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Home My WebLink About20000854.tiff „EXEC EARTH ENGINEERING CONSULTANTS, INC. June 1, 1999 Everitt Companies 3030 South College Avenue P.O. Box 2125 Fort Collins, Colorado 80522 Attn: Mr. Stan Everitt Re: Addendum No. 1 Cullison Farm Development Weld County, Colorado EEC Project No. 1992044 Mr. Everitt: Our geotechnical subsurface exploration report concerning the Cullison Farms development was submitted to your attention on May 7, 1999. In that report, we indicated that additional percolation testing was being completed to better evaluate the anticipated percolation characteristics of the site soils with regard to use of individual wastewater disposal systems. The results of that percolation testing are included with this report. In addition to the site percolation testing, additional exploration was completed on an approximate 38-acre parcel adjacent to the north side of the property which was excluded from the original exploration. Results of the additional site exploration are also provided with this report. The location of all percolation tests completed as a part of this project are shown on the attached boring location diagram. The percolation tests were completed in 6-inch nominal diameter by 36-inch deep borings after presoaking those boreholes for a period of approximately 24 hours. A summary of the percolation test results is included with this report. In general, the percolation rate of the site soils is on the order of 30 to 40 minutes per inch. A much lower percolation rate was encountered at one of the test locations; however, that test seems to be an anomaly given the remainder of the data CENTRE FOR ADVANCED TECHNOLOGY EXHIBIT 2301 RESEARCH BOULEVARD, SUITE 04 FORT COLLINS, COLORADO 60526 (970) 224-1522 (FAX) 224-4524-45 64 2000-0854 Earth Engineering Consultants,Inc EEC Project No. 1992044 June 1, 1999 Page 2 developed. Although individual percolation tests will be required at specific locations of the individual wastewater disposal systems, the results of the percolation tests completed indicate the percolation rates of the near surface soils should generally be acceptable for construction of standard absorption fields. Weld County regulations require a 4-foot minimum separation between the base of the absorption fields and either seasonal high groundwater or identified bedrock. In isolated areas of the site, care will be needed in establishing elevations to meet those criteria. A diagram indicating areas where groundwater or bedrock was observed within 6 feet of present ground surface is provided with this report. Concerning the additional exploration on the north 38 acres, soil borings were completed in that area using a truck-mounted drill rig. Those borings were extended to depths of approximately 15 feet below present site grades. The materials encountered at those boring locations consisted of low plasticity sandy lean clays to depths of approximately 3 to 9 feet. The lean clay soils contained occasional sand or very sandy zones and were generally stiff to very stiff. In borings B-1 and B-3, highly weathered bedrock was encountered beneath the lean clay soils. The bedrock consisted of varying sandstone and claystone with moderate plasticity and moderate swell potential. At the other boring locations, the cohesive soils were underlain by silty or clayey sand with varying amounts of gravel. The granular and essentially granular soils were medium dense and extended to the bottom of the borings at depths of approximately 15 feet. Free water was observed in the boring B-4 at a depth of approximately 10 feet below present site grades. Fluctuations in water levels can occur over time depending on variations in hydrologic conditions and other conditions not apparent at the time of this report. In addition, zones of perched and/or trapped water can be encountered in more permeable zones at times throughout the year and perched water is commonly encountered in soils immediately overlying less permeable highly weathered bedrock. The soils encountered in the test borings completed on the north portion of the parcel are similar to those observed at the other boring locations. With the exception of the Earth Engineering Consultants,Inc. EEC Project No. 1992044 June 1, 1999 Page 3 extremely shallow bedrock observed in boring B-2, the near surface soils should be acceptable for support of conventional footing foundations for lightly loaded residential structures. In area around boring B-2, the claystone bedrock is moderately expansive and alternative foundation types should be considered including drilled caisson foundations with structural floors and/or use of overexcavation and backfill procedures to develop foundation bearing for conventional footing foundations. Recommendations outlined in our May 7 report should be followed concerning preparation of subgrades for site pavements and construction of foundations for the lightly loaded residential structures. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we can be of further service to you in any other way, please do not hesitate to contact us. Very truly yours, Earth Engineering Consultants, Inc. sellEt 2 Lester L. 4 , > . Principal Engineer LLL/dmf 7 / Ii I'/ \\ 4a �Eaton Cond\ '/ �6-39 N\ Y \ .6 "s Al \\Y a'' / 41, \\ N \._\__ \ 4, \ \ EX. FARM Ir A Y \ S COMPLEX \ \� \ I S y \��J , \ I as S b EX.HOUSE - WINDSOR RESERVOIR )i qs s /% S I a r °s Lo S N > EX. '' 3 CORRAL/ II = BARN as O I I 's A. -_. - O -, ��, O N S �\ N. S 's `,/ O U BORING LOCATION DIAGRAM CULLISON FARMS - WELD COUNTY, COLORADO PROJECT NO: 1992044 DATE: JUNE 1999 EARTH ENGINEERING CONSULTANTS CULLISON FARM-ADDENDUM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: MAY.1999 LOG OF BORING 8.36 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH _ FOREMAN: MJC START DATE 5/17199 WHILE DRILLING None AUGER TYPE: 4"CFA FINISH DATE 5/17/99 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV N/A '24 HOUR N/A SOIL DESCRIPTION D N ou MC DD A.OMITS .200 f SWELL TYPE (FEET) IBLOWS,FT} IPSF: f'/.) IPCF: 1L_ IPI °/,1 I—PRESSURE :5(d 500 PSF 6"TOPSOIWEGE7ATION f 1 , SANDY LEAN CLAY(CL) brown 2 Soft to medium 3 a SS 5 4 •500 25.0 6 7 • CLAYSTONE — brown/grey 9 highly weathered moderately hard • SS 1-0 22 •7500 24.5 1-1 1-2 13 -14 SS 1-5 32 •9000. I 22.1 15 5'BOTTOM OF BORING 16 1-7 T-8 1-9 2-0 2-1 22 2-3 . 2-4 2-5 Earth Engineering Consultants CULLISON FARM-ADDENDUM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: MAY,1999 LOG OF BORING B-37 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN: MJC START DATE 6/17/99 WHILE DRILLING None AUGER TYPE: 4"CFA FINISH DATE 5/17/99 AFTER DRILLING _ None SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION _0 N ot1 MC Do A-UMITS .200 SWELL TYPE ;FEETf (B_OWSiFT1 (PSI I.I IPM LL PI {`/.I PRESSURE f K"ES.500 PSF 6"TOPSOILNEGETATION - J 1 SANDY LEAN CLAY(CL) — brown 2 • CLAYEY SAND(SC) 3 brown loose a • ` SS 5 4 •3500 10.0 I 6 SANDY LEAN CLAY(CL) g brown - — med,um stiff 9 occas,onal sand lenses- SS 10 5 '1500 23.8 11 12 increased modture with depth 13 1-4 SS 1-5 7 '1000 26.8 15 BOTTOM OF BORING 16 1-7 -18 1-9 2-0 2-1 2-2 23 2-4 2-5 Earth Engineering Consultants CULLISON FARM-ADDENDUM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE MAY,1999 LOG OF BORING 8-38 RIG TYPE; CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN: MJC START DATE 5/17/99 WHILE DRILLING None AUGER TYPE: 4-CFA FINISH DATE 5/17199 AFTER DRILUNG None SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION 0 .N 'eU MC oo A-LIMITS •200 SWELL TYPE (FEETI (BLOWS/FT) IPSF1 (%1 )PCFI IL PI I%) PRESSURE t 500 PSF 6 TOPSOILNEGETATION SANDY LEAN CLAY(CL) brown -2 -3 CLAY STONE 4 brown/grey/rust highly weathered SS -5 23 '9000+ 20.4 moderately hard - - i a • CS 1-0 44 '9000+ 19.3 115.2 49 28 97.8 6000 psf_ 3.9% 1-1 1-2 less weathered with depth 1-3 14 SS 15 43 '9000• 20.8 • 15.5'BOTTOM OF BORING 16 17 18 19 I-0 • • 21 22 23 2-4 2-5 Earth Engineering Consultants CULLISON FARM-ADDENDUM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: MAY,1999 LOG OF BORING 8-39 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN: MJC START DATE 5/17/99 WHILE DRILLING 10' AUGER TYPE: 4"CFA FINISH DATE _ 5/17/99 AFTER DRILLING 10' SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR NIA SOIL DESCRIPTION o N GU MC DD A-LIMITS .200 SWELL rTYPE (FEETD IBLOWS/PT) IPCF) LL IPI (•/.) PRESSURE X it S00 PSF 6"TCPSOILNEGFTATION -1 SANDY FAN CLAY(CL) brown 2 medium stiff 3 occasional sand lenses 1 SS -5 4 '1500 16.4 98.0 26 10 67.0 <800psf None 6 SILT(SAND(SM) brown -7 loose to medium dense 8 9 • SS 1-0 6 '500 18.6 1- 1 1-2 1-3 occasional coarse sand and gravel lenses 14 • SS 1-5 12 17.3 15 5 BOTTOM OF BORING 16 NOTE.PERCOLATION TEST LOCATION 17 • • 18 -19 20 21 2-2 • 23 2-4 • 25 Earth Engineering Consultants SWELL / CONSOLIDATION TEST RESULTS Material Description: Brown/Grey/Rust Highly Weathered Claystone Sample Location: B-38 S-2 @ 9-10' Liquid Limit: 49 (Plasticity Index: 28 I % Passing #200: 97.8% Beginning Moisture: 15.8% Dry Density: 115.2 pct !Ending Moisture: 19.8% Swell Pressure: 6000 psf % Swell @ 500 psf: 3.9% 1a 8 U) 4 2 Water Added E \y o v _2 C-4 O a 0 C-6 0 U -8 -10 0.01 0.1 1 10 Load (TSF) Project: Cullison Farm - Addendum Project Number: 1992044 Weld County, Colorado Date: May, 1999 E EC`s` PERCOLATION TEST DATA SUMMARY CULLISON FARM - WELD COUNTY COLORADO EEC PROJECT NO. 1992044 MAY, 1999 Average Percolation Boring # Rate [min/in] B-4 32.6 B-5 50 B-9 23.8 B-10 35.6 B-16 45 B-17 49 B-18 43.4 B-21 47.3 B-25 50.8 B-28 42.5 B-29 51 .4 B-33 30 iE03 SUBSURFACE EXPLORATION REPORT CULLISON FARM WELD COUNTY, COLORADO EEC PROJECT NO. 1992044 EC, E .4:., EARTH ENGINEERING CONSULTANTS, INC. May 7. 1999 Everitt Companies 3030 South College Avenue P.O. Box 2125 Fort Collins, Colorado 80522 Attn: Mr. Stan Everitt Re: Subsurface Exploration Report Cullison Farm Weld County, Colorado EEC Project No. 1992044 Mr. Everitt: Enclosed, herewith, are the results of the subsurface exploration completed by Earth Engineering Consultants, Inc. personnel for the referenced project. In summary, the subsurface soils encountered in the test borings consisted of low to moderate plasticity sandy lean clay with interbedded zones of clayey or silty fine sand. Highly weathered claystone bedrock was encountered at depths of approximately 4 to 14 feet in approximately half of the borings. The high plasticity claystone was encountered at shallower depths in the south central portions of the site. Groundwater was generally encountered in the soils immediately overlying the highly weathered bedrock with the depth to groundwater ranging from approximately 7 feet to 14 feet. The percolation rate of the near surface soils was generally in the range of 40 to 50 min/inch. Based on the materials we observed at the boring locations, it is our opinion lightly loaded residential structures could be supported on conventional footing foundation bearing in the near surface low plasticity cohesive and essentially granular soils. Occasional zones of softer/looser materials were observed in the test borings and expansive claystone was encountered near the surface CENTRE FOR ADVANCED TECHNOLOGY 2301 RESEARCH BOULEVARD, SUITE 104 FORT COLLINS, COLORADO 80526 (970) 224-1522 (FAx) 224-4564 Earth Engineering Consultants.Inc. EEC Project No. 1992044 May 7, 1999 Pate 2 in the south-central area of the site. Care will be required to see that footing foundations are supported on suitable strength low-expansive materials. Caisson foundations and structural floors may be required in some areas of the site, depending on final grading and/or specific depth to footing bearing. The zones of moderate plasticity cohesive materials will necessitate care in developing floor subgrades to maintain a low potential for post-construction movement. We expect conventional absorption fields could be used for individual sewage disposal systems over most of the site. Geotechnical recommendations concerning design and construction of foundations and support of floor slabs and pavements are presented in the text of the attached report. