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Home My WebLink About20081898.tiff a a • U.S.D.A. Soil Survey of Weld County, Colorado Southern Part, Sheet Number 7 Applicable Soil Narratives: 32 and 47 Narrative described on the following page. x + • N.' 1 yFY:'1• g.', i l_k a";, 'k, ;' - • x�f� tip. : k lit 'III II EXHIBIT ii 2008-1898 • S P` _."_ _z_ 25 26 28 I fi I FIRM rJ nwomweve arz NAP WELD !COUNTY, COLORADO UNINLORPORAIIID AREA eo Y I vs oc CenPin'Ailit"Mt 80166 Will C •enns } y .. I� uvuveu n.rase • United States Department of Agriculture Soil Conservation Service Soil Survey 22 —Dacona Clay Loam, 1 to 3 percent slopes. This is a deep, well drained soil on terraces at elevations of 4,550 to 4,970 feet. It formed in mixed alluvium. Included in mapping are small long and narrow areas of sand and gravel deposits and some small leveled areas. Typically the surface layer of this Dacona soil is grayish brown clay loam about 12 inches thick. The subsoil is grayish brown clay loam about 15 inches thick. The substratum is very gravelly sand. Permeability is moderately slow. Available water capacity is moderate. The effective rooting depth is 20 to 40 inches. Surface runoff is medium, and the erosion hazard is low. In irrigated areas this soil is suited to all crops commonly grown in the area, including corn, sugar beets, beans, alfalfa, small grain, potatoes, and onions. An example of a suitable cropping system is 3 to 4 years of alfalfa followed by corn, corn for silage, sugar beets, small grain, or beans. Generally, such characteristics as a high clay content or a rapidly permeable substratum slightly restrict some crops. All methods of irrigation are suitable, but furrow irrigation is the most common. Proper irrigation water management is essential. Barnyard manure and commercial • fertilizer are needed for top yields. In non irrigated areas most of the acreage is in small grain and is summer fallowed in alternate years. Winter wheat can be seeded. Generally precipitation is too low for beneficial use of fertilizer. Stubble mulch farming, strip-cropping, and minimum tillage are needed to control soil blowing and water erosion. The potential native vegetation is dominated by western wheatgrass and blue grama. Buffalograss is also present. Potential production ranges from 1,000 pounds per acre in favorable years to 600 pounds in unfavorable years. As range condition deteriorates, a blue grama buffalograss sod forms. Undesirable weeds and annuals invade the site as range condition becomes poorer. Management of vegetation on this soil should be based on taking half and leaving half of the total annual production. Range pitting can help in reducing runoff. Seeding is desirable if the range is in poor condition. Western wheatgrass, blue grama, Sideoats grama, buffalograss, pubescent wheatgrass, and crested wheatgrass are suitable for seeding. The grass selected should meet the seasonal requirements of livestock. It can be seeded into clean, firm sorghum stubble or it can be drilled into a firm prepared seedbed. Seeding early in spring has proven most successful. Windbreaks and environmental plantings of trees and shrubs commonly grown in the area are generally well suited to this soil. Cultivation to control competing vegetation should be continued for as many years as possible following planting. Trees that are best suited and have good survival are Rocky Mountain juniper, eastern redcedar, ponderosa pine, Siberian elm, Russian olive, and hackberry. The shrubs best suited are skunkbush • sumac, lilac, Siberian peashurb, and American plum. • Openland wildlife, such as pheasant, mourning dove, and cottontail, are best suited to this soil. Wildlife habitat development, including tree and shrub plantings and grass plantings to serve as nesting areas, should be successful without irrigation during most years. Under irrigation, good wildlife habitat can established, benefiting