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Home My WebLink About20002524.tiff EEC , roiNt EARTH ENGINEERING CONSULTANTS, INc. March 6, 2000 Everitt Companies 3030 South College Avenue P.O. Box 2125 Fort Collins, Colorado 80522 Attn: Mr. Stan Everitt Re: Individual Sewage Disposal Systems Soaring Eagle Ranch • Weld County, Colorado EEC Project No. 1992044 Mr. Everitt: Our geotechnical subsurface exploration report for the referenced project (identified in our original report as the Cullison Farm Development) was submitted to your attention on May 7, 1999 with an addendum report for that project submitted on June 1, 1999. We have recently reviewed the project site grading plans and, in accordance with your request, are providing with this report our comments relative to the proposed grading and the use of individual sewage disposal systems on this site. During completion of our original subsurface exploration, we installed piezometers at ten locations on the Cullison Farm site to allow for monitoring of groundwater levels. Groundwater level measurements have been completed at those locations on a regular basis since installation of the piezometers. Summaries of the water level measurements completed to date have been previously provided to you. As we have discussed, the initial piezometer installation did not include an adequate seal to prevent infiltration of surface water. After noting settlement of the piezometer backfill, a bentonite seal was added and additional backfill was placed adjacent to the CENTRE FOR ADVANCED TECHNOLOGY 2301 RESEARCH BOULEVARD, SUITE 104 FORT COLLINS, COLORADO 80526 (970) 224- 1522 (FAx) 224-4564 2000-2524 Earth Engineering Consultants,Inc. EEC Project No. 1992044 March 3,2000 Page 2 piezometer pipes. The remedial work on the piezometers occurred in December of 1999. We believe the readings obtained prior to that time period may show anomalous groundwater levels (higher than actual groundwater) due to infiltration of irrigation water at some well locations. Monitoring of groundwater levels on the site is being performed on a monthly basis. Crop flood irrigation on the site has ceased at this point and we anticipate the future groundwater levels will reflect the lack of flood irrigation to the property with lower groundwater levels expected. Landscape watering may occur after construction; however, the landscape watering will apply significantly less water than flood irrigation of crops and, as such, will have less impact on groundwater levels. Our review of the site grading plan indicates significant fill will be placed in areas of potential shallow groundwater to develop final site grades with greater separation between ground surface and groundwater levels. In the areas of observed shallow groundwater, the placement of fill materials will bring the base of the on-site absorption fields to levels significantly greater than the 4 feet separation required by the State of Colorado. In the far northeast boring on the site, bedrock was encountered at a depth of approximately 3 feet in that one test boring. Bedrock was also encountered at a depth of approximately 4 feet in one boring near the existing house. The depth to bedrock at all other locations was at least 7 feet with bedrock encountered within the drill depth of 15 feet at approximately half of the drill locations. Fill materials are also expected in the shallow bedrock areas to raise the site grades and provide greater separation between the ground surface and bedrock elevations. It is anticipated those ground surface increases will also result in an at least a 4 feet separation between the base of any absorption field and the surface of the bedrock. Although the site grading plans take into account the observed depths of at the bedrock and groundwater at individual boring locations, it is understood that variations in the depth to bedrock and/or groundwater can occur locally, between the boring locations. The development guide for the Soaring Eagle Ranch indicates that individual test pits and percolation tests will be completed at each of the proposed leach field locations to Earth Engineering Consultants,Inc. EEC Project No. 1992044 March 3, 2000 Page 3 observe site specific conditions. The individual systems will be designed based on the site specific data developed and, if needed, alternative engineered systems could/would be provided. Based on our review of the outlined information, it is our opinion the site absorption field will be separated sufficiently from the site groundwater and bedrock to prevent contribution to the eutrophication of the nearby Windsor Reservoir. Based on the identified septic leach field envelopes, we believe the envelopes meet the minimum setback requirements for Weld County individual sewage disposal systems. 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 • ing Consultants, Inc. 401 LINA> ea � %it Eeve a6 Lester . on, P.E. Principal Engineer LLL/mmg 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 I 04 FORT COLLINS, COLORADO 80526 (970) 224- 1522 (FAx) 224-4564 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 I, 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 ing Consultants, Inc. ~•• I�rS '% 23957 .� taitiorto Lester . on, P.E. Principal Engineer LLL/dmf ( ( // Ii 8-38 ii / c t // V\Eaton Conal i (1 8-36 8-37 - - \ / N;\,\ N. n = 7, 4; \\ w \v �Y v 3- \y Ay/ EX. FARM \ A�t COMPLEX. (----------:\\ I -,-- �' �, 4, \\ i Ex HOUSE S __I 5 WINDSOR N \ \\ RESERVOIR 5- I A S � s i N 4 / t Q EX. CORRAL/ 4- = BARN o _ S 'a S - - \ o ', a - 5 S , ,vA o — N _ 0 0 ci 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 6.36 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN: MJC START DATE 5117/99 WHILE DRILLING None AUGER TYPE: 4"CFA FINISH DATE 5117/99 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION 0 M QU MC !DO A-UMITS •200 SWELL I TYPE (FEET) (EILOWS/FT) 1PSPI (%) IPCFF IL 'PI .) PRESSURE ,e 500 PSF 6"TOPSOIL/VEGETATION _ _ i I SANDY LEAN CLAY(CLI brown 2 soft 10 medium _ _ 3 4 S5 -5 4 '500 25.0 - -'-y 6 -1 CLAYSTONE — — brown/grey 9 highly weathered moderately hard Ls s 10 22 '7500 24.5 11 l -12 1-3 1-4 SS 1-5 12 '9000. 