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning the enclosed report, or if we can be of further service to you in any other way, please do not hesitate to contact us. Very truly yours, Earth Engineering Consultants, Inc. nile - 23957 r,�a . Lester L. Litton, Y.E. Principal Engineer LLL/clmf SUBSURFACE EXPLORATION REPORT CULLISON FARM WELD COUNTY, COLORADO EEC PROJECT NO. 1992044 May 7, 1999 INTRODUCTION The subsurface exploration for the proposed residential development for the Cullison Farm located in the NW'A of Section 33 and S'h of Section 28, Township 7 North, Range 67 West of the 6th P.M. in Weld County, Colorado, has been completed. Thirty-five (35) soil borings extending to depths of approximately 15 feet below present site grades were advanced in the proposed development area to obtain information on existing subsurface conditions. Individual boring logs and a diagram indicating the approximate boring locations are included with this report. The proposed development includes approximately 360 acres to be constructed as mixed density single-family residential. It is anticipated the single-family structures will be one or two-story, wood frame residences with full basements. Foundation loads for the proposed residences are expected to be light with continuous wall loads less than 2.5 kips per lineal foot and column loads less than 30 kips. Floor loads are expected to be less than 100 psf. The residential units will use individual wastewater disposal systems. It is expected the site roadways will be used by low volumes of light vehicles (automobiles and light trucks). Small grade changes are expected to develop final site grades. The purpose of this report is to describe the subsurface conditions encountered in the borings, analyze and evaluate the test data and provide geotechnical recommendations concerning design and construction of foundations and support of floor slabs and pavements. Earth Engineering Consultants, Inc. EEC Project No. 1992044 May 7, 1999 Page 2 EXPLORATION AND TESTING PROCEDURES The boring locations were selected and established in the field by Earth Engineering Consultants, Inc. (EEC) personnel. The field boring locations were established by estimating angles and distances from identifiable site references. The locations of the borings should be considered accurate only to the degree implied by the methods used to make the field measurements. The borings were performed using a truck mounted CME 45-drill rig equipped with a hydraulic head employed in drilling and sampling operations. The boreholes were advanced using 4-inch nominal diameter continuous flight augers. Samples of the subsurface materials encountered were obtained using split-barrel and California barrel sampling procedures in general accordance with ASTM Specification D-1586. In the split-barrel and California barrel sampling procedures, standard sampling spoons are driven into the ground by means of a 140-pound hammer falling a distance of 30 inches. The number of blows required to advance the samplers is recorded and is used to estimate the in-situ relative density of cohesionless soils and, to a lesser degree of accuracy, the consistency of cohesive soils and hardness of weathered bedrock. In the California barrel sampling procedure, relatively undisturbed samples are obtained in removable brass liners. All samples obtained in the field were sealed and returned to the laboratory for further examination, classification and testing. At ten of the boring locations, 2-inch nominal diameter PVC piezometers were installed prior to backfilling to allow for longer-term observation of groundwater levels. The piezometer locations are indicated on the boring logs and the boring location diagram. Field percolation tests were completed at eight locations on the site. Additional tests will be completed at five locations as conditions allow. The percolation tests were completed in 36-inch nominal depth borings pre-soaked for approximately 24 hours prior to percolation tests. A summary of the percolation test results are provided with this report. Moisture content tests were performed on each of the recovered samples. In addition, selected samples were tested for fine content and plasticity by washed sieve analysis and Atterberg limits Earth Engineering Consultants. Inc. EEC Project No. 1992044 May 7, 1999 Page 3 tests. Swell/consolidation tests were completed on selected samples to evaluate the subgrade materials tendency to change volume with variation in moisture content. Results of the outlined tests are indicated on the attached boring logs and summary sheets. As a part of the testing program, all samples were examined in the laboratory by an engineer and classified in accordance with the attached General Notes and the Unified Soil Classification System, based on the sample's texture and plasticity. The estimated group symbol for the Unified Soil Classification System is shown on the boring logs and a brief description of that classification system is included with this report. Classification of the bedrock was based on visual and tactual observation of disturbed samples and auger cuttings. Coring and/or petrographic analysis may reveal other rock types. SITE AND SUBSURFACE CONDITIONS The Cullison Farm parcel is located east of Colorado Highway 257 and north of Weld County Road 74 (Harmony Road) in Weld County, Colorado. The project site is presently undeveloped farm ground and/or pasture. Several farm outbuildings and residential structures are located on the property. The maximum difference in ground surface elevation across the site is on the order of 10 to 20 feet. An EEC field engineer was on-site during drilling to direct the drilling activities and evaluate the subsurface materials encountered. Field descriptions of the materials encountered were based on visual and tactual observation of disturbed samples and auger cuttings. The boring logs included with this report may contain modifications to the field logs based on results of laboratory testing and engineering evaluation. Based on results of field and laboratory evaluation, subsurface conditions can be generalized as follows. Approximately 3 to 6 inches of vegetation and/or topsoil were encountered at the surface of the boring locations. The topsoil and/or vegetation was typically underlain by brown to tan lean clay which contained varying amounts of silt and sand. The lean clay soils were generally stiff to very stiff and exhibited low to moderate plasticity. Occasional soft zones were observed in the Earth Engineering Consultants, Inc. EEC Project No. 1992044 May 7, 1999 Page 4 cohesive soils. Essentially granular silty and/or clayey sand was encountered at varying depths and locations. The essentially granular materials were typically loose to medium dense. The overburden soils were underlain by highly weathered claystone bedrock at approximately half of the boring locations. The bedrock was encountered at depths of approximately 4 feet to 14 feet. The claystone was colored gray, tan and rust and was soft to moderately hard. The claystone bedrock contained varying layers with greater or lesser percentages of clay and silt sized materials and was moderately expansive in laboratory testing. The borings were terminated at depths of approximately 15 feet in either lean clay/silty sand overburdened soils or highly weathered bedrock. The stratification boundaries indicated on the boring logs represent the approximate location of changes in soil and rock types; in-situ, the transition of materials may be gradual and indistinct. GROUND WATER OBSERVATIONS Observations were made while drilling and after completion of the borings to detect the presence and level of free water. Piezometers were installed at ten of the boring locations to allow for longer-term water level measurements. Free water was observed at depths ranging from approximately 7 to 14 feet when measured while drilling. Free water was not encountered in all of the borings. The observed groundwater levels were typically shallower in the northern portions of the site near the drainageway and the reservoir. The depth to water observed at the time of drilling at each of the boring locations are indicated on the boring logs. Perched and/or trapped water may be encountered in more permeable zones in the subgrade soils at times throughout the year. Perched water is commonly encountered in soils immediately overlying less permeable bedrock materials. Fluctuations in ground water levels and in the location and amount of perched water may occur over time depending on variations in hydrologic conditions, irrigation activities on surrounding properties, and other conditions not apparent at the Earth Engineering Consultants, Inc. EEC Project No. 1992044 May 7, 1999 Page 5 time of this report. Groundwater levels may also be impacted by water levels in the canals adjacent to and crossing the site. We have typically noted lowest groundwater levels in late winter and shallowest groundwater levels in mid to late summer. ANALYSIS AND RECOMMENDATIONS Site Preparation All existing vegetation and/or topsoil should be removed from beneath fill, roadway or building subgrade areas. After stripping and completing all cuts and prior to placement of any fill, floor slabs or pavements, we recommend the exposed soils be scarified to a minimum depth of 9 inches, adjusted in moisture content and compacted to at least 95% of the material's maximum dry density as determined in accordance with ASTM Specification D-698, the standard Proctor procedure. The moisture content of the scarified materials should be adjusted to be within the range of±2% of standard Proctor optimum moisture at the time of compaction. Scarification and recompaction of subgrade soils in basement areas of the residential units would not be required. Fill soils required to develop the building areas or pavement subgrades should consist of approved, low-volume change materials