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Home My WebLink About20012734 E-21 Engineering, Inc. Phone 303-277-1548 Environmental Engineering for the 21st Century Fax 303-277-1583 400 Corporate Circle, Suite K Phone 888-628-1083 Golden,Colorado 80401-5625 Fax 888-628-1084 November 14, 2000 Mr. Darryl Propp Propp Realty, Inc. 12600 West Colfax Ave., Suite B-130 Lakewood, Colorado 80215 Subject: Report of Subsurface Soil Investigation Longs Peak Estates,Weld County, Colorado E-21 Project No.347 Executive Summary Subsurface soils at the proposed Longs Peak Estates were evaluated with respect to percolation and geotechnical characteristics of the soils. Results of on-site percolation testing indicated that areas of soils are suitable for leachfield installation. Soils described by an E-21 geologist, and supported by grain size analyses, identified surface soils at the site to consist of interbedded fine sand, silt, and silty clay with a trace of fine gravel. Surface soils at the site are likely river terrace deposits associated with flood events of Boulder Creek overlying weathered bedrock containing thin coal and sandstone seams. Soils were tested by the geotechnical laboratory and found to exhibit low to high swelling potentials. Bedrock was observed throughout the site at depths between 4.5 and 9 feet below the ground surface and consisted of shale, with a few areas of sandstone. Thin coal seams were occasionally observed within the shale units. Groundwater was not encountered within the upper 11 feet at the site. Piezometers, installed to depths ranging from 11 to 15 feet below grade, were found to be dry at the time of their installation on September 22, 2000 and on October 2 and 3, 2000, indicating that the uppermost groundwater at the site is normally below a depth of 11 feet. Recommendations include the following: 1. Leachfield construction may be installed within areas tested and found to be within the acceptable range of 5 and 60 minutes per inch percolation rate. Leachfields should be designed by a qualified individual, and additional field testing may be required to obtain final approval. 2. Consideration of the swelling potential should be made during the construction design phase of site development and swell potential must be incorporated into foundation, pavement, landscape, and overall design. 1 2001-2734 Longs Peak Estates Subsurface Soil Investigation November 14,2000 I..t:vOuviivia This letter report includes the field activities and soils analyses associated with proposed development of the Longs Peak Estates in Weld County, Colorado (Figure 1). Field activities and soils analyses were conducted to evaluate the suitability of site soils for leachfield installation and to perform preliminary geotechnical testing and evaluation of soils. Site activities, including subsurface soil sampling and percolation testing, were performed by E-21 Engineering, Inc. (E-21) personnel. Laboratory analyses were performed by Advanced Terra Testing, Inc. (ATT) of Lakewood, Colorado. Included with this report are Attachment 1 — Figures; Attachment 2 - Subsurface Soil Boring Logs; Attachment 3 — Percolation Test Data; and Attachment 4—Geotechnical Laboratory Data. Field Activities Field activities were performed on September 21 and 22, 2000 and included the direct push sampling of soils to 15 feet depth, or method refusal; the advancement of a 6-inch solid stem auger for percolation testing; groundwater elevation monitoring; and the performance of percolation tests. Subsurface soil sampling A direct push boring was advanced at each of the seven planned lots within the area proposed for development(the Site). Direct push soil boring locations are presented on Figure 2 of Attachment 1. — — Direct push borings were advanced using a truck mounted hydraulic hammer that advanced a 2-inch I.D. stainless steel tube of 4-feet length. The interior of the stainless steel tube contained an acetate liner that allowed for extraction and field description of soils encountered. Field logs, which include the description of encountered subsurface materials, are included in Attachment 2. Subsurface soil sampling included the collection of discreet interval samples for percent moisture, density and swell/compaction analyses. Extracted samples were immediately sealed within aluminum foil to preserve the moisture and structure of the sample. Samples were hand delivered to ATT for analyses. During subsurface soil sampling, the stainless steel tube was advanced to a total depth of fifteen feet, except at the locations in Lot 3 and Lot 6 where sandstone bedrock was encountered at 10.5 and 10.7 feet depth, respectively. Because the sandstone was appreciably denser than the weathered shale bedrock encountered at each of the other site locations, advancement of the sampling mechanism beyond 11 feet depth was unfeasible. Other subsurface soil sampling performed for each proposed lot included the composite testing of the 0.5- to 4.0-foot depth soils for grain size distribution analyses. This sample was obtained during solid stem auger advancement for percolation test holes. The sample was combined and submitted as a composite sample from each lot, for a total of seven samples. Analysis was performed using American Society for Testing and Materials (ASTM) sieve Method D-422. Ground water elevation monitoring After completion of the direct push borehole a piezometer was installed to evaluate the presence and/or elevation of groundwater. Piezometers were constructed of 1-inch I.D. PVC screen with flush-threaded joints attached to a solid riser. The screen section at each location was approximately 5-feet in length with the riser portion extending to approximately 0.25 feet above grade. The purpose of the screened 2 Longs Peak Estates Subsurface Soil Investigation November 14,2000 section at the bottom of the piezometer was to allow groundwater, if present, to enter the PVC. Depth to water could be measured and surveyed to provide information with respect to groundwater elevation and flow direction. The annular space between the PVC and the borehole was backfilled with native materials extracted during advancement of the solid stem auger. Groundwater elevation monitoring included the electronic tape measuring of the depth to groundwater at each of the seven installed piezometers. Measurements were made from the top of the PVC casing. Total depth measurements were also taken to evaluate the extent of silting-in of the piezometers. Groundwater elevation monitoring was performed twice after piezometer installation. Percolation test holes Review of American Society of Testing and Materials (ASTM) methods for Comparison of Field Methods for Determining Hydraulic Conductivity of the Vadose Zone (ASTM Method D 5126-90), suggests that a wide range of test methods are available for this test, but no specific method has been promulgated by ASTM. Colorado Geological Survey representatives indicated a statewide standard for percolation testing does not exist. Therefore, percolation testing was performed in accordance to standard methodology typically acceptable to state and county health departments. The truck mounted hydraulic drilling rig was used to advance 6-inch solid stem auger borings for completion of the percolation tests for each lot. Percolation holes were advanced to a depth 2 feet beyond the anticipated depth of leachfield installation, or to approximately 4 feet below grade. Where necessary, secondary percolation test holes were advanced by hand with a soil auger. Locations were - - selected based on proposed home construction envelopes with leachfields located in areas that will not contain structures, but will be adjacent to dwellings. Prior to performing the percolation test,the holes were pre-soak by filling with tap water 24 hours prior to the start of testing to saturate the subsurface soils. Following this period,testing was initiated by filling the percolation hole with tap water and measuring the distance to the water from a consistent point. To provide a consistent measuring point, a 1-inch by 1-inch board was placed level across the hole and measurements made from the bottom edge of the board throughout the period of testing. After recording the initial depth to water from the bottom of the board, subsequent measurements were made from the same point throughout the test. The test was concluded after a 6-inch drop in the water level was observed. Measurement times are averaged and provide a soil percolation rate in inches per minute. Percolation rates between 5 and 60 minutes per inch were deemed acceptable rates. Field data sheets were used to record percolation rates throughout the period of testing and are included in Attachment 3. Field Findings Surface and subsurface soils Surface soils at the site include mostly silt and silty clays with some very fine sand, and a trace of fine gravel. Boring logs with descriptions of encountered subsurface soils are presented as Attachment 2. Based upon the structures present within the soils, site topography, and proximity of the site to Boulder Creek, it is believed that surface soils at the site are flood or overflow deposits. Structures observed within the surface soils include laminations created by alternating horizons of finer and slightly coarser units. Additional features observed within the subsurface soil samples included secondary calcium and iron based precipitates,roots, and horizontal and vertical fractures. 