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HomeMy WebLinkAbout1.0 Application• • • 1 OWNERS BOB and DOROTHY PRETTI THE PRETTI PARK DEVELOPER GARY DEAN • • • • • THE PBETTI RANCH INTRODUCTION & LOCATION The planned subdivision known currently as the Pretti Ranch is located approximately 3 miles northeast of Rifle, containing 280 acres of land. Owners, Bob and Dorothy Pretti, are longtime residents/ranchers of the Silt and Rifle area, and currently par- tially own and operate Rifle Livestock Incorporated. Gary Dean, developer, is presently involved in the development of Shadow Ridge Planned Unit Development in Rifle. SIZE The planned subdivision will consist of 280 acres which will be divided into 45 - 5 acre parcels. Five percent (5%) of the total acreage will be designated as greenbelt. WATER & SEWAGE Source of domestic water for the subdivision will be the City of Rifle, although the property will nct be annexed into the City Limits. Due to the water situation, the developers will enter into a pre -annexation agreement with the City of Rifle, as they will be involved with both the City of Rifle and Garfield County. The estimated number of gallons of water used per day is 25,000. Septic systems will provide sewage disposal. COST The estimated cost for development of the Pretti Ranch, as proposed, is $125,000. Local financing will be sought for the development of the property, and for any other necessary improvements. • • • THE PRETTI RANCH As previously described, the Pretti Ranch is to be divided into 49, 5 -acre parcels, with 5% of the total acreage being designated as greenbelt. WATER SYSTEM The source of domet,tic water for the subdivision will be the City of Rifle, although the property will not be annexed into the City Limits. Due to this situation, the developers will enter into a pre -annexation agreement with the City of Rifle. All preliminary and final plans will be presented for approval to the City of Rifle and Garfield County. To this date, the Planning and Zoning Commission of Rifle has approved sketch plans for the water system. The same is to be pre- sented to the City Council meeting at their regular May meeting, for approval. An 8" PVC will be financed by the developer, and donated to the City of Rifle, for the purpose of transporting city water. The de- veloper will obtain an easement from Warren McPhereson for property needed to install the water line. Water rights to the irrigation water will be divided equally among the 5 -acre parcels, and the public park. LAND USE The Pretti Ranch is being subdivided for the purpose of the construction of residential dwellings only. There will exist strict covenants stating that no future division of the parcels can occur. There is an existing 20' right-of-way at the S.E. corner of the property, off County Road 293. The developer will ask for a wider easement, from Warren McPhereson, for additional width needed to construct a roadway to the property. Map Unit No._JOB SOIL CHARACTERISTICS Depth to bedrock Texture Surface Subsoil Substratum Unified Classification Permeability Percent coarse fragments (greater thaq 3 inches) Salinity (ECx10.S @ 25°C) pH (surface) Shrink -swell Potential Potential frost -action (surface) Flood Hazard Hydrologic Group Corrosivity Steel (uncoated) Concrete DEGREE & KIND OF LIMITATIONS (0 is Slight, M is Moderate, S is Severe) : More than 60 inches Loam Clay loam Loam ML, CL Moderate : 0 : 6.6 to 7.8 . Moderate Low None B High Moderate Septic Tank Absorption Fields Sewage Lagoons Sanitary Landfill Trench Area Shallow Excavations Dwellings w/basements •w/0 basements Local Roads & Streets SUITABILITY AS A SOURCE OF... Daily Cover for Landfill Roadfill Sand Gravel Topsoil 0 M Slope, seepage 0 : 0 . 0 . M Low strength M Low strength M Low strength Good . Fair Low strength . Unsuited . Unsuited Fair Small stones SUBJECT TO CHANGE. NOT TO BE USED IN PLACE OF ON-SITE INVESTIGATION • 1 10B -Potts loam, 1 to 3 percent slopes. This deep, well drained soil is on mesas, benches and valley sideslopes. It formed in eolian materials on alluvium from sandstone, shale or basalt. Elevation ranges from 5,000 to 7,000 feet. The average annual precipitation is about 14 inches, the average annual air temperature is about 46 degrees F., and the average frost -free period is about 120 days. Typically, the surface layer is brown loam about 4 inches thick. The subsoil is reddish brown light clay loam about 24 inches thick. The substratum is pinkish white loam extending to a depth of more than 60 inches. Included with this soil in mapping are small areas of Olney, Kim and Ildefonso soils which make up 10 to 15 percent of the mapping unit. These soils are found on slopes of 1 to 3 percent. Permeability of the Potts soil is moderate. Effective rooting depth is 60 inches or more. Available water capacity is high. Surface runoff is slow and the erosion hazard is moderate. This soil is used mainly for irrigated crops and hay, and for dryland farming. Alfalfa, small grains, and grass. -legume hay are grown. Flooding is the usual method of applying irrigation water. Conservation practices that include irrigation ditch drop structures, grass waterways and minimum tillage are necessary to avoid serious • • 2 10B -Potts loam erosion losses. These soils pipe easily, and irrigation water management is extremely important in avoiding excessive piping. Cover crops or stubble mulching in dryland farming areas will also help to limit erosion losses. The native vegetation on this soil is mainly bluebunch wheat - grass, western wheatgrass, needleandthread, and big sagebrush. When the range condition deteriorates, forbs and woody shrubs increase. When the range is in poor condition, undesirable weeds and annual plants are numerous. Wildlife using this soil for habitat include pheasant, mourning dove, cottontail rabbit, some mule deer and squirrel. Potential for community and recreational development is limited by low strength, piping, and frost -heave. Dwellings and roads can be designed to compensate for these limitations. Community sewage systems are needed if the population density increases. Capability subclass, IIIe; IIIc dryland. PG /4 r; 474 n7 • Map Unit No. 10C SOIL CHARACTERISTICS Depth to bedrock : More than 60 inches Texture Surface : Loam Subsoil : Clay loam Substratum : Loam Unified Classification : ML, CL Permeability : Moderate Percent coarse fragments : 0 (greater than 3 inches) Salinity (ECx10 @ 25°C) pH (surface) 6.6 to 7.8 Shrink -swell Potential : Moderate Potential frost -action (surface) . Low Flood Hazard : None Hydrologic Group : B Corrosivity Steel (uncoated) : High Concrete : Moderate DEGREE & KIND OF LIMITATIONS (0 is Slight, M is Moderate, S is Severe) Septic Tank Absorption Fields : 0 Sewage Lagoons . M Seepage, slope Sanitary Landfill Trench : 0 Area • 0 Shallow Excavations : 0 Dwellings w/basements : M Low strength w/0 basements : M Low