the following soil parameters could be used for design. The soil parameters are outlined below in Table 1 and do not include a factor of safety or account for saturated/buoyant or seepage conditions. An appropriate factor of safety should be used in the foundation design. Material Effective Friction Active Earth Passive Earth Wet Soil Unit Description Angle,$ Pressure Pressure Weight,T. Coefficient,ly Coefficient,k, • Clayey/Silty Sand 30 0.33 3.0 110 pcf Fat Clay 10 0.70 1.4 l 10 pcf Backfill soils placed above the tower foundation footings should consist of approved,low- volume-change materials which are free from organic matter and debris. The near surface on-site clayey/silty sand soils could be used backfill in these areas. We recommend backfill soils be placed in loose lifts not to exceed 9 inches thick adjusted in moisture content and compacted to 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 backfill soils should be adjusted to be within the range of 12% of standard Proctor optimum moisture. No unusual problems are anticipated in completing the excavations required for construction of the towers. Care should be taken during construction to avoid wetting or drying of the bearing soils. Care should also be taken to avoid disturbing the bearing materials. Bearing materials which are loosened or disturbed by the construction activities or materials which become wet and softened or dry and desiccated should be removed from the foundation area. • • Earth Engineering Consultants,Inc. EEC Project No.3092010 July 1,2009 Page 7 At the ground surface,positive drainage should be developed away from the foundation areas to reduce the potential for wetting of the bearing materials. We estimate the long-term settlement of the mat foundation, designed and constructed as outlined above, would be less than 1 inch. Additional recommendations for alternative foundation systems such as over-excavation and replacement,or drilled piers/friction piers can be provided upon request. Suberades Skid foundations and building floor slab subgrades could be supported directly on the in-situ site soils or newly placed and compacted fill. In these areas,all existing vegetation and/or topsoil should be removed from the skid foundations,building and fill areas. After stripping • and completed all cuts and prior to placement of any fill or slabs,we recommend the in-situ soils be scarified to a minimum depth of 9 inches, adjusted in moisture content and compacted to 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 be adjusted to be in the range of±2%of standard Proctor optimum moisture. Fill soils required to develop the floor slab or skid subgrades should consist of approved, low-volume change materials, which are free from organic matter and debris. The site clayey/silty sand soil could be used for fill in these areas. Those materials should be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content and compacted as recommended for the scarified materials. Positive drainage should be developed across and away from the site buildings to prevent wetting of the bearing or subgrade materials. Subgrade or bearing materials allowed to become wetted subsequent to construction can result in unsatisfactory performance of those structures. • • Earth Engineering Consultants,Inc. EEC Project No.3092010 July I,2009 Page 8 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 Baumberger& Associates, Inc. 