22.1 15.5 BOTTOM OF BORING 1-6 1-7 _16 19 2-0 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 B-37 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN: MJC START DATE 5117199 WHILE DRILLING None _ AUGER TYPE: 4"CFA FINISH DATE 5/17/99 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE EL£V N/A 24 HOUR N/A SOIL DESCRIPTION O N GU MC IDD 11-LIMITS .200 SWELL ITYPE ;FEET/ (13LOWS,FT) IPSF1 1'4! I(PCF) LL P1 I%1 PRESSURE I%;m 500 PSF 5"TOPSOIWEGETATION _ _ I SANDY LEAN CLAY ICL) brown 2 l CLAYEY SAND(SC) -3 brown _ _ loose 4 SS 5 4 '3500 10.0 L , -7 SANDY LEAN CLAY(CL) -8 brown _ _ I , medium nEff 9 occasional sand lenses SS 10 5 '1500 23.8 1-1 I 12 increased moisture with depth 13 -14 SS 1-5 7 '1000 29.8 I 15 5 BOTTOM OF BORING 16 i - - l ii 17 I 1-8 I I 19 I 2-0 I t 22 ' 2-3 2-4 2-5 I I + Earth Engineering Consultants CULLISON FARM-ADDENDUM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: MAY,1999 LOG OF BORING B-38 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 NIA 24 HOUR N/A SOIL DESCRIPTION 0 N ou MC 00 • A-UNITS 200 SWEL. TYPE (FEET) ISL9,WS/F11 (PSF) I o IPCF) LL PI ,fR) PRESSURE I';ED 500 PSF 6"TOPSOILNEGETATION _ - • - 1 SANDY LEAN CLAY CL) brown -3 CLAY STONE -4 brown/grey/rust nsghlyweathered SS 5 23 1000* 20.4 i moderately Hard 6 -9 l GS 10 44 '9000♦ 19.3 115.2 49 28 - 97.8 6000 psf : 3.9% 1-1 1-2 less weathered with depth 1-3 1-4 SS 15 43 '9000+ 20.8 I - 15 5'BOTTOM OF BORING 16 17 -:1 19 20 fi 22 23 - 1 24 I 25 . 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 5117199 WHILE DRILLING 10' AUGER TYPE: 4"CFA FINISH DATE 5/17199 AFTER DRILLING 10' SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR NIA SOIL DESCRIPTION 0 N oU MC DO A-UNITS -100 SWELL TYPE (FEET) IB1OWSFTi (PS') G:1 IPCFI :LL PI lyl PRESSURE % 500 PSF 6'TGPSOI VEGE7AT1ON - _ I _ 1 SANDY LEAN CLAY(CL) - - brown 2 medium cliff _ 3 occasional sand lenses - _ 4 SS S 4 41500 16.4 98.0 26 10 67.0 <500 psf None • • SILTY SAND(SM) _ brown loose to medium sense _ _ 8 9 SS 1-0 6 •500 18.6 _ • -11 1-2 1-3 occasional coarse sand and gravel lenses — _ 14 SS 1-5 12 - 17.3 I 1 15 5'BOTTOM OF BORING 76 NOTE.PERCOLATION TEST LOCATION -17 18 I -19 20 • 22 2-3 2-4 2-5 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 IEnding Moisture: 19.8% Swell Pressure: 6000 psf % Swell @ 500 psf: 3.9% 10 cn c i Added Water Add - - - -- - -- 2 v E c m U N - ------------ 0 c - a O -.- - ---------- 0 -8 -10 0.01 0.1 1 10 Load (TSF) Project: Cullison Farm - Addendum Project Number: 1992044 Weld County, Colorado Date: May, 1999 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 C,6 SUBSURFACE EXPLORATION REPORT CULLISON FARM WELD COUNTY, COLORADO EEC PROJECT NO. 1992044 era—Ms, 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 Page 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 En L ineering Consultants, Inc. • 444 41k Ir Lester L. Litton, P.E. Principal Engineer LLL/dmf 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 5' 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 he 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 Eneineering 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 ±2% 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 ovet 8 inches of aggregate base. Individual Wastewater Disposal Systems Based on the test borings and percolation testing, we expect standard absorption fields could he 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 tenon modified or verified in writing by the geotechnical engineer. • DRILLING AND EXPLORATION DRILLING&SAMPLING SYMBOLS: SS: Split Spoon- 13/8"I.D.,2" O.D.,unless otherwise noted PS: Piston Sample ST: Thin-Walled Tube -2" O.D.,unless otherwise noted WS: Wash Sample R: Ring Barrel Sampler-2.42"I.D., 3" O.D.unless otherwise noted PA: Power Auger FT: Fish Tail Bit HA: Hand Auger RB: Rock Bit DB: Diamond Bit=4" N B BS: Bulk Sample AS: Auger Sample - PM: Pressure Meter HS: Hollow Stem Auger WB: Wash Bore Standard"N"Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D. split spoon, except where noted. WATER LEVEL MEASUREMENT SYMBOLS: WL : Water Level WS : While Sampling WCI: Wet Cave in WD : While Drilling DCI: Dry Cave in BCR: Before Casing Removal AB : After Boring ACR: After Casting Removal Water levels indicated on the boring logs are the levels measured in the borings at the time indicated. In pervious soils, the indicated levels may reflect the location of ground water. In low permeability soils, the accurate determination of ground water levels is not possible with only short term observations. . DESCRIPTIVE SOIL CLASSIFICATION PHYSICAL PROPERTIES OF BEDROCK Soil Classification is based on the Unified Soil Classification DEGREE OF WEATHERING: system and the ASTM Designations D-2488. Coarse Grained Slight Slight decompositionbe cof parent material on Soils have move than 50% of their dry weight retained on a joints. May ge. #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. Hard Cannot be scratched with fingernail. Example: Lean clay with sand, trace gravel, stiff(CL); silty sand, trace gravel,medium dense(SM). Soft Can be scratched with fingernail. Shale, Siltstone and Claystone: CONSISTENCY OF FINE-GRAINED SOILS Hard Can be scratched easily with knife,cannot be scratched with fingernail. Unconfined Compressive 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 fmgers. 1,001 - 2,000 Medium Sandstone and Conglomerate: 2,001 - 4,000 Stiff Cvi eti emented Capable of scratching a knife blade. 4,001 - 8,000 Very Stiff 8,001 - 16,000 Very Hard Cemented Can be scratched with knife. Poorly Can be broken apart easily with fingers. RELATIVE DENSITY OF COARSE-GRAINED SOILS: Cemented N-Blows/ft Relative Density 0-3 Very Loose 4-9 Loose 10-29 Medium Dense 30-49 Dense 50-80 Very Dense 80 - Extremely Dense UNIFIED SOEL CLASSISCATIION SYSTEM Soil Classification Group Group Name Criteria for Assigning Group Symbols and Group names Using Laboratory Tests Symbol Coarse—Grained Gravels more than Clean Gravels Less Soils more than 50% of coarse than 5% fines Cu>4 and «c≤3` GW Well—graded gravel` 50% retained on fraction retained No. 200 sieve on No. 4 sieve Cu<4 and/or 1>Cc>3` GP Poorly—graded gravel' Gravels with Fines Fines classify as ML or MH GM Silty gravel, G,H more than 12% fines Fines classify as CL or CH GC Clayey Gravel rm." Sands 50% or Clean Sands Less Cu>_6 and 1<C.c<3` SW Well—graded sand' more coarse than 5% fines fraction passes Cu<6 and/or 1>Cc>3e SP Poorly—graded sand' No. 4 sieve Sands with Fines Fines classify as ML or MH SM Silty sand`' more than 12% fines Fines classify as CL or CH SG Clayey sand`" Fine—Grained Silts and Days inorganic PI>7 and plots on or above "A"Line' CL Lean clay AL" Soils 50% or Liquid Limit less more passes the than 50 PI<4 or plots below "A"Line ML Silt`'" No. 200 sieve organic -Liquid Limit — oven dried Organic clayLL"CX <0.75 OL — Liquid Limit — not dried Organic silt e.".