3 Longs Peak Estates Subsurface Soil Investigation November 14,2000 Information from the United States Department of Agriculture (USDA) Soil Conservation Service report on the Soil Survey of Weld County, Colorado, Southern Part, indicates that soils within the site consist of the Noan Loam or the Renohill Clay Loam. The northern and central portions of the site contain the Noan Loam which is described as a clayey silty with moderate to high shrink swell and low strength. The Renohill Clay Loam is described as a moderate to high shrink swell soil with moderate strength. Both of the soils are described as having an erosion hazard of moderate. The soils description from the USDA report compares well with the field and laboratory findings contained within this report. These surface deposits are present throughout the site and extend to a depth of between 4.2 and 7.9 feet. Below the surface soils, weathered to unweathered bedrock was observed. Bedrock at the site consists of shale, with occasional interbedded thin sandstone and coal horizons. Percolation test results Percolation tests are run to assess soil suitability to sewage discharge through a leachfield. Percolation tests for lots 1 through 7 were conducted on September 22, 2000. Percolation tests for lots 1, 5 and 7 exceeded the maximum percolation rate of 60 minutes per inch required for acceptable soil conditions. Therefore, percolation test holes at la, 5a and 7a were drilled by hand with a soil auger on October 8, 2000. Each of the on-site percolation test holes were filled with water and allowed to sit for 24 hours to ensure proper soil saturation and swelling. The percolation test holes drilled on October 8 were refilled on October 9 for re-testing. Percolation test hole locations are presented on Figure 2 of Attachment 1. Based on the percolation testing, the surface soils, though fine grained, are suitable for the installation of a conventional leachfield. Percolation results suggest that the interbedded nature of slightly coarser horizons allow for ample percolation of introduced liquids. Percolation testing results ranged from 5.8 minutes per inch to 48 minutes per inch. Results are presented below on Table 1. Table 1. Summary of Percolation Testing Results Percolation UTM Coordinate UTM Coordinate Percolation Test Rate Result Hole ID North East L 4435741 0499216 100 Minutes/Inch Fail Lla 4435741 0499209 5.8 Minutes/Inch Pass L2 4435696 0499211 14.7 Minutes/Inch _ Pass L3 4435377 0499333 20.3 Minutes/Inch Pass LA 4435369 0499406 14.8 Minutes/Inch Pass L5 4435351 0499486 200 Minutes/Inch Fail L5a 4435351 0499441 23.5 Minutes/Inch Pass L6 4435306 0499323 30.7 Minutes/Inch Pass L7 4435282 0499386 80 Minutes/Inch Fail L7a 4435200 0499386 48.0 Minutes/Inch Pass Groundwater levels Groundwater was not observed during installation of the piezometers on September 22, 2000. Groundwater was not observed to be present at the site during either of the groundwater elevation monitoring events of October 2 and October 9, 2000. 4 Longs Peak Estates Subsurface Soil Investigation November 14,2000 Laboratory Results The boring locations, depths of encountered weathered bedrock and bedrock, as well as the grain size distribution results, are presented below in Table 2. Analytical results are contained in Attachment 4. The coarsest material appears to be present within the area of L4B as the proportion of sand and coarser grain sizes are nearly twice that observed at other areas of the site. Based upon this and observations made during subsurface soil sampling, if a sand-rich horizon is encountered during borehole advancement then the overall distribution will include a greater proportion of sand. Because the sand horizons are thin, correlation of the units across the site was not feasible. Table 2. Summary of Field Soil Boring and Grain Size Distribution Data Soil UTM UTM Depth To Depth Percent Percent Boring Coordinate Coordinate Weathered To Silt and Sand and ID North East Bedrock Bedrock Clay Coarser L1B 4435741 0499216 7.9 feet 8.0 feet 71.6 28.4 L2B 4435696 0499211 8.2 feet 9.2 feet 72.1 27.9 L3B 4435373 0499328 6.7 feet 7.1 feet 73.8 26.2 L4B 4435369 0499406 8.2 feet 9.2 feet 57.1 42.9 L5B 4435323 0499486 6.7 feet 8.5 feet 84.4 15.6 L6B 4435306 0499315 6.7 feet 7.0 feet 86.2 13.8 L7B 4435278 0499366 4.2 feet 4.5 feet 85.4 14.6 Density and compaction/swell testing results indicate moderate densities and swell potentials that range from low to high. The compaction results appear average. Results are presented below in Table 3. Results of soil swell tests ranged from less than 2%to greater than 5%. Soils with greater than 5% swell are classified as high swelling and soils with 3%to 5% swell are considered to be moderate swelling soils in the Colorado Front Range Area. Consideration of swell potential must be incorporated into foundation,pavement, landscape, and overall design. Table 3. Summary of Subsurface Soil Sampling,Moisture,Density and Compaction/Swell Data Soil Sample Moisture Wet Swell Compaction Boring Depth % Density (Under 336 Under 336 ID Lbs/ft3 Lbs/ft3) Lbs/ft3) L 1 B 2.0—4.0 feet 7.5 Not Analyzed Not Analyzed Not Analyzed L2B 2.0—4.0 feet 9.2 Not Analyzed Not Analyzed Not Analyzed L3B 2.0—4.0 feet 17.1 116.0 1.26 % 1.8 % L4B 2.0—4.0 feet 6.3 Not Analyzed Not Analyzed Not Analyzed L5B 2.0—4.0 feet 12.8 126.3 3.69 % 1.1 % L6B 2.0—4.0 feet 13.0 Not Analyzed Not Analyzed Not Analyzed L7B 2.0—4.0 feet 13.4 130.8 5.87 % 0.95 % 5 Longs Peak Estates Subsurface Soil Investigation November 14,2000 Conclusions 1. Subsurface soils within the area proposed for development of the Longs Peak Estates consists mostly of interbedded fine sand, silt, and silty clay that ranges in thickness from 4.7 to 9.4 feet. 2. Bedrock, in variable stages of weathering, is found below the surficial soils. The majority of the site is underlain by shale, but the very southwestern portion of the site is underlain by a sandstone layer that is not substantially weathered. 3. Groundwater was not observed within 11 feet of the ground surface throughout the site and was not observed within the upper 15 feet of materials in the northern and southeastern portions of the site. 4. Percolation testing of soils from a depth of 2 to 4 feet below the surface identified areas of on-site soils to be suitable for leachfield installation. Percolation is likely assisted by the coarser sand seams within the silt and silty clay soils present throughout the site. 5. Swelling potential of soils from 2-4 feet depth throughout the site vary from low to high. Soils within the southeastern portion of the site, proximal to proposed lot #3, were tested and results indicate low swell potential. Other soils tested were within the moderate to high swell potential range. These areas likely contains clay soils of the montmorillinite group that enlarge due to incorporation of water — - molecules into their structure. Recommendations 1. Leachfield construction may be installed within areas tested and found to be within the acceptable range of 5 and 60 minutes per inch percolation rate. Leachfields should be designed by a qualified individual,and additional field testing may be required to obtain final approval. 2. Consideration of the swelling potential should be made during the construction design phase of site development and swell potential must be incorporated into foundation, pavement, landscape, and overall design. Limitations These services were performed in accordance with the scope of work requested by Rinko LLC. This evaluation of subsurface soil and groundwater conditions has been performed to evaluate the suitability of the subject property for subdivision and development with respect to soil characteristics and groundwater conditions only. Detailed structure and foundation design for construction must be performed by a qualified soil and foundation engineer. This report has been prepared with the level of care ordinarily exercised by members of the profession currently practicing under similar conditions. Some uncertainty will always exist concerning the presence, or absence of, potentially adverse conditions at any particular property, irrespective of the rigor of the investigation. Accordingly, the Consultant offers no warranty, either expressed or implied, that adverse environmental or geologic 6 Longs Peak Estates Subsurface Soil Investigation November 14,2000 conditions, other than those identified in this report, do not exist at the Site, or that such adverse conditions will not exist there in the future. Sincerely, E-21 ENGINEERING,INC. (241.(Stl Sert' s anson, P.E., P.G. Paul F. Gottler, P.G. ngineering Geologist/Environmental Engineer Project Geologist e-21 shared/projects/147-Propp Realty—Subsurface Sod Letter Report 7 �/� � / [Z A : • •• Plumbs . ' % /4982 i A • - I �2 / / MINE AL AOA0A -� �•, / 499 � � II / , - 0 /" � 1 I / % ' J`',, ' I .. I / , \� I/ / e" / / /i- r • ENSION / �� / I _� 3013 i 1 / 7. 1 _. , - i - ' . �i SQ o ‘she i^- - - vim • ---__. F u /// \ � �sg5p \ j / SITE /( I�• ( \ - 3i i3 i � ar' {{JJ 00 7 . 1 ( \ • /. 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G.vi 83 t A p r roc. 1's ' 20 i • F } �} ,i `Y U.k �4 .., r w,,' ..c c n n>� x�� t.f$t'82 7' ° c _a — w - t V 4 4 '`6— #a , ' , ,40 ‘.1 5 - 16 a • .'s. 83 _. t 13 d C 77 . Si,t , \s 42 - -i 36 reife 47 ! ' 16 1C`d4'.. 79 � t Y v 82 Zo , F 4 ' '�� t lii = U n , 4p • 11. a. 83 OF 42 't 0,) f S$77 t,{av 3;x"36 ,� f ,.m' 83 ,, f.. o��• l # - R l/7 U7 r 4 ya t1644.