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 or verified in writing by the geotechnical engineer. • DRILLING AND EXPLORATION DRILLING&SAMPLING SYMBOLS: • SS: Split Spoon- 13/8"I.D.,2"O.D.,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 DB: 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: WL : Water Level WS : While Sampling WCI: Wet Cave in WD: While Drilling DCI: Dry Cave in BCR: Before Casing Removal AB : After Boring ACR: After Casting Removal 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#200 joints. May be color change. sieve;they are described as: boulders,cobbles,gravel or sand. Moderate Some decomposition and color change • Fine Grained Soils have less than 50% of their dry weight throughout. retained on a#200 sieve;they are described as : clays,if they High Rock highly decomposed,may be extremely 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 grained 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 fine 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 gravel,medium dense(SM). Soft Can be scratched with fingernail. CONSISTENCY OF FINE-GRAINED SOILS Shale.Siltstone and Claystone: 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 MediumSandstone and Conglomerate: 2,001 - 4,000 Stiff Well Capable of scratching a knife blade. 4,001 - 8,000 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 fingers. N-Blows/ft Relative Density Cemented 0-3 Very Loose 4-9 Loose 10-29 Medium DenseriTh • 30-49 Dense EEC 50-80 Very Dense 80+ Extremely Dense • UNIFIED SORL CLASSIFICATION SYSTEM Soil Classification I Group Group Nirne Criteria far Assigning Group Syrnbds and Group names Using Laboratory Tests Symbol Coarse—Grained Gravels more than Chan Grovels Less Soils more than 50% of coarse than 5% fines Cu$4 and <Gc≤3t GW Well—graded grovel' 50% retained on fraction retained • No. 200 sieve on No. 4 sieve Cu<4 and/or 1>Cc>3c GP Poorly—graded grovel` Gravels with Fines Fines classify as ML or MH GM Silty gravel, G,H more than 12% . fines Fines classify as CL or CH GC Clayey Grcvel'•°" Sands 50% or Clean Sands Less CuZ6 and 1<Cc53' sw Well—graded sand' more coarse than 5% fines fraction posses Cu<6 and/or 1>Cc>37 SP Poorly—graded sand' No. 4 sieve - Sands with Fines Fines classify as ML or MH SM Silty sand" more than 12% -- fines Fines classify as CL or CH Sc Clayey sord4'u Fine—Grained Silts and Clays inorganic PI>7 and plats on ar above *A'Line CL Leon clay'•"" . Soils 50% or Liquid Limit less more passes the than 50 P1<4 or plots below "A'Line ML Silt"" No_ 200 sieve organic liquid Limit — oven dried Organic clay 4-K* <0.75 OL --- Liquid Limit — not dried Organic silt e"l° sate and Clays inorganic PI plots on or above *Aline CH Fat clay""' 1 Liquid Limit 50 or more PI plots below *Aline MH Elastic Silt°' • organic Liquid Limit — oven dried Organic clay``' <0.75 Oft Liquid Limit — not dried Organic silt' Highly organic soils Prinarly organic matter, dark in color. and organic odor PT Peat "Based on Vie material passing the 3—in.