which are free from organic matter and debris. The near surface lean clay or essentially granular soils could be used as fill in these areas. The claystone bedrock should not be used as fill in any building or roadway area. We recommend the fill soils be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content as recommended for the scarified materials and compacted to at least 95% of the material's standard Proctor maximum dry density. Care should taken after preparation of the subgrades to avoid disturbing the in-place materials. Positive drainage should be developed away from the structures and across and away from the pavement edges to avoid wetting of subgrade materials. Subgrade materials allowed to become wetted subsequent to construction of the residences and/or pavements can result in unacceptable performance of those improvements. Earth Engineering Consultants, Inc. EEC Project No. 1992044 May 7, 1999 Page 6 Footing Foundations Based on materials observed at the boring locations, it is our opinion a majority of the proposed single-family residences could be supported on conventional footing foundations bearing on the natural site soils or newly placed and compacted fill developed as outlined above. We recommend those footing foundations extend through any existing vegetation and/or topsoil and bearing in the natural, stiff lean clay or essentially granular soils or newly placed and compacted fill. For design of footing foundations bearing in the natural site soils or newly placed and compacted fill, we recommend using a net allowable total load soil bearing pressure not to exceed 1,500 psf. The net bearing pressure refers to the pressure at foundation bearing level in excess of the minimum surrounding overburden pressure. Total load should include full dead and live loads. Occasional soft zones were observed in the natural site soils. Care should be taken during foundation construction to evaluate the anticipated bearing materials. If unacceptable materials are observed at that time, overexcavation and backfill procedures may be necessary to develop acceptable foundation bearing. Those conditions can best be evaluated in the field during construction. Expansive claystone bedrock was encountered beneath the overburden site soils. The depth to bedrock can change with site grading for the development. Footing foundations should not be supported on or immediately above the claystone bedrock. A minimum separation of 3 feet should be maintained between footing foundations and the highly weathered claystone. If the minimum separation cannot be maintained, alternative foundation types should be used. Exterior foundations and foundations in unheated areas should be located at least 30 inches below adjacent exterior grade to provide frost protection. We recommend formed continuous footings have a minimum width of 12 inches and isolated column foundations have a minimum width of 24 inches. Trenched foundations or grade beam foundations could be used in the near surface soils. If used, we recommend trenched foundations have a minimum width of 12 inches and formed continuous foundations have a minimum width of 8 inches. Earth Engineering Consultants, Inc. EEC Project No. 1992044 May 7, 1999 Page 7 No unusual problems are anticipated in completing the excavations required for construction of the footing foundations. Care should be taken during construction to avoid disturbing the foundation bearing materials. Any materials which are loosened or disturbed by the construction activities or materials which become dry and desiccated or wet and softened should be removed and replaced or reworked in place prior to construction of the footing foundations. We estimate the long-term settlement of footing foundations designed and constructed as outlined above would be less than 1 inch. Floor Slab Subgrades We recommend all existing vegetation/topsoil be removed from beneath the floor slab areas. After stripping and completing all cuts and prior to placement of any floor slabs or fill, the exposed subgrades should be scarified, adjusted in moisture content and recompacted. If the subgrades become dry and desiccated prior to floor slab construction, it may be necessary to increase the moisture in a thicker zone of material to reduce the potential for post-construction movement. In the claystone bedrock areas, we recommend the floors for the residences not be supported within 3 feet of the expansive materials. Structural floors with underslab crawl spaces should be used in these areas. Slabs-on-grade which cannot be supported as structural elements should be expected to move after construction if supported on or near the expansive bedrock. Fill soils required to develop the floor slab subgrades should consist of approved, low-volume change materials which are free from organic matter and debris. A majority of the near surface soils could be used for fill beneath floor slabs. Normally, low-volume change materials would have a liquid limit of 40 or less and plasticity index of 18 or less. Those materials should contain a minimum of 15% fines, material passing a #200 sieve. Care should be taken after development of the floor slab subgrades to prevent disturbance of the in-place materials. Care will also be needed to maintain the moisture levels in the subgrades prior to floor slab construction. Materials which are loosened or disturbed by construction activities Earth Engineering Consultants. Inc. EEC Project No. 1992044 May 7, 1999 Page 8 or materials which become wet and softened or dry and desiccated should be reworked prior to placement of the overlying floor slabs. Below Grade Areas Care should be taken in establishing the subgrade elevations for the basement areas to maintain separation between seasonal high groundwater and the base of the basement excavations. Field piezometers have been installed to allow for longer term monitoring of the groundwater levels. We have found that high seasonal groundwater is commonly encountered during late summer with the lowest water level observed in late winter. We recommend a perimeter drain system be installed around all below grade areas to reduce the potential for development of hydrostatic loads on below grade walls and/or infiltration of surface water into below grade areas. In general, a perimeter drain system would consist of perforated metal or plastic pipe placed around the exterior perimeter of the structure and sloped to drain to a sump or free outfall where reverse flow cannot occur in the system. The perimeter drain should be surrounded by an appropriate granular filter soil and either the filter soil or the drain line should be encased in a filter fabric to reduce the potential for an influx of fines into the system. Backfill placed above the exterior perimeter drain should consist of approved, low-volume change materials which are free from organic matter and debris. The on-site low plasticity cohesive soils could be used as fill in these areas. The top 2 feet of the backfill should be an essentially cohesive material to reduce the potential for an influx of water into the below grade drain system. We recommend those fill soils be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content and compacted to at least 90% of the material's standard Proctor maximum dry density. The moisture content of the backfill soils should be adjusted to be within the range of v% of standard Proctor optimum moisture. Backfill soils which will support pavements, steps, patios, sidewalks or similar improvements should be compacted to at least 95% of standard Proctor maximum dry density. Earth Engineering Consultants, Inc. EEC Project No. 1992044 May 7, 1999 Page 9 Basement walls will be subject to lateral earth pressures. Below grade walls for residential structures are commonly designed using active lateral stress distribution analysis. The active lateral stress analysis includes an assumption of slight wall rotation (deflection), typically assumed to be 0.5% of the height of the wall. Using the active stress analysis, we recommend the below grade walls be designed an equivalent fluid pressure of 35 pounds per cubic. That equivalent fluid pressure does not include a factor of safety nor an allowance for hydrostatic loads. Surcharge loads or point loads placed in the wall backfill would also add to the lateral pressures on the below grade walls. Pavement Subgrades All existing vegetation and/or topsoil should be removed from pavement areas. After stripping and completing all cuts and prior to placement of any fill or pavements, we recommend the exposed soils be scarified to a minimum depth of 9 inches, adjusted in moisture content and compacted to at least 95% of the material's maximum dry density as determined in accordance with the standard Proctor procedure. The moisture content of the scarified soils should be adjusted to be within the range of±2% of standard Proctor optimum moisture. Fill materials required to develop the pavement subgrades should consist of approved, low-volume change materials, free from organic matter and debris. The near surface lean clay soils could be used for fill in these areas. We recommend those fill soils be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content and compacted to at least 95% of the material's standard Proctor maximum dry density. After completion of the pavement subgrades, care should be taken to prevent disturbance of those materials prior to placement of the overlying pavements. Soils which are disturbed by construction activities should be reworked in-place or. if necessary. removed and replaced prior to placement of overlying fill or pavements. Earth Engineering Consultants, Inc. EEC Project No. 1992044 May 7, 1999 Page 10 Pavements Hveem "R" value tests were completed on representative samples of the subgrade soils. An R- value of 8 was determined for the subgrade soils in that testing. Structure pavement design is based on subgrade support and estimated traffic. At this time, we do not have information on estimated traffic for the pavement design. We will complete the pavement design when the traffic estimates become available. For preliminary estimates, "local" streets will likely include 3 inches of hot bituminous pavement over 6 inches of aggregate base and "collector" streets will likely include 4 inches of hot bituminous pavement over 8 inches of aggregate base. Individual Wastewater Disposal Systems Based on the test borings and percolation testing, we expect standard absorption fields could be used over most of the site for individual wastewater disposal systems. The percolation rate for design of the absorption fields will be within the range of 40 to 50 min/inch. In the far northwest corner of the site, the near surface soils showed percolation rates too slow for use of conventional absorption fields. Combined absorption/evaportranspiration fields could be considered in this area. Additional testing will be completed in this area to further evaluate the percolation rate. GENERAL COMMENTS