many kinds of openland wildlife. Rangeland wildlife, for example, the pronghorn antelope, can be attracted by developing livestock watering facilities, managing livestock grazing, an reseeding where needed. This soil has only fair potential for urban and recreational development. Above the sand and gravel substratum the soil has a moderate to high shrink-swell potential, low strength and moderately slow permeability. These features create problems in dwelling and road construction. Excessive permeability in the substratum can cause contamination of the ground water supply from septic tank leach fields. Sewage lagoons need to be lined. Capability subclass IIe irrigated, IIIc nonirrigated; Clayey Plains range site. • S S • 25- Haverson loam, 0 to 1 percent slopes. This is a deep well drained soil on low terraces and flood plains at elevations of 4,500 to 4,800 feet. It formed in stratified calcareous alluvium. Included in mapping are small areas of soils that have fine sandy loam and sandy loam under lying material and small areas of soils that have sand and gravel above 40 inches. Typically the surface layer of this Haverson soil is grayish brown loam about 8 inches thick. The underlying material to a depth of 60 inches is pale brown loam stratified with thin lenses of loamy sand and clay loam. ] Permeability is moderate. Available water capacity is high. The effective rooting depth is 60 inches or more. Surface runoff is slow and the erosion hazard is low. The sil is subject to flooding. This soil is used almost entirely for irrigated crops. It is suited to all crops commonly grown in the area, including corn, sugar beets, beans, alfalfa, small grain, and onions. All methods of irrigation are suitable, but furrow irrigation is the most common. Barnyard manure and commercial fertilizer are needed for top yields. Windbreaks and environmental plantings are well suited to this soil. Flooding and moisture competition from grass and weeds are the principal hazards in establishing tree and shrub plantings. Summer fallowing a year in advance in nonirrigated areas and continued cultivation for weed control are needed to insure establishment and survival of plantings. Supplemental irrigation may be needed. Trees that are the best suited and have good survival are Rocky Mountain juniper, eastern red cedar, ponderosa pine, Russian Olive, and hackberry. The shrubs best suited are skunkbush sumac, lilac, • Siberian peashurb, and American plum. Wildlife is an important secondary use of this soil. The cropland areas provide favorable habitat for ring necked pheasants and mourning dove. Many nongame species can be attracted by establishing areas for nesting and escape cover. For Pheasants, undisturbed nesting cover is essential and should be included in plans for habitat development, especially in areas of intensive agriculture. This soil is poorly suited to urban and recreational development because of the susceptibility to flooding. Capability subclass IIw irrigated. • S • 26—Haverson loam, 1 to 3 percent slopes. This is a deep, well drained soil on owe races and flood plains at elevations of 4,500 to 4,800 feet. It formed in stratified calcareous alluvium. Included in mapping are small areas of soils that have fine sandy loam and sandy loam underlying material and small areas of soils that have sand and gravel within a depth of 40 inches. Typically the surface layer of this Haverson soil is grayish brown loam about 4 inches thick. The underlying material to a depth of 60 inches is pale brown loam stratified with thin lenses of loamy sand and clay loam. Permeability is moderate. Available water capacity is high. The effective rooting depth is 60 inches or more. Surface runoff is slow to medium, and the erosion hazard is low. In irrigated areas this soil is suited to all crops commonly grown in the area, including corn, sugar beets, beans, alfalfa, small grain, potatoes, and onions. An