° • Silts and Clays inorganic PI plots on or above "A"Line CH Fat clay"'"' Liquid Limit 50 or more PI plots below "Aline MH Elastic Silt`i" organic Liquid Limit — oven dried Organic clay' <0.75 OH Liquid Limit — not dried Organic silt'" Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat "Based on the material passing the 3—In. (75— sC =Du ( "If soil contains 15 to 29%olus Na. 200, add e m) sieve °° D!Cc= D x 'with sand' or 'with gravel', whichever is If field sample contained cobbles or boulders, predominant. or both, odd 'with cobbles or boulders, or bath' Llf sail contains 2 30" plus No. 20U to group name. if soil contains 215% sand. add"with sand-la predominantly sand, odd -sandy to group cGmvels with 5 to 12% fines required dual group name. name. symbols: cif fines classify as CL-ML, use dual symbol 'fit soil contains 2 30% plus No. 200 OW-GM well graded gravel with silt GC-CM, or SC-SM. Predominantly grovel, add "gravely' to group Cw-GC well-gradea grove with clay 9f Ones are organic, add"with organic fines-to name. GP-GM poorly-graded gravel with slit PI24 and plots on or aoove 'A' line, GP-GC poorly-graded gravel with clay group name If soil contains >15%grvvel, add-with gravel p'154 or plots below ''A" line. °Sands with 5 to 12% fines require dual to group name. 1 plots on or above A" line. symbols: +If Atterberg limits plots snaded area, soil is a °PI plots below "A line. SW-SM well-grade° sand with silt CL-ML. cilty clay. SW-SC well-grace° sand with clay SP-SM poorly graded send with silt SP-SC poorly graded sand with clay 60 rar Classincotiienn or M^qra nea sail. 4 groom e ,a b f coarse-50h :aualim of A•-Ine r' I Xathe, Pl t P1-73 IL - LL-25.5. I °j -MalianP of-U-line 0� „t`° sok Vertical at LL.I6 to P'-7, _0. +p X :9m al-0.9(LL-9) \ 0 G Z ]a_ 1- -1 J I r t\' I to 20F r' I g �° MHaRO OH G��a_ 7 C,uL ML 9R OL al 0 Ia 20 30 40 50 60 70 9a 90 100 tta LIQUID LIMIT (LL) - - - --I.:27,- - --• 7\- _ -\--- - - e_3o B-3 8-24 _, -6- \ \ 5-2S • 9-22 \ ° 6- 9.0' ?-26 B-25\ \ N 10.5 \ \ E-61- 6 =-9 B-27\� W\\ �3 ,..----\EX. FARM COMPLEX 110' \ \ 10.0' _ `8 \ ZZ \N,% P-5 \\ B-17 6'--'6 \V� 5 /' 8.0' EX. HOUSE B-2 �T1h K WINDSOR �, P-6t0.5 RESERVOIR B-20 N B-14 B-15 B-19 \ 48.5' 1 , • •4.0' 48.0' B-13 i P-4 B-12 % B-97.0' .9.0' P-3 8-9. 7 4 B-10 N 14.0' B-11 • 7, EX. < " 9.0' CORRAL/ --' = BARN \Nr I 0-1 13.5' B-3 \`, 14.5' 6-2 fir �,A O P-1 -4 O B 4 ‘,'r =-Z \'v Q wifir $r --_ ' 12.0' O O U DEPTH TO BEDROCK DIAGRAM CULLISON FARM - WELD COUNTY, COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 EARTH ENGINEERING CONSULTANTS - - - 1 P_�3 \ --\----\-- - -- 8-30 i8-31 8-24 \ 8-29 7Pr • 2 \ 6 B- 5\ \/N \ / B-3222�� 7 -N\ /\ B}-34 NrP-9 \ it \_ \\T P-10 \\ 8-27\Y \ B-33 h \ Y V \\ EX4� CO FARM \ \ ;� COMPLEX /--�� 8-284 V'v 8-35 \ . 8p-257 - - -- ---' -16 \\\i• EX. HOUSE 8-18 8-21 �/ WINDSOR • P-64 - - - - - \ RESERVOIR 6-20 45 •9\ \ 8_1S B_12 \\ P-4 • / B-9 I \ 8-8 r • 8-10 in • 8-11 N r EX- CORRAL/ 8-7 = BARN O 8-1 8-3 8-6 , 4 T • 8_2 O P-t P_2 `. 0 , B-a Q B 5 J O U BORING LOCATION DIAGRAM COLLISON FARMS, WELD COUNTY/COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 • 1 EARTH ENGINEERING CONSULTANTS CULLISON FARM WELD COUNTY,COLORADO PROJECT NO:1992044 DATE: APRIL 1999 LOG OF BORING 8-1 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN: MJC START DATE 4/12/99 WHILE DRILLING 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 o N oU MC 00 A-UNITS .200 SWELL ITY PE (rEETI ISLOWS/FT) IPSFI 114) IPCFI LL PI I41 PRESSURE [4 e 500 PSF 6'TOPSOILNEGE 1ATION SANDY LEAN CLAY{CL) _ _ brown 2 still 3 � a SS -5 6 '1000 21.8 -6 - - 8 ! SANDY LEAN CLAY(CO - _ tan 9 medium Stiff _ _ _— SS 10 7 '1500 19.4 11 • -12 I I 13 SANDY CLAYSTONE 1-4 brown _ hriny weathered SS 15 30 '4000 20.2 soft _ _ 15 5'BOTTOM OF BORING 16 I ! i 1-7 _ 18 19 2-0 I ! I I — — 21 2-2 23 2-4 I ' I I j 1 I •CHP 1 2-5 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING B-2 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH w� FOREMAN:MJC START DATE ( 4112/99 WHILE DRILLING 10.5' AUGER TYPE: 4"CFA FINISH DATE 4112'99 AFTER DRILLING 10.5' SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR NlA SOIL DESCRIPTION D N OU MC DO A-LIMITS -200 SWELL ITYPE {FEET) •(BLOWS(F7) (PSF) 1%) {PC() LL PI ihl PRESSURE % 000 PO 6"TOPSO:LNEGE'ATION _ _ 1 SANDY LEAN CLAY(CO _ _ brown 2 very stilt to still _ — 3 II 1 4 SS 5 9 I. _6000 j 14.2 6 incraasea sand wdh depth -7 — 8 CLAYEY SAND(SC) _ -9 brown _ _ - —loose to medium dense SS 10 7 '500 19.1 _ _ _- 11 1-2 -13 —14 increased gravel with depth — _ _ SS 15 15 11.9 I 1 15 BOTTOM OF BORING 1-6 17 18 19 2-0 I ; 2 I 2-2 23 2-4 CHP A 2-5 I I I I l Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING 0.3 RIG TYPE: CME4S SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4/12/99 WHILE DRILLING 12' AUGER TYPE: 4'•CFA FINISH DATE 4/12/99 AFTER DRILLING 12' SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR N/A SOIL DESCRIPTION D n OU MC DO A-LIMITS .200 SWELL ;T(FEETI IBtOWS,FT) (P SF) (%) (PCF) LL PI (•A) PRESSURE %@ 500 PSF 6"TOPSO'L - - 1 SANDY LEAN CLAY(CL) brown 2 LEAN CLAY(CL) -3 an _ _ 4 SAND,LEAN C:AV(CL) SS -6 S I '4500 16.0 Ur;:wn stiff to very stiff 6 7 increased sand with depth _ _ 8 5,i TY LEAN CLAY(CL) _ tan 9 SS 10 6 'S00 21.0 SANDY LEAN CLAY(CL) _ _ 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 1-0 -19 2-0 - - I I 22 23 2-4 - - 1 "CHP 25 I I • Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO _ DATE: APRIL 1999 PROJECT NO: 1992044 LOG OF BORING 8.4 SHEET 1 OF 1 WATER DEPTH RIG TYPE: CME45 None FOREMAN:MJC START DATE 4/12/99 WHILE DRILLING FINISH DATE 4112199 AFTER DRILLING None AUGER TYPE: 4"CFA NIA 24 HOUR NIA SPT HAMMER: MANUAL SURFACE ELEV SOIL DESCRIPTION 0 N OU MC DD A•LIMITS -200 SWELL r PRESSURE Y.@ 500 POP I TYPE (FEET) (BLOWSrF� Inn (XI (PCF) LL PI I%) i 6"TOPSOIL - - SANDY LEAN CLAY(CL) brown 2 -3 4 SILTY LEAN CLAY(CL) SS -5 2 '3000 18.0 -- can —.