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Home My WebLink About20160679.tiff SUBSURFACE EXPLORATION REPORT PROPOSED PRAIRIE COMMUNITY CHURCH - PHASE I 9993 WELD COUNTY ROAD 11 FIRESTONE, COLORADO EEC PROJECT NO. 1132089 Prepared for: Prairie Community Church do Think Tank Studio 402 North Main Street Longmont, Colorado 80501 Attn: Mr. Patrick Berrend - Principal (Patrickc!1 thinl:tankstudio. nct) Prepared by: Earth Engineering Consultants, LLC 4396 Greenfield Drive Windsor, Colorado 80550 EARTH ENGINEERING CONSULTANTS, LLC December 6, 2013 Prairie Community Church do Think Tank Studio 402 North Main Street Longmont, Colorado 80501 Attn: Mr. Patrick Berrend - Principal (Patrick(a thinktankstudio.net) Re: Subsurface Exploration Report Proposed Prairie Community Church — Phase I 9993 Weld County Road 11 Firestone, Colorado EEC Project No. 1132089 Mr. Berrend: Enclosed, herewith, are the results of the geotechnical subsurface exploration completed by Earth Engineering Consultants, LLC (EEC) for the referenced project. For this exploration, eight (8) soil borings were drilled on November 11 , 2013 within the proposed development area to obtain information on the existing subsurface conditions. The borings were extended to approximate depths of either 10 to 15 or 20 to 35 feet below present site grades in pavement or the building areas, respectively. This study was completed in general accordance with our proposal dated November 1 , 2013 (Revised November 13, 2013). In summary, the subsurface soils encountered beneath the surficial topsoil and vegetation in the pavement areas generally consisted of sandy lean clay which was underlain by bedrock consisting of a layered sandstone/siltstone/claystone system to the bottom of the completed test borings. In the building areas, the lean clay soils were absent with the bedrock being encountered from essentially ground surface and extending to the depths explored. The weathered bedrock included zones of moderately expansive claystone interbedded with non- expansive sandstone. Groundwater was encountered at depths on the order of 18 to 19 feet in the deeper foundation related test borings at the time of drilling. 4396 GREENFIELD DRIVE WINDSOR, COLORADO 80550 (970) 545-3908 FAX (970) 663-0282 Earth Engineering Consultants, IAA' EEC Project No. 1132089 December 6, 2013 Page 2 Based on the subsurface conditions encountered at the site and the anticipated maximum loading conditions, we recommend the proposed buildings be supported on footing foundations, and/or a structural mat foundation system for "pod" buildings, extending into the underlying bedrock formation. The pavilion structure could be supported on shallow drilled piers providing load and uplift resistance. Care will be needed to identify and remove claystone zones in the near surface floor subgrades. We believe site pavements and exterior flatwork could be supported on a zone of sandy lean clay soils which have been moisture conditioned and compacted with the pavement subgrades likely also stabilized with Class C fly ash. Some movement of the site improvements may occur in areas where moderately expansive claystone bedrock remains in-place beneath the improvements. Geotechnical recommendations concerning design and construction of the proposed buildings and site pavements are detailed in 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, LLC pp> • Lester L. Litton, P.E. Principal Engineer Reviewed by: David A. Richer, P,E. Senior Project Engineer LLL/DAR/dla cc: Trent Cito — Strong-Tie (tcitoAstrongtie.com) Brian Thompson — Prairie Community Church (pastorbrianthompson@prairiecc.org) Cathy McIntosh — Prairie Community Church (cathy@prairiecc.org) SUBSURFACE EXPLORATION REPORT PROPOSED PRAIRIE COMMUNITY CHURCH - PHASE I 9993 WELD COUNTY ROAD 11 FIRESTONE, COLORADO EEC PROJECT NO. 1132089 December 6, 2013 INTRODUCTION The geotechnical subsurface exploration for the proposed Prairie Community Church Phase I campus to be constructed southwest of the intersection of Sable Avenue (WCR 22) and Birch Street (WCR 11) in Firestone, Colorado, has been completed. For this exploration, eight (8) soil borings were advanced within the proposed development area to obtain information on existing subsurface conditions. Those borings were advanced to depths of approximately 10 to 15 feet and 20 to 35 feet below ground surface, respectively, in the planned pavement and building areas. We understand the new chapel/multipurpose hall building will have a plan area on the order of 5,000 square feet. Approximate 500 sf education pods will be constructed west of the chapel building on either side of an approximate 3,200 sf covered pavilion structure. We understand the new buildings will be single story structures with light foundation and floor loads. Site pavements are expected to carry low volumes of