• 7 I 17 s. s _ a b„ 4W f8 t, . r{ - 82 83 40 1 P/o t� �...36 5 tn1A'1S 1 5. a,.,.. ti f ` a 40 i • 3o 3 „ N1it4r c«1c 25 SOIL SURVEY l(/40— unn loam, 1 to 3 percent sl es. This is a deep, vegetation should be continued for as many years as uel}-t rained soil on terraces at eleva ons of 4,550 to 5,000 possible following planting. Trees that are best suited and feet. It formed in mixed alluvium. Included in mapping have good survival are Rocky Mountain juniper, eastern are small, long and narrow areas of sand and gravel redcedar, ponderosa pine, Siberian elm, Russian-olive, and deposits and small areas of soils that are subject to occa- hackberry. The shrubs best suited are skunkbush sumac, sional flooding. Some leveled areas are also included. lilac, Siberian peashrub, and American plum. Typically the surface layer of this Nunn soil is grayish Wildlife is an important secondary use of this soil. The brown loam about 12 inches thick. The subsoil is light cropland areas provide favorable habitat for ring-necked brownish gray clay loam about 12 inches thick. The upper pheasant and mourning dove. Many nongame species can part of the substratum is light brownish gray clay loam. be attracted by establishing areas for nesting and escape The lower part to a depth of 60 inches is brown sandy cover. For pheasants, undisturbed nesting cover is essen- loam. tial and should be included in plans for habitat develop- Permeability is moderately slow. Available water ment, especially in areas of intensive agriculture. Range- capacity is high. The effective rooting depth is 60 inches land wildlife, for example, the pronghorn antelope, can be or more. Surface runoff is medium, and the erosion attracted by developing livestock watering facilities, hazard is low. managing livestock grazing, and reseeding where needed. In irrigated areas this soil is suited to all crops com- This soil has fair to poor potential for urban develop- monly grown in the area, including corn, sugar beets, ment. It has moderate to high shrink swell, low strength, beans, alfalfa, small grain, potatoes, and onions. An exam- and moderately slow permeability. These features create ple of a suitable cropping system is 3 to 4 years of alfalfa problems in dwelling and road construction. Those areas -- followed by corn, corn for silage, sugar beets, small grain, that have loam or sandy loam in the lower part of the or beans. Generally such characteristics as a high clay substratum are suitable for septic tank absorption fields content or a rapidly permeable substratum slightly and foundations. Some areas of this soil are adjacent to restrict some crops. streams and are subject to occasional flooding. The poten- -- All methods of irrigation are suitable, but furrow ir- tial is fair for such recreational development as camp and rigation is the most common. Proper irrigation water picnic areas and playgrounds. Capability subclass Ile ir- management is essential. Barnyard manure and commer- rigated, IIIc nonirrigated; Loamy Plains range site. _ cial fertilizer are needed for top yields. 4I—Nunn clay loam, 0 to 1 percent slopes. This is a Most nonirrigated areas are used for small grain. The deep, well drained soil on terraces and smooth plains at soil is summer fallowed in alternate years. Winter wheat elevations of 4,550 to 5,150 feet. It formed in mixed allu- is the principal crop. If the crop is winterkilled, spring vium and eolian deposits. Included in mapping are small, -- wheat can be seeded. Generally precipitation is too low long and narrow areas of sand and gravel deposits and for beneficial use of fertilizer. small areas of soils that are subject to occasional flooding. Such practices as stubble mulch farming, striperopping, Some small leveled areas are also included. and minimum tillage are needed to control soil blowing Typically the surface layer of this Nunn soil is grayish and water erosion. brown clay loam about 9 inches thick. The subsoil is light The potential native vegetation is dominated by blue brownish gray clay loam about 14 inches thick. The upper grama. Several mid grasses, such as western wheatgrass part of the substratum is clay loam. The lower part to a and needleandthread, are also present. Potential produc- depth of 60 inches is sandy loam. tion ranges from 1,600 pounds per acre in favorable years Permeability is moderately slow. Available water to 1,000 pounds in unfavorable years. As range condition capacity is high. The effective rooting depth is 60 inches deteriorates, the mid grasses decrease; blue grama, buf- or more. Surface runoff is slow, and the erosion hazard is falograss, snakeweed, yucca, and fringed sage increase; low. and forage production drops. Undesirable weeds and an- This soil is used almost entirely for irrigated crops. It nuals invade the site as range condition becomes poorer. is suited to all crops commonly grown in the area, includ- Management of vegetation on this soil should be based ing corn, sugar beets, beans, alfalfa, small grain, potatoes, on taking half and leaving half of the total annual produc- and onions. An example of a suitable cropping system is 3 tion. Seeding is desirable if the range is in poor condition. to 4 years of alfalfa followed by corn, corn for silage. Sideoats grama, little bluestem, western wheatgrass, blue sugar beets, small grain, or beans. Few conservation prac- grama, pubescent wheatgrass, and crested wheatgrass are tices are needed to maintain top yields. suitable for seeding. The grass selected should meet the All methods of irrigation are suitable, but furrow ir- seasonal requirements of livestock. It can be seeded into rigation is the most common. Barnyard manure and com- a clean, firm sorghum stubble, or it can be drilled into a mercial fertilizer are needed for top yields. firm prepared seedbed. Seeding early in spring has Windbreaks and environmental plantings of trees and proven most successful. shrubs commonly grown in the area are generally well Windbreaks and environmental plantings of trees and suited to this soil. Cultivation to control competing shrubs commonly grown in the area are generally well vegetation should be continued for as many years as suited to this soil. Cultivation to control competing possible following planting. Trees that are best suited and 38 SOIL SURVEY years. As range condition deteriorates, a blue grama-buf- Closely spaced contour ditches can be used in irrig. falograss sod forms. Undesirable weeds and annuals in- close grown crops. Contour furrows should be use. __ vade the site as range condition becomes poorer. row crops. Applications of barnyard manure and com Management of vegetation on this soil should be based vial fertilizer help to maintain good production. Ke. on taking half and leaving half of the total annual produc- tillage to a minimum and utilizing crop residue are in tion. Range pitting can reduce runoff. Seeding is desirable tant. if the range is in poor condition. Western wheatgrass, The potential native vegetation is dominated blue grama, sideoats grama, buffalograss, pubescent western wheatgrass and blue grama. Buffalograss is — wheatgrass, and crested wheatgrass are suitable for seed- present. Potential production ranges from 1,000 pt.' ing. The grass selected should meet the seasonal require- per acre in favorable years to 600 pounds in unfavor ments of livestock. It can be seeded into a clean, firm years. As range condition deteriorates, a blue grarna — sorghum stubble, or it can be drilled into a firm prepared falograss sod forms. Undesirable weeds and annual, seedbed. Seeding early in spring has proven most success- vade the site as range condition becomes poorer. ful. Management of vegetation on this soil should be 1.: Windbreak and environmental plantings are generally on taking half and leaving half of the total annual pre not suited to this soil. Onsite investigation is needed to tion. Range pitting can reduce runoff. Seeding is desir determine if plantings are feasible. Supplemental water is if the range is in poor condition. Western wheatsi needed for successful plantings. blue grama, sideoats grama, buffalograss, s. Wildlife is an important secondary use of this soil. The wheatgrass, and crested wheatgrass are suitable s for " cropland areas provide favorable habitat for ring-necked ing. The grass selected should meet the seasonal rem. be pheasanttand ed by mourning dove. ing Man eas for nongame species can ing and escape ments of livestock. It can be seeded into a clean, t ncover. For pheasant, undisturbed nesting is essential and sorghum stubble, or it can be early in spring has proven most su into a firm re, should be included in plans for habitat development, espe_ seedbed. Seeding ful. cially in areas of intensive agriculture. Rangeland wildlife, Windbreaks and environmental plantings are for example, the pronghorn antelope, can be attracted by not suited to this soil. Onsite investigation is fleecier. determine if plantings are feasible. Supplemental wate developing livestock watering facilities, managing livestock grazing, and reseeding where needed. needed for successful plantings. This soil has poor potential for urban uses and only Wildlife is an important secondary use of this soil. moderate potential for recreational development. The pheasant cropland areas provide favorable habitat for rin g-ne� chief limiting features are the underlying shale, the low p g dove. Many nongame species . and mourning be attracted by establishing areas for nesting and esc:, strength, and the moderate to high shrink swell. These cover. For pheasants, undisturbed nesting cover is es features present severe problems in dwelling and road — construction and in use of septic tank absorption fields tiar and should be included in plans for habitat devri� and sewage lagoons. Capability subclass Ills irrigated, ment, especially in areas of intensive agriculture. Datel rrigated; Clayey Plains range site. nntelope Rani land wildlife, for example, the pronghorn antelope, cat. - enohill clay loam, 3 to 9 percent slopes. This is attracted by developing livestock watering facilit a y deep, well drained soil on upland hills and managing livestock grazing, and reseeding where neede. ridges at elevations of 4,850 to 5,200 feet. It formed in devThis soil has poor potential for urban and recreati.r. residuum from shale. Included in mapping are small areas shale, thet. The chief nmh,na features are the under, of soils that have shale deeper than 40 inches. ing shale, low strength, and the moderate leto hi, Tyrically the surface layer is grayish brown clay loam shrink swell. These features present severe problems about 9 inches thick. The subsoil is grayish brown and adwelling and road construction and . use of septic t::. pale brown clay loam about 12 inches thick. The sub- IVe irrigated, fields and sewage lagoons. Capability stratum is pale brown clay loam. Shale is at a depth of IVe hing1 loan, 1 to 3 e r Clayey Plains is is a sir?