strength Low strength Local Roads & Streets SUITABILITY AS A SOURCE OF... Daily Cover for Landfill Roadfill Sand Gravel Topsoil M Good Small stones Fair Low strength Unoui tcd • Unsuited Fair Small stones SUBJECT TO CHANGE. NOT TO BE USED IN PLACE OF ON-SITE INVESTIGATION 2 10C -Potts loam grass waterways, and minimum til]rq are necessary to avoid serious erosion 1 osses. These soils pi pr f as i 1 y. rind i rr• i Lotion w;rtrr mrinn ro- ment is extremely important in avoiding excessive piping. Cover crops or stubble mulching in dryland farming areas will also help to limit erosion losses. The native vegetation on this soil is mainly bluebunch wheat - grass, western wheatgrass, needleandthread, and big sagebrush. When the range condition deteriorates, forbs and woody shrubs increase. When the range i:, in poor condition, undesirable weeds and annual plants are numerous;. Proper grazing management maintains and improves range condition. A reduction in brush im- proves deteriorated range sites. Seeding is a good practice if the range is in poor condition. Suitable p1 Tints for• seeding are crested wheatgrass, western wheatgrass, and Russian w.ildrye. For successful seedings, a good practice is to prepare a seedbed and drill the seed. Wildlife using this soil for habitat include pheasant, mourning dove, cottontail rabbit, some mulideer, and squirrel. Potts soil has good potential for community and recreational development. The main limitations `',)r these uses are strength, piping, and frost -heave. Dwellings and roads design can be designed to compen- sate for these limitations. Community sewage systems are needed if the population density increases. Capabilty subclass IIle. • • 10C -Potts loam, 3 to 6 percent slopes. T}iis deep, well drained, moderately sloping soil is on mesa , benches and valley sideslopes. It formed in eolian materials on alluvium from sandstone, shale or basalt. Elevation ranges from 5,000 to 7,000 feet. The average annual precipitation is about 14 inches, the average annual air temperature is about 46 degrees F., and the average frost -free period is about 120 days. Typically, the surface layer is brown loam about 4 inches thick. The subsoil is reddish brown light clay loam about 24 inches thick. The substratum is pinkish white loam extending to a depth of more than 60 inches. Included with this soil in mapping are small areas of Olney, Kim and Ildefonso soils which r.rake rap 10 to 15 percent of the mapping unit. These soils have slopes of 3 to 6 percent. Permeability of the Potts soil is moderate. Effective rooting depth is 60 inches or more. Available water capacity is high. Sur- face runoff is slow and the erosion hazard is moderate. This soil is used mainly for irrigated crops and hay, and for dryland farming. Alfalfa, small grains, and grass -legume hay are grown. Small areas of this soil aro also used for livestock grazing. Flooding is the usual method of applying irrigation water. Conservation practices that include irrigation ditch drop structures, • • • ',yap Unit No. 30D SOIL CHARACTERISTICS Depth to bedrock Texture Surface Subsoil Substratum Unified Classification Permeability Percent coarse fragments (greater that 3 inches) Salinity (ECx10 @ 25°C) pH (surface) Shrink -swell Potential Potential frost -action (surface) Flood Hazard Hydrologic Group Corrosivity Steel (uncoated) Concrete DEGREE & KIND OF LIMITATIONS (0 is Slight, M is Moderate, S is Septic Tank Absorption Fields Sewage Lagoons Sanitary Landfill Trench Area Shallow Excavations Dwellings w/basements w/0 basements Local Roads & Streets SUITABILITY AS A SOURCE OF... Daily Cover for Landfill Roadfill Sand Gravel Topsoil • • • • More than 60 inches Loam :-sandy clay loam to clay loam Gravelly sandy clay loam, gravelly sandy 1( CL -ML, CL, SM -SC, SC, GM, GM -GC Moderate 0 6.6-7.3 Low Low . None B . Moderate Low Severe) M Slope, Pere slowly- Slope lowly Slope 0 M Slope 5-M Cutbanks cave, small stones : M Slope : M Slope . M Slope Fair, small stones Fair, low strength Unsuited Poor, excess fines Fair, small stones SUBJECT TO CHANGE. NOT TO BE USED IN PLACE OF ON-SITE INVESTIGATION • • 30D—Olney loam, 6 to 12'percent slopes. This deep, well drained, moderately sloping to rolling soil is on alluvial fans and valley side— slopes. It formed in alluvium from sandstone and shale. Elevation ranges from 5,000 to 6,500 feet. The average annual precipitation is about 11+ inches, the average annual air temperature is about 48 degrees F., and the frost—free period is about 125 days. Typically, the surface layer in grayish brown loam about 12 inches thick. The subsoil is grayish brown sandy clay loam about 21 inches thick. The substratum is light gray -Loam or sandy clay loam that extends to a depth c:>f more than (>C) inches. Included with this soil in napping are small areas of Heldt, Potts and Kim soils which make up 5 to 15 pr•ccnt of the mapping unit. These soils have slopes of 6 to 12 percent. Permeability of the Olney soil is moderate. Effective rooting depth is 60 inches or more. Available water capacity is high. Sur— face runoff is medium and the erosion hazard is moderate. This soil is used mainly for irrigated hay, fruit production, and livestock grazing. Grass—legume mixtures and apples, peaches and apricots are grown. and flooding are used to i rr i ga t,• 1.he Olney soil. Furr•cws Sprinklers are a goad niter•nrrti vc n, 1,Lc,ei. 1)1.Hp ;,1,r u, Lrir c s in..t,r,1],•d in irrigation ditches will help to control water and to prevent • excessive ditch erosion. • e • • • 1 2 30D -Olney loam The native vegetation on this soil is mainly bl ucbunch wheat - grass, western wheatgrass, needlenn,dt hroad, and big sagebrush. When the range condition deteriorates, forbs and woody shrubs increase. When the range is in poor condition, undesirable weeds and annual plants are numerous. Proper grazing management maintains and improves range condition. A reduction in brush improves deterior- ated range sites. Seeding is a good practice if the range is in poor condition. Suitable plants for seeding are crested wheatgrass, western wheatgrass, and Russian wildrye. For successful seedings, a good practice is to prepare a seedbed and drill the seed. Wildlife using the Olney soil for habitat include cottontail rabbit, squirrel, pheasant and some mule deer. Potential community and recreational development is limited by steep slopes, low strength, and a moderate shrink -swell. Capability subclass, IVe. • • Map Unit No. 43F - `? 