-y - - soft to stiff 6 SANDY LEAN CLAY(CO -7 o!we brown - - !!! medium stiff 8 occasional sand lenses -9 SS 10 10 1000 20.6 — I ` 11 12 CLAYEY'SANDSTONE 13 I I bxownlolivelrusl highly weathered 14 poorly cemented — — SS 15 32 '9000. 18.9 — --- 15 5 BOTTOM OF BORING i6 NOTE.INSTALLED PIE2OMETER#1 1-' I I la- i 1-9 - - I I 2021 � 2-2 23 24 CHP 25 I . l Earth Engineering Consultants CULLISON FARM WELD COUNTY, COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING B-5 RIG TYPE: CME4S 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 N/A 24 HOUR N/A SOIL DESCRIPTION 0 QU MC 00 A•UMITS 1400 SWELL 'TYPE•IFEET) (BLOWS/FT) IPSF) 1%) IPCF1 LL IP' I%1 PRESSURE I% Wo PSF 6"TOPSOIL _ SANDY LEAN CLAY(CL) — — !{ brown 2 very std _ _ I_ slightly calcareous CS 3 9 '9000+ 8.7 104.9 I 26 8 58.3 c500 psf None 4 SS -S 10 '9000+ 8.5 6 varying amounts of sand with depth _ 7 _B_ I I 9 SS 10 8 '5000 14.1 11 — I 12 13 14 SS 1-5 6 I 22.i ' 15 5 BOTTOM OF BORING -18 _ _ NOTE.INSTALLED PIEZOMETER 02 17 1-8 19 { 2-0 22 23 2-4 'CHP 2-5 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING B.6 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 5 DAYS AFTER DRILLING N/A SOIL DESCRIPTION 0 N OU Nc DO A-LIMITS •200 SWELL � TYPE (FEET) IBLCWSJFT) IP SF) 7,0 (P CFI LL IPI (141 PRESSURE F. SOO PSF 5"TOPSOIL - _ 1 SANDY LEAN CLAY(CL) _ _ brown 2 stiff to very stiff - 3 4 CS 5 7 '6500 10.9 104.9 29 7 54.9 c500 psi None 6 -7 increased sand with depth _ ._ 3 9 SS 10 3 f '3000 1 11.2 I occasional sand lenses - - I 11 1-2 1-3 -14 SS 15 6 '4000 17.4 15 5'BOTTOM OF BORING 16 1-7 _ 1a _t9 20 i 21 2-2 2-3 • 24 i 2;-P 2-5 I • M 1 Earth Engineering Consultants CULLISON FARM WELD COUNTY, COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING 8-7 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 NIA 24 HOUR WA SOIL DESCRIPTION o N QU MC DO A-OMITS -200 SWELL. LTYPE (FEET) (EILOWS/FT1 IPSFI CA) IPCF) LL P1 (%l PRESSURE %yQ 000 PSF 6"TOPSOIL - - 1 � CLAYEY SAND(SC) - - brown loose 1O medium dense - 3 -4 SS -5 6 '4500 5.7 6_ 9 ` I SS 10 5 '4000 16_7 11 12 ' I SILTY LEAN CLAY ICL) 1-4 tsr - - very sue SS 15 6 '5000 18.1 BOTTOM OF BORING 1-6 _ 17 18 19 :20: , ll ! 21 22 23 24 v 4 =5I i 1 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO • PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING 8-8 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4112199 WHILE DRILLING None AUGER TYPE: 4"CFA FINISH DATE 4112/99 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV N/A d4 HOUR N/A SOIL DESCRIPTION N OU MC DO A.LIMITS .200 SWELL I TYPE :)FEET) (BLOWS/FT) (PSFI 1%) (PCF) U. I.PI (%) PRESSURE 1X 500 PS 6'TOPSOIL _ _ CLAYEY SAND(SC) _ _ brown 2 loose to medium dense - - 3 -4 SS -5 6 _ '1500 9.1 �. 6 - I I 8 9 II SS 10 5 •2000 12.1 L 11 12 1-3 SANDY LEAN CLAY(CO 14 Iignt brown - • very stiff SS 15 8 '6000 13.5 15 5'BOTTOM OF BORING 16 _8 ` 1 19 2-0 1 I 2-' 2-2 2-3 2-4 - 25 ( I I Earth Engineering Consultants CULLISON FARM WELD COUNTY, COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING B-9 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START GATE 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 DO A.UMITS -200 SWELL "TYPE (FEET) (BLOWS/Fn (PSF) (x) IPCFI LL PI r.4) ;PRESSDRE ': 500 P3F 5"TOPSOIL - - SILTY SAND(SM) — — brown to light brown wdh depth 2 medium dense _ — 3 _4_ SS -5 20 5.4 7 LEAN CLAY WITH SAND(CI.I t brown g I medium to sIff - - SS 1-0 5 '3000 12.9 increased sand with depth I — _ 11 12 - - 13 14 occasional coarse sand lenses _ _ SS 15 5 '2000 11.9 T _ 7.71 15.5'BOTTOM OF BORING 18 NOTE.INSTALLED PIEZOMETER N3 1-8 1-9 20 I 2-1 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-10 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4112199 WHILE DRILLING 14' FINISH DATE 4/12/99 AFTER DRILLING 14' AUGER TYPE: 4"CFA NfA SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR SOIL DESCRIPTION o N QU MC DO A-UMITS .200 SWELL TYPE 'FEET) (OLOWS'FTl (PSF) (%) IPCF) IL IPt I','.) PRESSURE ;".:4 300 PSF 6"TOPSOIL - - t SANDY LEAN CLAY(CL) — — dark brown 2 SILTY SAND(SM) CS 3 7 '8500 13.2 brown - - loose t0 medium dense 4 SANDY LEAN CLAY(CL) SS 5 13 '2500 13.6 brown to ten with depth - - soft to stiff 6 7 1:1 I I less sand with depth - - SS 10 5 '1000 19.7 _1l 1-7 - _ I 13 14 CLAYSTONE - - grey/brown/rust SS 15 22 '6500 19.3 nighly weathered/soft _ — 15.5'BOTTOM OF BORING 16 — 17 1-8 1-9 _ l �l 20 l 2- 1 22 23 24 •ON-NP 25 i Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING B-11 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4/12/99 ,WHILE DRILLING 8.5' AUGER TYPE: 4"CFA FINISH DATE 4112/99 AFTER DRILLING 8.5' SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION D N Du MC 00 A-LIMITS -ZOO SWELL f TYPE IFEET) (BLWS;FT) (PSFI (XI IPCF) LL IPI IN{ PRESSURE 1%a? 000 PSF 6"TOPSOIL - - 1 SILTY LEAN CLAY WITH SAND(CL) — brown 2 soft to stiff — _ 3 I 4 SS 5 3 '500 23.5 6 7 mceased sand with depth _ _ B 9 SS 1 9 '9000 21.3 I CLAYSTONE — - - I 1 brown/gray/rust 11 II I! nviy weathered soft 12 _ 13 1-4 SS 1-5 32 - '9000* _ 20.2 1 - 15 5'BOTTOM OF BORING 16 1: - - I l 18 -19 _ _ I I 20 I I 2- 1 , _ 22 2-3 2-4 - - j •C-0:' I 25 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO DATE: APRIL 1999 PROJECT NO: 1992044 LOG OF BORING B-12 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH START DATE 4/12/99 WHILE DRILLING None _ FOREMAN:MJC - NOnr AUGER TYPE: 4"CFA FINISH DATE 4112199 AFTER DRILLING SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR N/A SOIL DESCRIPTION D N OU MC DO A-LIMITS -200 SWELL IrvPE (FEET) (BLOwsIFT) (PSF1 (•/.) (PCF) LL If' 11%1 TPRESSURE % 600 P9F 6"TOPSOILNEGETATION _ _ 1 LEAN CLAY ICL) — — dark brown 2 stiff — — 3 SS -5 8 •3000 22 4 93.5 48 4 30 85.9 1300 pat 0.8% 6 I I -7 9 CLAYSTONE SS 10 15 I '5500 20.1 dark brown/grey — — I htgt.ly wearhered 11 sof: — •- 12 1-3 1-4 1 SS -1-5- 33 •8000 18.5 15 5 BOTTOM OF BORING 16 I`II 1- I1 -18 19 20 I - 21 2-2 23 2-4 I , - CHP 25 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING B-13 SHEET 1 OF 1 WATER DEPTH RIG TYPE: CME45 - START DATE 4112199 WHILE DRILLING None FOREMAN:MJC None AUGER TYPE: 4"CFA FINISH DATE 4/12/99 AFTER DRILLING SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION O N QU MC DO A-LIMITS -200 SWELL TYPE (FEET) IBLOWSffTI (RV) Pi I 1PCf) LL PI 1%) PRESSURE % 500 PSf ...6"TOPSOIWEGETATION — _ 1 SANDY LEAN CLAY(CL) - - brown 2 sok to medium stiff - - 3- occasional sand lenses 4 I , I SS 5 4 '1000 18.9 [ 6 CLAYSTONE 8 I I grey/brown - highly weathered 5 eon - - - -- -- SS 10 15 •7500 1.1 1 i 1 12 13 14 SS 15 28 f '9000• 18.1 ' J 15 5.6OT70M OF BORING 1-6 NOTE INSTALLED PIEZOMETER 41 1-7 I 18 19 _20 2f I I 2-2 23 2-4 •CFP I 25 I Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING B-14 RIG TYPE: CME4S SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4/12/99 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 T SOIL DESCRIPTION ID N CU MC DO A-LIMITS -290 SWELL TYPE (FEET) IRLOWS(FT) (PSF) (AI (PCP) LL PI (•RI PRESSURE Ag SOOPSF 6"TOPSOILNEGETATION _ _ ) i SANDY LEAN CLAY(CL) _ _ brown 2 -3 4 CLAYSTONE SS -5 ( 15 '9000+ 13.5 111.0 54 34 92.1 0000 psf _j- 7.6% grey/brown T — _ T � i highly weathered 6 soft lo moderately hard 7 8- - ( • 9 SS 10 29 F;000+ 19.9 - -11 1-2 13 -14 SS -IS 42 '9000+ 18.1 '5 5'BOTTOM OF BORING t6 1-7 18 19 2-021 22 23 2-4 •CHP ( 25 I I _ 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 GRILLING None AUGER TYPE: 4"CFA FINISH DATE 4/12199 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR N/A SOIL DESCRIPTION O N OU MC 00 A-UNITS -290 SWELL TYPE (FEET`, IBLOWSJFn IPSF) I%) (PCP) LL PI (%) PRESSURE '4 see PSF 5 TOPSOIWEGETATION j — i 1 SANDY LEAN CLAY(CL) _ _ brown 2 stiff - _ 3 -4- —� increased sand with depth SS 5 5 '3500 16.9 6 • I { SAND(SP) -8 brown _ - loose to medium dense 9 SS 10 6 '3500 6.7 1-1 - 12 --- __ -13 SILTY LEAN CLAY WITH SAND(CL) - _ tan 14 very slid - _ -- SS 15 10 '4500 15.0 156'BOTTOM OF BORING 18 _ l_ 1-8 1-9 20 • I i I - - i I 21 2-2 2-3 2-4 - 25 1 1 Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING B-16 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4119199 WHILE DRILLING 8.5' AUGER TYPE: 4"CFA FINISH DATE 4119199 AFTER DRILLING 8.5' SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR N!A SOIL DESCRIPTION to IN OU MC DO A-LIMITS -200 SWELL TYPE (FEET} iIRLOWSIFT) IPSFI (%) (PCFI LL PI 1%) PRESSURE 1%g S00 PSF 6"TOPSOIL - - 1 LEAN CLAY WITH SAND(CL) brown to tan with depth _ 2 stiff to very stiff _ _ CS 3 7 '4500 17.8 110.4 30 16 70.5 <500 p81 None 4 • SS 5 3 '6000 16.5 -6 CLAYEY SAND(SCI -8 light olive brown ._ loose 9 occasional gravel [SS 10 1 22.3 _12. 13 1-4 SS 15 8 - 22.8 15 5 BOTTOM OF BORING 16 1-7 1-8 19 2-0 22 � 1 2-3 2-4 CHP 25 I Earth Engineering Consultants CULLISON FARM WELD COUNTY, COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING B-17 RIG TYPE: CME4S SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4119199 WHILE DRILLING None _ AUGER TYPE: 4"CFA FINISH DATE 4119199 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV N/A 124 HOUR NIA .. SOIL DESCRIPTION D N Ou MC DO A-LIMITS -200 SWELL TYPE (FEET) (SLOWS/Fr) IPSF) (%) (PCF) LI. PI (%I PRESSURE %@ 000 PSF P 6"TOPSOIL _ - 1 LEAN CLAY WITH SAND(CL) _ _ brown 2 medium strff _ _ 3 4 SS -6 3 - '1500 19.4 I i 6 I I 7 a I 4 CLAYSTONE -9 r grey/brown/rust _ _ , highly weathered SS 10 16 '4500 21.7 , soft 10 moderatF:y hard __-- - - I 11 12 less weathered with depth - - 13 • • I 1-4 SS 1-5 42 '8000 19.8 15.E BOTTOM OF BORING 16 I NOTE.INSTALLED PIEZOM£TER#S 17 — — I 18 1-9 _2-u I I 21 I :� � s 1 I 23 2-4 I -CHP . 25 f Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING 6-18 RIG TYPE: CME45 SHEET OF 1 WATER DEPTH FOREMAN:MJC START DATE 4119199 WHILE DRILLING None FINISH DATE 4/19/99 AFTER DRILLING None AUGER TYPE: 4"CFA N/A SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR SOIL DESCRIPTION • 0 IN 0U MC 00 A.UMITS -200 SWELL TYPE_(FEET) (BlowS/FT) (PSFI R'.1 (PCF) LL IPI (%1 PRESSURE %(2 500 PSS 6"TOPSOIL - - 1 SANDY LEAN CLAY(CL) - _ brown 2 very surf - - 3 - _ L--- 4 t ( T—, SS 5 5 '6000 10.4 SILTY SAND ISM) 6 I I Drown — — I l !00se 7 I I I —B _ _ 9 SS 10 4 •3500 16.6 occasional clayey zones. — — 11 Y12 13 1-4 I---- SS -15 3 • 23.7 15.5•BOTTOM OF BORING 1-6 17 18 1-9 2-0 I - - I I I I I I I 1 i I 21 2-2 23 _24 -CHP 25 I i •1 I Earth Engineering Consultants CULLISON FARM WELD COUNTY, COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING B-19 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4119/99 WHILE DRILLING None FINISH DATE 4/19/99 AFTER DRILLING None AUGER TYPE: 4"CFA N!A SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR SOIL DESCRIPTION 0 r OU MC 0D A-LIMITS -20O SWELL PRESSURE d Sd0 PSF :YPE �(FEET) IBLOK5iFTI IPSF1 PF�1 iPGF) LL �PI h.V l•'- � 6"TOPSOILNEGETATION - — SANDY LEAN CLAY ICL) _ brOwn 2 very so f — — 3 4 SS 5 5 '9000+ 10.5 — i 39 19 65.4 1000 pet 0.50% 6 I 7 { _ SILTY CLAYSTONE 9 brown/grey/rust — — h,gnlyweathered SS 10 23 '7000 12.3 49 ` 30 96.9 3400 psi 2.30% soft — — 11 12 13 14 SS 1-6 29 '9000+ 19.6 15 5 BOTTOM OF BORING -16 I I 17 1-8 19 I :::: 21 I I I 2-2 I i 23 2-4 •CHI. , —25 1 I 1 Earth Engineering Consultants CULLISON FARM 1 WELD COUNTY,COLORADO PROJECT NO: 1992044 GATE: APRIL 1999 LOG OF BORING B-20 RIG TYPE: CME45 .,-.. SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4119/99 WHILE DRILLING None FINISH DATE 4119/99 AFTER DRILLING None AUGER TYPE: 4"CFA NIA SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR SOIL DESCRIPTION o N aU MC 00 A-LIMITS I-200 SWELL TYPE (FEET) (BLOWSIFT) (PSF) (%) (PCF1 LL JAI (1.) PRESSURE Y.a 000 PSF • 6"TOPSOILNEGETATION _ _ 1 SANDY LEAN CLAY(CL) — _ I brown _ 2 stiff to very stiff — — calcareous deposits CS 3 11 1 '9000+ 16.9 103.6 i 40 _23 1 62.9 e500 psi None I 4 SS -5 3 '2500 23.7 I 1 6 I — — I R I 9 CLAYSTONE - - - brown/grey/rust SS 10 III 11 1 '3500_ 25.2 - - n.ghly weathered — — soft 11 I 1-2_ i t 13 I I 1-4 SS 1-5 24 1 '6000 I 23.3 ------1 15 5 BOTTOM OF BORING 16 17 1 16 - - l 19 2-0 . 1 `; I I I I I I I I4 I 29 I 2-4 i I I I -CHP I 2-5 I I I 1 I Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING B-21 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4119199 WHILE DRILLING 9.5' AUGER TYPE: 4"CFA FINISH DATE 4119/99 AFTER DRILLING 9.5' SPT HAMMER: MANUAL _ SURFACE ELEV NIA 24 HOUR N/A SOIL DESCRIPTION 0 N OU MC 00 A•LIMITS 1.200 SWELL TYPE I(FEET) (0LOINSIFT) (PSFI (R) (PCF) LL PI I(tS) 1 PRESSURE A j S00 PSF 1 6"TOPSOIWEGETATION - _ 1 SANDY LEAN CLAY(CL) _ — brown 2 stiff — — 3 4 SS S S '2500 20.8 8 I I 6 ,ncraased sand wdh depth 9 ss 10 5 '2500 20.2 '1 CLAYSTONE — — brown/grey/rust 12 highly weathered — — sott 13 14 SS _ 15 25 '7500 22.7 I I - 1 '5 5'BOTTOM OF BORING 16 NOTE INSTALLED PIEZOMETER 06 17 I I -18 I 19 I 20 j 21 I 1 2-2 2-3 2-4 ) 1 2-5 I l , Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING B-22 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH START DATE 4/19199 WHILE DRILLING 14' FOREMAN:MJC 14' AUGER TYPE: 4"CFA FINISH DATE 4/19/99 AFTER DRILLING SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR NIA r. 0 N DU MC DO A-LIMITS .200 SWELL SOIL DESCRIPTION TYPE (FEET) (BLOWS/FT) (PSFI I'7.1 (PCP) LL JPI _I('6) PRESSURE 17,-§-500 PSF 6"TOPSOIL - - 1 SANDY LEAN CLAY(CL) - - brown 2 stiff to very stiff - - 3 occasonal calcareous deposits _ _ 4 occasional sand lenses - - SS 5 l 7 '0000 16.5 6 B CLAYEY SAND(SC) — — olive brown 9 loose to medium denseSS 10 6 '25003.4 1+1 11 12 13 occasional lenses od coarse sand and gravel — — 14 SS 15 12 '3500 19.0 15 5 BOTTOM OF BORING 16 1-7 1-8 15 2-0 2-2 23 24 - - CHP . 