The analysis and recommendations presented in this report are based upon the data obtained from the soil borings performed at the indicated locations and from any other information discussed in this report. This report does not reflect any variations which may occur between borings or across the site. The nature and extent of such variations may not become evident until construction. If variations appear evident, it will be necessary to re-evaluate the recommendations of this report. Earth Engineering Consultants, Inc. EEC Project No. 1992044 May 7, 1999 Page 11 It is recommended that the geotechnical engineer be retained to review the plans and specifications so that comments can be made regarding the interpretation and implementation of our geotechnical recommendations in the design and specifications. It is further recommended that the geotechnical engineer be retained for testing and observations during earthwork and foundation construction phases to help determine that the design requirements are fulfilled. This report has been prepared for the exclusive use of the Everitt Companies for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranty, express or implied, is made. In the event that any changes in the nature,design or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the conclusions of this report modified or verified in writing by the geotechnical engineer. DRILLING AND EXPLORATION DRILLING & SAMPLING SYMBOLS: SS: Split Spoon- 13/8" I.D., 2"O.D., unless otherwise noted PS: Piston Sample ST: Thin-Walled Tube-2" O.D., unless otherwise noted WS: Wash Sample R: Ring Barrel Sampler-2.42" I.D., 3" O.D. unless otherwise noted PA: Power Auger FT: Fish Tail Bit HA: Hand Auger RB: Rock Bit DB: Diamond Bit=4",N, B BS: Bulk Sample AS: Auger Sample PM: Pressure Meter HS: Hollow Stem Auger WB: Wash Bore Standard "N" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D. split spoon, except where noted. WATER LEVEL MEASUREMENT SYMBOLS: WI_ : Water Level WS : While Sampling WCL Wet Cave in WD : While Drilling DCI: Dry Cave in BCR: Before Casing Removal AB : After Boring ACR: After Casting Removal Water levels indicated on the boring logs are the levels measured in the borings at the time indicated. In pervious soils, the indicated levels may reflect the location of ground water. In low permeability soils, the accurate determination of ground water levels is not possible with only short term observations. DESCRIPTIVE SOIL CLASSIFICATION PHYSICAL PROPERTIES OF BEDROCK Soil Classification is based on the Unified Soil Classification DEGREE OF WEATHERING: system and the ASTM Designations D-2488. Coarse Grained Slight Slight decomposition of parent material on Soils have move than 50% of their dry weight retained on a joints. May be color change. #200 sieve:they are described as: boulders, cobbles, gravel or Moderate Some decomposition and color change sand. Fine Grained Soils have less than 50%of their dry weight throughout. retained on a#200 sieve; they are described as : clays, if they High Rock highly decomposed, may be extremely. are plastic, and silts if they are slightly plastic or non-plastic. broken. Major constituents may be added as modifiers and minor HARDNESS AND DEGREE OF CEMENTATION: constituents may be added according to the relative proportions Limestone and Dolomite: based on grain size. In addition to gradation. coarse grained Hard Difficult to scratch with knife. soils are defined on the basis of their relative in-place density Moderately Can be scratched easily with knife. and fine grained soils on the basis of their consistency. Example: Lean clay with sand, trace gravel. stiff(CL): silty Hard Cannot be scratched with fingernail. sand, trace gravel, medium dense(SM). Soft Can be scratched with fingernail. CONSISTENCY OF FINE-GRAINED SOILS Shale. Siltstone and Claystone: Hard Can be scratched easily with knife, cannot be Unconfined Compressive scratched with fingernail. Strength, Qu. psf Consistency Moderately Can be scratched with fingernail. Hard 500 Very Soft Soft Can be easily dented but not molded with 500- 1,000 Soft fingers. 1.001 - 2.000 Medium Sandstone and Conglomerate: 2.001 - 4.000 Stiff Well Capable of scratching a knife blade. 4.001 - 8.000 Very Stiff Cemented 8.001 - 16,000 Very Hard Cemented Can be scratched with knife. RELATIVE DENSITY OF COARSE-GRAINED SOILS: Poorly Can be broken apart easily with fingers. N-Blows/ft Relative Density Cemented 0-3 Very Loose 4-9 Loose 0-29 I Medium 1m Dense 30-49 Dense 50-80 Very Dense _ _ 80+ Extremely Dense UNIFIED SOIL CILASSIFIICAnON SYSTEM Soil Classification Criteria for Assigning Group Symbols and Group names Using Laboratory Tests Grn Group Nome Symbb oo l Coarse—Grained Gravels more than Clean Gravels Less Soils more than 50% of coarse than 5% fines Cu>4 and <Cc≤3` GW Well—graded gravel` 50% retained on fraction retained No. 200 sieve on No. 4 sieve Cu<4 and/ar 1>Cc>3` GP Poorly—graded gravel Grovels with Fines Fines classify as ML or MH GM Silty grovel, G,H more than 12% fines Fines classify as CL or CH GC Clayey Gravel"" Sands 50% or Clean Sands Less Cu>6 and 1<Cc<3` sw Well—graded sand more coarse than 5% fines fraction passes Cu<6 and/or 1>Cc>3` SP Poorly—graded sand No. 4 sieve Sands with Fines Fines classify as ML or MH SM Silty sand''' more than 12% fines Fines classify as CL or CH SC Clayey sand°"' Fine—Grained Silts and Clays inorganic PI>7 and plots on or above "A"Line CL Lean cle Sails 50% or Liquid Limit lessY°i° more posses the than 50 PI<4 or plots below "A"Line' No. 200 sieve ML Silt"" organic Liquid Limit — oven dried Organic clayx.L"� <0.75 OL Liquid Limit — not dried Organic silt " Silts and Cloys inorganic PI plots on or above "A"Line Liquid Limit 5O or CH Fat clay " " more PI plots below "A"Line MH Elastic Silt K'`u organic Liquid Limit — oven dried Organic clay`'"'' <0.75 OH Liquid Limit — not dried Organic silt' Highly organic sails Primarily organic matter, dark in color, and organic odor PT Peat 5ScseC on toe material passing the .5-in. (75- (D,) .I. _ mm) save `Cu='Dba/Dt Ce= ` sod ce cos 15 to ove29 , win er 200, ccc D x D prod srd or "wi Ln graver, whiCn ever is BI! field Semple contained eeC'pks cr boulders, credo:rod:co:. or both, cdd -with coobles or boulders, or both' 4f so''. cc":a'.ns 2 30- aids No. 200 to yawn me. r predo-�l- sand, cdd 'sand to "cu> o Grave's wIn 5 to 125 ores red 0ua soil contains 2157. sone, ado-wltn sc:C"to :'Y Y S " grasp name name. OW-Csyric s. ql fines classify as CL-M_, use Coen' Syr.Cci 'If so" `-:dos 2 305 p>_s No. 200 Owl-Cm�, graded gravel w CC-CM, or SC-SM s p ecor^Ir.cet y gravel. add evovely' to gross GN C ;we:tided tl grave' w d si �' fires are organic, etle"witM1 crgenle Imes to CP „v econy_g.aded grove' w' "?12e c-a dots on or ebwe "A" f,ne. 0?-CC poan y-graced yave' ..' o clay grasp name o o i ' soli contains >15%,gravel, ade"w';h aver" P'5° Cr o below 'A' line. San Cs w,n 5 to 125 fines 'Caine. dLoi to grasp ncm.e. 5'av S' PPI pets an cr coove "A' Coe. symbols: -! Alterberg limits pmts shaded area, soil is c °Pl dots onion "A" line. 5'w-SM well-g•Cded sand w to d': CL-M'_, airily clay. SW-SC well-graded sc-a wito ccy SP-SA p cey gradec sand wito sit SP-SC oocr'y graded sand w,^ ccy ' r Oa 'Yat en et n^e_gre s- av cows,-d tractor i cos,- m-ea aso.b. _.—r.ro P' LL a =255, se'�, memo-.^.I5 ILL-2c) ECe¢b� of'li'-roe 'Ji' nL _ - co_ V:neein: 9I5 /'' ��041 .T TiLi , i U • Vl 2p- _ I� G�F' Vn :R 0,H ,c. I • • ..,,w./. ,CL-ML/// IIVIL °R OL 00 15 90 30 4C r 7C 80 90 ?CO trio LIQUID LIMIT (_L ) - P-�3- 8-24 \ __\__ 6-30 7 B-31 8-22 4 \\ \ 4 8 29i • 4/ 8-26 8-25" \ N 4 4 _\\ \ / B 3 \ / / N \ ^ 8-34 St-9 \lir P-10 8-27\Y \ 8h33 EX. FARM • \ \ Y COMPLEX \ \ 8-28 \ P-8 B-35 \ • \ -/ 8-17 8-16 • P-5 • Ex Ham 8-18 p-26 1 , WINDSOR RESERVOIR 8-20 8-14 8-15 8-19\ /� • \ Y 8-13 8-12 l P-4 .h -9 Y P3 B-8 n 4 8-10 Ln N8-11 r EX. • 3 CORRAL/ 8-7 = BARN • O B-1 B-3 8-6 8-2 0 N. \ PJ-1 CQ • • 0N 44 B-5 o - - - - - - - - - - - - O U H BORING LOCATION DIAGRAM COLLISON FARMS, WELD COUNTY/COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 EARTH ENGINEERING CONSULTANTS a 2., 8-24 \ B• . P-7 \ V Bh-3 ?-22 - - \ 11.0' B-29 S- 5 Y \ fr g.0' B-2c B-25� 10.5 \ \ a-34 5' P-9 V A\ r P-10 8-27\� \ 8-33 EX. FARM 1t0 \\ \ COMPLEX \ 10.0' �_J B-35 c-23 B-17 8-15 P—• 5 6 8.0' E%. HOUSE E--13 P-61$ WINDSOR 10.s• RESERVOIR 8-14 E-i5 B-19 8-20 7r IS-4.0' 8.0' 8-13 8.5' P P _3$ 7.0' -g0' Y 8-5 r` -!-3;) B-10 N 14.0' '1 >- EX. Y CORRAL/ a-7 9.0' \\ \\ = BARN - '\\ s_i3.5' B 3 B O Y 1 5' 8-2 5 O B. `4 s_2 \\ Q le Q 12.0' J _._ _ _ U DEPTH TO BEDROCK DIAGRAM CULLISON FARM - WELD COUNTY, COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 EARTH ENGINEERING CONSULTANTS CULLISON FARM WELD COUNTY,COLORADO PROJECT NO:1992044 DATE: APRIL 1999 LOG OF BORING B.1 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN: MJC START DATE l 4/12.199 WHILE DRILLING 1 9' AUGER TYPE: 4'CFA FINISH DATE 4/12/99 AFTER DRILLING 9' SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION D N CU MC DO A•UNITS 400 SWELL TYPE,,IFEET) (BLOWS,FT) (PSF) (':1 _ CFI LL Pt I%) PRESSURE 1.4Q 500 PSF 6"TOPSOIWEGETATION _ _ 1 1 SANDY LEAN CLAY(CL) brown 2 Stiff _ - 3 _4_ SS 5 6 •loon 21.8 --- E 6 i I i 7 8 SANDY LEAN CLAY(CL) _ _ tan 9 medium stiff — — SS 10 7 •1500 194 11 1-2 1-3 SANDY CLAYSTONE -14 brown --- T highly weathered SS 15 30 '4000 20.2 soft _ _ 15 5'BOTTOM OF BORING 16 18 19 20 2- 1 22 2-3 24 CrF 2-5 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO. 1992044 DATE: APRIL 1999 LOG OF BORING 8.2 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4/12199 WHILE DRILLING 10.5' AUGER TYPE: 4'CFA FINISH DATE 4'12199 AFTER DRILLING 10.5' SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION 0 N Ott MC 00 A.LIMITS .200 SWELL ITYPE (fE£T) (EILOWSIFT) (PSF) 1%I IPCF) LL PI (%) PRESSURE '4 @ S00 Psf 6"TOPSOILNEGETATION _ _ 1 SANDY LEAN CLAY(CL) _ _ Drown 2 very still to stilt _ _ 3 4 SS -S 6 '6000 14.2 -6 increased sand with depth -7 8 CLAYEY SAND(SC) -9 Drown _ _ loose to medium dense SS 10 7 '500 19.1 1-1 1-2 13 14 increased gravel with depth _ _ _ SS 15 15 - 11.9 15 5 BOTTOM OF BORING -16 1-7 18 20 21 22 2-3 24 'CHP 2-5 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING 8-3 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4/12199 WHILE DRILLING 12' AUGER TYPE: 4"CFA FINISH DATE 4112!99 AFTER DRILLING 12' SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION 0 N oU MC DO AAIMITS ,.200 SWELL TYPE (FEET) (BLOWS/FT) IPSFI (Y.) (,CF) IL PI (.) PRESSURE Y.0 100 PSF 6 TOPSOIL _ — 1 SANDY LEAN CLAY(CL) — — brown 2 LEAN CLAY(CL) -3 tan _ _ 4 SANDY LEAN CLAY(CL) SS -5 5 '4500 16.0 brown _ _ stiff to very stiff 6 7 increased sand with depth 8 SILTY LEAN CLAY(CL) _ _ tan. 9 SS 10 6 '500 21.8 SANDY LEAN CLAY(CLI — — brown 11 soft to Stiff _ _ 12 1-3 1-4 CLAYEY SANDSTONE SS 1- 5 19 '1500 22.6 brown poorly cemented _ _ 15 5 BOTTOM OF BORING 16 1-7 1-8 -13 20 2- 1 2-2 2- 3 24 'CHP 2-5 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING B-4 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4/12/99 WHILE DRILLING None AUGER TYPE: 4'CFA FINISH DATE 4/12/99 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N!A SOIL DESCRIPTION 0 N o u U MC 00 A. MITS .700 sv+tc, TYPE IFEETI IN IPSFI (.:) (PCF) I.E _._ill 1:G) PRESSURE kg SUC PSP 6"TOPSOIL _ _ t I SANDY LEAN CLAY(CL) - - brown 2 3 4 - - SILTY LEAN CLAY(CL) SS S 2 '3000 18.0 loft to stiff 6 SANDY LEAN CLAY(CL) 7 Olive brown medium still 8 _ _ occasional sand lenses 9 SS 1-0 10 •1000 20.6 11 1-2 CLAYEY SANDSTONE 1-3 brcwelol velrust _ _ reply weathered 14 poorly cemented _ _ SS 15 32 •9000. 