• about 29 inches. 58—Shingle loam, 1 to 3 percent slopes. This is a sh: Permeability is slow. Available water capacity is low, well drained soil on plains at elevations of 4,850 moderate. The e sective • irooting depth is 20er to 40 myc iss. 5,200 feet. It formed in residuum from shale. Included n hazard mapping are some small areas of shale and sandstone en Surface runoff is medium to rapid, and the erosion is moderate. crops. This soil is suited to limited cro in Intensive Typically the surface layer is grayish brown loam aboi, cropping is hazardous because of erosion. The cropping brown clay loam. Shale is at a depth of about 18 inches. system should be limited to such close grown crops as al- Permeability is moderate. Available water capacity i falfa, wheat, and barley. The soil also is suited to ir- low. The effective rooting depth is 10 to 20 inches. Sur rigated pasture. A suitable cropping system is 3 to 4 face runoff is medium, and the erosion hazard is low. years of alfalfa followed by 2 years of corn and small This soil is suited only to limited cropping. A suitabl grain and alfalfa seeded with a nurse crop. croppingsystem in is 3 to 4 years of alfalfa and 2 years 0 Attachment 2 Subsurface Soil Boring Logs tE-21 Engineering, Inc. Soil Boring/Piezometer Log Golden, CO 303-277-1548 Drill Method Direct Push-Hurricane" Boring ID. L1B .;lient: Rinko LLC/Propp Realty Sampler 2-inch I.D. Acetate Liner Boring Rat. Perc/Soil Testing UTM of 13 N 4435741 N Project Loc.: Longs Peak Estates Hammer N/A Boring @: 0499216 E Fall: N/A Start : 0840 9/22/00 E-21 Proj. # : 347 End : 0925 9/22/00 Ground Boring Co.: Universal Environmental Serv. Elev.: 507T MSL LEGEND: Cuttings Sand - Foreman: Travis Depth to Bentonite Grout E-21 Geologist: Paul Gather Water : Bentonite I---I Screen Measured on : &Cuttings I I Riser Start And Penetration/ Change Completion Depth End Depth Recovery(ft) Depth Description Lo• FT 0.0-4.0 4.0/ Damp, dark brown, organic-rich, silt and clay I I 3.7 0.7 ft Dry, light brown, faintly graded, very fine sand, I I silt, and silty clay with trace of very fine I I Roots and white(CaCO3?) precipitate common. I I 4.0 -8.0 4.0/ Dry as above with increased precipitate. I I 3.6 I I II 7.9 ft Dry, grey weathered shale with white precipitate. I I - 8.0- 12.0 4.0/ Dry as above (Bedrock). Precipitate now I I 3.6 orange(FeO2?). Very few vertical fractures. I I I 12.0- 15.0 3.0/ Dry as above (Bedrock)with thin coal seam at I---I 2.6 14.9 14.9 ft below grade. Coal seem moist. I---I BOTTOM OF I---I BORING AT I---I 15.0 feet Samples collected from: 0.5 -4.0 ft for grain size analysis. 2.0 -4.0 ft for°/0 moisture, density, and swell/consolidation testing under 100 PSF - .. et Piezometer as: 1.0"O.D. PVC screen from 15.0 to 10.0 ft, solid flush threaded riser from 10.0 to grade. E.21 slwrM1➢rgMSW7.S I°anrq l09 Io,L,9. backfilled with cuttings. E-21 Engineering, Inc. Soil Boring/Piezometer Log - Golden, CO 303-277-1548 Drill Method Direct Push-"Hurricane" Boring ID. L2B __ lient: Rinko LLC/Propp Realty Sampler 2-inch I.D. Acetate Liner Boring Rat. Perc/Soil Testing UTM of 13 N 4435696 N Project Loc.: Longs Peak Estates Hammer N/A Boring @: 0499211 E Fall: N/A Start : 0925 9/22/00 E-21 Proj.# : 347 End : 1000 9/22/00 Ground Boring Co.: Universal Environmental Serv. Elev.: 5079' MSL LEGEND: Cuttings Sand - Foreman: Travis Depth to Bentonite Grout E-21 Geologist: Paul Gottler Water : I Bentonite I---I Screen Measured on : &Cuttings I I Riser Start And Penetration/ Change Completion Depth End Depth Recovery (ft) Depth Description Lo. FT 0.0 -4.0 4.0/ Damp, dark brown, organic-rich, silt and clay I I 3.7 0.4 ft Dry, light brown, faintly graded, very fine sand, I silt, and silty clay with trace of very fine gravel. I Roots and white(CaCO3?) precipitate common. I I 4.0 -8.0 4.0/ Dry as above with increased precipitate and I I 3.8 5.1ft occassional piece of coal. Medium sand layer I I 5.6 ft present from 5.1 to 5.6 ft. I I Dry, as above with increased white precipitate. I I 8.0 - 12.0 4.0/ Dry as above to 8.2 ft. I I 3.8 8.2 ft Dry, grey, blocky then laminated weathered I I shale (Bedrock)with sand-filled vertical fractures. I I 12.0 - 15.0 3.0/ Dry as above (Bedrock)with orange (FeO2?) I---I 2.6 precipitate and browner color apparent. I---I BOTTOM OF I---I BORING AT I---I 15.0 feet Samples collected from: 0.5-4.0 ft for grain size analysis. 2.0 -4.0 ft for% moisture, density, and swell/consolidation testing under 100 PSF et Piezometer as: 1.0" O.D. PVC screen from 15.0 to 10.0 ft, solid flush threaded riser from 10.0 to grade. IEar sharmwrojeosuasog wring!op for L2B. backfilled with cuttings. E-21 Engineering, Inc. Soil Boring/Piezometer Log — Golden, CO 303-277-1548 Drill Method Direct Push-"Hurricane" Boring ID. L3B Client: Rinko LLC/Propp Realty Sampler 2-inch I.D. Acetate Liner Boring Rat. Perc/Soil Testing UTM of 13 N 4435373 N Project Loc.: Longs Peak Estates Hammer N/A Boring @: 0499328 E Fall: N/A Start : 1005 9/22/00 E-21 Proj.# : 347 End : 1040 9/22/00 Ground Boring Co.: Universal Environmental Serv. Elev.: 5084' MSL LEGEND: Cuttings Sand Foreman: Travis Depth to Bentonite Grout E-21 Geologist: Paul Gottler Water : Bentonite I---I Screen Measured on : &Cuttings I I Riser Start And Penetration/ Change Completion Depth End Depth Recovery (ft) Depth Description Lo. FT 0.0 -4.0 4.0/ Damp, dark brown, organic-rich, silt and clay I 3.8 0.4 ft Dry, light brown, faintly graded, very fine sand, I silt, and silty clay with trace of very fine gravel. I Roots and white(CaCO3?) precipitate common. I I 4.0 - 8.0 4.0/ Damp as above to 6.7 ft. I 3.7 6.7ft Dry, grey-It grey, blocky then laminated I weathered shale (Bedrock)with white then I I orange (FeO2?)precipitate. I---I 8.0 - 11.0 3.0/ Dry as above to 10.5 ft. I---I 3.0 10.5 Dry, orange-red brown, medium to fine quartzic I---I sandstone. Dense, graded. I---I BOTTOM OF — Refusal at 11.0 ft. I---I BORING AT 11.0 feet -- Samples collected from: 0.5 -4.0 ft for grain size analysis. 2.0 -4.0 ft for')/0 moisture, density, and swell/consolidation testing under 100 PSF .et Piezometer as: 1.0" O.D. PVC screen from 11.0 to 6.0 ft, solid flush threaded riser from 6.0 to grade. E-21 shared rofensoa_son Bonne loo for L3B backfilled with cuttings. E-21 Engineering, Inc. Soil Boring/Piezometer Log - Golden, CO _303-277-1548 Drill Method Direct Push-"Hurricane" Boring ID. L4B _ Client: Rinko LLC/Propp Realty Sampler 2-inch I.D. Acetate Liner Boring Rat. Perc/Soil Testing UTM of 13 N 4435369 N Project Loc.: Longs Peak Estates Hammer N/A Boring @: 0499406 E Fall: N/A Start : 1045 9/22/00 E-21 Proj.# : 347 End : 1105 9/22/00 Ground Boring Co.: Universal Environmental Serv. Elev.: 5094' MSL LEGEND: Cuttings Sand -- Foreman: Travis Depth to Bentonite Grout E-21 Geologist: Paul Gottler Water: p °,iii'l;Bentonite I---I Screen Measured on : &Cuttings I I Riser — Start And Penetration/ Change Completion Depth End Depth Recovery(ft) Depth Description Los FT 0.0-4.0 4.0/ Damp, dark brown, organic-rich, silt and clay I I 3.7 0.3 ft Dry, brown, faintly graded, interbedded fine sand I I silt, and silty clay zones with trace of fine gravel. I I Roots and white(CaCO3?) precipitate common. I I 4.0 - 8.0 4.0/ Dry-damp as above with increased precipitate. I I 3.9 I I I II 8.0 - 12.0 4.0/ Dry-damp as above to 8.2 ft. I I 3.8 8.2 ft Dry-damp, grey-It grey weathered shale I I (Bedrock)with traces of coal. I I -- — 11.7 ft Color changing to purple at 11.7 ft. I---I 12.0 - 15.0 3.0/ Dry-damp, purple weathered shale as above I---I 3.0 with orange(FeO2?) precipitate common. I---I BOTTOM OF I---I BORING AT I---I 15.0 feet -- Samples collected from: 0.5 -4.0 ft for grain size analysis. 2.0 -4.0 ft for% moisture, density, and swell/consolidation testing under 100 PSF ,et Piezometer as: 1.0" O.D. PVC screen from 15.0 to 10.0 ft, solid flush threaded riser from 10.0 to grade. k2,seane,wromu,34,.soif Boring fog fer L46. backfilled with cuttings. E-21 Engineering, Inc. Soil Boring/Piezometer Log Golden, CO n13-277-1548 Drill Method Direct Push-Hurricane" Boring ID. L5B — Client: Rinko LLC/Propp Realty Sampler 2-inch I.D. Acetate Liner Boring Rat. Perc/Soil Testing UTM of 13 N 4435351 N Project Loc.: Longs Peak Estates Hammer N/A Boring @: 0499486 E Fall: N/A Start : 1110 9/22/00 E-21 Proj.