light vehicular traffic. A basketball court/play area will be constructed to the west of the parking area. We expect cuts and fills less than 3 feet will be necessary to develop final site grades. The purpose of this report is to describe the subsurface conditions encountered in the test borings, analyze and evaluate the test data and provide geotechnical recommendations concerning design and construction of foundations and support of floor slabs and pavements for the new facility. EXPLORATION AND TESTING PROCEDURES The boring locations were established in the field by EEC personnel by pacing and estimating angles from identifiable site features. Those approximate boring locations are indicated on the attached boring location diagram. The locations of the borings should be considered accurate only to the degree implied by the methods used to make the field measurements. Photographs of the site taken at the time of drilling are included with this report. Earth Engineering Consultants, LLC EEC Project No. 1132089 December 6, 2013 Page 2 The test borings were completed using a truck mounted, CME-55 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 Specifications D1586 and D3550, respectively. In the split barrel and California barrel sampling procedures, standard sampling spoons are advanced into the ground by means of a 140-pound hammer falling a distance of 30 inches. The number of blows required to advance the split barrel and California barrel samplers is recorded and are 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 brass sampling sleeves. All samples obtained in the field were sealed and returned to our laboratory for further examination, classification, and testing. Laboratory moisture content tests were completed on each of the recovered samples. Atterberg Limits and washed sieve analysis tests were completed on selected samples to evaluate the quantity and plasticity of fines in the subgrade samples. Swell/consolidation tests were completed on selected samples to evaluate the potential for the subgrade materials to change volume with variation in moisture content and pressure. Results of the outlined tests are indicated on the attached boring logs and summary sheets. As part of the testing program, all samples were examined in the laboratory and classified in accordance with the attached General Notes and the Unified Soil Classification System, based on the soil's texture and plasticity. The estimated group symbol for the Unified Soil Classification System is indicated 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. Earth Engineering Consultants, LLC EEC Project No. 1132089 December 6, 2013 Page 3 SITE AND SUBSURFACE CONDITIONS The planned development area is located in the N%, NEVI, NE'/ , NE'/4 of Section 14, Township2N, Range 68W of the 6th P.M. in Weld County, Colorado. That parcel is located to the west of Birch Street and south of Sable Avenue in Firestone. A diagram indicating the approximate site layout is included with this report. At the time of our drilling operations, the surface of the development area was covered with sparse vegetation and topsoil. Existing wood frame residential structures are located on the site; however, are outside of the Phase I development area. Two (2) pole barns within the proposed parking area will be removed as a part of the site development. The surface grades at the site show approximately 5 feet of elevation loss from east to west across the site. Based on results of the field borings and laboratory testing, subsurface conditions can be generalized as follows. In completed test borings B-6, B-7 and B-8 in proposed pavement and play court areas, the surficial topsoil/vegetation was underlain by brown sandy lean clay, which extended to depths of approximately 5 to 10 feet below ground surface. The lean clay soils were relatively dry and stiff In general, the lean clay soils exhibited low potential to swell with increases in moisture content at current moisture and density conditions. The topsoil/vegetation in borings B- I thru B-5 in the building and pavilion areas and the lean clay soils in borings B-6, B-7 and B-8 were underlain by bedrock consisting predominately of sandstone with lesser zones of siltstone and claystone, generally cemented/hard with periodic well cemented zones and/or seams. The bedrock showed generally low potential to swell with increasing moisture although higher swells were observed in two (2) samples of predominately claystone zones. The bedrock extended to the bottom of the completed test borings at depths ranging from approximately 10 to 35 feet below present ground surface. The stratification boundaries indicated on the boring logs represent the approximate locations of' changes in soil and rock types. In-situ, the transition of materials may be gradual and indistinct. Earth Engineering