example of a suitable cropping system is 3 to 4 years of alfalfa flowed by corn, corn for silage, sugar beets, small grain, or beans. Land leveling, ditch lining, and installing pipelines may be needed for proper water applications. All methods of irrigation are suitable, but furrow irrigation is the most common. Barnyard manure and commercial fertilizer are needed for top yields. In nonirrigated areas this soil is suited to winter wheat, barley, and sorghum. Most of the acreage is planted to winter wheat. The predicted average yield is 28 bushels per acre. The soil is summer fallowed in alternate years to allow moisture accumulation. Generally precipitation is too low for beneficial use of fertilizer. • Stubble mulch farming, strip-cropping, and minimum tillage are needed to control soil blowing and water erosion. Terracing also may be needed to control water erosion. The potential native vegetation is dominated by western wheatgrass. Blue grama, switchgrass, sand reedgrass, big bluestem, slender wheatgrass, Indian grass and green needle grass are also present. Potential production ranges from 1,600 pounds per acre in favorable years to 1,000 pounds in unfavorable years. As range conditions deteriorates, the tall grasses decrease, blue grama and buffalograss increase, and forage production drops. Undesirable weeds and annual invade the site and erosion can occur as range condition becomes poorer. Management of vegetation on this soil should be based on taking half and leaving half of the total annual production. Seeding is desirable if the range is in poor condition. Western wheatgrass, switchgrass, sand reedgrass, Sideoats grama, pubescent wheatgrass, intermediate wheatgrass, and blue grama are suitable for seeding. The grass selected should meet the seasonal requirements of livestock. Windbreaks and environmental plantings are well suited to this soil. Flooding and moisture competition from grass and weeds are the principal hazards in establishing tree and shrub plantings fallowing a year in advance in nonirrigated areas and continued cultivation for weed control are needed to insure establishment and survival of plantings. Wildlife is an important secondary use of this soil. The cropland areas provide favorable habitat for ring-necked pheasant and mourning dove. Many non-game species can be attracted by establishing areas for nesting and escape cover. This soil is poorly suited to urban and recreational development because of the susceptibility to flooding. Capability subclass IIe irrigated, IVe nonirrigated; Loamy • Plains range site. lb EEC • EARTH ENGINEERING CONSULTANTS, INC. January 19, 2001 Spicer Ranches Ltd. 37440a Weld County Road 43 Eaton, Colorado 80615 Attn: Mr. Fred Kaiser Re: Proposed Spicer Arena Weld County, Colorado EEC Project No. 1002254 Ms. Kaiser: • As requested, Earth Engineering Consultants, Inc. (EEC) personnel have completed an evaluation of soil conditions in the area of your proposed horse arena to be constructed at 37440 Weld County Road 43 in Eaton, Colorado. Results of that subsurface evaluation are included with this report. We understand the proposed arena will be a single-story structure with a building area of approximately 65,000 square feet. A portion of that plan area may include a finished floor slab while the remaining space would remain an earth surface. Asphalt drives are anticipated in portions of the arena. We expect foundation loads for the proposed structure would be light to moderate with column loads less than 150 kips. Floor loads will be light. Small grade changes are expected in the area of the new arena to develop final site grades. The purpose of this report is to describe the subsurface conditions encountered in the test borings completed on the site and provide geotechnical recommendations concerning design and construction of foundations and support of floor slabs. The results of site percolation tests are also