25 Earth Engineering Consultants CULLISON FARM WELD COUNTY, COLORADO DATE: APRIL 1999 PROJECT NO: 1992044 LOG OF BORING B-23 SHEET 1 OF 1 WATER DEPTH RIG TYPE: CME43 13• FOREMAN:MJC START DATE 4119/99 WHILE DRILLING FINISH DATE 4/19199 AFTER DRILLING 13' AUGER TYPE: 4"CFA N/A 24 HOUR N!A SPT HAMMER: MANUAL SURFACE ELEV SOIL DESCRIPTION o N OU MC oo A-LIMt7S -100 SWELL TIP EJIFEETI (aLOWS1 FT) (PSF) (%) (PCF) LL PI (%) v PRESSURE "•t 500 PSF 6"TOPSOIL - - 1 SANDY LEAN CLAY(CL) - - brown 2 CLAYEY SAND(SC) 3 brown to olive with depth — — loose to medium dense 4 SS 5 3 '4000 18.4 6 7 I l _ — A I 9• SS 10 6 '2500 _22.11 11 12 13 l occastona.coarse sand lenses 14 SS 15 25 '3500 24.6 t5.5'BOTTOM OF BORING :6 I NOTE.INSTALLED PIEZOMETER#7 17 1-8 1-9 12-0 I2 I i j - - � I 22 23 2-4 .CHP . 2-5 , t Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING 8-24 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4/19199 WHILE DRILLING 10' AUGER TYPE: 4"CFA FINISH DATE 4/19199 AFTER DRILLING 10' SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION o N CU MC DD A-LIMITS -200 SWELL TYPE (FEET) (BLOWS/FT) (PSF) (%) IPCF) LL PI (•b) PRESSURE :a S00 PSF 6"TOPSOIL'EGE rATION _ 1 CLAYEY SAND(SC) _ _ brown 2 :lose:o medium dense 3 4 SS -5 2 '4000 11.4 6 9 occ..:isiona coarse sand lenses - _ SS 10 6 23.4 11 1-2 increased gravel with death - - i • 14 SS 1-5 19 10.4 15 5 BOTTOM OF BORING '6 1-7 1-8 19 - - l 20 I i 2-1 - I I I !I 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 B-25 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4119/99 WHILE DRILLING 9' AUGER TYPE: 4"CFA FINISH DATE - 4/19199 AFTER DRILLING 9' SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION 0 N OU Mc Do A•LIMITS .200 SWELL TYPE IFEET) (BLOWS:FT) (PSF) �) PCF) LL IPI ,1%) PRESSURE % 500 PSF 6"TOP 50)LVEGETATION .. - 1 SANDY LEAN CLAY(CL) - - Drown 2 increased sand with deoth -3 CLAYEY SAND(SC) -4 brown _ — loose to medium dense CS 5 7 '3000 21.4 6 — I I _ _ 8 rSS 10 5 '1000 34.4 CLAYSTONE — — browrdgreylrust 12 hign!y weathered — — soft 13 14 5S 15 25 I '7500 23.2 1 ` 15.5 BOTTOM OF BORING 16 1-7 _t8 19 2-0 2f. -22 1 23 2-4 CHP 2-5I S I Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO DATE: APRIL 1999 PROJECT NO: 1992044 LOG OF BORING B-26 RIG TYPE: CM£45 SHEET 1 OF 1 WATER DEPTH START DATE 4/19/99 WHILE DRILLING 11.5• FOREMAN:MJC _ 11.5' AUGER TYPE: 4•'CFA FINISH DATE 4119)99 AFTER DRILLING SPT HAMMER: MANUAL , SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION 0 n aU MC o0 A-UMITS 190 SWELL • (TYPE (FEET) IBLUw5 Fri (PSF} l'•1 PCF) LL PI ,I.I PRESSURE % W0 PEE 6"TOPSOIL - - 1 11 SAND(SP) - - brown 2 loose - - 3 occasional clayey mores - - 4 SS S 7 '8600 11.8 a l SS 1-0 3 •2500 17.1 1-• - ,2 - - I i 14 I ! SS 1-5 1 4 - 17.9 15 5 BOTTOM OF BORING 16 — -- 17 1-6 19 _201 22 ( 2-3 2-d_ •CHP . 25 j , • 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 4!19199 iWHILE DRILLING 9.5' FINISH DATE 4!19!99 AFTER DRILLING 9.5' AUGER TYPE: 4"CFA N!A SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR 0 R IOU MC DO A-LIMITS •250 SWELL 501E DESCRIPTION jTYPE (FEE11 IBLOWSIFT) (PSF) I.:1 IPCFI LL kPI %) PRESSURE ?G 500 PSF 6' TOPSOINEGETATION _ _ 1 SAND(SP) - - brown 2 loose to medn.m dense - - 3 I I occasional clayey zor.es a SS 5 8 •3500 15.7 7 1 I 1 + iI III{) 1 -e— � y i ss 10 6 '1000 22.4 r12 13 CLAYSTONE 14 orown/greylruM _ — highly weathered SS 15 23 '9000* 21.2 soft -- - - 15.5 BOTTOM OF BORING 16 17 18 _19 20 _2-1 I i i i I 22 23 2.- 1 CHP 2-5 I l J Earth Engineering Consultants • CULLISON FARM WELD COUNTY,COLORADO DATE: APRIL 1999 PROJECT NO: 1992044 LOG OF BORING B-28 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH START DATE 4/19/99 WHILE DRILLING S. FOREMAN:MJC g• AUGER TYPE: 4'•CFA FINISH DATE 4119/99 AFTER DRILLING SURFACE ELEV NIA 24 HOUR NIA SPT HAMMER: MANUAL ' SOIL DESCRIPTION D n QU MC DO A-LIMITS -200 SWELL PE (FEET) (BLOWS)F7) (PSPI I%) (PCF} LL PI TY I�'•I PRESSURE V.g 50C PSFT 6"TOPSOILNEGETATION - CLAYEY SAND(SC) - - brown loose to medium dense - - 3 occas.onal coarse sand zones 4 SS 5 5 '2500 23.0 6 • $ 9— ( — SILTY FINE SAND(SW — I r brown SS 10 4 - 21.5 loose Ic medwwn dense — — 11 12 13 • 14 _ _ t SS - 15 9 '2500 21.1 15.5 BOTTOM OF BORING 16 NOTE INSTALLED PIEZOMETER 48 17 - - I 16 -19 1 20 - II` 21 2-2 23 2-4 •CHP 2-5 Earth Engineering Consultants CULUSONFARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING 0.29 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4119/99 WHILE DRILLING 9.5' AUGER TYPE: 4'CFA FINISH DATE 4/19/99 AFTER DRILLING 9.S' SPT HAMMER: MANUAL SURFACE ELEV - N/A 24 HOUR NIA SOIL DESCRIPTION D N CU MC DD A-LIMITS •700 SWELL TYPE (F£ET) (BLOWSfFT) (PSF) 4'S) (PCP) .LL PI ('A) ,PRESSURE % 300 PSF o"TOPSOIL'VEGETATION - _ ! LEAN CLAY WITH SAND(CL) _ _ brown 2 very off _ _ CS 3 8 '7000 17.5 30 16 70.1 I c500 psi None CLAYEY SAND(SC) -4 brown _ _ loose to medium dense •SS 5 7 '5000 16.8 6 -7 a , less day with depth - - 9 SS 1-0 14 '1000 21.0 1- 1 12 1-3 _14 LEAN CLAY WITH SCATTERED GRAVEL LOU _ _ brown SS 15 11 '3500 22.8 stiff to very stiff — — 15 5•BOTTOM OF BORING 16 • _18 19 2-0 . I I I 22 2-3 2-4 1 'CHP 2-5 I i , Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO DATE: APRIL 1999 PROJECT NO: 1992044 LOG OF BORING 8-30 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH START DATE 4119199 WHILE DRILLING 10.5' FOREMAN:MJC 10.5' AUGER TYPE: 4"CFA FINISH DATE 4119/99 AFTER DRILLING SURFACE ELEV N/A 24 HOUR N/A SPT HAMMER: MANUAL _ MC 00 A-LIMITS •20Q SWELL SOIL DESCRIPTION ° " °U LP RESSURE 'L 500 PSF 1T7Pe (FEET) (aLC WslFI) (PSf) r/I IPCFI LL 'PI II'F! 6"TOPSOILNEGETATION - - t CLAYEY