5 SOIL CHARACTERISTICS Depth to bedrock . More than 60 inches Texture Surface Stony loam Subsoil Substratum Gravelly sandy loam, very gravelly fine Unified Classification GM, SM sandy loam Permeability Percent coarse fragments (greater thap 3 inches) Salinity (ECx10 e 25°C) pH (surface) Shrink -swell Potential Potential frost -action (surface) Flood Hazard Hydrologic Group Corrosivity Steel (uncoated) Concrete . Moderately rapid 0-25 7.9-8.4 Low Low None B High Low DEGREE & KIND OF LIMITATIONS (0 is Slight, M is Moderate, S is Severe) Septic Tank Absorption Fields S Slope Sewage Lagoons S Slope, seepage Sanitary Landfill Trench • S Slope Area S Slope Shallow Excavations S Slope, small stones Dwellings w/basements S Slope w/O basements S Slope Local Roads & Streets SUITABILITY AS A SOURCE OF... Daily Cover for Landfill Roadl'll Sand Gravel Topsoil S Slope Poor Slope, small stones Poor Slope Poor Poor' Poor Small stones, slope, excess lime SUBJECT TO CHANGE. NOT TO BE USED IN PLACE OF ON-SITE INVESTIGATION • • Cl., VI.( (( S k �n L3F-Ildefonso stony loam, 25 to 45 percent slopes. This deep, well drained, hilly to steep soil is on mesa breaks, valley sideslopes, and alluvial fans. A small portion of this unit is found on very steep to extremely steep mesa escarpments. It formed in mixed alluvium, primarily of basalt origin. A thin cap of reddish colored eolian soil material is found intermittently in this mapping unit. Elevation ranges from 5,000 to 6,500 feet. The average annual precipitation is about 11+ inches, the average annual air temperature is about 46 degrees F., and the average frost -free period is about 125 days. Typically, the surface layer is brown stony loam about 2 inches thick. The subsurface layer is brown stony loam about 6 inches thick. The underlying material is white very stony loam that is very strongly calcareous and extends to a depth of more than 60 inches. Included with this soil in mapping are small areas of Potts and Ascalon soils. These soils are found on the less steep and depressional areas of the landscape. They slake up about 5 to 15 percent of the unit. Permeability of the Ildefonso soil is rapid. Effective rooting depth is 20 to 30 inches. Available water capacity is low. Surface runoff is medium and erosion hazard .i., high. Ildefonso soil is used mainly for limited grazing and for wild- life habitat. The native vegetation on this soil is mainly pinyon pine and Utah juniper. The understory vegetation consists of Indian ricegrass, beard- less wheatgrass, junegrass, stemless dolderiweed, low phlox, serviceberry, • • • GA:. yy ij.3F-Ildefonso stony loam 2 bitterbrush, mountairunahogany, and bid; sagebrush. When the vegetation deteriorates wider the pinyon -juniper, grasses are almost absent while forbs and woody shrubs increase. Proper manage- ment of the vegetation on this soil will maintain a wood product and ground cover. Grazing value is low because of steep slopes and tree canopy cover. Firewood, posts, and Christmas trees may be obtained on the more gentle slopes. This soil is suited to the production of pinyon pine and Utah juniper. It is capable of producing 9 cords per acre when the stand attains an average diameter (at one foot) of five inches for trees over 4+.5 feet in height. The low available water capacity can influence • tree seedling survival. Steep slopes and a high erosion hazard will influence harvesting operations. Some of the wildlife using this soil for habitat include mule deer, chukar, wild turkey, gray squirrel, and cottontail rabbit. Ildefonso soil is limited for community development by a high content of stones and steep slopes. It is easily eroded and runoff diversion structures are needed for any roads constructed on this soil. Capability subclass VITe. Y I)'%.3. 1 Lincoln DeVore 1000 West Fillmore St. Colorado Springs, Colorado 80907 (303) 632-3593 Home Office Shale Country Surveying 109 East 3rd Rifle, Colorado 81650 Attn: Mr. Mid Coolbaugh August 30, 1979 Re: GENERAL & ENGINEERING GEOLOGY & SOILS HORIZONS WEST DEVELOPMENT RIFLE, COLORADO Gentlemen: Transmitted herewith is a report concerning the general engineering geology and soils of the proposed development of Horizons West located in Rifle, Colorado. This report has been prepared in accordance with the provisions of Colorado Senate Bill 35 (30-28-133 C.R.S. 1973 as amended) and the Garfield County Subdivision Regulations. Respectfully 'submitted, LINCOLN-DeVORE TESTING LABORATORY, INC. By: Robert L. Bass Civil Engineer Revie ed eorMorris, P. E. RLB/vfb LDTL Job No. GS -1164 2700 Highway 50 West Pueblo, Colo 81003 (303) 546-1150 P.O. Box 1427 Glenwood Springs, Colo 81601 (303) 945-6020 109 Rosemont Plaza Montrose, Colo 81401 (303) 249-7838 By: Nancy J Lamm Professional Geologist P.O. Box 1882 P.O. Box 1643 Grand Junction, Colo 81501 Rock Springs, Wyo 82901 (303) 242-8968 (307) 382-2649 INTRODUCTION At the request of Mr. Mid Cool- baugh, Lincoln-DeVore conducted an on site geologic and sub- surface soils investigation of a 280 acre parcel of land known as Horizons West Development. The site is located on Graham Mesa in the East one-quarter of Section 3 and the West one-half of Section 2, Township 6 South, Range 93 West of the 6th Princi- pal Meridian, approximately 2 miles northeast of the town of Rifle in Garfield County. It is our understanding that the proposed plans for development call for subdividing the site into approximately 50 five acre lots. Water is to be provided by a municipal system and sewage disposal is to be by individual on- site systems. It is our understanding that percolation testing is being conducted by others. Current land use of the site is agricultural with the majority of the site in irrigated alfalfa and pasture. A number of unlined irrigation ditches of various sizes cross the site, some carrying water at the time of the site investigation. Topography on the site consists primarily of gentle slopes forming a basin -like feature, open to the south. This basin is bordered on the west, north, and east by low hills and gravel capped mesas. On the southeast corner of the site, the edge of the basin drops off rapidly into a steep escarpment. Drainage on the site is to the south. INTRODUCTION At the request of Mr. Mid Cool- baugh, Lincoln-DeVore conducted an on site geologic and sub- surface soils investigation of a 280 acre parcel of land known as Horizons West Development. The site is located on Graham Mesa in the East one-quarter of Section 3 and the West one-half of Section 2, Township 6 South, Range 93 West of the 6th Princi- pal Meridian, approximately 2 miles northeast of the town of Rifle in Garfield County. It is our understanding that the proposed plans for development call for subdividing the site into approximately 50 five acre lots. Water is to be provided by a municipal system and sewage disposal is to be by individual on- site systems. It is our understanding that percolation testing is being conducted by others. Current land use of the site is agricultural with the majority of the site in irrigated alfalfa and pasture. A number of unlined irrigation ditches of various sizes cross the site, some carrying water at the time of the site investigation. Topography on the site consists primarily of gentle slopes forming a basin -like feature, open to the south. This basin is bordered on the