(75— [ 40� "II Iasi contans 15 to 297rsluo No. 2oa, odd ram)wimy CU-0�a/01 CC= s U 'with sand` or with grave. whichever is '11 Meld sampia canloined cobbles or boulder, Pr*dombwiL or both, odd 'with cobbles or boulders,or both' 44 soi contains 2 30' plus No. 200 to group name. rif sal contains 2455 sand. addwath•sond'to predom nervily sand. odd 'sandy la group "Gravels with 5 l0 12.Z lines required Dual name. slrnbdr. '�If Mes classify as Ci-dl, use dual 1^n symbol °If sal contains 2 ilia;plus No. 200 CW-GIi well graded grovel with slit prerlamNanty growl.odd'gravely' to gruuo Cw-GC seb-gro kd grovel wlih day GC-al, or SC-SY. "If Mes ors organic.odd-wwith or anic anea to 'horn° GP-G1l poorly-graded valid with sit 9 "PI24 and plats on or 000ve 'A"toe. 43N-GC poorly-graded grovel with cloy group name aptpl r plots below 'A' fins. 'Sands oath 3 la 12X rues require dud If act contains >].SxgrovN, oddwith gravel' 0p pots an or above A-l'r.e. la group acme. ' bole: if Atlerbrg limits plots shaded ores, soi V a plots blow 'A' IMF SM-SM well-grodel sand with sit CL-Ml.,city day. SW-5C well-graded sand with day S1'-S1.1 poorly graded sand with si1 SP-SC ply graded sand wilh day 'a - --"----7"- For a.rr..lwrh of O.o-oro .a rats j . oru�-er N e d!me wow- ao ' [Tram of'A'-In. Isewen4.t It-♦to IL-73.s, .,y _ ` lo..lo..A-0.73 QL-7a) r d lo.. 0l V-Ih .4... 1' O • oa Trio/al SI MS to Pl•7. • eh.,w.0.!(u-a) r_ o e Z J ail. I- • 0 F I 0\.., A In 20 ' 0. ;' G�,I MHaOH • 10 - • . • ML °It OL ►' l I. !0 10 70 Se 40 7e all 10 ao to Ka 110 LIQUID LIMIT (IL) Ii • IPcHOTOD#91 • „. a 44. toils ;Y.. '. r • • e -• . -' ,.PHOTOS#�G2 rfik • • LIEU GAS PLANT EXPANSION NEW RAYN ER,COLORADO (EE? • EEC PROJECT No.3092010 June 2009 7 rX _ .. BXS X X • n.+�iill 111 l � l � � X X X II: x — X X — North — n4A=.� Not to Seale _ I $B-1 I. I aa.a,sr, IIIIIIIIIIIIIIIII X B 1 - n aa� x i — — — — Fn. _ .. c...nsmt X IiI I 8X M« - X X ____ B—Z_ 7 - - Li -- _ — ':w«� x x u� — .„ tn ., — 4,e x x n-", x $ - I ' P xB-6 ^t: car" L ...,,...•, = ...tv,n, L X LX X - X X X X X BORING LOCATION DIAGRAM LILLI GAS PLANT EXPANSION NEW RAYMER, COLORADO EEC PROJECT #: 3092010 DATE: JUNE 2009 EARTH ENGINEERING CONSULTANTS LILLI GAS PLANT EXPANSION NEW RAYMER,COLORADO PROJECT NO:30.2010 DATE: JUNE 2009 LAG OP IOIONO W1 • RIG TYPE CHESS SHEET 1 Of 1 WATER OEM FOREMAN: ER START DATE W2000 WHILE DRILLING None AUGER TYPE:C CFA FINISH DATE 0+2009 AFTER ORLLNG WA OPT HAMMER: MANUAL SURFACE ELEV WA 24 HOUR WA EO1L DESCRIPTION D N au i 00 MUMS AI MILL EY (FEET) IOWWNII (FM) Al (egg LL n (NI PRODOUND %aFfe PIE _1_ CLAYEY SAND(SC) 2 Mown medium dense I CS 3 23 9000+ 10.3 109.6 29 17 45.9 2200 per 2.0% _4_ SS 6 15 9000+ 14.1 _8 FAT CLAY(CH)(wes0nred tleystone) -7 olive grey - - Nigro wry s01f CS 8 12 9000+ 19.1 1022 II 34 48.7 1200 pet 1.3% with various amounts of sand 9 CS 10 22 9000+ 33.4 82.2 II 12 1-3 14 SS 16 33 WOW 34.5 • ,e -7 1-0 10 CS 20 41 9000+ 31.1 88.9 21 22 2-3 24 S5 29 40 COO 20.2 BOTTOM OF BORING DEPTH 25.9 2-6 2-7 2-8 29 30 31 32 00 34 • 3e Earth EnglnasAng Consufanb L1LLI OAS PLANT EXPANSION NEW RAYMER,COLORADO PROJECT NO: 3092010 GATE: JUNE 2009 • - Lao OF a011IFG 5J: 100 TYPE CYIM MITI OF 1 WATER DEPTH FOREMAN: ER START DATE 11112001 WML!DRILLSq Non AUGER TYPE 4"CFA FINISH DATE 5/212009 AFTER MULLING WA SPT HAMMER MANUAL SURFACE FLEW WA 24 HOUR WA SOIL DESCRIPTION 0 M 0Y IC 00 A4a3TS 409 SWILL 11PE (PEET) WLOWWFU (FM PN (W) U. n WI PRESSURE NJ WOW CLAYEY SAND(SC) 1 medium dente 2 SS -3 14 4 CS -6 13 3000 70 97.4 24 0 37A <500 psi None -6- _ _ SS -B 11 7000 11.2 _9 less clay CS 1-0 11 500 1.0 FAT CLAY(CH)(weathered dayatone) 1-1 dive/gray - - still to vary stiff 12 13 1-4 35 16 42 9000r 30.5 • _16 -17- -113- _ 19 5S 20 34 9000+ 33.1 _ 21 22 23 24 SS 25 37111• 90004 27.9 BOTTOM