18.9 15 5 BOTTOM OF BORING 16 NOTE INSTALLED PIEZOMETER 41 1-7 18 _19 20 2-1 2-2 2-3 2-4 CHP 2-5 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING 8-S RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4/12/99 WHILE DRILLING None AUGER TYPE: 4"CFA FINISH DATE 4/12199 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION 0 N OU MC 00 A•UMITS -200 SWELL TYPE (FEET) (IILOWSJFT) (PSF) 1:0) IPCF) LL PI (%) PRESSURE "4 SO0 P5F 6"TOPSOIL _ _ 1 SANDY LEAN CLAY(CL) — — Drown 2 very stdf _ _ slghtty calcareous CS 3 9 '9000+ 8.7 104.9 26 6 58.3 <500 psf None 4 SS -5 10 '9000. 8.5 6 varying amounts of sand wdh depth _ _ 7 -9 SS 1-0 8 •5000 14.5 11 1-2 -13 1-4 SS 1-5 6 22.1 15 5 BOTTOM OF BORING 15 NOTE INSTALLED PIEZOMETER 42 17 18 15 2-0 21 2-2 2- 3 24 'CHP 25 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO' 1992044 DATE. APRIL 1999 LOG OF BORING B-6 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4/12/99 WHILE DRILLING None AUGER TYPE: 4"CFA FINISH DATE 4112199 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV NfA 5 DAYS AFTER DRILLING N/A • SOIL DESCRIPTION 0 N OU MC DO • A-LIMITS •200 SWELL TYPE (FEET) Tat-ON/SIFT) (PSFI Pxl (PCF) LL PI I'%) PRESSURE T.@ S00 PSF 6"TOPSOIL — _ SANDY LEAN CLAY(CL) _ brown 2 stiff to very stiff — — 3 4 CS -5 7 '6500 10.9 104.9 28 7 54.9 <500 psf None -6 -7 increased sand with depth _ 8 9 SS 10 3 '3000 11.2 occasional sand lenses — — 11 1-2 13 1-4 SS 1- 5 6 '4000 17.4 15 5'BOTTOM OF BORING 1-6 17 to 1-9 2-0 21 22 23 2-4 'CHP 25 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING 8-T RIG TYPE: CME4S SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4112./99 WHILE DRILLING None AUGER TYPE: 4"CFA FINISH DATE 4112199 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR NIA SOIL DESCRIPTION 0 IN au Mc 00 A•UMITS .200 SWELL TYPE (FEET) (8LOWSIFT) IPSF) C45 (PCP) LL PI 1%) PRESSURE .4 500 PSF 6"TOPSOIL _ _ 1 CLAYEY SAND 150) _ _ brown 2 loose to medium dense — — 3 4 SS -5 6 '4500 8.7 6 7 -8 -9 SS 1-0 5 •4000 16.7 1-1 1-2 13 SILTY LEAN CLAY(CL) 1-4 tan very still SS 15 6 '5000 18.1 15 5 BOTTOM OF BORING 1-5 -17 -18 10 2-0 2-1 22 2-3 2-4 •CMP 2-5 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG Off BORING B•8 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH• FOREMAN:MJC START DATE 4112199 WHILE DRILLING None AUGER TYPE: 4"CFA FINISH DATE 4/12/99 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION 0 n ou Mc DO A.UMITS .200 SWELL TYPE (FEET) (6LOWSiFT) IPSF) 1%) (PCF) LL IPI I'�I PRESSURE %a 300 P5F 6"TOPSOIL — 1 CLAYEY SAND(SCI — — brown 2 loose to medn:m dense _ _ 3 -4 SS 5 6 •1500 9.1 6 1 8 5 SS 1-0 5 •2000 12.1 11 12 -13 SANDY LEAN CLAY(CL. -14 light t:ce n — — very st.rf SS 15 8 '6000 13.5 15 5 BOTTOM OF BORING 16 -17 -Id 15 2-0 21 22 23 24 • 25 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING 8.9 • RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4/12199 WHILE DRILLING None AUGER TYPE: 4'CFA FINISH DATE 4112/99 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV N1A 24 HOUR N/A SOIL DESCRIPTION O N oU MC Do !WAISTS •200 SWELL '... - TYPE (FEET.] (BL0WS,FT) IPSF) I%) (PCP) LL IPI I.41 PRESSURE 'A@ 500 PS; 6"TOPSOIL ^ t f SILTY SAND(SM) _ _ brown to light brown with depth 2 medium dense — — 3 4 SS -5 20 5.4 -6 -7 LEAN CLAY WITH SAND(CL) brown 8 medium to stiff — — 9 SS 1-0 5 '3000 12.9 ircrease3 sand will depth — — 11 12 13 1-4 occasional coarse sand lenses _ _ SS 15 5 '2000 11.9 15 5'BOTTOM OF BORING 16 NOTE INSTALLED PIEZOMETER 53 -17 18 1-9 20 21 2-2 23 2-4 CH? 2-5 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING B-1O RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4/12199 WHILE DRILLING 14' AUGER TYPE: 4"CFA FINISH DATE 4/12199 AFTER DRILLING 14' SPT HAMMER: MANUAL SURFACE ELEY N/A 24 HOUR N/A SOIL DESCRIPTION 0 N au MC 00 A•UMITS .200 SWELL TYPE (FEETI (SLOWS'FT1 (PSF) 0.0 IPCF) LL i 1%) PRESSURE 1% S00 PSF 5"TOPSOIL 1 SANDY LEAN CLAY(CL) _ — dark brown 2 SILTY SAND ISM) CS -3 7 '8500 13.2 brown _ _ loose to medium dense 4 SANDY LEAN CLAY(CLI SS -5 13 '2500 13.6 brown to tan with depth SCA to Stiff -6 7 S 9 less sand with depth _ _ SS 10 5 '1000 19.7 1- 1 12 1-3 -14 CLAYSTONE _ _ grey/brawn/rust SS 15 22 '6500 19.3 highly weathered/soh _ _ 15 5 BOTTOM OF BORING 15 17 -12 19 20 2- 1 22 2-3 2-4 CHP 25 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING B-11 RIG TYPE: CME45 SHEET l OF 1 WATER DEPTH FOREMAN:MJC START DATE 4112/99 WHILE DRILLING 8.5' AUGER TYPE: 4"CFA FINISH DATE 4/12./99 AFTER DRILUNG 8.5' SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION 0 N cu MC 00 4.UUITS .200 SWELL 'TYPE (FEET) IBLOWS/FT) IPSFI (h) (PCf) LL PI C'.I PRESSURE % 500 PSF 6"TOPSOIL _ _ 1 SILTY LEAN CLAY WITH SAND(CL) _ _ brown 2 soft to stiff _ _ 3 4 SS -5 3 '500 23.5 6 7 increased sand with depth 8 9 SS 1-0 9 '9000 21.1 CLAYSTONE _ _ brown/grey/rust 11 highly weathered _ _ soft 12 13 1-4 SS 15 32 '9000• 20.2 15 5 BOTTOM OF BORING 1-6 1-7 1-8 -19 20 21 2-2 2-3 2-4 'CHP 2- 5 Earth Engineering Consultants CULLISON FARM WELD COUNTY, COLORADO PROJECT NO: 1992044 DATE. APRIL 1999 LOG OF BORING 6.12 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4/12199 WHILE DRILLING None AUGER TYPE: 4'CFA FINISH DATE 4112199 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR NIA SOIL DESCRIPTION 0 N 0U MC 00 A4.1141TS -200 SWELL TYPE (FEET( (BL0WS(FT) (PSF) 1%) (PCF) LL jPI I:I PRESSURE 't 4 500 P5F 6"TCPSOILNEGETATION _ _ 1 LEAN CLAY JCL) dark brown -2 stir 3 4 SS 5 8 '3000 22.4 93.5 48 30 85.9 1300 psf 0.8% 6 7 8 9 CLAYSTONE SS 1-0 15 '5500 20.1 dark brown/grey highly weathered 11 soft -12 1-3 14 SS 1-5 33 '8000 18.5 15 5 BOTTOM OF BORING 1-5 17 -18 -1y 20 2- 1 22 23 2-4 •CHP 25 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING B.13 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4112/99 WHILE DRILLING None AUGER TYPE: 4'CFA FINISH DATE 4112199 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION 0 N oU MC DD AAIMITS -200 SWELL (TYPE (FEET) (BLOWS/FTI (PSF) (4) IPCF) LL PI 1.41 PRESSURE :V# $oo PSF 6"TOPSOIL/VEGETATION _ _ 1 SANDY LEAN CLAY{CU brown -2 Sc))to med,um St.H — 3 occasional sand lenses -4 SS 5 4 '1000 18.9 6 -7 CLAYSTONE -6 greyhrcwn — — higrly weathered 9 scr, SS 1-0 15 '7500 1.1 1-1 12 13 1-4 SS 1-5 28 '9000• 18.1 15 5 BOTTOM OF BORING 1-6 NOTE INSTALLED PIEZOMETER 94 -17 1-6 1-9 2-0 2- 1 22 2-3 2-4 'CI-P 25 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING 8.14 RIG TYPE: CME4S SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4112/99 WHILE DRILLING None AUGER TYPE: 4"CFA FINISH DATE 4/12199 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR NIA SOIL DESCRIPTION 0 N DU MC DO A-LIMITS .200 SWELL _ - _ (TYPE (FEET) (BLOWS.FT) IPSO - ('GI (PCF) LL PI 1%) _ - PRESSURE !: 500 PSF 6"TOPSOILVEGETATION _ _ t SANDY LEAN CLAY(CL) _ _ brown 2 -3 4 CLAYSTONE SS 5 15 '9000+ 13.5 111.0 54 34 92.1 8000 psi 7.6',i grey/brown _ _ highly weathered 6 soft to moderately hard -7 -8 -9 SS 1-0 29 •9000. 19.8 11 12 -13 -14 SS 1-5 42 '9000. 18.1 15 5 BOTTOM OF BORING 16 1-7 -1e 19 20 2- t 2-2 23 2-4 'CHP 2-5 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING 8.15 RIG TYPE: CME4S SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4112/99 WHILE DRILLING None AUGER TYPE: 4"CFA FINISH DATE 4112/99 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION 0 H IOU we 00 A-LIMITS -200 SWELL (TYPE ‘PE ET) IBL0WS,FT1 �(PSFI t'ct IPC) LL PI 1'.I PRESSURE I'.@ S00 PSF 6'-TOPSOILNEGETATION ^ 1 SANDY LEAN CLAY(CL) brown -2 stlH 3 4 increased sand with depth SS -5 5 '3500 16.9 -6 -7 SAND(SP) -6 brown loose to medium dense 9 SS 10 6 •3500 6.7 1- 1 12 1-3 SILTY LEAN CLAY WITH SAND CLk - - tan 14 very stiff SS 1-5 10 '4500 15.0 15 5 BOTTOM OF BORING 16 17 -19 1-0 20 2- 1 2-2 23 2-4 •CHP 2-5 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING B.16 RIG TYPE: CME4S SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4119199 WHILE DRILLING 8.5' �~ AUGER TYPE: 4"CFA FINISH DATE 4/19199 AFTER DRILLING 8.5' SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR _ N/A SOIL DESCRIPTION D N QU MC 00 A-LIMITS -200 SWELL TYPE (FEET) IBLOWSifTI IPSFI rSl (PCF) LL PI I:1 PRESSURE v.a SOS PSF 6'TOPSOIL - - LEAN CLAY WITH SAND(CI.) - - Drown t0 tan with depth 2 Stiff to very stiff CS -3 7 '4500 17.8 110.4 30 16 70.5 <500 Fist None 4 SS -5 3 '6000 16.5 6 7 CLAYEY SAND(SC) -8 light olive brown loose -9 occasronalgravel 5S 1-0 3 22.3 1- 1 1-2 1-3 14 SS 1-5 8 22.6 15 5 BOTTOM OF BORING 1-9 17 1-4 2-0 2- 1 2-2 2-3 24 'CH? 2-5 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING B-17 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4/19/99 WHILE DRILLING None AUGER TYPE: 4"CFA FINISH DATE 4119/99 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION D R OU NC DO A-LIMITS .250 SWELL TYPE (FEET) (BLOWS,FT) IPSFI ('nl (PCF) LL PI (%( PRESSURE ': S00 PSF 6"TOPSOIL _ _ 1 LEAN CLAY WITH SAND ICL) _ Drown 2 med.um stiff 3 4 SS -5 3 '1500 19.4 6 8 CLAYSTONE -9 grey/brown/rust _ _ highly weathered SS 10 15 '450O 21.7 soft to moderately hard -11 1-2 less weathered with depth 1-3 1-4 SS 1-5 42 '80O0 19.8 15 5 BOTTOM OF BORING 1-5 NOTE INSTALLED PIEZOMETER es 1-7 1-5 t9 2-0 2- 1 22 23 2-$ •CHP 2-5 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING 8-18 RIG TYPE: CME45 SHEET l OF 1 WATER DEPTH FOREMAN:MJC START DATE 4/19199 WHILE DRILLING None AUGER TYPE: 4"CFA FINISH DATE 4119199 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV H/A 124 HOUR NIA SOIL DESCRIPTION 0 N 0U MC 00 A-LIMITS -500 SWELL TYPE (FEET) (SLOWSrFTI IPSFI I4) IPCF) LL PRESSURE I'5 tt WOP5F 6-TOPSOIL _ SANDY LEAN CLAY(CL) Drcwn 2 very sett — — 4 SS -S 5 '6000 10.4 SILTY SAND(Stet) 6 Lrcwn Iccse -7 6 9 SS 1-0 4 '3500 16.6 Oc:ascnal clayey zones -11 -12 -13 14 { SS 1-5 3 23.7 155 BOTTOM OF BORING 16 17 13 -1i 2-0 2- 1 2-2 23 24 'CHF 2- 5 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING 8.19 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4!19/99 WHILE DRILLING None AUGER TYPE: 4"CFA FINISH DATE 4/19/99 AFTER DRILLING None SAT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR N/A SOIL DESCRIPTION D N QU MC co A-LIMITS .200 SWELL 'TYPE (FEET) IBLOWS;FT) IPSO) CA "CFI LL PI I"•I PRESSURE % $00 P5F 6"TOPSOILNEGETATION _ _ 1 SANDY LEAN CLAY{CL) brown 2 very Stiff — — 4 SS -5 5 '9000+ 10.5 39 19 65.4 1000 psf 0.50% -6 7 8 SILTY CLAYSTONE -9 brown/grey/rust highly weathered SS 1-0 23 '7000 12.3 49 30 96.9 , 3400 psf 2.30% soh 1-1 1-2 1-3 1-4 SS 1-5 29 '9000• 19.5 15 5'BOTTOM OF BORING 1-6 1-7 1-8 15 20 21 2-2 22 2-4 'CHP 25 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING 8.20 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4119199 WHILE DRILLING None AUGER TYPE: 4-CFA FINISH DATE 4/19199 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR N/A SOIL DESCRIPTION 0 N CU MC DD A-LIMITS -200 SWELL ( [TYPE (FEET) (BLCWSFT) IPSF) I%) IIPCFI LL f PI (:S) (PRESSURE %a 500 PSF fi"TOPSOILNEGETATION _ _ SANDY LEAN CLAY(CL) _ _ brown 2 51:15 to very st.H _ _ Ca'Careous deoosds CS 3 11 •9000• 16.9 103.6 40 23 62.9 <500 psf None 4 SS -5 3 '2500 23.7 B. 9 CLAYSTONE browNoreyrrust SS 1-0 11 '35"7- 25.2 • h jr'7 weathered _ _ soft 11 -12 _13 14 • • SS 1-5 24 •6000 23.3 • - 15 5 BOTTOM OF BORING 15 -17 _19 1S 20 21- _ 2-2 2-3 2-4 2-5 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING B-21 RIG TYPE: CME4S SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4119/99 WHILE DRILLING 9.5' AUGER TYPE: 4"CFA FINISH DATE 4119/99 AFTER DRILLING 9.5' SPTHAMMER: MANUAL SURFACE ELEV N.A 24 HOUR N/A SOIL DESCRIPTION 0 N DU MC 05 A•UNITS 1200 SWELL TYPE (FEET) (SLOWS,FT) (PSF) ('t) IPCFI LL IPI II'L) PRESSURE N a$00 P5 5"TOPSOILNEGETATION - - bbd SANDY LEAN CLAY(CLI brown -2 star -3 4 SS 5 5 '2500 20.8 6 7 a +ncreased sand with depth -9 SS 1-0 5 •2500 20.2 11 CLAYSTONE _ _ brown/grey/rust 12 highly weathered soft 1-3 1-4 SS 1-5 25 '7500 22.7 15 5'BOTTOM OF BORING 1-5 NOTE INSTALLED PIEZOMETER e5 17 1-a S-S 2-9 2-1 2-2 2-3 2-1 'CH? 2-5 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992944 DATE: APRIL 1999 LOG OF BORING 6.22 RIG TYPE: CME4S SHEET 1 OF 1 WATER DEPTH FOREMAN;MJC START DATE 4119199 WHILE DRILLING 14' AUGER TYPE: 4'CFA FINISH DATE 4)19199 AFTER DRILLING 14' SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION 0 N DU MC 00 A-LIMITS -200 SWELL tYPE IFEET) (OLOWSIFT) (PSF) (Y.) (PCF) LL 1P1 (X) PRESSURO '4#500 PSF • < 6"TOPSOIL — — 1 SANDY LEAN CLAY(CO _ brown 2 s:dt to very stiff _ _ 3 occasional calcareous deposits 4 CCCasronal sand lenses SS -5 7 '9000 16.5 6 -7 a CLAYEY SAND(SC) Olive brown 9 loose to medium dense SS 1-0 6 '2500 3.4 1- 1 12 13 Occas.cnat lenses ed coarse sand and gravel 14 SS 1-5 12 •3500 19.0 15 5 6O7701.1OF BORING 1-6 -17 19 1-9 2-0 21 22 2- 3 2-4 'CI+P 2-5 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING B.23 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4119199 WHILE DRILLING 13' AUGER TYPE: 4"CFA FINISH DATE 4119199 AFTER DRILLING 13' SPY HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR N/A SOIL DESCRIPTION b N 0U Mc 00 A UMITS Q00 SWELL I TYPE (FEET) IBLOWSJFTI IPSF) CA) (PCF) LL PI I1%) PRESSURE SOO PSF 6'TOPSOIL _ _ 1 SANDY LEAN CLAY(CL) brown 2 CLAYEY SAND(SC) -3 brown t0 Olive with depth _ _ loose Co medium dense 4 SS -5 3 '4000 18.4 6 -7 -8 9 SS 10 6 '2500 22.8 11 1-2 1-3 Occasional coarse sa"d lenses 14 SS 1-5 25 '3500 24.6 15 5 BOTTOM OF BORING 16 NOTE INSTALLED PIEZOMETER a7 1-7 -18 1-9 2-0 21 22 2-3 24 CHP 25 Earth Engineering Consultants CULLISON FARM • WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE; APRIL 1999 LOG OF BORING 8.24 RIG TYPE: CME4S SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4119199 WHILE DRILLING 10' AUGER TYPE: 4'CFA FINISH DATE 4119/99 AFTER DRILLING 10' SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION o N Ou MC OO A-LIMITS -200 SWELL r _ TYPE (FEET) (BLOWS-FT) IPSFI Ct) (PCF) LL frI (A) PRESSURE %@ 500PSF 6'TOPSOIUVEGETATION - - 1 CLAYEY SAND(SC) brown -2 loose to meo.•um dense — 4 ES -5 2 '4000 11.4 6 -7 8 9 occas.cnal coarse sand lenses SS 1-0 6 - 23.4 1- 1 1-2 1-3 increases gavel x.t'I depth 14 ES 1-5 19 10.4 15 5 BOTTOM OF BORING 16 1-7 1B 1-9 2-0 21 22 2-3 2-4 CHP 2- 5 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO • PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING 8.25 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4/19/99 WHILE DRILLING 9' AUGER TYPE: 4-CFA FINISH DATE 4/19/99 AFTER DRILLING 9' SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION D 0 Ou MC 00 A.LIMITS .200 SWELL TYPE (FEET) 18LOWS.FT) (PSF) (101 IPCF) LL PI 1':I PRESSURE %#$00 PSI 6"TOPSOIL'VEGETATION SANDY LEAN CLAY(CL) _ brown 2 increased said*4h declh -3 CLAYEY SAND'SC] -4 brown loose to med.um dense CS 5 7 '3000 21.4 6 -7 -8 9 SS 1-0 5 '1000 34.4 1- 1 CLAYSTONE brown/9rey/r„st 1-2 highly weathered sort 1-3 1-4 SS 15 25 '7500 23.2 15 5'BOTTOM OF BORING 1-5 -17 18 1-9 20 21 22 23 2-4 CHP 25 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING B.26 RIG TYPE: CME4S SHEET I OF 1 WATER DEPTH _ FOREMAN:MJC START DATE 4/19/99 WHILE DRILLING 11.5• AUGER TYPE: 4"CFA FINISH DATE 4119/99 AFTER DRILLING 11.5• SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION 0 N GU MC 0D A.UMITS .2W I SWELL TYPE (5681) (BLOW$IFTI 155F) (,.) (PCFI LL PI ('L) PRESSURE '.L a,S00 PSF 6'TOPSOL — SAND pr e^ 2 .ocse 3 occasional clayey zones 4 SS 5 7 '6500 11.8 -6 7 a -9 SS 1-O 3 •2500 17.1 1-1 12 13 14 $5 15 4 17.9 15 5'BOTTOM OF BORING 1-6 1-7 1-9 1-9 2-0 21 22 23 24 'CHP 2-5 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING 8.27 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4119/99 WHILE DRILLING r 9.5' AUGER TYPE: 4"CFA FINISH DATE 4119/49 AFTER DRILLING 9.5' SAT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR NSA SOIL DESCRIPTION 0 N OU MC DO A•LIMITS -200 SWELL TYPE /FEET) _/BLOWS:FT) (PSFI I'M ,(PCP) LL 'PI ILl PRESSURE /. 500 P5/ 6"TOP SOILNEGETATION -1 SAND($P) brown 2 loose 10 medium dense -3 occasional Clayey Zones 4 SS -5 8 '3500 15.7 6 7 8 9 • SS 1-0 6 '1000 22.4 -11 -12 1-3 CLAYSTONE 14 brow'-grey/rust — — h.ghly weathered SS 15 23 '9000. 21.2 sch 15 5 BOTTOM OF BORING 1-6 17 18 1-9 2-0 21 2-2 2-3 24 CHP 2-5 _ y i Earth Engineering Consultants CULLISON FARM - WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING 9.28 RIG TYPE: CME4S - SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4119199 WHILE DRILLING 8• AUGER TYPE: 4"CFA FINISH DATE 4119/99 AFTER DRILLING 8• SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION b N ou MC DO A•LIMITS -200 SWELL TYPE_(FEET) ISL0WS.FT) (PSF) V.1 (PCP) LL Pr (9.) PRESSURE •: 500 PST 6"TOPSOIL/VEGETATION 1 CLAYEY SAND{SC) _ brown 2 loose to medium dense 3 occasional coarse sand ZOnes 4 SS 5 5 •2500 23.0 6 -7 -6 -9 SILTY FINE SAND ISM) brown SS 1-0 4 21.5 loose to medium dense 11 1-2 1-3 1-4 SS 15 9 •2500 21.1 15 5 ROTTOP.I OF BORING 76 NOTE.INSTALLED PIEZOMETER as 1-7 1-8 1-8 2-0 2-1 2-2 23 2-4 •CHP 2-5 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE APRIL 1999 LOG OF BORING B•29 RIG TYPE: CME4S SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4/19/99 WHILE DRILLING 9.5' AUGER TYPE: 4-CFA FINISH DATE 4/19/99 AFTER DRILLING 9.5' SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR N/A SOIL DESCRIPTION 0 a Cal MC bo A-LIMITS a00 SWELL (TYPE (FEET) (BLOWS1F1) (PSF) ('ti) (PCF) IL PI I':1 PRESSURE •.t•>0 500 PSF 6"TOPSOIIIVEGETATION - - LEAN CLAY WITH SAND(CL) _ _ brown 2 very suH CS -3 8 '7000 17.5 30 16 70.1 '500 psf None CLAYEY SAND(SC) -4 brown loose to med.um dense SS -5 7 •5000 16.8 -6 7 -8 less clay w.th depth 9 SS 1-0 14 '1000 21,0 11 1-2 1-3 1-4 LEAN CLAY WITH SCATTERED GRAVEL(CL) _ _ brown SS 15 13 '3500 22.5 I T stiff to very still — - 15 5 BOTTOM OF BORING 16 -17 18 15 20 2- 1 2-2 2-3 2-4 'CHP 25 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING 8-10 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4119/99 WHILE DRILLING 10.5' AUGER TYPE: 4.'CFA FINISH DATE 4119/99 AFTER DRILLING 10.5'SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION 0 N GU MC '00 A-LIMITS -200 SWELL TYPE (FEET) IBLOWSrFT) IPSF) es) IPCFI LL PI 1".) PRESSURE I•b t 500 v5F 6'TOPSOIL/VEGETATION CLAYEY SAND(SCI brown 2 loose to medium Oerse 3 less clay w,th depth 4 SS -5 7 '5500 7.1 -6 occasional coarse sand lenses -7 -6 -9 scattered gravel SS 10 8 22.3 11 CLAYSTONE 12 brown/grey/rusl — higr.ly weathered 13 soft 1-4 SS 15 29 '9000 22.1 I I 15 5 BOTTOM OF BORING 16 -16 12- . 2-0 2' 2-2 2-3 •CHP 2- 5 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING 6.31 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4/19/99 WHILE DRILLING None AUGER TYPE: 4"CFA FINISH DATE 4119!99 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION 0 N OU MC 00 A-LIMITS 400 SWELL TYPE (FEET) (BLOWS,FT) (PSF) I'4) (PCF) IL PI (/.I PRESSURE •r.e$52 PSF 6 TOPSOIL 1 SILTY SAND(5M) brown -2 loose -3 increased clay with depth 4 SS 5 4 •6000 17.3 6 -7 8 9 CLAYSTONE SS 1-0 18 •9000 20.9 grey/brown soft 1-1 occas:onat sandy zcres 1-2 13 1-4 SS 1-5 28 '9000* 22.2 15 5 BOTTOM OF BORING 15 1-7 -13 IJ 20 21 2-3 24 CHP 2-5 Earth Engineering Consultants CULUSONFARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING B-32 RIG TYPE: HURRICANE SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4120/99 WHILE DRILLING g AUGER TYPE: 4-CFA FINISH DATE 4120199 AFTER DRILLING g• SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION 0 N ou MC DO A.LNITS L2aa SWELL !TYPE (FEET) BLOW5/FT) (PSFI 1%1 IPCFI LL PI (t•I Pq ESSURE :�0 0 PSF 6'TOPSOILNEGETATION 1 SANDY LEAN CLAY(CL) brown -2 soft t0 stdf -3 4 SS 5 3 •500 26.0 -6 increased sand with depth 8 9 ss 10 8 -1500 27.0 ! 11 1-2 increased sand with depth 13 -14 SS 1-5 9 '1000 23.4 15 5'BOTTOM OF BORING 1-5 ^ NOTE INSTALLED PIEZOMETER 99 17 • 18 • 1-9 20 2-1 2-2 2-3 • 2-4 •CHP 25 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING 8-33 RIG TYPE: HURRICANE SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4/20/99 WHILE DRILLING AUGER TYPE: 4'CFA 12' FINISH DATE 4!20199 AFTER DRILLING 1Z' SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR N/A SOIL DESCRIPTION 0 N OU MC 00 A-LIMITS -Zoe SWELL 'TYPE {FEET) (8LOWS/FT) (ASP) 1.1 IPCFI LL Pf IR) PRESSURE 1%O 500 PSF 6'TOPSOILNEGETATION SANDY LEAN CLAY(CL) brown.calcareous -2 SILTY SAND(SK • brawn CS -3 17 •6000 5.6 26 11 46.5 c500 psf None loose 10 medium dense 4 Occasional coarse sand lenses SS 5 8 •6000 7.8 6 -7 -8 9 SS 1-0 13 •4500 7.8 1-1 12 1-3 -14 SS 15 9 22.1 15 5'BOTTOM OF BORING 1-6 1-7 1-e 13 2-0 2- 1 22 2-3 2-4 •CHP 25 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING 8.34 RIG TYPE: HURRICANE SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4120/99 WHILE DRILLING 7' AUGER TYPE: 4"CFA FINISH DATE 4120/99 AFTER DRILLING T SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR NIA SOIL DESCRIPTION 0 rvd0 MC DO A-UMITS -200 SWELL TYPE L IFEET) ,IOLOWSrFT) IP5FI 141 IPCF) LL PI I%) PRESSURE I:'.