west, north, and east by low hills and gravel capped mesas. On the southeast corner of the site, the edge of the basin drops off rapidly into a steep escarpment. Drainage on the site is to the south. GENERAL GEOLOGY Bedrock beneath the site is the Wasatch Formation (Tw) of Tertiary Age (see Plate 1). This unit consists of claystone, shale, andrudstone with some siltstone and conglomerate. The Wasatch Formation forms the prominent escarpments on the southeast edge of the site. Outcrops of the Wasatch Formation are also seen along the large gravel capped mesa on the east border of the site. These outcrops are obscured in placed by slopewash from the pediment gravels above. Surficial deposits on the site consist of pediment gravels (Qpg) and torrential wash fans (Qtf), both Quaternary in age. The broad basin -like feature in the center of the site consists of torrential wash fan deposits; test borings indicate that this deposit directly overlies the Wasatch Formation. The large mesa bordering this basin on the east consists of the Wasatch Formation capped by a layer of rounded pediment cobbles and gravels. These pediment gravels also overlie the older tor- rential wash deposits on the western and northern portions of the site. A low flat topped hill on the west edge of the site con- sists of a second,younger, torrential wash deposit overlying the pediment gravels. ENGINEERING GEOLOGY Slope Stability Slopes on the site are, for the most part, gentle and should pose few construction problems. Slopes along the edge of the prominent mesa on the north eastern side of the basin and, to a lesser extent, along the hillslope in the west central portion of the site are considered steep enough to pose construction difficulties. It is recommended that construction not be planned in these areas. The steep escarpments formed by the outs.<�op of the Wasatch Formation on the southeast corner of the site is subject to weathering and is a source area of rock - fall t.� the slopes below. Construction should be set back from the escarpment. No other stability factors such as landslides, mudflows, talus, accelerated creep, settling soils, avalanches, or karst topography are expected to affect the site. Floo3w ys and Artifical Hazards The Horizons West Development lies well above the floodplain of the Colorado River and Rifle Creek. Although a large part of the site consists of a basin -like feat- ture, the size of this basin is not considered large enough to pose a flooding problem. Flooding is not considered a hazard on the site. No artifical or man-made hazards are known to exist on the site that would precLxde the proposed development. Numerous irrigation ditches cross the site, but these should not significantly affect development. A gravel quarry is located in the pediment gravels on the mesa on the northeast portion of the site (see ?late 1). The walls of this quarry are steep and development should be set back from this feature, again however, this should not significantly affect the proposed development. Soil Conditions Existing soil conditions on the Horizons West Development will be discussed in detail in the soils engineering portion of this report. In general, however, few soil considerationsare expected on the pediment gravel areas while the soils of the torrential wash deposits may be subject to expansion upon wetting, tend to be corrosive to Type I Cement, and may be subject to consolidation or settling under loads. Water Table Test borings throughout the site did not encounter free subsurface water with the exception of Test Boring 5, located in the lower portion of the site. Free water was encountered in this test boring at a depth of 3'. The area surrounding this test boring and to the south attests to a shallow water table condition. Cattails were growing along the southern boundary of the site and the immediate area contained standing water. Sulfates were also present on the ground surface. This shallow water table is probably a result of irrigation prac- tices on the tract and should alleviated to some degree by develop- ment. Lining of existing irrigation ditches with an impermeable material will also help to alleviate this situation. Seasonal variations will alter this shallow water table, the water table can be expected to be highest in spring and summer with snowmelt and irrigation and to be lowest in autumn and winter. Erosion and Excavation Erosion is not a significant problem with the current land use of the Horizons West Development and is not expected to be a problem with the proposed development. Drainage and runoff should bL . efully controlled, however, and some form of vegetation retained as much as possible after develop- ment, in order to minimize erosion potential. Excavation should not be a pro- blem throughout most of the site with the exception of the southeast of the site. Here the Wasatch Formation outcrops or exists at shallow depth and excavation may be difficult in the more resistant units. Mineral Resources and Radiation The pediment gravels have been quarried to a minor extent as a source of sand and gravel. The occurrence of these gravels should not preclude the proposed development. No other mineral resources are known to exist on the site. Sources of radiation are not known to exist on the site. A radiation hazard exists in the Rifle area in the Vanadium Mill tailings along the Colorado River, but they are located over a mile from the site. SUMMARY In summary, the site appears suitable for the proposed development with few constraints. The steeper slopes along the mesa on the northeast portion of the site and the steep escarpments on the southeast corner of the site should be avoided. A shallow water table condition exists along the southern portion of the site that will limit development in its present condition. Cessation of irrigation on the site and lining of irrigation ditches will alleviate this problem to some degree. A detailed discussion of the soil con- ditions on the Horizons West Development follows in the engin- eering portion of this report. BORINGS LABORATORY TESTS, AND RESULTS Fifteen test borings were placed on this site at locations indicated on the enclosed Geologic, Map Plate I. These test borings were placed across the site at locations selected in order to provide a reasonably good pro- file of the subsurface soils. While variation was noted from point to point, sufficient information was obtained that no further test borings were deemed necessary. All test borings were advanced with a power driven continuous auger drill. Samples were taken with the standard split -spoon sampler and by bulk methods. Two general soil profile confi- gurations were encountered in the test borings placed on this site. The first soil profile which was encountered in Test Borings 2 through 7 and 10 through 15 consisted of a layer of lean clay, overlying residually weathered and formational claystone