# : 347 End : 1122 9/22/00 Ground Boring Co.: Universal Environmental Serv. Elev.: 5094' MSL LEGEND: Cuttings Sand Foreman: Travis Depth to Bentonite Grout E-21 Geologist: Paul Gottler Water : Bentonite I---I Screen Measured on : &Cuttings I I Riser — Start And Penetration/ Change Completion Depth End Depth Recovery (ft) Depth Description Lo. FT 0.0-4.0 4.0/ Damp, dark brown, organic-rich, silt and clay I 3.6 0.3 ft Dry, brown, faintly graded, interbedded fine sand I silt, and silty clay zones with trace of fine gravel. I I Roots and white(CaCO3?) precipitate common. I I - 4.0 - 8.0 4.0/ Dry-damp as above with increased precipitate. I I 3.9 6.7 ft Dry, dark grey-grey, weathered shale (Bedrock). I Orange (FeO2 ?) precipitate and sand-filled vert. I fractures observed. I I 8.0- 12.0 4.0/ Dry-damp as above to 8.5 ft. I I 3.8 8.5 ft Dry-damp purple and black organic-rich (coal) I I within weathered shale to 9.2 ft. I 9.2 ft Changing to grey-It grey color. I---I 12.0- 15.0 3.0/ Dry-damp weathered shale as above (Bedrock) I---I 2.7 12.2 ft changing to olive grey color at 12.2 ft. I---I BOTTOM OF I---I BORING AT I---I 15.0 feet Samples collected from: 0.5 -4.0 ft for grain size analysis. 2.0 -4.0 ft for% moisture, density, and swell/consolidation testing under 100 PSF oet Piezometer as: 1.0" O.D. PVC screen from 15.0 to 10.0 ft, solid flush threaded riser from 10.0 to grade. EP Sharedlrorecs'N7.Boil Boma log for LOB. backfilled with cuttings. E-21 Engineering, Inc. Soil Boring/Piezometer Log Golden, CO 31)3-277-1548 Drill Method Direct Push-"Hurricane" Boring ID. L6B — Client: Rinko LLC/Propp Realty Sampler 2-inch I.D. Acetate Liner Boring Rat. Perc/Soil Testing UTM of 13 N 4435306 N Project Loc.: Longs Peak Estates Hammer N/A Boring @: 0499325 E Fall: N/A Start : 1125 9/22/00 E-21 Proj.# : 347 End : 1145 9/22/00 Ground Boring Co.: Universal Environmental Serv. Elev.: 5085' MSL LEGEND: Cuttings Sand Foreman: Travis Depth to Bentonite Grout E-21 Geologist: Paul Gottler Water : ° !';I Bentonite I---I Screen Measured on : &Cuttings I I Riser — Start And Penetration/ Change Completion Depth End Depth Recovery (ft) Depth Description Lo. FT 0.0-4.0 4.0/ Damp, dark brown, organic-rich, silt and clay I I 3.6 0.2 ft Dry, light brown, faintly graded, very fine sand, I I silt, and silty clay with trace of very fine gravel. I I Roots and white(CaCO3?) precipitate common. I I 4.0 -8.0 4.0/ Damp as above to 6.7 ft. I I 3.7 6.7ft Dry, grey-It grey, blocky then laminated I I weathered shale (Bedrock) with white then I I orange (FeO2?)precipitate. I---I 8.0- 11.0 3.0/ Dry as above to 10.7 ft. I---I 2.8 10.7 Dry, orange-red brown, medium to fine quartzic I---I sandstone. Dense, graded. k--I BOTTOM OF Refusal at 11.0 ft. I---I BORING AT 11.0 feet Samples collected from: 0.5 -4.0 ft for grain size analysis. 2.0 -4.0 ft for% moisture, density, and swell/consolidation testing under 100 PSF - ..et Piezometer as: 1.0" O.D. PVC screen from 11.0 to 6.0 ft, solid flush threaded riser from 6 0 to grade E.21 shareawrojecIsae7-SoU Boring log for L66 backfi lied with cuttings. E-21 Engineering, Inc. Soil Boring/Piezometer Log Golden, CO X13-277-1548 Drill Method Direct Push-"Hurricane" Boring ID. L7B — Client: Rinko LLC/Propp Realty Sampler 2-inch I.D. Acetate Liner Boring Rat. Perc/Soil Testing UTM of 13 N 4435282 N Project Loc.: Longs Peak Estates Hammer N/A Boring @: 0499386 E Fall: N/A Start : 1150 9/22/00 E-21 Proj.# : 347 End : 1220 9/22/00 Ground Boring Co.: Universal Environmental Serv. Elev.: 5090' MSL LEGEND: Cuttings Sand Foreman: Travis Depth to Bentonite Grout E-21 Geologist: Paul Gottler Water : 'HI HI Bentonite I---I Screen Measured on : &Cuttings I I Riser — Start And Penetration/ Change Completion Depth End Depth Recovery (ft) Depth Description Lo. FT 0.0-4.0 4.0/ Damp, dark brown, organic-rich, silt and clay I 3.8 0.2 ft Dry, brown, faintly graded, interbedded fine sand I I silt, and silty clay zones with trace of fine gravel. I I Roots and white(CaCO3?) precipitate common. I I 4.0- 8.0 4.0/ Dry-damp as above to 4.2 ft. I 3.9 4.2 ft Dry-damp, grey-It grey weathered shale I I (Bedrock)with white precipitate along laminae I I _ I I 8.0 - 12.0 4.0/ Dry-damp as above with increasing purple I I 3.6 color and orange(FeO2?) precipitate. I I _ II I---I 12.0- 15.0 3.0/ Dry-damp as above with coal chuncks I---I 2.9 I---I BOTTOM OF I---I BORING AT I---I 15.0 feet Samples collected from: 0.5 -4.0 ft for grain size analysis. 2.0 -4.0 ft for% moisture, density, and swell/consolidation testing under 100 PSF - Set Piezometer as: 1.0" O.D. PVC screen from 15.0 to 10.0 ft, solid flush threaded riser from 10.0 to grade. E-21 sharedWrolegs\10.So1I Boring log for LIB. backfilled with cuttings. Attachment 3 Percolation Test Data E-21 ENGINEERING, INC. SOIL PERCOLATION TESTING DATE OF TEST: 9 h 1 4-nz. PROJECT NO. 3 V 7 PROJECT NAME: ?Yk: PP PROJ. ADVISOR: ,pki PERCOLATION CAVITY ID: tstria 1-- t I DEPTH OF PERCOLATION CAVITY FROM GROUND SURFACE: 4 ) [ v (4et / k ) ELEVATION OF PERCOLATION CAVITY: 4-' f7'' ( 4 G, Y' (APPROX.) USGS MAP: RANGE: SECTION: APPROXIMATE CAVITY LOCATION: (SKETCH) t C - ify 1 1 TIME FIRST FILL OF PERCOLATION CAVITY: l ' "L`#- A411 WAS CAVITY KEPT WET FOR<8 HOURS AND NOT MORE THAN 24? yL-5 CAVITY FILLED TO REQUIRED LEVEL PRIOR TO START OF TEST? V_.> TIME COMMENCEMENT OF TEST: ' 33 44in 19445" TIME OF FIRST ONE INCH DROP: ` ' 6-3 IL TIME OF SECOND ONE INCH DROP: I'J,'. C eIb'1 /r] TIME OF THIRD ONE INCH DROP: / Z Pry' IA 444 TIME OF FOURTH ONE INCH DROP: ': i f r hi l e 2-5 TIME OF FIFTH ONE INCH DROP: TIME OF SIXTH ONE INCH DROP: PERCOLATION IN INCHES PER MINUTE: SIGNATURE OF ADVISOR: ([14.,"�-- DATE: 1 a 9 ` VVV 1,(;1 wy frt...?. . '_Lt t_et✓/th� t.rt c-I /.aC( C. ffy,,.z."n.{( �{tea.-cf' , �� Ls.c;-G6w_ CZ4c a✓j,:T 'Y..� .., -* * l� cfdz " %J€L wa ct"�ct it Ater+l" 7 Pt" sas.L c E-21 ENGINEERING, INC. SOIL PERCOLATION TESTING DATE OF TEST: /U/9 A LL PROJECT NO. 7 PROJECT NAME: At( orzc :.(-, PROJ.ADVISOR: 72 /inner PERCOLATION CAVITY ID: /fir J d _ DEPTH OF PERCOLATION CAVITY FROM GROUND SURFACE: 5 3 .1 ELEVATION OF PERCOLATION CAVITY: (APPROX.) USGS MAP: RANGE: SECTION: 11 APPROXIMATE CAVITY LOCATION: (SKETCH) 0L , (-Li) I-zlr TIME FIRST FILL OF PERCOLATION CAVITY: ii'3'�<; . /a/ * —Ic9L WAS CAVITY KEPT WET FOR<8 HOURS AND NOT MORE THAN 24? 5'e- CAVITY FILLED TO REQUIRED LEVEL PRIOR TO START OF TEST? /t TIME COMMENCEMENT OF TEST: ' " i/ TIME OF FIRST ONE INCH DROP: �/ z TIME OF SECOND ONE INCH DROP: ' TIME OF THIRD ONE INCH DROP: `) : •.i C-/ erg„ �t TIME OF FOURTH ONE INCH DROP: T- 1 4 �^� i> •' TIME OF FIFTH ONE INCH DROP; r ` �" TIME OF SIXTH ONE INCH DROP: 9'• 3 « / 7" PERCOLATION IN INCHES PER MINUTE: h• Y ft"-- w"'" --"zc SIGNATURE OF ADVISOR: etc,/ (Zee DATE: /e/ 1 /i}tit E-21 ENGINEERING, INC. SOIL PERCOLATION TESTING DATE OF TEST:9/2 ai dts-2 PROJECT NO.� 7 ? PROJECT NAME: *CP 0-a“:11“ 1 PROJ. ADVISOR: f 4, y/� / PERCOLATION CAVITY ID: I. a I /�b�" r -- DEPTH OF PERCOLATION CAVITY FROM GROUND SURFACE: 4 ELEVATION OF PERCOLATION CAVITY: (APPROX.) USGS MAP: RANGE: SECTION: (j crt L l i I= APPROXIMATE CAVITY LOCATION: (SKETCH) 44 ,, ( i c-gv 'ry Nb \ el i` L LP I TIME FIRST FILL OF PERCOLATION CAVITY: '.- t 2-4 2z n- i WAS CAVITY KEPT WET FOR c 8 HOURS AND NOT MORE THAN 24? y L- -5 CAVITY FILLED TO REQUIRED LEVEL PRIOR TO START OF TEST? Y a' t TIME COMMENCEMENT OF TEST: A ')C �NL 2 , g " 1. 12.nw, Op-LH, TIME OF FIRST ONE INCH DROP: ' " 4 �� (�+�1 i 7 o L �� 4 TIME OF SECOND ONE INCH DROP: Ci 151 ;fin (O. " " TIME OF THIRD ONE INCH DROP: c 1 l -1 ;h,,t I y TIME OF FOURTH ONE INCH DROP: .C .2-41- ;h+-+ i-2, TIME OF FIFTH ONE INCH DROP: ' 0-2 &let 17 s TIME OF SIXTH ONE INCH DROP: I j Cc (Vin 14,5 PERCOLATION IN INCHES PER MINUTE: (4-L7' ""A-414-43e) ` "'di' SIGNATURE OF ADVISOR: /l Lt (/ //ei_y4__ DATE: e/♦/,�,) / ;)1) E-21 ENGINEERING, INC. SOIL PERCOLATION TESTING DATE OF TEST: C'/2 2 i C2 PROJECT NO. -'G 7 PROJECT NAME: 1)YZ< P(' IR Catr`/ PROJ.ADVISOR: PR"- A-15 PERCOLATION CAVITY ID: L3r' DEPTH OF PERCOLATION CAVITY FROM GROUND SURFACE: 49 . ELEVATION OF PERCOLATION CAVITY: (APPROX.) USGS MAP: RANGE: SECTION: APPROXIMATE CAVITY LOCATION: (SKETCH) E' -era 3r TIME FIRST FILL OF PERCOLATION CAVITY: 12 ;It lL WAS CAVITY KEPT WET FOR<8 HOURS AND NOT MORE THAN 24? y£s CAVITY FILLED TO REQUIRED LEVEL PRIOR TO START OF TEST? '1 6$ TIME COMMENCEMENT OF TEST: I I ' 5c P3 its TIME OF FIRST ONE INCH DROP: I t - ' TIME OF SECOND ONE INCH DROP: i 1 • it 'FL, 7 L ) TIME OF THIRD ONE INCH DROP: j I 'S/ film 1 TIME OF FOURTH ONE INCH DROP: II.; 0 S PM 101 it • S CPI TIME OF FIFTH ONE INCH DROP; TIME OF SIXTH ONE INCH DROP: 1 1 3/ !1 PERCOLATION IN INCHES PER MINUTE. i � `' / -A u. 3 )1"'""11-44 SIGNATURE OF ADVISOR: DATE: ci/.>) /,91,Ub A ` V e._ r- ,9 L ..�. �•< F 1 „, �-:� 4 c% Cu t-�.r�= /} itt44_,.e% t- C'�L4. Lf c L'e't- c.-�.r c[ , , N� <vE E E-21 ENGINEERING, INC. SOIL PERCOLATION TESTING DATE OF TEST: / /:-/) / t PROJECT NO. PROJECT NAME: Patric- at±Pt fy PROJ. ADVISOR: P4011-ro PERCOLATION CAVITY ID: 4 L. I' DEPTH OF PERCOLATION CAVITY FROM GROUND SURFACE: 5 I y ELEVATION OF PERCOLATION CAVITY: (APPROX.) USGS MAP: RANGE: SECTION: APPROXIMATE CAVITY LOCATION: (SKETCH) ti TIME FIRST FILL OF PERCOLATION CAVITY: I W Y 1 Z1 J 2 WAS CAVITY KEPT WET FOR<8 HOURS AND NOT MORE THAN 24? YL 5" CAVITY FILLED TO REQUIRED LEVEL PRIOR TO START OF TEST? Ye 5 TIME COMMENCEMENT OF TEST: ( C> 3 C. at. I Y • 'S TIME OF FIRST ONE INCH DROP: 1 U L14 cm" ( ( TIME OF SECOND ONE INCH DROP: I U • 5 3 en, 2C.:1 ' TIME OF THIRD ONE INCH DROP: I I • 0 7 "-c Z I S" TIME OF FOURTH ONE INCH DROP: J I ' 11 22 S.' TIME OF FIFTH ONE INCH DROP: J V 3j `s" 2 4 - TIME OF SIXTH ONE INCH DROP: )I : CS4 '+ 24y % PERCOLATION IN INCHES PER MINUTE• a 4" "'4-"' c SIGNATURE OF ADVISOR: 7/2/ / DATE: Cr / heuTh E-21 ENGINEERING, INC. SOIL PERCOLATION TESTING DATE OF TEST: yia 0 ` tt% PROJECT NO. 347 n PROJECT NAME: i� ) P P gC fvIIT PROJ.ADVISOR: P(k.