€S00 P5F 6"TOPSOILNEGETATION _ _ 1 SILTY LEAN CLAY(CL) _ _ light brown 2 stiff to very stiff _ 3 4 SS -5 9 -4500 17.3 Increased sand with depth _ _ 6 7 SANDY LEAN CLAY(CL) -8 light olive brown _ _ medium stiff 9 SS 1-0 16 '1500 23.6 43 28 75.6 <500 psf None CLAYSTONE 1-1 brown/grey/rust _ _ highly weathered 12 soft 13 -14 SS 15 11 -3000 18.2 15 5'BOTTOM OF BORING 1-6 NOTE INSTALLED PIEZOMETER 410 -17 -to -u 2-0 2- 1 22 2- 3 2-4 CHP 25 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE APRIL 1999 LOG OF BORING B-35 RIG TYPE: HURRICANE SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4120199 WHILE DRILLING f 8.5' AUGER TYPE: 4"CFA FINISH DATE 4120199 AFTER DRILLING 8.5' SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION o N DU MC DO A-LIMITS 200 SWELL TYPE`IFEET) 'BLOWS:FT) IPSFI MMI_. (FCC) LL PI JR'.) PRESSURE •'.g 500 PSF r 6"TOPSOILNEGETATION _ _ 1 SANDY LEAN CLAY(CL) - - Gown 10 tan wrth depth 2 st H _ _ 3 _4_ I I SS 5 10 - 2a.a -6- 7 -8 occasional sand lenses -9 SS 10 5 '1000 25.6 1- 1 SILTY SANG(SM) t-^_ brown loose to medrurn dense 13 14 SS 15 8 23.0 155'BOTTOM OF BORING 1-5 1-7 1-8 -IS 20 2- 1 22 2-3 2-4 - - •CHP 25 Earth Engineering Consultants GROUNDWATER OBSERVATION DATA OBSERVATIONS WHILE DRILLING CULLISON FARM -WELD COUNTY, COLORADO EEC PROJECT NUMBER: 1992044 Boring Number B-1 6-2 B-3 B-4 [P-1] B-5 [P-2] B-6 6-7 Depth to Groundwater 9' 11.5' 12' dry dry dry dry Boring Number 6-8 6-9 [P-3] B-10 B-11 6-12 6-13 [P-4] 6-14 Depth to Groundwater dry dry 14' 8.5' dry dry dry Boring Number B-15 B-16 B-17 [P-5] B-18 8-19 8-20 6-21 [P-6] Depth to Groundwater dry 8.5' dry dry dry dry 9.5' Boring Number B-22 B-23 [P-7] 6-24 B-25 B-26 B-27 B-28 [P-8] Depth to Groundwater 14' 13' 10' 9' 115 9.5' 8' Boring Number B-29 B-30 B-31 6-32 [P-9] B-33 B-34 [P-10] B-35 Depth to Groundwater 9.5' 10.5' dry a 12' 7' 8.5' -;t C EE EARTH ENGINEERING CONSULTANTS, INC. PERCOLATION TESTS Test Area #1 Date 4/21/99 Sheet l of 1 Addition Cullison Farm it I toles 3 . Diameter —6" , Depth —32" Location Weld County, Colorado Presoak time 24 hours Acres Tests by MJC Weather Test for Everitt Companies Hole # Time Depth Inctement Time Depth '""e"'r"' Time Depth Increment Perc Rate "lime Fall In. Time Fall In. Time Fall mm/inch Min. Min. Min. In. 1 1 : 23 24"/18 . 25" -- -- 3 : 40 21 . 25" 44 0 . 75 51 . 3 2 : 23 19 . 75" 60 1 . 5 2 : 56 20 . 5" 33 0 . 75 2 1 : 23 26"/18 . 5" -- -- 3 : 40 22 . 0" 44 1 . 25 44 2 : 23 20 . 25" 60 1 .75 2 : 56 20 . 75" 33 0 . 5 3 1 :23 31"/22 . 25" -- -- 3 :40 25 . 5" 44 0 . 75 51 . 3 2 : 23 24 " 60 1 . 75 2 : 56 24 . 75" 33 0 . 75 Average percolation rate 49 PROJECT: Cullison Farm \Veld County, Colorado PROJECT NO: 1992044 110, EXEC : EARTH ENGINEERING CONSULTANTS, INC. PERCOLATION TESTS Test Area #2 Date 4/21/99 Sheet 1 of 1 Addition Cullison Farm ill loles 3 , Diameter --6" , Depth —32" Location Weld County, Colorado Presoak time 24 hours Acres Tests by MJC Weather Test for Everitt Companies I lole ii Time Depth '"""""" Time Depth '""""°"' Time Depth '"`r"""" Perc Rate Time Fall In. Time Fall In. Time Fall min/inch Min. Min. Min. In. 1 1 : 32 32/21 . 25" -- -- 3 : 51 27" 52 1 .25 30 . 9 2 :26 24 . 25" 54 3 . 0 2 : 59 25 . 75" 33 1 . 5 2 1 : 32 25"/17 . 5" -- -- 3 : 51 21" 52 1 . 0 42 . 5 2 : 26 19" 54 1 . 5 2 : 59 20" 33 1 . 0 3 1 : 32 30"/24" -- -- 3 : 51 26" 52 0 . 75 56 . 7 2 : 26 24 . 5" 54 0 . 5 2 : 59 25 . 25" 33 0 . 75 Average percolation rate 43 .4 PROJECT: Cullison Farm \Veld County, Colorado PROJEC I NO: 19920-Id AL Ee �at EARTH ENGINEERING CONSULTANTS, INC. PERCOLATION TESTS Test Area //3 Date 4/21/99 Sheet 1 of 1 Addition Cullison Farm ft Holes 3 , Diameter —6" , Depth —32" Location Weld County, Colorado Presoak time 24 hours Acres Tests by MJC Weather Test for Everitt Companies I lole ft Time Depth '"""""" Time Depth '"""""" Time Depth harems"' Pere Rate Time Fall In. Time Fall In. Time Fall min/inch Min. Min. Min. In. 1 1 : 39 32/23 . 25" -- -- 3 : 59 28 . 75" 56 1 . 75 30 2 :29 25 . 75" 50 2 . 5 3 : 03 27" 34 1 . 25 2 1 : 39 31"/24 " -- -- 3 :59 28 .25" 56 1 . 0 40 2 : 29 26" 50 2 . 0 3 : 03 27 . 25" 34 1 . 25 3 1 : 39 32"/25 . 75" -- -- 3 : 59 27 . 75" 56 0 .75 72 2 : 29 26 . 5" 50 0 . 75 3 : 03 27" 34 0 . 5 Average percolation rate 47 . 3 PROJECT: Cullison Farm Weld County, Colorado ilteillPROJECT NO: 19920-I I ��■.. "'Cj EARTH ENGINEERING CONSULTANTS, INC. PERCOLATION TESTS Test Area #4 Date 4/21/99 Sheet 1 of 1 Addition Cullison Farm it 1-toles 3 , Diameter —6" . Depth —32" Location Weld County, Colorado Presoak time 24 hours Acres Tests by MJC Weather Test for Everitt Companies I tole it Time Depth '""`" "' Time Depth '"""""" Time Depth '"""""" Pere Rate Time Fall In. Time Fall In. Time Fall min/inch Min. Min. Min. In. 1 1 : 47 28/20 . 5" -- -- 4 : 08 Dry 60 -- 21 . 6 2 : 34 23 " 47 2 . 5 3 : 08 24 . 25" 34 1 . 25 2 1 : 47 24 . 5"/21 . 75" -- -- 4 : 08 Dry 60 -- 54 2 : 34 22 . 75" 47 1 . 0 3 : 08 23 . 25" 34 0 . 5 3 1 : 47 28"/21" -- -- 4 : 08 25 . 5" 60 2 . 0 31 .3 2 : 34 22 . 5" 47 1 . 5 3 : 08 23 . 5" 34 1 . 0 Average percolation rate 35 . 6 PROJECT: Cull ison Farm Weld County. Colorado PROJECTNO: 19020-J-I AE+EC`' • EARTH ENGINEERING CONSULTANTS, INC. PERCOLATION TESTS Test Area #5 Date 4/21/99 Sheet 1 of 1 Addition Cullison Farm # Holes 3 , Diameter —6" , Depth --32" Location Weld County. Colorado Presoak time 24 hours Acres Tests by MJC Weather Test for Everitt Companies Hole 17 Time Depth In ''e"I Time Depth Inclement Time Depth Increnlent Pere Rate Time Fall In. Time Fall In. Time Fall min/inch Min. Min. Min. In. 1 1 : 55 30/19 . 5" -- -- 4 : 14 24 .25" 60 1 . 25 42 . 2 2 : 39 22 " 44 2 . 5 3 : 14 23 " 35 1 . 0 z. 1 : 55 30"/22 . 5" - - -- 4 : 14 25 . 25" 60 0 .5 76 2 : 39 24 " 44 1 . 5 3 : 14 24 . 75" 35 0 . 75 3 1 : 55 30"/20 . 25" -- -- 4 : 14 26 .25" 60 1.25 31 . 7 2 : 39 23 . 25" 44 3 . 0 3 : 14 25" 35 1 . 75 Average percolation rate 50 PROJECT: Cullison Farm \Veld County, Colorado PROJECT NO: 19920.1.1 1 E{E '' EARTH ENGINEERING CONSULTANTS, INC. PERCOLATION TESTS Test Area /16 Date 4/21/99 Sheet 1 of I Addition Cullison Farm 1/ I-loles 3 , Diameter —6" , Depth —32" Location Weld County, Colorado Presoak time 24 hours Acres Tests by MJC Weather Test for Everitt Companies Hole II Time Depth '""`'"""' Time Depth '""`"""' Time Depth Increment Pere Rate Time Fall In. Time Fall In. Time Fall min/inch Min. Mitt Min. In. 1 2 : 04 18/13 . 75" -- -- 4 : 21 14 .75" 54 0 . 5 128 2 :45 14 " 41 0 . 25 3 :27 14 . 25" 42 0 . 25 2 2 : 04 26"/16 . 5" -- -- 4 : 21 19 . 5" 54 0 . 75 54 . 9 2 :45 17 . 75" 41 1 . 25 3 :27 18 . 75" 42 1 . 0 3 2 : 04 27"/17 . 5" -- -- 4 : 21 20" 54 0 . 75 64 2 :45 18 . 5" 41 1 . 0 3 :27 19 . 25" 42 0 . 75 Average percolation rate 82 . 3 PROJECT: Cullison Farm Weld County, Colorado i PRO.II;C l NO: <lt/ o_I : EXEC EARTH ENGINEERING CONSULTANTS, INC. PERCOLATION PESTS Test Area #7 Date 4/21/99 Sheet 1 of 1 Addition Cullison Farm # Holes 3 , Diameter --6" , Depth —32" Location Weld County, Colorado Presoak time 24 hours Acres Tests by MJC Weather Test for Everitt Companies Hole # Time Depth Inclement Time Depth Increment Time Depth Incremem Pere Rate Time Fall In. Time Fall In. Time Fall min/inch Min. Min. Min. In. 1 2 : 11 33/21 . 0" -- -- 4 : 26 24 . 75" 55 1 . 25 43 . 6 2 : 48 22 . 5" 37 1 . 5 3 : 31 23 . 5" 43 1 . 0 2 2 : 11 31"/21 . 5" - - -- 4 :26 24 . 75" 55 1 . 25 43 . 6 2 : 48 22 . 5" 37 1 . 0 3 : 31 23 . 5" 43 1 . 0 3 2 : 11 29"/20 . 5" - - -- 4 :26 22 .5" 55 0 . 75 65 . 3 2 : 48 21" 37 0 . 5 3 : 31 21 . 75" 43 0 . 75 Average percolation rate 50 . 8 PROJECT: Cullison Farm Weld County, Colorado EECw PRO.It'.CI' NM: 199'0-l-1 r Ti � E EARTH ENGINEERING CONSULTANTS, INC. PERCOLATION TESTS Test Area #8 Date 4/21/99 Sheet I of I Addition Cullison Farm U Holes 3 , Diameter --'ter' , Depth —32" Location Weld County, Colorado Presoak time 24 hours Acres Tests by MX Weather Test for Everitt Companies . -I I lolc U Time Depth y !" 1I1,"r Time Depth Increment Time Depth Increment Pere Rate Time Fall In. Time Fall In. Time Fall min/inch h'Iin. Min. Min. In. t I I I A 2 : 17 32_/19. 5" -- --- 4 : 32 28 . 5" 58 1 . 5 T 50 . 5 2 :51 26 . 5" 34 7 . 0 3 :34 27" 43 0 . 5 2 2 : 17 30"/21.75" -- -- 4 :32 25.25" 58 1 . 25 40 .4 2 : 51 22 .75" 34 1 . 0 3 : 34 24" 43 1.25 r 3 2 : 17 32"/21 . 5" -- -- 4 :32 25 . 5" 58 1 . 5 —, ____ 36 . 7 2 : 51 22 . 75" 34 1 .25 3 :34 24" 43 1.25 Average percolation rate 42 . 5 PROJECT: Cullison Farm ,. Weld County. Colorado +�4f , ',«, EEC , PROJF(''I' NO: 1902.0.1.1 �_ SWELL/CONSOLIDATION TEST RESULTS Material Description: Brown Leon Cloy Sample Location: B-12 S-1 © 4' Liquid Limit: 48 Plastic Limit: 18 Plasticity Index: 30 % Passing #200: 85.9 Beginning Moisture: 22.2% Dry Density: 93.5 psf Ending Moisture: 24.0% Swell Pressure: 1300 psf % Swell ® 500 psi : 0.8% 12 I I I I I 10 I 1 I I 1 , 8 _ 1 - I I in 6 . , I I I I F 4 I t E I - 1 o I I c 2 I I I FI I I I ; F I I I D e ._________:Th - F g Added-� 1 I '� 1 $ 2 . . F I I .5 I I I o , I ._ I 4 _ I 1 i1 I i F I 1 , 1 , 1 1 1 � 6 I I . , I I I 1 _ I. I I i I I II II i t 0.C' 005 0.1 0.5 1.0 5.0 10.0 Locd (TSr) Project: Cullison Form Project No: 1992044 I �.. 1 ..TG�TG� M' Weld County, Colorado Date: April 1999 SWELL/CONSOLIDATION TEST RESULTS Material Description: Highly Weathered Cloystone Sample Location: B-14 S-1 @ 4' Liquid Limit: 54 Plostic Limit: 20 Plasticity Index: 34 % Passing #200: 92.1 Beginning Moisture: 14.87. Dry Density: 111.0 ps1 Ending Moisture: 19.07. Swell Pressure: 8000 ps( % Swell O 500 psf : 7.6% I I I 12 1 1 r I I I 1 1 I 10 1 k 1 I I 1 a , 111111 ��11111 ■�11I11 I I 1.........�..1........�. ... I-. 4 ....i�� 1 :1111�.`� I X11 ■111111�I1I1 I o I I 1 ac 2 1 I a_ - 11111111 111111111� ( 0 0 Writ pr ° I 1 Added I I O a 2 I I- I vi 1 I 1 1 11 o I 1 4 ` I I I I 1 I i 6 I II I I 1 I 0.01 0.05 0.1 0.5 1.0 5.0 10.0 Load (TSf) Project: Cullison Form Project No: 1992044 IEJECM' Weld County, Colorodo Dote: April 1999 SWELL/CONSOLIDATION TEST RESULTS Material Description: Sandy Leon Clay (cl) Sample Location: B-19 S-1 O 4' Liquid Limit: 39 Plastic Limit: 20 Plasticity Index: 19 % Passing #200: 65.4 Beginning Moisture: 7.3% Dry Density. 114.8 psf Ending Moisture: 18.77. Swell Pressure: 1000 psf % Swell © 500 psf : 0.57. , r 12 I i i I I 1 10 I • 1• I . I' i I 8 1 I 1 I I — I i 1 I 6 I I I I 4 1 I I E I 1 I I- I I MO I I I 2 I I I I C) I I I I a I I I 1 0 I 11 •° I ■� Added 1 ,�♦1� I 2 ± 1 ` I I15 111111 0 I i I ' t 0 4 i 1 I I Hill I 11 I 6 I I I i I I I , I I I I I I 0 O 0.05 01 0.5 1.0 5.0 10.0 Locc (TSF) Project: Cullison Form Project No: 1992O44 =CM' Weld County, Colorado Date: April 1999 SWELL/CONSOLIDATION TEST RESULTS Material Description: Weathered Silty Cloystone Sample Location: B-19 S-2 O 9' Liquid Limit: 49 Plastic Limit: 19 Plasticity Index: 30 % Passing #200: 96.9 Beginning Moisture: 19.17. Dry Density: 97.5 psf Ending Moisture: 22.57. Swell Pressure: 3400 psf % Swell ® 500 psf : 2.3% 1 1 12 I I I I I I I I , . I 10 I I 1 I I I I I I _ 8 I I I- I •I - I I I . . I Tii o 6 I I ■■�■ mill ■■�■■■■1■-■■�■■■■1■ y : IIlIII1II]III I I I I 0 c ater o I Added , I I 2 I I _1 N I I I I I t 0 4 I I I 1 I I I 11■■■■� 1 I 6 11■■11 I I I I I- I I I f 1 0O1 0.05 0.1 0.5 1.0 5.0 10.0 Load (T59 Project: Cullison Farm Project No: 1992044 lEIEC ' Weld County, Colorado Date: April 1999 SWELL/CONSOLIDATION TEST RESULTS Material Description: Brown Leon Cloy with Sand _ Sample Location: B-29 S-1 © 2-3' Liquid Limit: 30 Plastic Limit: 14 Plasticity Index: 15 % Possing #200: 70.1 Beginning Moisture: 14.6% Dry Density, 113.5 psf Ending Moisture: 17.97. Swell Pressure: <500 psf % Swell O 500 psf : None 12 I 10 , — - I 8 - I. - . I cn 6 _ I , R _ } c r _ a) a) 4 I _ __.. o I C. 2 _ _. l ` si) _ I I a_ I O - I o _ Ached �________ o I I . `' 4 I I I l { I I _ - - 5 I ; I r I 1 I , ! f- I i I , I 1 I 0.01 0.05 0.1 0.5 1.0 5.0 too Load (TSF) Project: Cullison Farm Project No: 1992044 1E1E;( ' Weld County, Colorado Date: April 1999 SWELL/CONSOLIDATION TEST RESULTS Material Description: Brown Silty Fine Sand Sample Locotion: 8-33 S-1 ® 2' Liquid Limit: 26 Plastic Limit: 14 Plasticity Index: 11 % Passing #200: 46.5 Beginning Moisture: 7.2% Dry Density. 