of the Wasatch Formation. The materials of the upper lean clay layer varied in consistency from very soft to very dense. A similar variation was noted in moisture contents. The under- lying formational claystone was found to be quite dense, although the residually weathered claystone materials were of only mod- erate density in many locations. The thickness of the upper lean clay materials was noted to range from.4 feet to 20 feet depending upon location. The second general soil profile encountered consisted of coarse graveland cobbles in a silty sand matrix. This material is representative of the pediment gravel dep.osits(Qpg), and was encountered in Test Borings 8 and 9. These coarse grained materials were found to be quite dense and drilling refusal was encountered in the two borings at 10 and 11 feet respectively. In Test Boring No. 1 a variation from the two soil profiles described above was encountered. The soil profile encountered in this boring consisted of approximately 5 feet of lean clay, overlying gravel and cobbles. Refusal was encountered in the coarse grained materials at 8 feet depth. The soil profile in any given boring can be seen on the enclosed drilling logs. The samples obtained during our field exploration program have been grouped into three soil types. Soil Type No. 1 was a lean clay, which is representative of the clays encountered in the upper portion of the soil pro- file in Test Borings 2 through 7 and 10 through 15. This mat- erial was also encountered in the upper portion of Test Boring No. 1. Soil Type No. 2 was a silty sand, which is representative of the matrix material surrounding numerous gravel and cobble - sized particles in the pediment deposits of Test Borings 8 and 9. The material encountered in the lower portion of Test Boring No. 1 will be similar to this material. Soil Type No. 3 was a lean clay, which is representative of residually weathered and formational claystone of the Wasatch Formation. More precise engineering characteristics of these three soil types are given on the enclosed summary sheets. The following discussion will be general in nature. Soil Type No. 1 classified as lean clay (CL) of fine grain size. Generally, this material i plastic, of low permeability, and was encountered in density states ranging from low to high. In higher density states, this material will have a tendency to expand upon the addition of moisture, with expansion pressures on the order of 1195 psf being measured. In lower density states, Soil Type No. 1 will have a distinct tendency to long-term consolidation upon loading. Due to the properties of this material, it is considered impor- tant that the proper bearing values of this material be determined for each individual structure, and that foundations be designed for these values. Additionally, it is important that balancing, reinforcing, and drainage recommendations contained in the next section be carefully followed. The shallow foundation bearing capacity value for this material was noted to range from 1000 psf maximum, with no minimum pressure required to 4500 psf maxi- mum with a minimum dead load pressure of 1200 psf being required. Intermediate variations between these two extremes can also be anticipated,and some lower density zones of this material may be unsuitable for direct shallow foundation support. Soil Type No.1 contains sulfates in detrimental quantities. Soil Type No. 2 classified as silty sand (SM) of coarse grain size. This material formed the matrix around numerous gravel and cobble-sized particles, which obviously cannot be accurately represented on the enclosed grain size curve. Generally, Soil Type No. 2 is nonplastic, permeable, and was en- countered in a high density condition. It will have no tendency to expand upon the addition of moisture, nor will it have any tendency to long-term consolidation upon loading. Granular mat- erials such Soil Type No. 2 often experience settlement upon application of loads or vibration. However, due to the high density condition in which this material was encountered, it is unlikely that settlement will creat any problems, particularly if bearing capacity values are not exceeded and balancing and reinforcing recommendations are carefully followed. At any rate, any settlement will be fairly rapid and will probably be complete by the end of construction. Foundations resting in Soil Type No. 2 may be proportioned on the basis of a maximum allowable bearing capacity of 4000 psf, with no minimum pressure required. Soil Type No. 2 was found to be relatively free of sulfates. Soil Type No. 3 classified as lean clay (CL) and was representative of formational and residually weathered Wasatch claystone. Generally, this material is plastic, of low permeability, and was encountered in a moderate to high density condition. It will have a tendency to expand upon the addition of moisture, with expansion pressures on the order of 1340 psf being measured. The majority of this material, however, will have no appreciable tendency to long-term consolidation upon loading. Foundations resting on the formational claystone of :oil Type No. 3 may be proportioned on the basis of a maximum allowable bearing capacity of 5000 psf, with a minimum dead load pressure of 1300 psf being recommended. The bearing capacity for resid- ually weathered materials will be somewhat less in some instances. Soil Type No. 3 contains sulfates in detrimental quantities. Free water was encountered in Test Boring No. 5 at a depth of 3 feet below the ground surface at the time of drilling. This free water level is believed to be the result of irrigation practices in this area, and may diminish somewhat as the area progresses out of agricultural use and into development. However, due to ground water conditions encountered, we recommend that basements not be used for struc- tures constructed on the southern portion of this site in the vicinity of Test Boring No,: 5. CONCLUSIONS AND RECOMME:. :.;ATIONS Since the maginitude and nature of the proposed foundation loads are not precisely known to Lincoln-DeVore at this time, the recommendations contained herein must be somewhat general in nature. Any special loads or unusual design conditions should be reported to Lincoln-DeVore so that changes in recommendations can be made if necessary. However, based upon our analysis of the soil conditions and project characteristics previously outlined, thefollcwing recommendations are made. It is recommended that shallow foundation systems consisting of continuous foundations beneath bearing walls and isolated spread footings beneath columns and other points of concentrated load be used to carry the weight of the proposed structures. The proper bearing capacity value for any given structure will depend upon the soil type and the consistency of the material in which the foundation rests. For the lean clay of Soil Type No. 1, bearing capacities were