OF BORING DEPTH 25.5 25 2/ 20 29 3-0 3-1 32 33 34 • >6 09 Earth Englnnring Consultants LILLI GAS PLANT EXPANSION NEW RAYMER,COLORADO PROJECT NO: 3002010 DATE: JUNE2000 • LOO OF SIORMO aJ ma TYPE: eNEM SHEET I OF WATER DEPTH FOREMAN: ER START GATE 510D005 WHILEdtlllaq No.,. AUGER TYPE:4"CPA FINISH DATE 5111/000 AFTER DRILLING WA SP7 HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR WA SOIL DEECRPTION 0 N ou NC 00 MMIfl 444 SWILL ITT—Fe Pen) (RYMLIII PSR IV P09 _U n _ (N nuSSURI_ CLAYEY SAND(SC) -1 Mown _ _ bow todenee 2 I CS 3 4 _ 2000 __ 11.8 102.3 _ _4 SANDY LEAN CLAY(CL) SS S S 5000 21.1 IiQIN brown _ _ self B _ _ CS -a- 17 5000 27.1 75.1 9 SS 1-0 22 4600 15.5 FAT CLAY(CH)(weathered ollyelvie) 11 0nY _ _ stiff to very st01 12 1-3 14 SS 15 30 5000 31.7 105 51 00.5 • 1-0 -17- -18- - 19 SS 2-0 32 0000. b.0 21 22 23 24 SS 25 25 5000+ 22.5 BOTTOM OF BORING DEPTH 25.5 28 27 25 29 30 31 32 33 34 • Earth Engineering Consultants LILLI OAS PLANT EXPANSION NEW RAYNER,COLORADO _PROJECT NO: 3092010 DATE:- JUNE 2009 • LOG OP MOIMNO H RIG TYPE: CREW SHEET 1 OP 1 WATER DEPTH FOREMAN: ER START DATE ORYI009 YOKE DRILLING New AUGER TYPE:4'CFA FROM DATE 410/2009 AFTER DRILLING WA SIT HARMER: MANUAL SURFACE ELEY WA ,34 HOUR WA SOIL DESCRIPTOR O N CU RC 00 *4.051* SN SWELL T pen RLoms% 94R PN PCN LL N 1M mown %M 1M My FAT CLAY(CH)(weathered daytime) 1 prey/na1 _ _ stiff w very all 2 trace gypsum deposits with depth - - 88 3 30 9000+ 31.9 _4 CS -E 29 9000+ 30.0 $2.4 75 49 722 900 pet 0.7% 0 _7_ SS -0 90111' 9000+ 30.3 9 cs 10- — 42 9000+ 35.0 79.0 11 1-2 13 1-4 SS 1-9 w 9000+ 325 • 17 7 10 1-9 SS 2-0 50 9000+ 34.4 _ 2-1 22 23 24 I ss m 3N' 9900+ 31.2 2e s7 2-9 SS w 30/10' 9000+ 26.9 BOTTOM OF BORING DEPTH 30-5 31 3-2 3-3 34 • si a9 Earth Engineering Consultants LILU GAS PLANT EXPANSION NEW RAYMER,COLORADO PROJECT NO: 3012010 DATE: JUNE 2000 -IMO OF a0Ra10 ai $O TYPE CME40 SHEET 1 OF 1 WATER DEPTH FOREMAN: ER START DATE 1/1/10,31 WHILE DRILLINGNona AUGER TYPE 4'CFA ANON DATE _ 0101200/ „AFTER DRILLING NIA SPT HAMMER MANUAL SURFACE KEY WA 2A HOUR NIA SOIL DESCRIPTION o N OD NC Do PAINTS -ass SWILL "PELIFEE% IULOWIIFTL inn Ixl - pCF) u n (94 ►RWURE x,saPW SAND I _2_ FAT CLAY(CH)(weathered cleystone) OreY CS 3 14 0000 36.1 ate to very still _ 4 SS E 34 0600 30.0 - -0 -7- CS 8 60!10" 9000• 27.0 02.0 71 63 74.4 1000 pet 0.7% -9- SS 1-0 36111' 9000+ 31.2 , ---! 11 1-2 1-3 14 SS 1-6 60111' 0000+ 30.0 • -10 11 18 1-0 35 2-0 26 0000+ 33.9 21 2-2 2-3 24 SS _ 26 33/0' 0000• 20.4 _ - 28 2-7 2-8 29 SS 3-0 31Y11' 1000• _ 24.1 - -- -�------ -- BOTTOM OF BORING DEPTH 30 31 3-2 33 34 • u r Earth EnginssrIng Consultants LILLI OAS PLANT EXPANSION NEW RAYMER,COLORADO PROJECT NO: 3002010 DATE: JUNE 2006 LOG OP MOIIr 1 a; RIG TYPE: CME46 SHEET I OP 1 WATER DEPTH FOREMAN: ER START DATE 1412001 a E DRILLING Nano r AUGER TYPE: 4'CFA FINISH DATE 91912009 AFTER DRILLWNO NIA OPT HAMMER: MANUAL SURFACE E1.EV NIA 24 HOUR NIA SOIL DESCRIPTION 0 B OY MC 00 Alaw19 411 MILL T71 t TT 1K T( ) I%1 U. I M (%) MSN IUM % OM AF SILTY SAND(Ski) -1 Ifph1 brown ' _ loose to medium dense 2 SS 3 19 - 6.1 • - —. 4 CS 6 11 1000 11.6 111.6 22 2 20.7 <600 pet None _6_ _ —7 rSS 6 6 10.6 9 —_, CS 10 19 2600 9.0 69.9 1-1 1-2 1-3 14 FAT CLAY(CH)(weathered craystone( SS J15 311W $000+ 37.6 —I L olive • stiff to very a1R1 18 - 17 16 1-9 SS 20 3416- j 9000. 31.7 1 - 21 22 23 2-4 - SS -20 6047 6000. 