SAND(SC) - - brcwn 2 loose to medium dense - 3 less Clay with depth - - a SS 5 7 '5500 7.3 6 cccas.onal coarse sand lenses - - 7 8 9 - scattered gravel SS 10 8 22.3 1 —� 11 CLAYSTONE 12 brownlgrey/Nst - - highy weathered 13 soft - - 14 SS 1-5 29 '9000 22-1 15.6 BOTTOM OF BORING 16 1-7 1-8 1-9 2-0 1 1 21 22 23 24 25 r Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO • PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING B-31 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN:MJC START DATE 4119/99 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 N OU MC 00 A-LIMITS •200 SWELL 1-^rPE (FEET) (9LOW5/FT) (PSF) (X) (PCF) LL PI IxI IPRESS:.RE '..4 500 PSF 5'T0PSO'_ _ _ 1 • SILTY SAND(SM) _ _ brown 2 loose — — 3 increased clay win depth — _ 4 SS -5 4 '6000 17.3 -6 7 —-8-- 9 CLAYSTONE SS -10 18 '9000 20.9 grey/brown - - soft 11 occasional sandy zones 12 1-3 1-4 SS 1-5 28 •9000+ 22.2 15.5 BOTTOM OF BORING 16 17 18 1-9 2-0 2-_ 22 23 24 •CHP I 25 • Earth Engineering Consultants CULLISON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING B-32 RIG TYPE: HURRICANE SHEET'S OF 1 WATER DEPTH FOREMAN:MJC START DATE 4120/99 WHILE DRILLING 8' AUGER TYPE: 4"CFA FINISH DATE 4120/99 AFTER DRILLING e• SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR NIA SOIL DESCRIPTION D N CU MC 00 A•LIMITS •200 SWELL TYPE (FEET) IBLOWSIFT) .PSF) I.6) ,(PCF) LL Pt (•/,) PRESSURE k O so.PSF 5'TOPSOILNEGETATION _ 1 SANDY LEAN CLAY(CL) _ _ brown 2 soft to stilt _ — 3 -4 • SS 5 3 '800 26.0 6 increased sand with depth _ 7 9 SS 10 8 -1500 27.0 11 _ _ 12 • ,ncreased sand with depth 13 14 SS -15 9 9000 23.4 l I 15 5'BOTTOM OF BORING 16 _ _ I NOTE.INSTALLED PIEZOMETER#9 17 _18 -19 2-0 ` ! 21 2-2 23 24 C HP I 2-5 _ I i s Earth Engineering Consultants CULLISON FARM WELD COUNTY, COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING B-33 RIG TYPE: HURRICANE SHEET 1 OF 1 WATER DEPTH - START DATE 4120/99 WHILE DRILLING 12' FOREMAN:MJC - 12' AUGER TYPE: 4"CFA FINISH DATE 4120199 AFTER DRILLING SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR N/A SOIL DESCRIPTION 0,..._...L.,_.,..418 MC 00 A1IMITS .200 SWELL 'TYPE (FEET) (8 LCWSIFT) IP SF) c4) (PCP) LL PI (XI PRESSURE %e 500 POE , 6"TOPSOILNEGETATION _ _ SANDY LEAN CLAY(CL) 1 brown.calcareous - - 2 SILTY SAND(SM) - - brown • CS 3 17 '6000 5.6 26 11 46.5 <500 psf None loose to medium dense _ — 4 Occasional coarse sand lenses — SS 5 8 '6000 7.8 , 6 I I 8 9 SS -10 13 '4500 7.8 -11 1-2 1-3 14 SS 1-5 9 22.1 15 5'BOTTOM OF BORING 16 •7 _18 I 19 20 I I l 21 I , 22 . 23 24 'CHP 25 1 I 1 Earth Engineering Consultants CULUSON FARM WELD COUNTY,COLORADO PROJECT NO: 1992044 DATE: APRIL 1999 LOG OF BORING 5-34 RIG TYPE: HURRICANE SHEET 1 OF 1 FOREMAN:MJC WATER DEPTH START DATE 4/20/99 WHILE DRILLING 7• AUGER TYPE: 4"CFA FINISH DATE 4120/99 AFTER DRILLING SPT HAMMER: MANUAL 7' SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION D N OU MC OO A-UMITS -200 SWELL f TYPE (FEET) (eLOWS/FT) (PSF) (4) (PCF) LL ,PI (%) iPRESSLN 4 500 PSF 6"TOPSOILNEGETATION a - 1 SILTY LEAN CLAY(CL) Tight brown 2 stiff to very stiff 3 4 SS -5 9 •4500 17.3 Increased sand with depth — ' a — — 6 7 SANDY LEAN CLAY(CL) -a light olive brown medium stiff 9 SS 1-0 16 •1500 23.6 43 28 75.6 <500 psf _ None CLAYSTONE I 1 hrowrvgrey/rust h,gh,y weathered 12 soft 13 1-4 SS 1-5 11 •1000 18.2 15.5 BOTTOM OF BORING 1-6 • NOTE INSTALLED PIEZOMETER#1C -17 _18 f - 19 20 _ • I I ! 22 I ! 23 24 CHP 25 I i ' Earth Engineering Consultants GROUNDWATER OBSERVATION DATA OBSERVATIONS WHILE DRILLING CULLISON FARM -WELD COUNTY, COLORADO EEC PROJECT NUMBER: 1992044 Boring Number B-1 B-2 B-3 B-4 [P-1] B-5 [P-2] B-6 B-7 Depth to Groundwater 9' 11.5' 12' dry dry dry dry Boring Number 8-8 B-9 [P-3] B-10 8-11 B-12 B-13 [P-4] B-14 Depth to Groundwater; dry dry 14' 8.5' dry dry dry Boring Number B-15 B-16 j 8-17 [P-5] I B-18 B-19 B-20 B-21 [P-6] ._Depth to Groundwater dry L 8.5' dry I dry I dry dry 9.5' Boring Number B-22 8-23 [P-7] ', B-24 B-25 I B-26 B-27 B-28 [P-8] Depth to Groundwater 14_ 13' 10' I 9' 11.5 9.5 8' Boring Number', B-29 B-30 B-31 B-32 [P-9] B-33 B-34 [P-10]! B-35 Depth to Groundwater 9.5' 10.5' dry 8' 12' 7' 8.5' F, F C GROUNDWATER OBSERVATION DATA OBSERVATIONS WHILE DRILLING CULLISON FARM -WELD COUNTY, COLORADO EEC PROJECT NUMBER: 1992044 Boring Number B-1 B-2 B-3 B-4 [P-1] B-5 [P-2] B-6 B-7 Depth to Groundwater 9' 11.5' 12' dry dry dry dry Boring Number B-8 B-9 [P-3] B-10 B-11 B-12 B-13 [P-4] B-14 Depth to Groundwater dry dry 14' 8.5' dry dry dry Boring Number) B-15 B-16 B-17 [P-5] B-18 B-19 B-20 B-21 [P-6] Depth to Groundwater dry 8.5' dry dry dry dry 9.5' Boring Number' B-22 B-23 [P-7] 8-24 B-25 B-26 B-27 B-28 [P-8] Depth to Groundwater 14' 13' 10' ! 9' 11.5' 9.5' 8' Boring Number B-29 B-30 B-31 I B-32 P-9 B-33 B-34 P-10 8-35 Depth to Groundwater 9.5' 10.5' dry 8' 12' 7' 8.5' EARTH ENGINEERING CONSULTANTS, INC. PERCOLATION TESTS Test Area #1 Date 4/21/99 Sheet 1 of 1 Addition Cullison Farm II l Toles 3 , Diameter �G" , Depth —32" Location Weld County, Colorado Presoak time 24 hours Acres Tests by MJC Weather Test for Everitt Companies Ilole # Time Depth Increment Time Depth Increment Time Depth Increment Pere Rate Time Fall In. Time Fall In. Time Fall nu n/inh 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: C'ullison Farm Weld County, Colorado PROJECT NO: 1992014 EARTH ENGINEERING CONSULTANTS, INC. • PERCOLATION TESTS Test Area #2 Date 4/21/99 Sheet I of I Addition Cullison Farm it 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 Increment Time Depth Increment Time Depth increment Pere Rate Time Fall In. Time Fall In. Time Fall min/inch Mitt 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 Weld County, Colorado PROJECT NO: 1992044 EEC EARTH ENGINEERING CONSULTANTS, INC. PERCOLATION TESTS Test Area #3 • Date 4/21/99 Sheet I of 1 Addition Cullison Farm If 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#I Time Depth mueme"' Time Depth 'nC1e1TP"' _ Time Depth Increment Pere Rate Time Pall 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 PROJECT NO: 1992044 prTh EEC ) 1 EARTH ENGINEERING CONSULTANTS, INC. PERCOLATION TITS"IS Test Area#4 Date 4/21/99 Sheet 1 of 1 Addition Cullison Farm if 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 # Time Depth Increment "Time Depth !ncfPrne!u Time Depth Increment Pere Rate Time Fallln. Time Fall In. Time Fall min/inch Min. I Min. Min. In. 1 1 : 47 28/20. 