noted to range from 1000 psf maximum, with no minimum pressure required, to 4500 psf maximum, with 1200 psf minimum pressure required. Intermediate variations between these two extremes can be expected. Additionally, some zones of Soil Type No. 1 may be encountered which will not have sufficient bearing capacity for direct support of shallow foundation systems. For the sand and gravel of Soil Type No. 2 the maximum allowable bearing capacity will be on the order of 4000 psf, with no minimum pressure required. For the formational Wasatch claystone of Soil Type No. 3, the maximum allowable bearing capacity will be on the order of 5000 psf, with a minimum dead load pressure of 1300 psf being required. The bottoms of foundations should be located a minimum of 3 feet below finished grade or grater if dictated by local building codes, for frost protection. Where expansive soils are encoun- tered, such as Soil Type No. 3 and denser areas of Soil Type No. 1, special design may be necessary in order to maintain the re- commended e-commended dead load pressures. Typically, foundations for ex- pansive soils, such as these, would be comprised of no -footing, stem wall on grade foundations with stratgeically placed voids beneath exterior walls and properly proportioned isolated pads beneath interior columns. Alternatively, A series of isolated footing pads spanned by voided,reinforced concrete grade beams could be useu for the exterior walls. These foundation configur- ations would be necessary in order to .minimize the contact area of foundations and maintain the minimum dead load pressures for lightly loaded residential structures. It is recommended that the pro- posed foundation systems be well balanced. Contact stresses beneath exterior foundation walls should be balanced to within + 500 psf at all points. Isolated interior footings should be designed for unit loads of about 200 psf greater than the average of those selected for the exterior walls. The criteria for bal- ancing will depend somewhat upon the nature of the structure. Single -story slab on grade structures may be balanced on the basis of dead load only. Multi -story structures or structures with basements should be balanced on the basis of dead load plus approximately one-half the live load. For the expansive clays, the judicious use of voids may be instrumental in obtaining the desired balanced condition, as well as maintaining the recommended dead load pressures. It is recommended that all found- ation stem walls be designed as grade beams capable of carrying their loads over a clear span of at least 12 feet. Horizontal reinforcement should be placed continuously around the foundations, with no gaps or breaks in the reinforcing steel, unless specially designed. Foundation walls should be reinforced at both top and bottom with the reinforcement being approximately balanced be- tween these two locations. Where foundation walls will retain soil in excess of 4 feet in height, vertical reinforcement may be necessary and should be designed. For use in designing this reinforcing, the equivalent fluid pressure of the soil in the active state may be taken as about 45 pcf for the clays of Soil Types 1 and 3, and as about 35 pcf for the coarse grained materials of Soil Type No. 2. As has been previously discussed, some zones of the upper Soil Type No. 1 materials may not have suitable bearing capacity for direct support of shallow found- ation systems. This is evidenced by the material encountered in Test Boring No. 3, at a depth of 5 feet. At this location the standard split -spoon sampler was driven 18 inches with one blow from a 140 pound pin -guided weight dropped from a height of 30 inches. This would indicate negligible bearing capacity at this location. Should soft soils of this nature be encountered during foundation excavations, the most suitable means of con- struction would be to overexcavate the materials beneath found- ations and replace them with a controlled compacted backfill, using a suitable material. If this technique is used, the over - excavation should extend to a depth equal to at least three times the footing width and should extend laterally from the edges of footings a distance equal to at least the footing width. The backfill beneath footings should be compacted to at least 90% of the maximum standard Proctor dry density, ASTM D-698. A coarse grained material such as pit run would be suitable for this backfill application. However, with the anticipated lot sizes, it may be possible to site the structures in such a manner that the extremely low density clays will be avoided and the overexcavation-recompaction technique would not then be necessary. As has been previously discussed, free water was encountered in Test Boring No. 5 at a depth of 3 feet below the ground surface. The presence of free water will create difficulties where basements are concerned, due to uplifts pressures and the possibility for leakage. Therefore, it is recommended that basements and halt -basements be avoided in the wetter meas on the southern portion of the site. Where floor slabs are used, they may be placed directly on grade or over a compacted gravel blan- ket of 4 to 6 inches in thickness. Should the gravel blanket be chosen, however, a free drainage outlet to the ground surface should be provided,so that the gravel blanket is not allowed to act as a water trap beneath the structure. Floor slabs should be constructed in such a manner that they act independently of columns and bearing walls. Additionally, concrete slabs should be placed in sections no greater than 25 feet on a side. Deep construction or contraction joints could be placed at these lines to facilitate even breakage. This will keep to a minimum any unsightly cracking which would be caused by differential movement. Adequate drainage must be maintained at all times, both during and after construction, to prevent the ponding of water. The ground surface around structures should be graded such that surface water is carried quickly away. Minimum gradient within 10 feet of any structure will depend upon surface landscaping. Bare or paved areas should have a minimum gradient of 2%, while landscaped areas should have a minimum gradient of 7%. Roof drains should be carried across all backfilled areas and dis- charged wall away from the structure. The overall drainage pat- tern should be such that water directed away from one structure is not directed against an adjacent structure. It is recommended that a subsur- face peripheral drain be constructed around each structure at foundation level. The drain should consist of an adequate dis- charge pipe, gravel collector, and sand or fabric filter. The discharge pipe should be provided with a free gravity outfall to the ground surface, if at all possible. If gravity outfall is not possible, then a lined sump and pump should be used. Backfill around the proposed