� AVESIv1S PERCOLATION CAVITY ID: 1'- 5- P DEPTH OF PERCOLATION CAVITY FROM GROUND SURFACE: bt ELEVATION OF PERCOLATION CAVITY: (APPROX.) USGS MAP: RANGE: SECTION: fl r- t';o. - APPROXIMATE CAVITY LOCATION: (SKETCH) t)l'r".C.s TIME FIRST FILL OF PERCOLATION CAVITY: r' ' -.) eftl WAS CAVITY KEPT WET FOR<8 HOURS AND NOT MORE THAN 24? y E 5 CAVITY FILLED TO REQUIRED LEVEL PRIOR TO START OF TEST? '1' TIME COMMENCEMENT OF TEST: it'!/1 TIME OF FIRST ONE INCH DROP: I b 1 S TIME OF SECOND ONE INCH DROP: ,"Z: 3 it PM to 0" 2S' TIME OF THIRD ONE INCH DROP: * tom• TIME OF FOURTH ONE INCH DROP: 3: 1 0 Fin I E. TIME OF FIFTH ONE INCH DROP; TIME OF SIXTH ONE INCH DROP: PERCOLATION IN INCHES PER MINUTE- __ 774- SIGNATURE OF ADVISOR: f (�i<< (C/L-c.> �- DATE: 1 /dot zb �.�.w�-... 'a14-1 .f �. 2141; / tr+.- 6i-toe t�7 ti La.;�s—af�--� C.icwa'�. c>...c t: ,:i yJ" JZW' �tL,c �.ht{✓L4.iLi�l...tiv1 ',� (j3.4 l-4[il.i <�� E-21 ENGINEERING, INC. SOIL PERCOLATION TESTING 34 7 DATE OF TEST: /0/77/. )a4 PROJECT NO. PROJECT NAME: /nc I Acd. PROJ.ADVISOR: ✓ P�JC'x, PERCOLATION CAVITY ID: /1777- DEPTH OF PERCOLATION CAVITY FROM GROUND SURFACE: .5 2 ELEVATION OF PERCOLATION CAVITY: (APPROX.) USGS MAP: RANGE: SECTION: APPROXIMATE CAVITY LOCATION: (SKETCH) ` z_'r A 'Zit is < - ------.. = TIME FIRST FILL OF PERCOLATION CAVITY: WAS CAVITY KEPT WET FOR<8 HOURS AND NOT MORE THAN 24? /- CAVITY FILLED TO REQUIRED LEVEL PRIOR TO START OF TEST? 7t TIME COMMENCEMENT OF TEST: 9 ' / z- TIME OF FIRST ONE INCH DROP: �j )-7 `;"` 4 S 3 t TIME OF SECOND ONE INCH DROP: r'10 a I /p. 5- - / TIME OF THIRD ONE INCH DROP: epa u.. /1. $ TIME OF FOURTH ONE INCH DROP: 'O :46 - /z 30 TIME OF FIFTH ONE INCH DROP; / ' "- ` 5C - 3Z TIME OF SIXTH ONE INCH DROP: // ' Z$ dwl /`/ PERCOLATION IN INCHES PER MINUTE- "23 s k"' '#1/4"4 �7 SIGNATURE OF ADVISOR: Uzi.('DATE: /0 1/4 7 30,-/.. E-21 ENGINEERING, INC. SOIL PERCOLATION TESTING DATE OF TEST: C�/.� 1.)G-L PROJECT NO. 3 '/ 7 • PROJECT NAME: % /�^�h 0.t - 1 a .- -PROJ.ADVISOR: ,/ ��c � c4- PERCOLATION CAVITY IQ: i _ DEPTH OF PERCOLATION CAVITY FROM GROUND SURFACE: 'j Q .' ELEVATION OF PERCOLATION CAVITY: (APPROX.) USGS MAP: RANGE: SECTION: APPROXIMATE CAVITY LOCATION: (SKETCH) On,- cry � It-C tv.r#c.. h-a�:o.�c e' if�c.4( 44 �'6 N; TIME FIRST FILL OF PERCOLATION CAVITY: 11 /C) - q 'Li 1-‘71.0 WAS CAVITY KEPT WET FOR<8 HOURS AND NOT MORE THAN 24. 7 L� CAVITY FILLED TO REQUIRED LEVEL PRIOR TO START OF TEST? YL S TIME COMMENCEMENT OF TEST: // D Ani f/C ' TIME OF FIRST ONE INCH DROP: /.1 ' 61 Pin 12 0 TIME OF SECOND ONE INCH DROP: i 7-` L Z (iM 1 ) 011 TIME OF THIRD ONE INCH DROP: 12 S7 fn'1 yG° TIME OF FOURTH ONE INCH DROP: I 3 `i eta 1,7,U TIME OF FIFTH ONE INCH DROP: ' •. 'i ij.& TIME OF SIXTH ONE INCH DROP: 3 ; ? pAl / i PERCOLATION IN INCITES PER MINUTE 3 C �" "�y /�tf `-C`t�i� SIGNATURE OF ADVISOR: 71;71t�� DATE: 7 )- /Pin E-21 ENGINEERING, INC. SOIL PERCOLATION TESTING DATE OF TEST: t / 22- I de: PROJECT NO. 3 y J PROJECT NAME: put PP P-ciltri PROJ.ADVISOR: I ( L IIn13 PERCOLATION CAVITY ID; L 7 P • l DEPTH OF PERCOLATION CAVITY FROM GROUND SURFACE: rJ ELEVATION OF PERCOLATION CAVITY: (APPROX.) USGS MAP: RANGE: SECTION: 6 � 7 P APPROXIMATE CAVITY LOCATION: (SKETCII) /1/Dtc TIME FIRST FILL OF PERCOLATION CAVITY: <3: le r l'1. WAS CAVITY KEPT WET FOR<8 HOURS AND NOT MORE THAN 24? \if f CAVITY FILLED TO REQUIRED LEVEL PRIOR TO START OF TEST? YL- TIME COMMENCEMENT OF TEST: 1 L S /S. TIME OF FIRST ONE INCH DROP: I (; 5 ' ,c, Cu TIME OF SECOND ONE INCH DROP: j ; 41 Aim 17 S'+ TIME OF THIRD ONE INCH DROP: (.2'. 5-5" Al11 /Q.,o•i TIME OF FOURTH ONE INCH DROP: .`C .5 /1Y7 I 4.t " - TIME OF FIFTH ONE INCH DROP: `3 ' _a 3 IOM 19, 25- TIME OF SIXTH ONE INCH DROP: PERCOLATION IN INCHES PER MINUTE* SIGNATURE OF ADVISOR: i7 L,c DATE: 1 6,i- Al ,1$ev-vvt-...U, +4 4-4. :: iw4n, tb k� �i�l�d a I.s<SG"- , _I'�H""""*". 111{1,_ 2 -1“4roiNvwvnCie'.AL'I)" ' ` 0 in4eimitt pit ..G.Y€.L 1'1 E-21 ENGINEERING, INC. SOIL PERCOLATION TESTING DATE OF TEST: "0 i 6? I 71,1% PROJECT NO. LI 7 nn I PROJECT NAME: Air L PROJ. ADVISOR: Pr /l PERCOLATION CAVITY 10: r r 7 a DEPTH OF PERCOLATION CAVITY FROM GROUND SURFACE: elf ELEVATION OF PERCOLATION CAVITY: (APPROX.) USGS MAP: RANGE: SECTION: rNutifi'�. • L.)_ 4\ Di. L APPROXIMATE CAVITY LOCATION: (SKETCH) S y i<<c' TIME FIRST FILL OF PERCOLATION CAVITY: f 39 / < rAna WAS CAVITY KEPT WET FOR<8 HOURS AND NOT MORE THAN 24? T'gS CAVITY FILLED TO REQUIRED LEVEL PRIOR TO START OF TEST? �L TIME COMMENCEMENT OF TEST: 9I ' "- IL; TIME OF FIRST ONE INCH DROP: 1 'Co e4". TIME OF SECOND ONE INCH DROP: it: 28 « 2 I 45. TIME OF THIRD ONE INCH DROP: II '. I3 an22` _ 57 TIME OF FOURTH ONE INCH DROP: 12 . tO 23` TIME OF FIFTH ONE INCH DROP: t" ce Zy* TIME OF SIXTH ONE INCH DROP: 2• 37/{NA Z$4 rt.ty AA&c_'4- f, PERCOLATION IN INGIIRS PER MifLIffe: {a [ Lµ`�I SIGNATURE /OFADVISOR: A,„..( 4 DATE: iG ` y /din Attachment 4 Geotechnical Laboratory Data E - z , hh 47 JP�`to TERRA TESTiN G P il AT 0 833 Parfet Street • Lakewood, Colorado 80215 • (303) 232-8308 • Fax: (303) 232-1579 MOISTURE CONTENT & DENSITY ASTM D 2216 & 2937 Moisture & Density Determinations ASTMD2216 & D2937 CLIENT:E-21 Engineering JOB NO.:2470-01 LOCATION: BORING 12B L6B L1B L4B SAMPLE DEPTH 2.0-4.0' 2.0-4.0' 2.0-4.0' 2.0-4.0' SAMPLE NO. 9 13 8 11 DATE SAMPLED 9/22/00 PG 9/22/00 PG 9/22/00 PG 9/22/00 PG DATE TESTED 10/8/00 DPM 10/8/00 DPM 10/8/00 DPM 10/8/00 DPM SOIL DESCRIPTION DENSITY DETERMINATIONS Sample Height (IN) Density Density Density Density Sample Diameter(IN) Not Not Not Not Wt of Wet Soil (GMs) Possible Possible Possible Possible Sample Volume (CU Ft) WET DENSITY(PCF) DRY DENSITY (PCF) MOISTURE DETERMINATIONS Wt. of Wet Soil & Dish (gms) 88.64 132.63 122.72 122.91 Wt. of Dry Soil & Dish (gms) 81.49 117.84 114.40 115.80 Net Loss of Moisture (gms) 7.15 14.79 8.32 7.11 Wt. of Dish (gms) 3.61 3.81 3.67 3.59 Wt. of Dry Soil (gms) 77.88 114.03 110.73 112.21 Moisture Content (%) 9.2 13.0 7.5 6.3 BORING L3B L7B L5B SAMPLE DEPTH 2.0-4.0' 2.0-4.0' 2.0-4.0' SAMPLE NO. 10 14 12 DATE SAMPLED 9/22/00 PG 9/22/00 PG 9/22/00 PG DATE TESTED 10/8/00 DPM 10/8/00 DPM 10/8/00 DPM SOIL DESCRIPTION DENSITY DETERMINATIONS Sample Height (IN) 1.921 1.872 1.959 Sample Diameter(IN) 1.308 1.304 1.311 Wt of Wet Soil (GMs) 78.59 85.82 87.69 Sample Volume (CU Ft) 0.00149 0.00145 0.00153 WET DENSITY (PCF) 116.0 130.8 126.3 DRY DENSITY(PCF) 99.0 115.3 111.9 MOISTURE DETERMINATIONS Wt. of Wet Soil & Dish (gms) 82.26 89.45 91.46 Wt. of Dry Soil & Dish (gms) 70.77 79.28 81.48 Net Loss of Moisture (gms) 11.49 10.17 9.98 Wt. of Dish (gms) 3.67 3.63 3.77 Wt. of Dry Soil (gms) 67.10 75.65 77.71 Moisture Content (%) 17.1 13.4 12.8 Data entered by: MC Date: 10/13/2000 Data checked by: Kle--, Date: to i3Ho FileName: E2MDL26 ADVANCED TERRA TESTING, INC. GRAIN SIZE ANALYSIS ASTM D 422 MECHANICAL ANALYSIS-SIEVE TEST DATA ASTM D-422 CLIENT E-21 Engineering JOB NO. 2470-01 BORING NO. L1B SAMPLED DEPTH 0.5-4.0' DATE TESTED 10/4/00 KF SAMPLE NO. 1 WASH SIEVE Yes SOIL DESCR. Proj#347 DRY SIEVE No LOCATION Longs Peak Estates WASH SIEVE ANALYSIS Wt. Wet Soil& Pan Before Washing (g) 203.6 Wt. Dry Soil &Pan Before Washing (g) 187.9 Weight of Pan (g) 8.1 Wt. of Dry Soil Before Washing 179.8 Wt. Dry Soil &Pan After Washing (g) 59.2 — - Wt. of Dry Soil After Washing (g) 51.1 -#200 Wash. Out % 71.6 Sieve Pan Indiv. Indiv. Cum. Cum. % Number Weight Wt. + Pan Wt. Wt. % Finer (Size) (g) (g) Retain. Retain. Retain. By Wt. 3" 0.00 0.00 0.00 0.00 0.0 100.0 11/2" 0.00 0.00 0.00 0.00 0.0 100.0 3/4" 0.00 0.00 0.00 0.00 0.0 100.0 3/8" 0.00 0.00 0.00 0.00 0.0 100.0 #4 3.67 3.85 0.18 0.18 0.1 99.9 #10 3.55 3.55 0.00 0.18 0.1 99.9 #20 3.56 3.86 0.30 0.48 0.3 99.7 #40 3.63 9.02 5.39 5.87 3.3 96.7 #60 3.93 8.32 4.39 10.26 5.7 94.3 #100 3.66 24.61 20.95 31.21 17.4 82.6 #200 3.66 23.54 19.88 51.09 28.4 71.6 Data entered by: MC Date: 10/05/2000 Data checked by: 5A' Date: its-x-;v, FileName: E2MOL1B ADVANCED TERRA TESTING, INC. i 1 US Standard Sieve Size I ? 1.5 YN' 2r 111 /10 N20 /10 /60 11100 1200 100 1 • 0 • • w • - , • ! ' 5 1 1 60 ) 2" ii __ ..—`__. — - • Test Data S IL L_ a g• 40 ---.---.-----,1-. 20 -• — —T--- 0 ' 4 �- a 1100 50 10 5 1.0 .5 0.1 .06.04.03 .02 .01 .OO5 .0025.002 .001 O005 Grain Size(mm) 1 COBBLES GRAVEL SAND SILT OR CLAY ~ COARSE FINE CRS MEDIUM FINE USCS COBBLES PEBBLE GRAVEL SAND SILT CLAY WEHTwoemo TO BOULDERS COARSE MED FINE GRAN COARSE MED FINE Ghent. E-21 Engineering Boring No.: L1B Sample No: 1 Job Number 2470-01 Depth: 0.5.4.0' Classification Advanced Terra Testing,Inc. MECHANICAL ANALYSIS-SIEVE TEST DATA ASTM D-422 CLIENT E-21 Engineering JOB NO. 2470-01 BORING NO. L6B SAMPLED 9/21/00 PS DEPTH 0.5-4.0' DATE TESTED 10/11/00 KF SAMPLE NO. 6 WASH SIEVE Yes SOIL DESCR. Proj#347 DRY SIEVE No — LOCATION Longs Peak Estates WASH SIEVE ANALYSIS Wt. Wet Soil & Pan Before Washing (g) 638.7 Wt. Dry Soil &Pan Before Washing(g) 589.5 Weight of Pan (g) 15.6 Wt. of Dry Soil Before Washing 573.9 Wt. Dry Soil & Pan After Washing (g) 95.0 — — Wt. of Dry Soil After Washing (g) 79.5 -#200 Wash. Out % 86.2 Sieve Pan Indiv. Indiv. Cum. Cum. % Number Weight Wt. + Pan Wt. Wt. % Finer (Size) (g) (g) Retain. Retain. Retain. By Wt. 3" 0.00 0.00 0.00 0.00 0.0 100.0 1 1/2" 0.00 0.00 0.00 0.00 0.0 100.0 3/4" 0.00 0.00 0.00 0.00 0.0 100.0 3/8" 0.00 0.00 0.00 0.00 0.0 100.0 #4 3.65 4.84 1.19 1.19 0.2 99.8 #10 3.65 6.51 2.86 4.05 0.7 99.3 #20 3.59 6.52 2.93 6.98 1.2 98.8 #40 3.65 6.51 2.86 9.84 1.7 98.3 #60 3.63 8.93 5.30 15.14 2.6 97.4 #100 3.61 21.75 18.14 33.28 5.8 94.2 #200 3.82 50.01 46.19 79.47 13.8 86.2 Data entered by: MC Date: 10/12/2000 Data checked by: S& Date:_!