24.9 I I BOTTOM OF BORING DEPTH 25.5 28 2-7 28 29 3-0 3-1 32 33 3-4 u • i , Earth Engineering Consultant SWELL/CONSOLIDATION TEST RESULTS • Material Description: Brown Clayey Sand Sample Location: Boring 1, Sample 1, Depth 2' Liquid Limit: 29 (Plasticity Index: 17 I% Passing#200: 48.5% Beginning Moisture: 10.3 Dry Density: 108.0 'Ending Moisture: 21.8% Swell Pressure: 2200 psf %Swell @ 500: 3.5% 10.0 I 8.0 6.0 ._. . . . . . :- . . 2.0 , :. _ __ a .-. . I • E I f 0.0 ., I ' o.. , I i I ro I , 8.0 — I i ' II -10.0 .,-- I ; y; 0.01 0.1 1 10 Load(TSF) Project: Lilli Gas Plant Expansion New Raymer,Colorado (` EEC , • Project#: 3092010 Date: June 2009 SWELL/CONSOLIDATION TEST RESULTS • Material Description: Olive/Grey Fat Clay Sample Location: Boring 1, Sample 3, Depth 7' Liquid Limit: 50 1Plasticity Index: 34 I%Passing#200: 48.7% Beginning Moisture: 15.1 Dry Density: 100.4 !Ending Moisture: 27.9 Swell Pressure: 1200 psf %Swell(500: 1.3% 8.0 . _ . . . . i 6.0 _ 2.0 -`— . - . . m I I • s o0 � '�1l 11 0 I ! I I 4.0 c . O 03 i ,,,:C-) -8.0 - . .r 1 I o -8.0 .- - '_1a- - { v -10.0 . 0.01 0.1 1 10 Load(TSF) Project: Lilli Gas Plant Expansion New Raymer, Colorado E EC } • Project#: 3092010 Date: June 2009 - - SWELL/CONSOLIDATION TEST RESULTS • Material Description: Light Brown Clayey Sand Sample Location: Boring 2, Sample 2, Depth 4' Liquid Limit: 24 'Plasticity Index: 8 1%Passing#200: 37.9% Beginning Moisture: 7.0% Dry Density: 107.6 psf 'Ending Moisture: 17.3% Swell Pressure: <500 psf % Swell C 500: None 8.0 i 8.0 i Il ' I .. 2.0 m E ; I Iiii • o 0.0 C m a I -2.0 i ----- I I -4.0 • — , If o v_ -8.0 j-- c0 o I -10.0 I- _ _ . L 0.01 0.1 1 10 Load(T8F) Project: Lilli Gas Plant Expansion • New Raymer, Colorado rEia—a\\) Project#: 3092010 Date: June 2009 SWELL /CONSOLIDATION TEST RESULTS • Material Description: Grey Fat Clay Sample Location: Boring 4, Sample 2, Depth 4' Liquid Limit: 75 (Plasticity Index: 49 I% Passing#200: 76.2% Beginning Moisture: 36.6 Dry Density: 85.2 'Ending Moisture: 37.9% Swell Pressure: 900 psf % Swell ill 500: 0.7% 10.0 .. 8.0 . . .; I 2.0 I • I i :: . -.-. . *later Addgd . . . . I -4.0 c II i I V -8.0 -- _ ' l I , • _ . . .; 0.01 0.1 1 10 Load(1SF) Project: Lilli Gas Plant Expansion New Raymer, Colorado ( • Project#: E E C 3092010 Date: June 2009 SWELL/CONSOLIDATION TEST RESULTS • Material Description: Grey Fat Clay Sample Location: Boring 5, Sample 3, Depth 7' Liquid Limit: 79 (Plasticity Index: 53 I% Passing#200: 74.4% Beginning Moisture: 27.0 Dry Density: 90.5 !Ending Moisture: 38.0% Swell Pressure: 1800 psf % Swell @500: 0.7% 10.0 8.0 :. 6.0 4 .' " 4.0 ._: . . . 2.0 :I . . . .._ s .0 c a I 2.0 - • - L . :-- 4`)ar"d0d 1 -4.0 ..— — . . . . : I ' c ' I i I ; I v 6.0 , _ .__._'t— ___ . _ . . . . . . 0 1 v __ -I I 1 8.0 I -10.0 . _ . _ L _ .l_ 0.01 0.1 1 10 Load(TSF) Project: Lilli Gas Plant Expansion • New Raymer, Colorado �E EC Project#: 3092010 \ Date: June 2009 SWELL/ CONSOLIDATION TEST RESULTS • Material Description: Light Brown Silty Sand Sample Location: Boring 6, Sample 2, Depth 4' Liquid Limit: 22 'Plasticity Index: 2 I% Passing#200: 20.7% Beginning Moisture: 11.5 Dry Density: 85.9 'Ending Moisture: 30.3% Swell Pressure: <500 psf % Swell©500: None 8.0 6.0 In 4.0 2.0 i . : . I alSki I i : . . . c , ter Add}d c o a I , I U L -8.0 I , -10.0 - _ 1! 0.01 0.1 1 10 Laid(TSF) Project: Lilli Gas Plant Expansion • New Raymer, Colorado 111 Project#: 3092010 Date: June 2009 Hello