5" -- 11 : 08 Dry 60 -- 21 . 6 2 : 34 23" 47 2 . 5 3 :08 24 .25" 3 1.25 2 1 :47 24 . 5"/21 . 75" -- - 4 : 00 Dry 60 - -- - 54 2 : 34 22 .75" 4'7 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 . C l Average percolation raLe 35 . 6 PROJECT: Cullison Farm Weld County, Colorado PROJECT NO: 1992044 41110 EARTH ENGINEERING CONSULTANTS, INC. . . PERCOLATION TESTS Test Area H5 Date 4/21/99 Sheet 1 of 1 Addition Cullison Farm it I loles 3 , Diameter --6" , Depth —32" Location Weld County, Colorado Presoak time 24 hours Acres - Tests by MJC Weather Test for Everitt Companies I tole # Time Depth HeremeM Time Depth Increment Time Depth 1 i I nCC1ne Pere Rate Time Fall In. Time Fall In. Time Fall min/inch Min. Min. Min. In. i 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 2 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: Cu Insult Farm Weld County, Colorado PROJI;C I NO: 1992041 EEC EARTH ENGINEERING CONSULTANTS, INC. PERCOLATION TESTS Test Area#6 Date 4/21/99 Sheet 1 of 1 Addition Cullison Farm Li I 3 , Diameter 6" , Depth —32" Location Weld County, Colorado Presoak time 24 hours Acres Tests by MJC Weather Test for Everitt Companies I tole // Time Depth Increment Time Depth 'creme"' Time Depth Increment Pere Rate Time Fall In. Time I Fall In. Time Fall nun/inch Min. Min. 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 I Average percolation rate 82 .3 PROJECT: Cullison Farm Weld County, Colorado PROJECT NO: 1992044 F F C .EARTH ENGINEERING CONSULTANTS, INC. PERCOLATION TESTS Test Area #7 Date 4/21/99 . Sheet 1 of I Addition Cullison Farm II 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 # Time Depth incre 'e"' Time Depth Increment — Time Depth Increment 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: Cu Hi son Farm Weld County, Colorado PROJECT NO: 1992044 EEC EARTH ENGINEERING CONSULTANTS; INC. PERCOLATION TESTS Test Area #8 Date 4/21/99 Sheet I of l Addition Cullison Farm ti 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 Increment Time Depth Increment Time Depth Increment _ Pere Rate Time Fall In. Time Fall In. Time Fall min/inch Min. Min. Min. In. 1 2 : 17 32/19 . 5" -- -- 4 : 32 28 . 5" F 58 1 1 . 5 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 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 PROJECT NO: 1992044 SWELL/CONSOLIDATION TEST RESULTS Material Description: Brown Lean Clay 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 psf : 0.8% I I I I 12 I I I I I I I I i 10 I I I I��•■■■I■ ��■■■i■ �■��■■■I■ ��■■■i■1 I sue■ ■ii I • ■■■i 8 I I I I I • — I I I 1n 6 II I I I I ig to I 4 1111111 111111 10 1111111 . _ 2 I C I O I I I a o a Added 1 lOll 13 2 0 in I C U 4 11 I I I ni i 6 I I I I I I 0.01 0.05 0.1 0.5 1.0 5.0 10.0 Load (TSF) Project: Cullison Farm Project No: 1992044 1 BI e Weld County, Colorado Date: April 1999 1C_o�C SWELL/CONSOLIDATION TEST RESULTS Material Description: Highly Weathered Cloystone Sample Location: B-14 S-1 ® 4' Liquid Limit: 54 Plastic Limit: 20 Plasticity Index: 34 % Possing #200: 92.1 Beginning Moisture: 14.87. Dry Density. 111.0 psf Ending Moisture: 19.07. Swell Pressure: 8000 psf % Swell ® 500 psf : 7.6% _ r 12 . I . I 10 I . rt 8 I _ I I cn I 6 I c E 4 I o I c 2 a a. 0 ' I O lbflfAr - a T Added 2 2 I I _ _ 0 - I I C I I U 4 ' , - I I I . I . 6 II . I I I , - 0.01 0.05 0.1 9.5 1,0 5.0 10.0 Lood (TSF) Project: Cullison Farm Project No: 1992044 j M Weld County, Colorado Date: April 1999 - , SWELL/CONSOLIDATION TEST RESULTS Material Description: Sandy Lean Cloy (cl) Sample Location: 8-19 S-1 © 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: 18.7% Swell Pressure: 1000 psf % Swell ® 500 psf : 0.5% 12 I . I 10 . I I _ 8 I - --,—_ I _ — N 6 I _ I t I E• 4 CD I ._ ._' o I M I w 2 - 1 U 4l I _ Q I . I-- ° Added I , - • 2 I I • t - uu) i { o I 1 U I 4 I L I I 1 _ I I I I , I I 0.01 0.05 0.1 0.5 1.0 5.0 10.0 Load (TSF) Project: Cullison Farm Project No: 1992044 1 Weld County, Colorado Date: April 1999 . SWELL/CONSOLIDATION TEST RESULTS Material Description: Weathered Silty Claystone Sample Location: B—i9 S-2 ® 9' Liquid Limit: 49 Plastic Limit: 19 Plasticity Index: 30 % Passing #200: 96.9 Beginning Moisture: 19.1% Dry Density: 97.5 psf Ending Moisture: 22.5% Swell Pressure: 3400 psf % Swell ® 500 psf : 2.3% 12 I _ I I 10 I I 1 I s L 1 I I Cl, 6 _ c ii_ 4 N o � r I c 2 1 a) 4_ - I 0 1 c Water 1 o -- - kbdeo 1 I iiii 7 - 2 1 1 o - 1 4 I „ I I - I 1 6 1 1 • 0.01 0,05 0.1 0.5 1.0 5.0 10.0 Load (TSF) Project: Cullison Farm Project No: 1992044 i CM Weld County, Colorado Date: April 1999 SWELL/CONSOLIDATION TEST RESULTS Material Description: Brown Lean Clay with Sand Sample Location: 8-29 S-1 ® 2-3' Liquid Limit: 30 Plastic Limit: 14 Plasticity Index: 16 % Passing #200: 70.1 Beginning Moisture: 14.6% Dry Density 113.5 psf Ending Moisture: 17.9% Swell Pressure: <500 psf % Swell ® 500 psf : None 12 I 1 I 10 I , • I — —'t—_ - I 8 1 , . I 1 __ m to 6 { I _ , 8 4 I t I > -._.-.1 --.- 2 - I } cu I I _ .. I a_ I I I .. a I I . * _ I I c I Mater pp •P I Aadea �� 2 2 _ I I I `�,, VI I - I 1 o I I I U1 4 I _ I I I I I I - I 6 I I I I i l II I I I II 1 1 I 1 , E I I 0.01 9.05 0.1 0.5 1.0 5.0 10.0 Load (TSF) Project: Cullison Farm Project No: 1992044 rte- r-� Weld County, Colorado Date: April 1999 —ao h4 SWELL/CONSOLIDATION TEST RESULTS Material Description: Brown Silty Fine Sand Sample Location: B-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 I I I 10 1 /111111 1111111 1111!11 �■I �� I �■�■■�■ a L 1 I I 3 6 I I I a _ 2 I I I a 0 0 I I I c *ntar co ' Added '2 l aIn i I ' C I I (3 4I I I I I I I I I I I 6 I I , I I I1I 0.0' 0.05 a1 0.5 1.0 5.0 10.0 Load (TSF) Project: Cullison Form Project No: 1992044 I 1'1�� Weld County, Colorado Date: April 1999 1 SWELL/CONSOLIDATION TEST RESULTS Material Description: Brown Silty Sandy Leon Cloy Sample Location: B-34 S-2 O 9' Liquid Limit: 43 Plastic Limit: 15 Plasticity Index: 28 % Passing #200: 75.6 Beginning Moisture: 22.1% Dry Density. 92.7 psf Ending Moisture: 24,5% Swell Pressure: <500 psf % Swell ® 500 psf : None 12 ( i I I 10 E I I I I , 4 o _�. —�----- - --- —�- __ 'C' _ _ I - `— U 2 I I i e I I I c Water I -o N o 4 I I I I I III 1 I 0.01 0.05 0.1 0.5 1.0 5.0 10.0 Load (TSF) Project: Cullison Form Project No: 1992044 11 �i Weld County, Colorado Date: April 1999 L �v�__ Hello