included. • CENTRE FOR ADVANCED TECHNOLOGY 2301 RESEARCH BOULEVARD, SUITE 104 FORT COLLINS, COLORADO 80526 (970) 224-1522 (FAx) 224-4564 lib S Earth Engineering Consultants,Inc. • EEC Project No. 1002254 January 19, 2001 Page 2 Five (5) soil borings were extended to depths of approximately 15 feet below present site grades to develop information on existing subsurface conditions in the area of the proposed structure. One (1) additional boring to a depth of approximately 8 feet below site grade and six percolation test holes were completed in the anticipated area of an on- site individual wastewater disposal system. The locations of the test borings were established by others in the field. An EEC field engineer was on site during drilling to evaluate the subsurface conditions encountered and direct the drilling activities. Samples of the subsurface materials encountered were obtained from split barrel and California barrel sampling procedures. All samples obtained in the field were sealed and returned to our laboratory for further examination, classification and testing. Laboratory testing on the recovered samples included moisture content and unconfined strength tests. In addition, the quantity and plasticity of fines in the subgrade were evaluated with washed sieve analysis and Atterberg limits tests. Swell/consolidation tests • were performed on representative 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. Based on the results of the field borings and laboratory testing on the recovered samples, subsurface conditions can be generalized as follows. Three to six inches of vegetation and/or topsoil were encountered at the surface at the boring locations. The vegetation/topsoil was underlain by light brown to gray lean clay with varying amounts of silt and sand. A zone of clayey sand was encountered at the surface in boring B-1. The essentially cohesive soils were stiff to very stiff and extended to depths of approximately 7 to 8 %2 feet below site grade. The lean clay overburden soils showed low volume change potential with variation in moisture content in current moisture and density conditions. The lean clay soils were underlain by brown sand and gravel with scattered cobbles. The essentially granular soils encountered with depth were generally medium dense and contained zones of increased clay and silt content. The sands and gravels extended to the • bottom of borings at depths of approximately 15 feet below present site grades. • Earth Engineering Consultants,Inc. EEC Project No. 1002254 January 19, 2001 Page 3 Observations were made at the time of drilling to evaluate the presence and depth to the hydrostatic groundwater table. At the time of drilling, free water was observed at depths of 7 to 7 Y feet below ground surface in all of the completed borings. Fluctuations in groundwater levels can occur over time depending on variations in hydrologic conditions and other conditions not apparent at the time of this report. ANALYSIS AND RECOMMENDATIONS Foundations Based on the materials observed at the test boring locations, it is our opinion the proposed light to moderate loads for the new structure could be supported on conventional footing foundations. Those foundations should be supported in natural stiff lean clay with sand. For design of footing foundations bearing on the natural site soils, we recommend using a net allowable total load soil bearing pressure not to exceed 2,000 psf. 