struc- turesand in utility trenches leading to the structures should be compacted to at least 90`/0 of the maximum standard Proctor dry density, ASTM D-698. The native soils on this site may be used for backfilling purposes. Backfill should be placed in lifts not to exceed 6 inches compacted thickness and at the Proctor optimum moisture content + 2%. Backfill should be compacted to the required density by mechanical means and no water flooding techniques of any type should be used in the placement of fill on this site. Any topsoil or debris should be removed from the construction area prior to beginning of con- struction of foundations. Additionally, should any pockets of debris, organic material, unusually loose material.; or other- wise unsuitable material be encountered during excavation for footings, it should be removed and replaced with a suitable back- fill compacted to 95% of the maximum standard Proctor dry density, using the procedures previously outlined. The open foundation excavations should be inspected prior to the construction of forms and place- ment of concrete to establish the proper bearin:, capacity values for the structure and to insure that no debris, soft spots, or other unsuitable ;materials are located in the foundation region. The finer grained soils on this site contain' sulfates in detrimental quantities. For this reason a sulfate resistant cement such as Type II Cement, is recommended for use in all concrete which will be in contact with the foundation soils. Under no circumstances should cal- cium chloride ever be added to a Type II Cement. In the event that Type II Cement is difficult to obtain, a Type I Cement may be used providing the concrete is separated from the soils by water resistant membranes. It is believed that all pertinent points concerning the subsurface soils on this site have been covered in this report. Should soil types and conditions other than those outlined herein are noted during construction on this site, these should be reported to Lincoln-DeVore so that changes in recommendations can be made if necessary. If questions arise or further information be needed, please feel free to contact our office. -16- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SOILS DESCRIPTIONS: DESCRIPTION ROCK DESCRIPTIONS' SYMBOL DESCRIPTION SYMBOLS 8i, NOTES: SYMBOL DESCR/PT/ON Free . water 9/12 Standard penetration drive Numbers indicate 9 blows to drive the spoon 12" into ground. I ST 2-1/2" Shelby thin wall sample WoNatural Moisture Content Wx Weathered Material Free water table SYMBOL USCS .6 'X/ -x-, To .6 4 :a9•: TEST HOLE NO. TOP ELEVATION 2 3 4 5 —10 —15 —20 — 25 35 —40 — t -- a —w 37/4E 4.6,4 3 0 F/rir+ir GL .� LBan C/By, 4• /.14.0 Tin, C[ ,Lown C/6y — slew trAz • ,.a.9 C/loy- GL Lt�n C/2y I7 a6fAe•-• r GL Ole 7 /V /tf CL XXX ./sytf`vl' X X —. tQ//L OGnKG, X X s- /7 —• r.4,=87 DrY, %�X ��'10-1 0 s✓dsrfch XXX 0 f7,,-,y,„rbes,, x x X 6rry X X CL G/ryt/a'nt, X XX —x XX w�s�/rss --X X X .1.2,73_ Fortis//ion X x -1 m <B.6 0 `XXX X X X C/ayslavr! so/a X X x 14.'0 „ anx� 0 DRILLING LOGS LINCOLN DeVORE ENGINEERS• GEOLOGISTS -XX X xx1015G .L. -4- 20 -� 25-- -H 30-- 35--a 40— COLORADO: COLORADO SPRINGS ,'"" PUEBLO , GLENWOOD SPRINGS , GRAND JUNCTION , MONTROSE , WYOMING: ROCK SPRINGS TEST HOLE No. 6 TOP ELEVATION 7 8 9 —10 —15 20 — 25 — 30 — w w _w 35 —40 —1- — w - / SH Gi//y Sated S../Fr/eS GA, ys/an! Z//z .4///4 ��z5 Grieve/ 1.. 0 Ca66/CS .OcnG rtl O" -y .40r&-sei — ' s+«c / ‘4, =r3.6, 0 CL fry ✓o >8.9 Tin, 46./4 / Fdy.,se /5- --XXY CL /rsri�h - X X X o/:5.0/8Ad..G/ay,S7C X )C )� Al. 0 0 I st'✓z G i6//z W,•//.6 ©5- Xxx X X 1 seo Xx X 010— XXX - - XXX JC X X X( 15- 20- 25- 30- 35- 40— DRILLING LOGS L1 LINCOLN DeVORE ENGINEERS• `.--- GEOLOGISTS COLORADO: COLORADO SPRINGS PUEBLO , 6LENWOOD SPRINGS , GRAND JUNCTION , MONTROSE , WYOMING: ROCK SPRINGS 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TEST HOLE N0. // TOP ELEVATION /Z /3 /4 —5 —10 —15 —20 —25 —30 - 1- - w Hw —35 2 1-40 — E- a - w 6.--.va/ — — L`nseS CL -—X X Ciaysfa,.; X X X _'✓e Vet. --y xXX .eG '1C X X :V/ys /and! X X X 4✓dsa/c% X X X Forwnj/ion —X X X very Dene X X X vey, R�r/ X r'a Gra y, X X .sem/fe%S x X X _XX X xxx .0., Qrnse x y 0 So/, w.=j•e 0 Lein 6/8 y, 45/4l z wry 01,4 .4 CG —X X 0 kX X' xX X x X X XX x XXX ) X X _xX X x xXI CL: Ledn L/1✓ !Jerry — Sof{, 3_VZ t✓C 71, O5: / Su/4:,r1t5->1 /nurasin9 ! anSily Lean ¢'fid/dy, 46=59 O3 Noitl — 3/1z —" �.11. J 5 s/Ar 010- stOL X X- 4'7• Z x x x I 15--1 0 -r T T 20- 0- 25- 25- 35— _ 35- 40— 40— DRILLING LOGS `" LINCOLN DDeVORE ENGINEERS• GEOLOGISTS COLORADO: COLORADO: COLORADO SPRINGS, PUEBLO , SLENWOOD SPRINGS , GRAND JUNCTION , MONTROSE , WYOMING: ROCK SPRINGS 1 SUMMARY SHIFT Soil Sample 24.4m 6-47y lC..,) Test No. GAS -//G4 Location /6.iiz0ns 4/es/ Qcvc/ '..,,,-,7 / D _..,, 8/e7/79 Boring No. 4 Depth _s-• / Test by SCS Sample No. Natural Water Content (w) 20•7 % Specific Gravity (Gs) a —T9 In lace Density (To) pcf SIEVE ANALYSIS: Sieve No. % Passing 1 1/2" 1" 3/4" 1/2" 4 10 20 40 100 200 /o0 99.B 94. B 73 HYDROMETER ANALYSIS: Grain size (mm) 0/0 oz 49.9 ooS 37.9 Plastic Limit P.L,.._ /70 % Liquid Limit L. L. Z7,4 % Plasticity Index P.I. 4.8 % Shrinkage Limit iz.9 % Flow Index Shrinkage Ratio Volumetric Change % Lineal Shrinkage % MOISTURE DENSITY: ASTM METHOD Optimum Moisture Content - w° _.�o Maximum Dry Density —Ted pcf California Bearing Ratio (av) Swell. / Days f•8 Swell againsti'9spsf Wo gain 9,3 % BEARING: Housel Penetrometer (av) psf Unconfined Compression (qu) psf Plate Bearing• psf Inches Settlement Consolidation % under psf PERMEABILITY: K (at 20°C) Void Ratio Sulfates /000* ppm• SOIL ANALYSIS LINCOLN-DeVORE TESTING LABORATORY COLORADO SPRINGS, COLORADO 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Soil Sample „s,/6y �,d (S7/Y1 Project /56pz0,25 w«f oev /0.7,17, Sample Location r -y-8 5 'OcP/h 100 90 WH 80 >, 70 uo Wa 60 r=4 50 40 a 30 a 20 10 0 Test No. GS -i/G.4 Date B/z7/79 Test by ACS 100 .0 LC I I I Daameer- (rrim 1 11/2" Xi" " 4,4 #10 #20 tM0 #100 #200 - Sieve No. .0 Sample No. Specific Gravity__ Moisture Content Effective Size Cu Cc Fineness Modulus L.L. P.I. BEARING load psf Sieve Size % Passing 1 1/2" 1- 3/4" 1/2" 3/8 4 moo 923,8 9lr•lo 86.7 10 20 40 100 200 77. / 4,9.3 43.4 49.7 3$.4 0200 is z ooS /Z. 7 Sulfates soo' PPm GRAIN SIZE ANALYSIS LINCOLN-DeVORE TESTING LABORATORY COLORADO SPRINGS, COLORADO MIIMEIOMMIMIMISMISIVagaillaw GRAVEL SAND r SILT TO CLAY Coarse Fine Co. Medium Fine Nonelastic to Plastic N 10 I t 11:11111=1111 IIS MEM IIIIMI 11111111111 Milli 100 .0 LC I I I Daameer- (rrim 1 11/2" Xi" " 4,4 #10 #20 tM0 #100 #200 - Sieve No. .0 Sample No. Specific Gravity__ Moisture Content Effective Size Cu Cc Fineness Modulus L.L. P.I. BEARING load psf Sieve Size % Passing 1 1/2" 1- 3/4" 1/2" 3/8 4 moo 923,8 9lr•lo 86.7 10 20 40 100 200 77. / 4,9.3 43.4 49.7 3$.4 0200 is z ooS /Z. 7 Sulfates soo' PPm GRAIN SIZE ANALYSIS LINCOLN-DeVORE TESTING LABORATORY COLORADO SPRINGS, COLORADO MIIMEIOMMIMIMISMISIVagaillaw SUMMARY SH1 ET Soil Sample .G new C/ayTest No. Location wes,/ Gic%/o,sieV771 D, Boring No. 6 Depth Sample No. .