_o1i__ FileName: E2MOL6B l ADVANCED TERRA TESTING, INC. t i f I I I I } US Standard Sieve Size T 1 S Ne 3r 04 /10 #20 NO MO 0100 f200 100 O • • ♦ 60 -I - - epr -�-- - • Test Data J40l - -� 20 • 0 - - — 100 SO 10 5 1.0 S 0.1 05.04 03 02 .01 005 D025.002 .001 .0008 Gram Size(mm) COBBLES GRAVEL SAND SILT OR CLAY COARSE FINE CRS MEDIUM FINE USCS COBBLES PEBBLE GRAVEL SAND SILT CLAY WENTVN35P.4 TO BOULDERS COARSE MED FINE GRAN COARSE MED FINE CI Ant E-21 Engineering Boring No.: L6B Sample No.: 6 Job Number 2470.01 Depth: Classification Advanced Terra Testing,Inc. MECHANICAL ANALYSIS-SIEVE TEST DATA ASTM D-422 CLIENT E-21 Engineering JOB NO. 2470-01 BORING NO. L3B SAMPLED 9/22/00 PS DEPTH 0.5-4.0' DATE TESTED 10/11/00 KF SAMPLE NO. 3 WASH SIEVE Yes SOIL DESCR. Proj#347 DRY SIEVE No LOCATION Longs Peak Estates WASH SIEVE ANALYSIS Wt. Wet Soil & Pan Before Washing (g) 584.2 Wt. Dry Soil &Pan Before Washing (g) 545.1 Weight of Pan (g) 15.6 Wt. of Dry Soil Before Washing 529.5 Wt. Dry Soil & Pan After Washing (g) 154.3 _ - Wt. of Dry Soil After Washing (g) 138.7 -#200 Wash. Out % 73.8 Sieve Pan Indiv. Indiv. Cum. Cum. % Number Weight Wt. + Pan Wt. Wt. % Finer (Size) (g) (g) Retain. Retain. Retain. By Wt. 3" 0.00 0.00 0.00 0.00 0.0 100.0 11/2" 0.00 0.00 0.00 0.00 0.0 100.0 3/4" 0.00 0.00 0.00 0.00 0.0 100.0 3/8" 0.00 0.00 0.00 0.00 0.0 100.0 #4 3.58 4.67 1.09 1.09 0.2 99.8 #10 3.69 5.03 1.34 2.43 0.5 99.5 #20 3.64 4.72 1.08 3.51 0.7 99.3 #40 3.68 9.38 5.70 9.21 1.7 98.3 #60 3.64 18.77 15.13 24.34 4.6 95.4 #100 3.63 48.00 44.37 68.71 13.0 87.0 #200 3.61 73.64 70.03 138.74 26.2 73.8 Data entered by: MC Date: 10/12/2000 Data checked by: V--K Date: tO I 20c0 FileName: E2MOL3B I ADVANCED TERRA TESTING, INC. r I I I I I I 1 I i HS Standard Sieve Size r 1S' Sr 3'r Is 010 A20 MA Aso /100 0000 1 100 ,• ♦ • ♦ N—w - SO e- a E < _. _._.y _ - - • Test Data LL i It 40 t _ y .-_ - _ 20 1 i—_— — -- I 1 E 0 1 , 1 _ I I I- I ! ! _ _ J 100 50 10 5 1.0 .5 0.1 .05.04.03 02 01 .005 .0025.I3132 001 COOS Grain Size(mm) COBBLES GRAVEL SAND SILT OR CLAY COARSE FINE CRS MEDIUM FINE USCS COBBLES PEBBLE GRAVEL SAND SILT CLAY WENTWORTH TO BOULDERS COARSE MED FINE GRAN COARSE MED FINE Client E-21 Engineering Boring No.: L3B Sample No.. 3 Job Number 2470-01 Depth. 0.5-4.0 Classification Advanced Terra Testing,Inc. MECHANICAL ANALYSIS-SIEVE TEST DATA ASTM D-422 CLIENT E-21 Engineering JOB NO. 2470-01 BORING NO. L4B SAMPLED 9/21/00 PS DEPTH 0.51-4.0' DATE TESTED 10/11/00 KF SAMPLE NO. 4 WASH SIEVE Yes SOIL DESCR. Proj#347 DRY SIEVE No LOCATION Longs Peak Estate WASH SIEVE ANALYSIS Wt. Wet Soil &Pan Before Washing (g) 516.8 Wt. Dry Soil& Pan Before Washing (g) 464.0 Weight of Pan (g) 15.1 Wt. of Dry Soil Before Washing 449.0 Wt. Dry Soil &Pan After Washing (g) 207.5 '- Wt. of Dry Soil After Washing (g) 192.4 -#200 Wash. Out % 57.1 Sieve Pan Indiv. lndiv. Cum. Cum. % Number Weight Wt. + Pan Wt. Wt. % Finer (Size) (g) (g) Retain. Retain. Retain. By Wt. 3" 0.00 0.00 0.00 0.00 0.0 100.0 11/2" 0.00 0.00 0.00 0.00 0.0 100.0 3/4" 0.00 0.00 0.00 0.00 0.0 100.0 3/8" 0.00 0.00 0.00 0.00 0.0 100.0 #4 3.69 4.15 0.46 0.46 0.1 99.9 #10 3.76 5.58 1.82 2.28 0.5 99.5 #20 3.56 5.01 1.45 3.73 0.8 99.2 #40 3.68 88.91 85.23 88.96 19.8 80.2 #60 3.62 15.23 11.61 100.57 22.4 77.6 #100 3.57 37.40 33.83 134.40 29.9 70.1 #200 3.66 61.69 58.03 192.43 42.9 57.1 Data entered by: MC Date: 10/13/2000 Data checked by: Yt_ Date: 101(31O0o FileName: E2MOL4B ADVANCED TERRA TESTING, INC. i i ! I I I I I I I I I I • US Standard Sieve Size T t 5' 31C Yr 04 010 120 140 m #100 MOO 100 • • • • •— . SO I- 4 \I - - - \ i , E so r 4 , --r-- ,1 1 , -- . - . . t a o - — 1 - •Test Data s LL U o _ - 10o so 10 s to 5 41 00 0..03 02 .01 .0p5 .0025.002 .001 OM Grain Size(mm) 1 COBBLES GRAVEL SAND SILT OR CLAY COARSE FINE CRS MEDIUM T FINE USCS COBBLES PEBBLE GRAVEL SAND SILT CLAY YVENTWORM TO BOULDERS COARSE MED FINE rGRANCOARSE 1 MED j FINE I I Client E-21 Engineering Boring No.: L4B Sample No.: 4 Job Number 2470-01 Depth: OS-4O Classification Advanced Terra Testing,Inc. MECHANICAL ANALYSIS-SIEVE TEST DATA ASTM D-422 CLIENT E-21 Engineering JOB NO. 2470-01 BORING NO. L5B SAMPLED 9/21/00 PS DEPTH 0.51-4.0' DATE TESTED 10/11/00 KF SAMPLE NO. 5 WASH SIEVE Yes SOIL DESCR. Proj#347 DRY SIEVE No LOCATION Longs Peak Estate WASH SIEVE ANALYSIS Wt. Wet Soil& Pan Before Washing(g) 678.1 Wt. Dry Soil &Pan Before Washing(g) 621.6 Weight of Pan (g) 15.1 Wt. of Dry Soil Before Washing 606.5 Wt. Dry Soil & Pan After Washing (g) 109.7 _ - Wt. of Dry Soil After Washing (g) 94.6 -#200 Wash. Out % 84.4 Sieve Pan Indiv. lndiv. Cum. Cum. % Number Weight Wt. + Pan Wt. Wt. % Finer _, (Size) (g) (g) Retain. Retain. Retain. By Wt. 3" 0.00 0.00 0.00 0.00 0.0 100.0 1 1/2" 0.00 0.00 0.00 0.00 0.0 100.0 3/4" 0.00 0.00 0.00 0.00 0.0 100.0 3/8" 0.00 0.00 0.00 0.00 0.0 100.0 #4 3.64 4.36 0.72 0.72 0.1 99.9 #10 3.64 7.12 3.48 4.20 0.7 99.3 #20 3.63 6.14 2.51 6.71 1.1 98.9 #40 3.69 6.39 2.70 9.41 1.6 98.4 #60 3.60 11.02 7.42 16.83 2.8 97.2 #100 3.58 30.56 26.98 43.81 7.2 92.8 #200 3.67 54.44 50.77 94.58 15.6 84.4 Data entered by: MC Date: 10/13/2000 Data checked by: I. Date: IC(IS-woo FileName: E2MOL5B I ADVANCED TERRA TESTING, INC. i US Standard Sieve Size I r tr 31s Yr M HO #20 ND fe0 1100 1200 I 100 • • • • - — _ • k I --- `--r I —_ • Test Data IL 40 ----_-_.�.._- 20 . --f- --- 0 ----- - ------ ' 100 50 10 5 1.0 .5 ----- 0.1 05.01.03 02 01 005 0025.002 001 .0005 Grain Size(mm) COBBLES GRAVEL SAND SILT OR CLAY COARSE FINE CRS MEDIUM FINE USCS COBBLES PEBBLE GRAVEL SAND SILT CLAY WEHIWOHTH TO BOULDERS COARSE 'MED FINE GRAN COARSE MED FINE Client E-21 Engineering Boring No.: L5B Sample No.' 5 Job Number. 2470-01 Depth: 0.5'-4.0' Classification Advanced Terra Testing,Inc. MECHANICAL ANALYSIS-SIEVE TEST DATA ASTM D-422 CLIENT E-21 Engineering JOB NO. 2470-01 BORING NO. L2B SAMPLED 9/21/00 PS DEPTH 0.5'-4.0' DATE TESTED 10/11/00 KF SAMPLE NO. 2 WASH SIEVE Yes SOIL DESCR. Proj#347 DRY SIEVE No LOCATION Longs Peak Estate WASH SIEVE ANALYSIS Wt.Wet Soil &Pan Before Washing (g) 469.9 Wt. Dry Soil& Pan Before Washing (g) 434.5 Weight of Pan (g) 15.1 Wt. of Dry Soil Before Washing 419.3 Wt. Dry Soil &Pan After Washing (g) 132.1 - __ Wt. of Dry Soil After Washing (g) 117.0 -#200 Wash. Out % 72.1 Sieve Pan Indiv. Indiv. Cum. Cum. % Number Weight Wt. +Pan Wt. Wt. % Finer (Size) (g) (g) Retain. Retain. Retain. By Wt. 3" 0.00 0.00 0.00 0.00 0.0 100.0 1 1/2" 0.00 0.00 0.00 0.00 0.0 100.0 3/4" 0.00 0.00 0.00 0.00 0.0 100.0 3/8" 0.00 0.00 0.00 0.00 0.0 100.0 #4 3.80 4.05 0.25 0.25 0.1 99.9 #10 3.71 4.09 0.38 0.63 0.2 99.8 #20 3.71 4.28 0.57 1.20 0.3 99.7 #40 3.71 7.44 3.73 4.93 1.2 98.8 #60 3.68 14.83 11.15 16.08 3.8 96.2 #100 3.68 43.53 39.85 55.93 13.3 86.7 #200 3.60 64.68 61.08 117.01 27.9 72.1 Data entered by: MC Date: 10/13/2000 Data checked by: (pit Date: 101'3(7000 FileName: E2MOL2B ADVANCED TERRA TESTING, INC. i US Standard Sieve Size { 3' is 3N' W fr #10 920 #40 IMO f100 floc - , 100 • 50 so .__ —. t 1 — *Test Data LL 1 40 20 y . �_. �. 0 100 50 10 5 1.0 .5 ---- 0.1 .05.04. --03.02 01 005 O025 002 D01 0005 Groin Size(mm) COBBLES GRAVEL SAND 1 SILT OR CLAY COARSE FINE CRS MEDIUM FINE USCS 1 I COBBLES PEBBLE GRAVEL SAND SILT CLAY WEMWORTH TO BOULDERS COARSE MED FINE GRAN COARSE MED FINE 1 L 1 _ _ -_ • Client E-21 Engineering Boring No.: L2B Sample No.. 2 Job Number 2470-01 Depth 0.5'-4.0' Classification Advanced Terra Testing,Inc. MECHANICAL ANALYSIS-SIEVE TEST DATA ASTM D-422 CLIENT E-21 Engineering JOB NO. 2470-01 BORING NO. L7B SAMPLED 9/21/00 PS DEPTH 0.5'-4.0' DATE TESTED 10/11/00 CL SAMPLE NO. 7 WASH SIEVE Yes SOIL DESCR. Proj#347 DRY SIEVE No LOCATION Longs Peak Estate WASH SIEVE ANALYSIS Wt. Wet Soil &Pan Before Washing (g) 695.3 Wt. Dry Soil &Pan Before Washing (g) 669.3 Weight of Pan (g) 15.1 Wt. of Dry Soil Before Washing 654.2 Wt. Dry Soil &Pan After Washing (g) 110.5 — - Wt. of Dry Soil After Washing (g) 95.4 -#200 Wash. Out % 85.4 Sieve Pan Indiv. Indiv. Cum. Cum. % Number Weight Wt. +Pan Wt. Wt. % Finer (Size) (g) (g) Retain. Retain. Retain. By Wt. 3" 0.00 0.00 0.00 0.00 0.0 100.0 11/2" 0.00 0.00 0.00 0.00 0.0 100.0 3/4" 0.00 0.00 0.00 0.00 0.0 100.0 3/8" 0.00 0.00 0.00 0.00 0.0 100.0 #4 3.61 4.67 1.06 1.06 0.2 99.8 #10 3.68 7.59 3.91 4.97 0.8 99.2 #20 3.73 6.25 2.52 7.49 1.1 98.9 #40 3.73 7.89 4.16 11.65 1.8 98.2 #60 3.63 11.57 7.94 19.59 3.0 97.0 #100 3.64 24.27 20.63 40.22 6.1 93.9 #200 3.60 58.81 55.21 95.43 14.6 85.4 Data entered by: MC Date: 10/13/2000 Data checked by: )4Z Date: ID 13 WOO FileName: E2MOL7B ADVANCED TERRA TESTING, INC. I I I I I US Standard Sieve Size 7 1S 2!!' NW i. 010 e20 NO 060 0100 1800 - - I too • • • •--- •-----t--- 4 - ., i - - .t I ___-..._ ._ —_. .. ._.. _. • Test Data 1 40i LL _-- __. iii-_— ti-_ -, _——_.. _--• 20 r--- _- .rt_.___.