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 a minimum of 30 inches below adjacent exterior grade to provide frost protection. We recommend 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 cohesive soils. If used, 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 excavations required for construction of the footing foundations. Care should be taken during construction to avoid disturbing the bearing soils. Bearing materials which are loosened or disturbed by the construction activities or materials which become dry and desiccated or wet and softened should be • removed and replaced or recompacted in place prior to placement of foundation concrete. • Earth Engineering Consultants,Inc, EEC Project No. 1002254 January 19, 2001 Page 4 We estimate the long-term settlement of footing foundations designed and constructed as recommended above would be less than 1 inch. Floor Slab Subgrades All existing vegetation and/or topsoil should be removed from beneath the floor slabs or other slabs-on-grade. After stripping and completing all cuts and prior to placement of any fill or floor slabs, we recommend the in-place 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 soils should be adjusted to be within the range of±2% of standard Proctor optimum moisture at the time of compaction. • Fill soils required to develop the floor slab subgrade should consist of approved, low- volume change materials which are free from organic matter and debris. Based on testing completed as a part of this project, it is our opinion the near surface essentially cohesive soils could be used as fill beneath the floor slabs. The fill soils should be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content as recommended for the scarified soils and compacted to at least 95% of standard Proctor maximum dry density. Care should be taken after preparation of the subgrades to avoid disturbing the subgrade materials. Materials which are loosened or disturbed by the construction activities or materials which become dry and desiccated or wet and softened should be removed and replaced prior to placement of the overlying floor slabs. The site soils would be subject to strength loss and instability when wetted. Pavements 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 • Earth Engineering Consultants,Inc. EEC Project No. 1002254 January 19, 2001 Page 5 moisture content and compacted to 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. 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 site soils could be used for fill in these areas. We recommend those fill soils be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content or recommended for the scarified soils and compacted to at least 95% of the material's standard Proctor maximum dry density. After completion of the pavement subgrades, care should be taken to prevent disturbance • of those materials prior to placement of the overlying pavements. The higher silt content site soils could be easily disturbed by construction activities if these soils are allowed to become wetted. 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. We anticipate traffic on the drive and parking areas will consist of low volumes of automobiles and light trucks. For the relatively low-volume of traffic being projected, we recommend the pavement section consist of 3 inches of hot bituminous pavement overlying 6 inches of aggregate base. The hot bituminous pavement should be consistent with Weld County requirements for Class C or CX blends. Pavement aggregate base should consist of approved materials consistent with Colorado Department of Transportation requirements for Class 5 or Class 6 base. The aggregate could be replaced with a stabilized subgrade; we would be pleased to provide added information on subgrade stabilization, if desired. Other pavement sections could be used and we would be pleased to evaluate alternative sections at your request. • a Earth Engineering Consultants,Inc. • EEC Project No. 1002254 January 19, 2001 Page 6 Other Considerations Positive drainage should be developed away from the new structure with a minimum slope of 1 inch per foot for the first 10 feet away from the building. Care should be taken in landscaping adjacent to the structure to avoid features which pond water next to the building or in placement of plants next to the building which create moisture fluctuations in the subgrades. Site