& Test by GS-// 4f 4/4 ¢//9 .�S Natural Water Content (w) Specific Gravity (Gs) 2.77 In lac( Density (To) pcf SIEVE ANALYSIS: Sieve No. % Passing 1 1/2" 1" 3/4° 1/2" 4 10 io0 20 40 100 200 99.4 95.2 22. / 4,4.7 HYDROMETER ANALYSIS: Grain size (mm) .C3 C)-1" 47.10 324 Plastic Limit P.L. /Q. 7 ok Liquid Limit L. L. 29.0 % Plasticity Index P.I. 9.3 % Shrinkage Limit '3.7 % Flow Index Shrinkage Ratio % Volumetric Change Lineal Shrinkage % MOISTURE DENSITY: ASTM METHOD Optimum Moisture Content - w2______% Maximum Dry Density -Td pcf California Bearing Ratio (av) Swell- / Days .s'. z % Swell against'-36.psf Wo gain 3.7 % BEARING: Housel Penetrometer (av) -679o0 psf Unconfined Compression (qu) psf Plate Bearing• psf Inches Settlement Consolidation % under psf PERMEABILITY: K (at 20°C) Void Ratio Sulfates /000• ppm. SOIL ANALYSIS LINCOLN-DeVORE TESTING LABORATORY COLORADO SPRINGS, COLORADO WARRANTY DEED KNOW ALL MEN BY THESE PRESENTS, that J. GENTRY of the County of Garfield and State of Colorado, for the consideration of Ten Dollars and other valuable considerations, in hand paid, hereby sells and conveys to RIFLE LIVESTOCK, INC., a corporation duly organized and existing under and by virtue of the laws of the State of Colorado, the following real property situate in the County of Garfield and State of Colorado, to -wit: PARCEL I: The NW qSW a , S zSW a and SW QNW a of Section 2; the SE qNE a and the EZSEq of Section 3, T. 6 S., R. 93 W. of the 6th P.M., together with all ditch and water rights appertaining to or used in connection with the above described premises. PARCEL II: The S1/2NW1/4NE4, Section 10, T. 6 S., R. 93 W. of the 6th P.M., together with 3/10ths of a cubic foot of water per second of time out of and from Priority No. 80 in the decrees of the District Court, connected with the Rifle Creek Canyon Ditch, in Garfield County, Colorado. EXCEPT the following: Beginning at a point on a fence whence the Quarter Corner common to Sections 9 and 10 bears S. 55°36'50" W. 3183.59 feet; thence N. 86°10'00" E. 99.64 feet; thence S. 05°10'00" E. 193.46 feet; thence S. 85°50'30" W. 99.44 feet; thence S. 00°44'24" E. 262.89 feet to a point on the Northerly right-of-way line of a road now existing and in place; thence N. 88°39'19" W. 14.45 feet along the Northerly right-of-way line of said road to a point on said fence; thence N. 00°49'54" W. 455.80 feet along said fence to the point of beginning. PARCEL III: The NE4NW4 of Section 10, T. 6 S., R. 93 W. of the 6th P.M. Together with all ditch rights and water rights connected with the above land including an undivided interest in and to the Rifle Creek Canyon Ditch No. 5 in Water District No. 39, also 0.8 cubic feet of water per second of time out of Priority No. 80 from Rifle Creek through said ditch, and all of grantor's interest in and to Lieban Waste Water Ditch and water adjudicated thereto and all ditch and water rights appurtenant to or used in connection with the above described land. EXCEPT a parcel of land situated in the NE1/4NW4 of Sec. 10, T. 6 S., R. 93 W. of the 6th P.M. lying Northerly of the Northerly right-of-way line of a county road as constructed and in place and Easterly of the Easterly right-of-way line of a county road as constructed and in place, said parcel of land is described as follows: Beginning at a point on the Easterly right-of-way line of said county road whence the 4 Corner common to Sections 9 and 10 in said Township and Range bears: S. 40°33'34" W. 2034.96 feet; thence N. 00°38'12" W. 208.71 feet along the Easterly right-of-way line of said County road; thence N. 89°58'32" E. 834.90 feet; thence S. 00°38'12" E. 417.42 feet to a point on the Northerly right-of-way line of said County road; thence S. 89°58'32" W. 834.90 feet along the Northerly right-of-way line of said County road; thence N. 00°38'12" W. 208.71 feet along the Easterly right-of-way line of said County road to the point of beginning. Together with 16/100ths of a cubic foot of water per second of time out of Priority No. 80 as adjudicated to the Rifle Creek Canyon Ditch No. 5, together with a proportionate right through said ditch for the carriage of water. ALSO EXCEPT a tract of land situated in the NE1/4NW4 of Sec. 10, T. 6 S., R. 93 W. of the 6th P.M. in Garfield County, Colorado, and being more particularly described as follows: Beginning at a point on the Northerly right-of-way fence of the present County Road, whence the West 4 corner of said Section 10 bears S. 61°12' W. 2769.96 feet; thence N. 0°39' W. 208.71 feet; thence N. 89°44' E. 208.71 feet to the Westerly fence of an existing lane; thence S. 0°39' E. along the Westerly fence of said lane 208.71 feet to its intersection with the Northerly fence of said County Road; thence S. 89°44' W. 208.71 feet along the Northerly fence of said County Road to the point of beginning, containing 1 acre, more or less. Also, 2/100ths of a cubic foot of water per second of time out of Priority No. 80 as adjudicated to the Rifle Creek Canyon Ditch No. 5 in Water District No. 39, together with a proportionate right through said ditch for the carriage of the water. PARCEL IV: The SW 4SE 4 and the SE4SW 4 of Section 3, and the N ZNW 4NE 4 of Section 10, all in T. 6 S., R. 93 W. of the 6th P.M., together with all ditch and water rights belonging to grantor and used in connection with the above described land, including an undivided 5/56 interest in and to the Rifle Creek Canyong Ditch No. 5, in Water District 39 and 1 7/8 cubic feet of water per second of time from Rifle Creek through said ditch out of the priority right. EXCEPT a strip of land 20 feet wide and 88 rods long, commencing at a stone marked 401 which divides the SZ from the N1 of the NW4NE4, Section 10 and running West 20 feet to stone; thence North 88 rods; thence East 20 feet to stone; thence South 88 rods to the place of beginning, all in T. 6 S., R. 93 W. of the 6th P.M.) There is excepted from all of the above described property all prior mineral reservations and reservations of rights thereunder which now appear of public record. There is also excepted all easements and rights of way which now appear of public record. There is reserved by grantor herein all oil, gas and other minerals not heretofore reserved. with all its appurtenances, and warrant the title to the same, subject to taxes for the year 1974, due and payable in 1975, which the grantee herein assumes and agrees to pay. Signed and delivered this 13th day of February, 1974. STATE OF COLORADO ss. COUNTY OF GARFIELD /7 J. GENTRY The foregoing instrument was acknowledged before me this 13th day of February, 1974, by J. GENTRY. My commission expires: P„y Commission expires ii:2 1, 1274 WITNESS my hand and official seal. NOTARY PUBLIC —2—