Consultants, I,I,C EEC Project No. 1132089 December 6, 2013 Page 4 GROUNDWATER CONDITIONS Observations were made while drilling and after completion of the borings to detect the presence and depth to hydrostatic groundwater. At the time of drilling, free water was observed at depths of approximately 18 8 to 19 feet. The borings were backf lled with auger cuttings upon completion of our drilling operations; as such, subsequent groundwater measurements were not obtained. Zones of perched and/or trapped water can be encountered at times throughout the year in more permeable zones in the subgrade soils or within permeable seams in the bedrock. The observed groundwater depths would suggest the presence of perched/trapped water in permeable seams in the bedrock. Perched water is also commonly encountered in soils immediately above lower permeability bedrock. Fluctuations in groundwater levels and perched water levels and location can occur over time depending on variations in hydrologic conditions and other conditions not apparent at the time of this report. Longer term monitoring of water levels in cased wells, which are sealed from the influence of surface water would be required to more accurately evaluate fluctuations in groundwater levels at the site. We have typically noted deepest groundwater levels in late winter and shallowest groundwater levels in mid to late summer. ANALYSIS AND RECOMMENDATIONS SwelUConsolidation Test Results Swell-consolidation testing was performed on relatively undisturbed specimens obtained from the California ring barrel sampler. Swell-consolidation testing was performed to evaluate the swell potential, collapse potential, and consolidation response of the relatively undisturbed specimens. The swell-consolidation testing is used, in part, to predict heave and/or settlement of the site improvements. For this exploration a total of seven (7) specimens were tested for swell and consolidation. The laboratory specimens subjected to swell-consolidation testing were inundated with water under a surcharge pressure of 150 or 500 psi'. The results of the swell-consolidation testing are shown on Earth Engineering Consultants, Lit: EEC Project No. 1132089 December 6, 2013 Page 5 the attached laboratory swell-consolidation testing summary sheets and are summarized in the table below. TABLE 1 - Swell-Consolidation Test Results Summary Swell-Consolidation Test Results Boring Depth, Beginning Description g g Dry Density, Swell No. Ft. Moisture PCF Loading %o Swell Pressure Content, % (PSF) Brown Rust 1 2 ft 10.0 102.5 500 None 2500 Siltstone/Sandstone 2 9 ft Grey Rust Siltstone/Sandstone 4.2 97.9 500 None 2500 3 4 ft Brown, Grey, Rust 15.6 104.0 500 None 2500 Claystone/Siltstone/Sandstone 3 14 ft Grey, Yellow, Rust 24.3 98.4 500 4.7% 3000 Claystone/Siltston a/Sandstone Brown, Grey, Rust 4 4 ft 28.6 100.8 500 2.8% 3000 Claystone/S i ltstone/Sandstone 6 2 R Brown Sandy Lean Clay 3.9 129.6 150 0.8% 400 7 2 ft Brown Sandy Lean Clay 11.9 130.0 150 0. 1 % 180 Laboratory testing shows specimens of the sandy lean clay exhibited between 0. 1 % to 0.8% when inundated under a 150 psf surcharge load. The specimen consisting of the site sandstone bedrock generally exhibited no swell under a 500 psf surcharge pressure although two (2) samples with claystone indicated swells of 2.8 to 4.7%. Based on the laboratory swell/consolidation testing, the overburden lean clay soils exhibited generally low potential for swelling if those soils were to become wetted subsequent to construction. The underlying bedrock was variable and exhibited low potential for swelling with sandstone portions and moderate swell in claystone deposits. General Considerations Layered bedrock was encountered from essentially ground surface to maximum drill depths of up to approximately 35 feet below ground surface. The layered bedrock included occasional zones of moderate swell potential claystone interbedded with low swell potential sandstone. The specific Earth Engineering Consultants, LLC EEC Project No. 1132089 December 6, 2013 Page 6 layers/seams within the bedrock could not be accurately noted with the drilling techniques used on this project. If significant layers of the claystone become wetted subsequent to construction, resulting heaving could cause damage to overlying improvements. As such, care will be needed during construction to identify and remove claystone stringers as appropriate or an overexcavation/backfill procedure could be implemented (as discussed further under the floor slab subgrade section of this report) to address the possibility that claystone layers/zones are present in the subgrades. Outside of the building area, the claystone zones could remain in-place consistent with the movement deemed acceptable by the project owner. To assess the potential heave risk associated with site improvements