Percolation Tests Concerning the on-site wastewater disposal system, Weld County standards require percolation rates in the range of 5 to 60 minutes per inch for use of conventional absorption systems. The percolation rate established with the site percolation test was • 178 minutes per inch. An engineered system will be required for this site. A combined absorption/evapotranspiration system or a drip system could be considered. The Weld County guidelines also require the depth to bedrock and/or groundwater to be at least 6 feet below ground surface in the area of a septic absorption field. The subsurface conditions in the potential absorption field area met the bedrock and groundwater criteria. In siting the absorption field, Weld County restrictions concerning proximity to drainageways and other site features should be addressed. General The analysis and recommendations presented in this report are based upon the data obtained from the borings completed 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 S. • Earth Engineering Consultants,Inc. EEC Project No. 1002254 January 19,2001 Page 7 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 Spicer Ranches Ltd. 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. 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: • 23 .Attai ems_ Wolf von Carlowitz Leste .E. Staff Engineer Principal Engineer WVC/LLL/dmf • SD DRILLING AND EXPLORATIS 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 note( 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 indicate levels may reflect the location of ground water. In low permeability soils, the accurate determination of ground water levels is nc 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 o: Soils have move than 50% of their dry weight retained on a joints. May be color change. #200 sieve;they are described as: boulders, cobbles, gravel or Moderate Some decomposition and color chang sand. 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 extreme', 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 fmgemail. CONSISTENCY OF FINE-GRAINED SOILS Shale, Siltstone and Claystone: Hard Can be scratched easily with knife,cannot h 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 will 500- 1,000 Soft fmgers. 1,001 - 2,000 Medium Sandstone and Conglomerate: 2,001 - 4,000 Stiff W ell Lapable 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. Cemented N-Blows/ft Relative Density 0-3 Very Loose 4-9 Loose •10-29 Medium Dense 30-49 Dense EEC 50-80 Very Dense 80 - Extremely Dense 11 MP • UNIFDED SOIL, CLASSIFICATION SYSTEM • Soil Classification Group Criteria for Assigning Group Symbols and Group names Using Laboratory Tests Symbol Group Name Coarse—Grained Gravels more than Clean Gravels Less Soils more than 50% of coarse than 5% fines Cu>4 and <Cc≤3` OW Well—graded gravel` 50% retained on fraction retained No. 200 sieve an No. 4 sieve Cu<4 and/or 1>Cc>3` GP Poorly—graded gravel` 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 Grovel`°" Sands 50% or Clean Sands Less Cu>� and 1<Cc<3` Syr Well—graded sand' more coarse than 5% fines fraction passes Cu<6 and/or 1>Cc>3E SP Poorly—graded sand' No. 4 sieve Sands with Fines Fines classify as ML or MH SM Silty sane' more than 12% fines Fines classify as CL or CH SC Clayey sand°"' Fine—Grained Silts and Clays inorganic PI>7 and plots on or above "A"Line' CL Lean clay"Lw Soils 50% or Liquid Limit less more passes the than 50 PI<4 or plots below "A"Line' ML SiltIC" No. 200 sieve organic Liquid Limit — oven dried Organic clay"Law <0.75 OL Liquid Limit — not dried Organic silt"LB'b Silts and Clays inorganic PI plots on or above "A"Line CH Fat clay"11" Liquid Limit 50 or more PI plots below "Aline MH Elastic Silta'L' III organic Liquid Limit - oven dried Organic clay"L"' <0.75 OH Liquid Limit - not cried Organic silte.L"° Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat "Based on the material passing the 3-in. (75- c