— _ _— _ 0 100 50 10 5 1.0 .5 0.1 .05.04 03.02 .01 .005 .0025.002 .001 .0005 Grain Site(mm) COBBLES GRAVEL SAND SILT OR CLAY COARSE FINE CRS MEDIUM FINE USCS l COBBLES PEBBLE GRAVEL SAND SILT CLAY erswoRrn TO BOULDERS COARSE MED FINE I J w GRAN COARSE MED FINE Client E-21 Engineering Boring No.: L7B Sample No.: 7 Job Number 247O-O1 Depth: 0.5'-4.0' Classification Advanced Terra Testing.Inc. MECHANICAL ANALYSIS-SIEVE TEST DATA ASTM D-422 CLIENT E-21 Engineering JOB NO. 2470-01 BORING NO. L1B SAMPLED 9/21/00 PS DEPTH 0.5'-4.0' DATE TESTED 10/11/00 KF SAMPLE NO. 1 WASH SIEVE Yes SOIL DESCR. Proj#347 DRY SIEVE No LOCATION Longs Peak Estate WASH SIEVE ANALYSIS Wt. Wet Soil & Pan Before Washing (g) 709.7 Wt. Dry Soil &Pan Before Washing(g) 670.1 Weight of Pan (g) 15.1 Wt. of Dry Soil Before Washing 655.0 Wt. Dry Soil& Pan After Washing (g) 180.7 — Wt. of Dry Soil After Washing (g) 165.5 -#200 Wash. Out % 74.7 Sieve Pan Indiv. Indiv. Cum. Cum. % Number Weight Wt. + Pan Wt. Wt. % Finer (Size) (g) (g) Retain. Retain. Retain. By Wt. 3" 0.00 0.00 0.00 0.00 0.0 100.0 11/2" 0.00 0.00 0.00 0.00 0.0 100.0 3/4" 0.00 0.00 0.00 0.00 0.0 100.0 3/8" 0.00 0.00 0.00 0.00 0.0 100.0 #4 3.63 3.81 0.18 0.18 0.0 100.0 #10 3.58 3.88 0.30 0.48 0.1 99.9 #20 3.57 4.00 0.43 0.91 0.1 99.9 #40 3.62 7.02 3.40 4.31 0.7 99.3 #60 3.68 19.54 15.86 20.17 3.1 96.9 #100 3.64 60.95 57.31 77.48 11.8 88.2 #200 3.68 91.71 88.03 165.51 25.3 74.7 Data entered by: MC Date: 10/13/2000 Data checked by: I�-2 Date: loII Urso FileName: E2MOL1B1 ADVANCED TERRA TESTING, INC. I I i I I I i I I I I I I I I I i US Standard Sieve Size I r 1s 314" 310• 14 110 X10 MONO 5100 /100 ) 100 ,• , • ir tit • ♦ - -_--�--- , iL 4 1 1 . .. ---1-— ----- -- 00 ----r- , —__+—,_,——— r ` --- •NMDMa I 40 •--- -----_ E c E E 20 - - - _ _.. _._. _- 0 E t - 1 _ -_ J 100 00 10 $ 1.0 .0 D.1 .05.04. 03.02 .01 O05 0025.002 .001 0005 Grain Size(mm) - . COBBLES GRAVEL SAND SILT OR CLAY COARSE FINE CRS MEDIUM FINE I USCS COBBLES PEBBLE GRAVEL SAND SILT CLAY JI wENT5 RTh TO BOULDERS COARSE I MED FINE GRA COARSE MED FINE I 1 I - Ceent E-21 Engineering Boring No. LIB SampleNo.: 1 Job Number. 2470-01 Depth: 0.5'-4.0' Classification Advanced Terra Testing,Inc. CONSOLIDATION / SWELL TEST ASTM D 4546 CONSOLIDATION/SWELL TEST ASTM D 4546 CLIENT E-21 Engineering JOB NO. 2470-01 BORING NO. L3B SAMPLED 9/22/00 PG DEPTH 2-4' TEST STARTED 10/9/00 DPM SAMPLE NO. 10 TEST FINISHED 10/11/00 DPM SOIL DESCR. Proj#347 SETUP NO. ATT-17 LOCATION Longs Peak Estate MOISTURE/DENSITY BEFORE AFTER LOAD CONSOL. DATA TEST TEST (PSF) (IN.) Wt. Soil & Ring(s) (g) 576.4 580.2 326 0.0000 Wt. Ring(s) (g) 527.3 527.3 326 -0.0126 Wt. Soil (g) 49.1 53.0 653 -0.0108 Wet Density PCF 117.5 128.6 1306 -0.0021 2611 0.0177 Sample Diameter(in) 1.334 1.334 Sample Height (in) 1.140 1.122 Wt. Wet Soil & Pan (g) 53.6 57.4 Wt. Dry Soil & Pan (g) 46.4 46.4 Wt. Lost Moisture (g) 7.1 11.0 Wt. of Pan Only (g) 4.5 4.5 Wt. of Dry Soil (g) 42.0 42.0 Moisture Content % 17.0 26.1 Dry Density PCF 100.4 102.0 Max. Dry Density PCF Percent Compaction LOAD LOG CONSOL. DEFL. (PSF) LOAD (IN.) (IN.) 326 2.513 0.0000 0.0000 Inundate 326 2.513 -0.0126 0.0126 653 2.815 -0.0108 0.0108 1306 3.116 -0.0021 0.0021 2611 3.417 0.0177 -0.0177 NOTE: Flat spot on one side of sample. Filled as well as possible. Gypsum present throughout sample. Data Entered By: MC Date: 0 13/2000 Data Checked By: Via_ lot uco Filename: E2CSL3B ADVANCED TERRA TESTING, INC. CONSOLIDATION/SWELL TEST ASTM D 4546 _ CLIENT E-21 Engineering JOB NO. 2470-01 BORING NO. L3B SAMPLED 9/22/00 PG DEPTH 2-4' TEST STARTED 10/9/00 DPM SAMPLE NO. 10 TEST FINISHED 10/11/00 DPM SOIL DESCR. Proj#347 SETUP NO. ATT-17 TIME READING DATA 326 wet psf load Elapsed SORT Dial Defl. Time Time Reading (in) (min) (min) (in) 0.0 0.00 0.0000 0.0000 0.1 0.32 0.0010 -0.0010 0.3 0.50 0.0010 -0.0010 0.5 0.71 -0.0002 0.0002 1.0 1.00 -0.0009 0.0009 2.0 1.41 -0.0020 0.0020 4.0 2.00 -0.0039 0.0039 9.0 3.00 -0.0068 0.0068 16.0 4.00 -0.0088 0.0088 30.0 5.48 -0.0103 0.0103 60.0 7.75 -0.0111 0.0111 120.0 10.95 -0.0115 0.0115 240.0 15.49 -0.0118 0.0118 480.0 21.91 -0.0120 0.0120 Data Entered By: MC Date: 10/13/2000 Data Checked By: M Date: rol13la000 Filename: E2CSL3B ADVANCED TERRA TESTING, INC. CONSOLIDATION TEST DATA L3B,2-4',10 0.020 - ---- 0.010 326 653 Z Z J 0.000 • O 326 Z O U -0.010 -0.020 2.40 2.60 2.80 3.00 3.20 3.40 3.60 LOG PRESSURE ■ Pressure-psf TIME READING DATA L3B,2-4',10,326wet psf load 0.015 - ■ 0.010 60 0 120.0 240.0 480.0 30.0 I y (11 6.0 U C_ .0 c 0.005 - O .0 a) O 0 0.000 5 0.3 -0.005 0.00 5.00 10.00 15.00 20.00 25.00 SQUARE ROOT of TIME ■ Time in Minutes CONSOLIDATION/SWELL TEST ASTM D 4546 CLIENT E-21 Engineering JOB NO. 2470-01 BORING NO. L7B SAMPLED 9/22/00 PG DEPTH 2-4' TEST STARTED 10/9/00 DPM SAMPLE NO. 14 TEST FINISHED 10/11/00 DPM SOIL DESCR. Proj#347 SETUP NO. ATT-16 LOCATION Longs Peak Estate MOISTURE/DENSITY BEFORE AFTER LOAD CONSOL. DATA TEST TEST (PSF) (IN.) Wt. Soil & Ring(s) (g) 593.0 596.0 325 0.0000 Wt. Ring(s) (g) 537.9 537.9 325 -0.0587 Wt. Soil (g) 55.1 58.2 650 -0.0573 Wet Density PCF 128.9 137.1 1300 -0.0513 2599 -0.0382 Sample Diameter(in) 1.337 1.337 5199 -0.0187 Sample Height (in) 1.160 1.151 10397 0.0095 Wt. Wet Soil & Pan (g) 59.2 62.3 Wt. Dry Soil & Pan (g) 52.3 52.3 Wt. Lost Moisture (g) 7.0 10.0 Wt. of Pan Only (g) 4.1 4.1 _ -- Wt. of Dry Soil (g) 48.1 48.1 Moisture Content % 14.5 20.8 Dry Density PCF 112.6 113.5 Max. Dry Density PCF Percent Compaction LOAD LOG CONSOL. DEFL. (PSF) LOAD (IN.) (IN.) 325 2.512 0.0000 0.0000 Inundate 325 2.512 -0.0587 0.0587 650 2.813 -0.0573 0.0573 1300 3.114 -0.0513 0.0513 2599 3.415 -0.0382 0.0382 5199 3.716 -0.0187 0.0187 10397 4.017 0.0095 -0.0095 NOTE: Flat spot on one side of sample. Filled as well as possible. Data Entered By: MC Date: 0/13/2000 Data Checked By: HZ Date: tO113hoo0 Filename: E2CSL7B ADVANCED TERRA TESTING, INC. CONSOLIDATION/SWELL TEST ASTM D 4546 CLIENT E-21 Engineering JOB NO. 2470-01 BORING NO. L7B SAMPLED 9/22/00 PG DEPTH 2-4' TEST STARTED 10/9/00 DPM SAMPLE NO. 14 TEST FINISHED 10/11/00 DPM SOIL DESCR. Proj#347 SETUP NO. ATT-16 TIME READING DATA 325 wet psf load Elapsed SORT Dial Defl. Time Time Reading (in) (min) (min) (in) 0.0 0.00 0.0000 0.0000 0.1 0.32 0.0002 -0.0002 0.3 0.50 0.0000 0.0000 0.5 0.71 -0.0005 0.0005 1.0 1.00 -0.0014 0.0014 2.0 1.41 -0.0022 0.0022 4.0 2.00 -0.0037 0.0037 9.0 3.00 -0.0058 0.0058 16.0 4.00 -0.0082 0.0082 30.0 5.48 -0.0117 0.0117 60.0 7.75 -0.0171 0.0171 120.0 10.95 -0.0247 0.0247 240.0 15.49 -0.0345 0.0345 480.0 21.91 -0.0459 0.0459 Data Entered By: MC Date: 10/13/2000 Data Checked By: t ° Date: it V Filename: E2CSL7B ADVANCED TERRA TESTING, INC. CONSOLIDATION TEST DATA L7B,2-',14 0.080 0.060 • 325 650 1300 0.040 r _ 259 O0.020 r. U • 519 0.000 - • 325 10397 -0.020 _ 2.00 2.50 3.00 3.50 4.00 4.50 LOG PRESSURE • Pressure-psf TIME READING DATA L7B,2-4',14,325wet psf load 0.050 0.040 480.G d 0.030 L V C C 0.020 120.0 AO 60.0 0 0.010 0.0 16.0 9.0 0.000 4040 -0.010 - 0.00 5.00 10.00 15.00 20.00 25.00 SQUARE ROOT of TIME • Time in Minutes CONSOLIDATION/SWELL TEST ASTM D 4546 CLIENT E-21 Engineering JOB NO. 2470-01 BORING NO. L5B SAMPLED 9/22/00 PG DEPTH 2-4' TEST STARTED 10/9/00 DPM SAMPLE NO. 12 TEST FINISHED 10/11/00 DPM SOIL DESCR. Proj#347 SETUP NO. ATT-15 LOCATION Longs Peak Estate MOISTURE/DENSITY BEFORE AFTER LOAD CONSOL. DATA TEST TEST (PSF) (IN.) Wt. Soil & Ring(s) (g) 608.9 612.2 336 0.0000 Wt. Ring(s) (g) 559.2 559.2 336 -0.0369 Wt. Soil (g) 49.8 53.1 673 -0.0354 Wet Density PCF 121.3 130.7 1346 -0.0258 2691 -0.0074 Sample Diameter(in) 1.314 1.314 5382 0.0106 Sample Height (in) 1.152 1.141 Wt. Wet Soil & Pan (g) 53.9 57.2 Wt. Dry Soil & Pan (g) 47.7 47.7 Wt. Lost Moisture (g) 6.2 9.5 Wt. of Pan Only (g) 4.1 4.1 Wt. of Dry Soil (g) 43.6 43.6 Moisture Content % 14.2 21.8 Dry Density PCF 106.3 107.2 Max. Dry Density PCF Percent Compaction LOAD LOG CONSOL. DEFL. (PSF) LOAD (IN.) (IN.) 336 2.526 0.0000 0.0000 Inundate 336 2.526 -0.0369 0.0369 673 2.828 -0.0354 0.0354 1346 3.129 -0.0258 0.0258 2691 3.430 -0.0074 0.0074 5382 3.731 0.0106 -0.0106 NOTE: Flat spot on one side of sample. Filled as well as possible. Data Entered By: MC Date: 10/13/2000 Data Checked By: li-e— Date: lot t3l"lvm Filename: E2CSL5B ADVANCED TERRA TESTING, INC. CONSOLIDATION/SWELL TEST ASTM D 4546 CLIENT E-21 Engineering JOB NO. 2470-01 BORING NO. L58 SAMPLED 9/22/00 PG DEPTH 2-4' TEST STARTED 10/9/00 DPM SAMPLE NO. 12 TEST FINISHED 10/11/00 DPM SOIL DESCR. Proj#347 SETUP NO. ATT-15 TIME READING DATA 336 wet psf load Elapsed SQRT Dial Defl. Time Time Reading (in) (min) (min) (in) 0.0 0.00 0.0000 0.0000 0.1 0.32 0.0003 -0.0003 0.3 0.50 0.0000 0.0000 0.5 0.71 -0.0004 0.0004 1.0 1.00 -0.0009 0.0009 2.0 1.41 -0.0017 0.0017 4.0 2.00 -0.0035 0.0035 9.0 3.00 -0.0062 0.0062 16.0 4.00 -0.0089 0.0089 30.0 5.48 -0.0127 0.0127 60.0 7.75 -0.0188 0.0188 120.0 10.95 -0.0261 0.0261 240.0 15.49 -0.0328 0.0328 480.0 21.91 -0.0357 0.0357 Data Entered By: MC Date: 10/13/2000 Data Checked By: Date: Iol16I7O0 Filename: E2CSL5B ADVANCED TERRA TESTING, INC. CONSOLIDATION TEST DATA L5B,2-4',12 0.040 336 673 1 z 0.020 , O 269 0 U 0.000 ■ — 336 53e2 -0.020 2.00 2.50 3.00 3.50 4.00 LOG PRESSURE • Pressure-psf TIME READING DATA L5B,2-4',12,336wet psf load 0.040 480.0 0.030 • 240 0 m 120.0 c 0.020 - 60.0 o a) 0.010 300 p 16.0 9.0 0.000 4.0 M .0 - -0.010 0.00 5.00 10.00 15.00 20.00 25.00 SQUARE ROOT of TIME ■ Time in Minutes b fp,I • • • ' - Client t_ _Z/ During A. O_a/ u. --- Depth__ �3 Sample �1 Sn mplcJ Locat �_ __ I ePpe(_/� tt). Soil h...._ — 6. -__��_ e•_.: J:\E22470\E2DPL3B.JPG 10/5/00 4 '. - / .4 • R Client: E-21 Engineering Job No.: 2470-01 Borring No: L5B Depth: 2.0-4.0' Sample No.: 9 Soil Description: Proj # 347 Location: Longs Peak Estate J:T22470\E 2 D P L 5 B.JPG 10/6/00 K. S. \ i , a ,, `a :c litilVi . .._ Client - 1 O--O_ Job No. Boring No. i 2�3 -- Depth_ =y--- Sample No.� , - Location _�-- _." Sampled_._/ /— by— J:\E22470W2DPLB 9.JPG 10/6/00 1 w";• ' s • •• d• 'any s • ail JouNo. L- 1�� — Boring No. Sample No.� t.ocatiou�__�_._- — -- J:1E224701E2DPLB 10,JPG 10/6/00 r3...i: - .i d- J:\E22470\B2DPLB 11.JPG 10/6/00 • imp • Y 167e _. marl„,, th POI J:\E22470\E2DPL613.JPG 10/6/00 Client 4- 0--/ _. Job No. z 7 ' - 7 / Boring No. L. Depth Sample No. I y Location Sampled / / by___. J:1E224701E2DPLB 14.JPG 10/6/00 'Z/ sr ZV7o-O/ LzO - Y ' # q Hello