supported above the site' s moderately expansive claystone bedrock, results of the laboratory swell-consolidation tests, moisture contents, and dry densities were used to estimate the potential heave where claystone materials would remain below proposed situ improvement areas of the site (Table 2). The estimated heave assumes full wetting of the underlying stratum assuming the stratum to consist of 50% and 25% claystone bedrock. Table 2. Estimated Heave Potential Depth of Removal of Expansive Soil Estimated Heave Potential Estimated Heave Potential and Replacement with Non- o 0 Expansive Material (ft) 50 /o Claystonc 25 /o Clays tone 0 4 2% 2' 2' 1 '/z 4. - -- ------1 % — — _ <1 It should be noted that the heave potential is the heave that could occur if subsurface moisture increases sufficiently subsequent to construction and the percentage of claystone present in the subgrades is approximately as outlined. When subsurface moisture does not increase, or increases only nominally, the full heave potential may not be realized. For this reason, we provide surface slope and drainage recommendations in our report to reduce the potential for surface water infiltration. With appropriate surface features to limit infiltration, we would not expect the full amount of potential heave to occur. Based on our analysis of the site subgrade conditions and our understanding the proposed site improvements, the following sections of this report provide recommendations for preparation of the site subgrades that reduce the risk of total and differential post-construction movement of improvements. Those recommendations were developed based on the results of field and laboratory Earth Engineering Consultants, IA .C EEC Project No. 1132089 December 6, 2013 Page 7 data, our experience with similar soil conditions, and generally accepted engineering practices. Constructing improvements on a site which exhibits potential for swelling is inherently at high risk for post construction heaving, causing some movement and distress to the site improvements. The following recommendations provided herein are to reduce the risk of post construction heaving; however, that risk cannot be eliminated. If the owner does not accept that risk, we would be please to provide more stringent recommendations. Site Preparation Within Building Area Within the building area, as a minimum, we recommend the subgrades be closely observed for the presence of claystone layers in the subgrades. Test pits should be excavated at several locations to depths of at least 3 feet below top of subgrade. If claystone zones are observed, as an overall precautionary measure, the subgrades should be overexcavated and replaced with non- expansive material . Scarification and recompaction of the bedrock surface would not be required in fill areas but should be completed if overexcavation is not completed and the floor slabs would be supported directly on the bedrock. Fill materials required to develop the floor subgrades should consist of approved low volume change material free from organic matter and debris. We expect most fill material would be import structural fill although the site sandstone could be used provided it can be processed to well graded, 2-inch minus material and does not contain any appreciable amounts of claystone. The structural fill should contain sufficient fines to prevent ponding of water in the fill materials. Fill materials in the building area should be placed in maximum 9-inch thick loose lifts, adjusted to ±2% standard Proctor optimum moisture and compacted to at least 95% of standard Proctor maximum dry density. After placement, care should be taken to prevent disturbance to the prepared subgrades and bearing soils. Outside of Building Area Any existing vegetation and topsoil should be removed from improvement and/or fill areas on the site. After stripping, completing all cuts, and prior to placement of any fill or site improvements, Earth I?nginceri ng Consultants, I A,C EEC Project No. 1132089 December 6, 2013 Page 8 we recommend the exposed soils be scarified to a minimum depth of 9 inches, adjusted in moisture content to within - 1 to +3% of standard Proctor optimum moisture content and compacted to at least 95% of the material's standard Proctor maximum dry density as determined in accordance with ASTM Specification D698. Fill soils required for developing the site non-structural and pavement/flatwork subgrades, should consist of approved, low-volume-change materials, which are free from organic matter and debris. In our opinion, the on-site lean clay soils could be used as general site fill material, provided adequate moisture treatment and compaction procedures are followed. We recommend fill materials in non-structural and pavement/flatwork subgrades be placed in loose lifts not to exceed 9 inches thick and adjusted in