CuDsa/DI CC= (D� elf soil contains 15 to 29%plus No. 200, add i se e m) x "with sand" or 'with grovel', whichever is elf field sample contained cobbles or boulders, predominant. or both, add with cobbles or boulders, or both' 4f sail contains 2 3a' plus No. 200 to group name. 9f soil contains 215% sand. °do"with sand'to predominantly sand. add "sandy to group °Gravels with 5 to 12% fines required dual group name. name. symbols: °If fines classify as CL-ML, use dual symbol "If soil contains 2 30% Plus Na. 200 GW-GM well graded grovel with silt GC-CM, or SC-SM. predominantly gravel, add "gravely" to group Gw-GC wail-graded gravel with clay If fines ore organic, adewith organic fines"to name. GP-GM poorly-graded gravel with silt group name o I24 and plots on or above "A' line. GP-GC poorly-graded gravel with clay PIS, or plots below "A" line. °Sands with 5 to 12% fines require dual gf soil contains >15%gravel, otltl'wlth grovel" 'Pi plots on or above "A" wine. to group namem pPI Dials below "A" line. symbols: erg limits plats shaded area. soil is a SW-SM well-graded sand with silt CL-ML. dilly clay. SW-5C well-graded sand with c:ay SP-5M poorly graded sand with silt SP-SC poorly graded sand with clay 6a roc aaumaenon of fine-grained sage 4 I and One-reline Fraction of coarse- growled sod. - ' ^ 5°. a Horizontalt 01 a A'-line 'r t3I(I la u.425.5. ,oav(O� then P1-0.73(LL-207 i� IS Equation of 'V-line "Ji C vertkd at L..16 to Plv7, ' 'PI X Mr th«. PIo0.9 (LL-9) Cr\ , z I'- 3a�� .'1 rrr Io\- in 2.11- it v L� i ,-\,,, MIISBOHI • Ili- 7 v vv v ' • /////%c -ML M L OR 0 L a I I e o la 20 30 40 50 5a 70 6. 90 100 fia LIQUID LIMIT (LL) •ak • • APPROXIMATE ARENA FOOTPRINT $ 14)- B-1 B-2 B-5 B-4 B-3 • * 1 4 2 B-6 5 • Percolation Results 3 6 1 = 69 min/inch 2 = 160 min/inch 3 = 240 min/inch 4 = 120 min/inch 5 = 240 min/inch 6 = 240 min/inch N Avg = 178 min/inch NOT TO SCALE BORING LOCATION DIAGRAM • SPICER ARENA WELD COUNTY, COLORADO PROJECT NO: 1002254 DATE: JANUARY 2001 EARTH ENGINEERING CONSULTANTS i • SPICER ARENA WELD COUNTY,COLORADO • PROJECT NO:1002254 DATE: JANUARY 2001 LOG OF BORING 8-11 RIG TYPE: CME 45 SHEET 1 OF WATER DEPTH FOREMAN:JCC START DATE 1/5101 WHILE DRILUNG 7.0' AUGER TYPE: 4'CFA FINISH DATE 1/5/01 AFTER DRILUNG SPT HAMMER: Manual SURFACE ELEV N/A 24 HOUR N/A D N OU I MC J 0O • A-LiMrT5 -ZOO SWELL SOIL DESCRIPTION TYPE (FEET) IBLOWSIFII ;PSF) :%1 IPCF1 LL PI i%I PRESSURE r. SW PSF 0-6"7opsOil and Vegetation - - 1 CLAYEY SAND {SC1 _ _ light tan 2 medum dense - - with gravel CS 3 - 11 9000+ 10.8 wan calcareous deposits _ _ 4 55 -5 10 4500 34"2 SILTY LEAN CLAY(CL) _ _ light gray 6 stiff to very stiff _ _ 7 8 SAND AND GRAVEL ISP-GP) 9 brown medium dense CS 10 21 -- 5.0 _ _ • 11 ,nnseasmg Gay with depth -12 -13 14 SS 15 11 •- 0.6 • I BOTTOM OF BORING 15 5' 1-6 1-7 -18 -19 20 2-1 2-2 2-3 2-4 • 25 Earth Engineering Consultants gip SPICER ARENA WELD COUNTY,COLORADO • PROJECT NO:1002254 DATE: JANUARY 2001 LOG OF BORING B-2 RIG TYPE: CME 45 SHEET 1 OF 1 WATER DEPTH FOREMAN:JCC START DATE 115/01 WHILE DRILUNG 7.5' AUGER TYPE: 4"CFA FINISH DATE 115/01 AFTER DRILLING SAT HAMMER: Manual SURFACE ELEY NIA 24 HOUR NIA 0 N 0U MC 00 A•LIMRS .200 SWELL SOIL DESCRIPTION tYPE (FEET) (BLOWSIF7) (PSF) (%) (PCF) LL PI (%) PRESSURE %El 500 POP 0-6"Topsoil and Vegetation - - 1 LEAN CLAY WITH SAND(CL) -2 Ignt brown _ _ stiff to very stiff 3 4 CS -5 11 7000 26.2 96.5 46 20 70.6 <500 psf None 6 7 8 SAND AND GRAVEL(SP-GP) _ _ brown 9 medium dense _ with scattered cobbles SS 10 22 -- 6.9 _ _ • 11 1-2 1-3 14 SS 1-5 16 -- 15.3 BOTTOM OF BORING 15.5' -16 17 1-8 19 2-0 2-1 22 2-3 24 • 25 Earth Engineering Consultants • S SPICER ARENA WELD COUNTY,COLORADO • PROJECT NO:1002254 DATE: JANUARY 2001 LOG OF BORING B3 RIG TYPE: CME 45 SHEET 1 OF 1 WATER DEPTH FOREMAN:JCC START DATE 115/01 WHILE ORILUNG 7,0' AUGER TYPE:4-CFA FINISH DATE 115101 AFTER DRILLING SPT HAMMER: Manual SURFACE ELEV N/A 24 HOUR NIA D N