93.8 psf Ending Moisture: 25.27. Swell Pressure: <500 psf % Swell @ 500 psf : None I - - I - I - 12 --1 { t I _ I . _ 1- 10 I I . ' " I ' I _I I 8 I I { • I —ri I I I 6 I I I I_ I c I - . - - r nEi 4 I > 1 o I c 2 11 I . o r u Cu-a_ I _ _ I I o f} • I I l o �ntnr o Added , 2 I I c I { I I _ . o I T I I I I `I I 1 — I I I 4 I _ I I I I I . 1' III I I r I I s . I I 1 I li t I I I{ III I 0.01 0.05 0.1 0.5 1.0 5.0 10.0 Locd (TSF) Project: Cullison Form Project No: 1992044 =,(M. Weld County, Colorado Dote: April 1999 SWELL/CONSOLIDATION TEST RESULTS Material Description: Brown Silty Sandy Leon Clay Sample Location: B-34 5-2 CO 9' Liquid Limit: 43 Plastic Limit: 15 Plasticity Index: 28 7 Passing #200: 75.6 Beginning Moisture: 22.17. Dry Density: 92.7 psf Ending Moisture: 24.57. Swell Pressure: <500 psf % Swell © 500 psf : None 12 I I I . I _ I . 10 I _ . I I ._ - _ . 8 I 1 a I ) — (n 6 — - I I - _ — I - r E 4 eu 1 O I M u 2 I _ _ l { O I I I a I _ . . . I I , 0 } o —,------------ c i Water _ o I Added I I♦ 2 I _ II ArliI I cf,c I I 1 O I `. I I _ 4 I I - I I I • I- - I - I - I - I I I I 6 { 1 1 - I I I _ I 1 1 , , I 0.01 0.05 0.1 C.5 1.0 5.0 10O Load (TSF) Project: Cullison Form Project No: 1992044 Weld County, Colorado Dote: April 1999 {EEC ` EARTH ENGINEERING CONSULTANTS, INC. June 1, 1999 Everitt Companies 3030 South College Avenue P.O. Box 2125 Fort Collins, Colorado 80522 Attn: Mr. Stan Everitt Re: Addendum No. 1 Cullison Farm Development Weld County, Colorado EEC Project No. 1992044 Mr. Everitt: Our geotechnical subsurface exploration report concerning the Cullison Farms development was submitted to your attention on May 7, 1999. In that report, we indicated that additional percolation testing was being completed to better evaluate the anticipated percolation characteristics of the site soils with regard to use of individual wastewater disposal systems. The results of that percolation testing are included with this report. In addition to the site percolation testing, additional exploration was completed on an approximate 38-acre parcel adjacent to the north side of the property which was excluded from the original exploration. Results of the additional site exploration are also provided with this report. The location of all percolation tests completed as a part of this project are shown on the attached boring location diagram. The percolation tests were completed in 6-inch nominal diameter by 36-inch deep borings after presoaking those boreholes for a period of approximately 24 hours. A summary of the percolation test results is included with this report. In general, the percolation rate of the site soils is on the order of 30 to 40 minutes per inch. A much lower percolation rate was encountered at one of the test locations; however, that test seems to be an anomaly given the remainder of the data CENTRE FOR ADVANCED TECHNOLOGY 2301 RESEARCH BOULEVARD, SUITE 04 FORT COLLINS, COLORADO 80526 (970) 224-1522 (FAx) 224-4564 a'hiaF� �! 2* ' ..., .. . �� 4 Earth Engineering Consultants,Inc. EEC Project No. 1992044 June 1, 1999 Page 2 developed. Although individual percolation tests will be required at specific locations of the individual wastewater disposal systems, the results of the percolation tests completed indicate the percolation rates of the near surface soils should generally be acceptable for construction of standard absorption fields. Weld County regulations require a 4-foot minimum separation between the base of the absorption fields and either seasonal high groundwater or identified bedrock. In isolated areas of the site, care will be needed in establishing elevations to meet those criteria. A diagram indicating areas where groundwater or bedrock was observed within 6 feet of present ground surface is provided with this report. Concerning the additional exploration on the north 38 acres, soil borings were completed in that area using a truck-mounted drill rig. Those borings were extended to depths of approximately 15 feet below present site grades. The materials encountered at those boring locations consisted of low plasticity sandy lean clays to depths of approximately 3 to 9 feet. The lean clay soils contained occasional sand or very sandy zones and were generally stiff to very stiff. In borings B-1 and B-3, highly weathered bedrock was encountered beneath the lean clay soils. The bedrock consisted of varying sandstone and claystone with moderate plasticity and moderate swell potential. At the other boring locations, the cohesive soils were underlain by silty or clayey sand with varying amounts of gravel. The granular and essentially granular soils were medium dense and extended to the bottom of the borings at depths of approximately 15 feet. Free water was observed in the boring B-4 at a depth of approximately 10 feet below present site grades. Fluctuations in water levels can occur over time depending on variations in hydrologic conditions and other conditions not apparent at the time of this report. In addition, zones of perched and/or trapped water can be encountered in more permeable zones at times throughout the year and perched water is commonly encountered in soils immediately overlying less permeable highly weathered bedrock. The soils encountered in the test borings completed on the north portion of the parcel are similar to those observed at the other boring locations. With the exception of the Earth Engineering Consultants,Inc. EEC Project No. 1992044 June 1, 1999 Page 3 extremely shallow bedrock observed in boring B-2, the near surface soils should be acceptable for support of conventional footing foundations for lightly loaded residential structures. In area around boring B-2, the claystone bedrock is moderately expansive and alternative foundation types should be considered including drilled caisson foundations with structural floors and/or use of overexcavation and backfill procedures to develop foundation bearing for conventional footing foundations. Recommendations outlined in our May 7 report should be followed concerning preparation of subgrades for site pavements and construction of foundations for the lightly loaded residential structures. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we can be of further service to you in any other way, please do not hesitate to contact us. Very truly yours, Earth Engineering Consultants, Inc. O'-"I. rY . 0! e£ , oy,r.....•Nry\Z, Lester L. /I1- Principal Engineer LLL/dmf / I l \ Eaton Conc V9 \\ \\ 6 �7 \\ S \\ Y \ b �� Ay \ \ N A. S ' EX. FARM b \ \ COMPLEX I \\\\ \� AI AI 'b J E%.NWA / - WINDSOR -v -\ i RESERVOIR AA AyI b 'r \ \ \ b ., % I _ - \ N >- EX. S �1 3 CORRAL/ = EARN s ' ' U , v E i1 -1 O U BORING LOCATION DIAGRAM CULLISON FARMS - WELD COUNTY, COLORADO PROJECT NO: 1992044 DATE: JUNE 1999 EARTH ENGINEERING CONSULTANTS CULLISON FARM-ADDENDUM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: MAY.1999 LOG OF BORING 5.36 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH r FOREMAN: MJC START DATE 5/17/99 WHILE DRILLING None AUGER TYPE: 4"CFA FINISH DATE 5/17/99 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION 0 N oU MC XOO A-LIMITS -ZOO SWELL TYPE (FEET? (BLOWSIFT) (PSFI _ _ 1%) (PCF) LL PI (XI PRESSURE I%te S00 PSF 6-TOPSOIWEGETATION _ _ 1 SANDY LEAN CLAY(CO _ _ brown 2 Soft to medium — — -4 SS -5 4 '500 25.0 -6 -7 8 CLAYSTONE — — brown/grey 9 highly weathered • moderately hard - SS 1-0 22 '7500 24.5 11 12 1-3 -14 • SS 15 32 '9000+ I 22.1 15 5'BOTTOM OF BORING 16 1-7 18 19 2-0 2-1 22 2-3 2-4 2-5 Earth Engineering Consultants CULLISON FARM -ADDENDUM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: MAY,1999 LOG OF BORING 8-37 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH T1sc FOREMAN: MJC START DATE 5/17(99 WHILE DRILLING None AUGER TYPE: 4"CFA FINISH DATE 5/17/99 AFTER DRILLING Norte SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR NIA SOIL DESCRIPTION to N ou MC 00 A-OMITS -200 Ir SWELL ITYPE IIFEET) (BB10WSiFT1 IIPSFI (%) (PCFI !PI 1%) PRESSURE '/.-3 500 PSr 6"TOPSOILNEGETATION 1 SANDY LEAN CLAY(CL) — _ brown CLAYEY SAND(SC) -3 brown loose ' SS -5 4 '3500 10.0 • • -7 SANDY LEAN CLAY(CL) -8 brown medium stiff -9 occasional sand lenses- - SS 1-0 5 •1500 23.8 1-1 12 increased mo•sture with depth -13 1-4 SS 1-5 7 1000 I 26.8 15.5 BOTTOM OF BORING 16 • 19 2-0 2- 1 2-2 23 2-4 2-5 Earth Engineering Consultants CULLISON FARM-ADDENDUM r WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: MAY,1999 LOG OF BORING 8-38 RIG TYPE: CME4S SHEET 1 OF 1 WATER DEPTH FOREMAN: MJC START DATE 5/17/99 WHILE DRILLING None AUGER TYPE: 4-CFA FINISH DATE 5117/99 AFTER DRILLING None SPTHAMMER: MANUAL SURFACE ELEV NIA 24 HOUR N/A SOIL DESCRIPTION 0 N OU MC 00 A-LIMITS -200 SWELL TYPE (FEET) 1BLOWSJFT) (PSF1 1'%1 IPCF) LL PI 1%) PRESSURE Soo PSF 6"TOPSOILNEGETATION _ _ 1 SANDY LEAN CLAY(CL) _ _ brown 2 3 CLAY STONE -4 brown/grey/rust _ _ hghty weathered SS 5 23 '9000• 20.4 moderately hard 6 -7 a 9 CS 10 44 '9000+ 19.3 115.2 49 28 97.8 6000 pst 3.9% 11 12 less weathered with depth _ _ 13 14_ • SS 15 43 '9000. 20.8 15.5 BOTTOM OF BORING 16 1-7 18 1-9 20 2- 1 2-2 2-3 2-4 2-5 Earth Engineering Consultants CULLISON FARM-ADDENDUM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: MAY.1999 LOG OF BORING 8-39 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN: MJC START DATE 5/17/99 WHILE DRILLING 10' AUGER TYPE: 4"CFA FINISH DATE 5/17/99 AFTER DRILLING 10' SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION 0 N QU MC 00 A-LIMITS .200 SWELL TYPE (FEET) (BLOWSIFTI IPSF) (%) `PCF) LL PI I41 PRESSURE !A S00 PSF 6"TOPSOILNEGETATION _ _ 1 SANDY LEAN CLAY(CL) _ _ brown 2 medium stiff _ _ 3 occasional sand lenses _ _ 4 SS -5 4 '1500 16.4 98.0 26 10 67.0 <500 psf None 6 SILTY SAND(SM) — — brown 7 loose to medium dense _ _ 8 9 • - SS 1-0 6 -500 18.6 • 1-1 • 12 13 occasional coarse sand and gravel lenses — — 14 • SS 15 12 17.3 15 5 BOTTOM OF BORING -16 NOTE PERCOLATION TEST LOCATION 17 18 1-9 2-0 21 22 2-3 2-4 25 Earth Engineering Consultants SWELL / CONSOLIDATION TEST RESULTS Material Description: Brown/Grey/Rust Highly Weathered Claystone Sample Location: B-38 S-2 @ 9-10' Liquid Limit: 49 'Plasticity Index: 28 I % Passing #200: 97.8% Beginning Moisture: 15.8% Dry Density: 115.2 pcf (Ending Moisture: 19.8% Swell Pressure: 6000 psf % Swell @ 500 psf: 3.9% 10 8 _ co 4 2 Water Added E \L 2 0 a _2 c-4 0 0 c-6 0 O -8 -10 0.01 0.1 1 10 Load (TSF) Project: Cullison Farm -Addendum Project Number: 1992044 Weld County, Colorado Date: May, 1999 .t EEC . PERCOLATION TEST DATA SUMMARY CULLISON FARM - WELD COUNTY COLORADO EEC PROJECT NO. 1992044 MAY, 1999 Average Percolation Boring # Rate [min/in] B-4 32.6 B-5 50 B-9 23.8 B-10 35.6 B-16 45 B-17 49 B-18 43.4 B-21 47.3 B-25 50.8 B-28 42.5 B-29 51 .4 B-33 30 EEC Hello