au MC DO A•LIMITS -200 SWELL SOIL DESCRIPTION j TYPE (FEET) (BLOWSIFT) (PSP) (%) (PCF) U. PI 1%) PRESSURE % SOO PSF 0-6"Topsoil and Vegetation -1- 1 SANDY LEAN CLAY(CL) 2 loll brown/gray _ _ stiff to very stiff 3 wan calcareous deposits 4 Increasing sand with depth SS 5 13 4500 27-2 6 7 8 9 SAND AND GRAVEL(SP-GP) _ _ brown/tan SS 10 17 •- 12.9 medium dense - _ • with silt 11 12 1-3 1-4 SS 1S 21 -- 17.2 BOTTOM OF BORING 15.5' 1-6 17 1-8 19 20 2-1 22 2-3 2-4 • 25 Earth Engineering Consultants SPICER ARENA WELD COUNTY, COLORADO • PROJECT NO:1002254 DATE: JANUARY 2001 LOG OF BORING B-4 RIG TYPE: CME 45 _ SHEET 1 OF 1 WATER DEPTH FOREMAN:JCC START DATE 115/01 WHILE DRILLING 7.0' AUGER TYPE:4'CFA FINISH DATE 115/01 AFTER DRILLING SPT HAMMER: Manual SURFACE ELEV N/A `4 HOUR N/A 0 N QU MC f 00 A-LIMITS -200 SWELL SOIL DESCRIPTION ME (FEET) IOLQWS/FT) :PSF) IS) ,PCM LL P1 INI PRESSURE X4$500 PSF 3-6"opsod and Vegeanor _ - t SANDY LEAN CLAY(CL) 2 gray/Olue - - stiff to very stiff 3 with gravel _ _ with calcareous deposits 4 CS -5 13 6000 32.2 -6 -7 SAND AND GRAVEL(SP-GP) -9 Drown _ _ medium dense SS 10 21 -- 14.4 JI • 1t 1-2 13 14 SS 15 20 - 10.6 BC'TOM OF BORING 15 5' 16 1-7 1-8 19 20 2-1 2-2 2-3 24 • 25 4 Earth Engineering Consultants • SPICER ARENA WELD COUNTY,COLORADO • PROJECT NO:1002234 ' DATE: JANUARY 2001 LOG OF BORING B-S RIG TYPE: CME 45 SHEET 1 OF 1 WATER DEPTH FOREMAN:JCC START DATE 1/5/91 WHILE DRILLING 7.0' AUGER TYPE: 4'CFA FINISH DATE 1/5/01 AFTER DRILLING SPT HAMMER: Manual SURFACE ELEV NIA 24 HOUR I N/A 0 I Y W MC DO i A-LIMITS .200 i SWELL SOIL DESCRIPTION l TYPE,(FEE ) IBLOWS,FrlI (PSF? (%I !PCF; LL P1 r%I PRESSURE ' ft500PSF 04"Topsoil and Vegetation - - 1 • • LEAN CLAY(CL) 2 gray/dark brown _ _ stiff to very stiff CS 3 9 3000 29.6 87.7 46 20 65.4 <S00 psf None —4— SS 6 13 9000 29.2 calcareous deposits with depth — — 6 7 8 9 SAND AND GRAVEL(SP-GP) — — medium dense SS 10 27 — 7.2 brown • with silt II 12 13 less gravel with depth _ _ 14 SS 1-5 15 -- 16.1 BOTTOM OF BORING 15.5' -IS 1-7 1-8 1-9 2-0 21 22 23 2,-1 • 25y Earth Engineering Consultants V• SPICER ARENA WELD COUNTY, COLORADO • PROJECT NO:1002254 E DATE: JANUARY 2001 LOG OF BORING B RIG TYPE: CME 45 SHEET 1 OF 1 WATER DEPTH FOREMAN:JCC START DATE 1/5/01 WHILE DRILLING T.0' AUGER TYPE: 4'CFA FINISH DATE 1/5/01 AFTER DRILLING SPT HAMMER: Manual SURFACE ELEV NIA 24 HOUR N/A 0 N QC MC DO A-LIMITS -200 SWELL SOIL DESCRIPTION TYPE (FEET) (BLOWSIFI) (PSF) (%) (PCP) LL _ PI (%I PRESSURE %j 500 PSF 0-6'Jo05o0 and Vegetation _ _ SANDY LEAN CLAY(CL) 2 brown/gray _ 3 _4_ 5 6 _T_ SAND AND GRAVEL(SP-GP) 8 brown/red/tan _9_ 9 1-0 BOTTOM OF BORING 10.0' _ _ • 11 12 1-3 1-4 15 1-6 1] 18 19 2-0 2-1 22 2-3 24 • 25 Earth Engineering Consultants lip • SWELL/ CONSOLIDATION TEST RESULTS • Material Description: Light Brown Lean Clay with Sand Sample Location: B-2, S-1 @ 4' Liquid Limit: 46 !Plasticity Index: 20 ' % Passing #200: 70.6% Beginning Moisture: 26.1% Dry Density: 96.5 pcf 'Ending Moisture: 27.3% _ Swell Pressure: < 500 psf % Swell @ 500 psf: None 10 I i I 11 ' I I I 8 11 I I 1I — I I 6 �, I I I 3 I 4. i I : 'I ! I > I 1 I ° 0 , • c d , I v I I Wla Added c-4 11 I'I I O a I 73 I V ! I i I $ F I I I I 10 II I I I 0.01 0.1 1 10 Load (TSF) Project: Spicer Arena Weld County, Colorado Project#: 1002254 • Date: January 2001 '' EEC Ill gli SWELL / CONSOLIDATION TEST RESULTS • Material Description: Dark Brown Lean Clay Sample Location: B-5, S-1 @ 2' Liquid Limit: 46 (Plasticity Index: 20 I % Passing #200: 85.4% Beginning Moisture: 32.5% Dry Density: 87.7 pcf 'Ending Moisture: 33.3% Swell Pressure: < 500 psf % Swell @ 500 psf: None 10 I r j I , III 8 , I I I III I I a6 I C I l 4 I II iI I I • Col I I d IWalef Added a -2 I ! II co-4 I I I 7 ' _ I I ys l I o I I I ' III T I -g i , 1 III -10 . I II : I I 0.01 0.1 1 10 Load (TSF) I Project: Spicer Arena Weld County, Colorado Project#: 1002254 ,,,.....E,, • Date: January 2001 EEC Hello