moisture content and compacted to at least 95% of the materials maximum dry density as determined in accordance with ASTM Specification D698, the standard Proctor procedure. The moisture content of the fill soils should be adjusted to within +2% of optimum moisture content for the site cohesive soils. Foundations - Footing Foundations In our opinion, the main building and associated educational "pod" buildings could be supported on conventional footing foundations supported on the in-place layered bedrock. There would remain a risk that claystone zones/seams immediately beneath the footings could cause post construction movement. Close observations and auger borings at each footing location could reduce the risk of expansive material remaining beneath the footings. For sizing of footing foundations bearing on the layered bedrock, we recommend using a net allowable total load soil bearing pressure not to exceed 4,000 psf. In addition, the footings should be sized to maintain a minimum dead-load pressure 750 psf. The net 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 for the structure. A structural mat floor slab system could also be considered for the smaller educational "pod" buildings, assuming the same 4,000 psf bearing pressure. We recommend formed continuous footings be a minimum of 12 inches wide and column foundations have minimum width of 24 inches. Exterior foundations and foundations in unheated Earth Engineering Consultants, LLC EEC Project No. 1132089 December 6, 2013 Page 9 areas should be located a minimum of 30 inches below adjacent exterior grades to provide frost protection. Care should be taken at the time of construction to avoid disturbing the bearing soils. Soils which are loosened or disturbed by the construction activities or soils which become dry and desiccated or wet and softened should be removed and replaced prior to construction of the footings. We estimate the long term settlement of footing foundations designed and constructed as recommended as above would be less than l inch. Seismic The site soil conditions when prepared as outlined above would consist of a thin lift of compacted granular structural fill soil underlain by moderately hard to hard bedrock. For those site conditions, the 2009 International Building Code indicates a Seismic Site Classification of C. Building Floor Slabs As presented on the boring logs and the swell-consolidation test results, the layered bedrock system contains zones/seams of claystonc bedrock which exhibited a moderate potential to swell with increase in moisture content. To remove the risk of heaving of building floor slabs, we recommend the claystone portions of the bedrock be removed from within the building areas as outlined under the "Site Preparation" section of this report. Care should be taken after preparation of the subgrades to avoid disturbing the subgrade materials. Materials which are loosened or disturbed by the construction activities or materials which become dry and desiccated or wet and softened should be removed and replaced prior to placement of the overlying floor slabs. Care should be taken to maintain proper moisture contents in the subgrade soils prior to placement of any overlying improvements. Pavilion Foundations - Drilled Piers We expect the covered pavilion would be subject to vertical uplift loads and would be supported on shallow drilled piers. Based on the materials observed at the boring locations, it is our opinion the proposed lightly loaded structure could be supported on shallow drilled piers bearing in the Earth Engineering Consultants, LLC EEC Project No. 1132089 December 6, 2013 Page 10 natural moderately hard bedrock. Allowable end bearing and skin friction values for shallow drilled pier design are provided below in Table 3 . Table 3: Recommended Drilled Pier Allowable End Bearing and Skin Friction Depth Below Surface End Bearing Skin Friction (feet) Qp (psf) fs (psf) 4 -- 200 6 4000 400 8 4000 400 10 4000 400 For design of drilled pier foundations bearing on the natural moderately hard bedrock, pier lengths can be determined once column loads are known using the values provided in Table 3 . Skin friction should be neglected for the upper 3 feet below adjacent ground surface. Linear interpolation may be used between the table values. Total structure load should include full dead and live loads. The pier foundations should have a minimum pier length of 6 feet. Care should be taken during pier construction to avoid sloughing of the drilled excavation sidewalls into the open pier hole. Based on the materials observed in the borings, we do not believe temporary casing will be needed to construct the drilled piers. However, free water and granular soils were observed at depths of approximately 18 feet; piers extending below that depth would require additional evaluation. Pier concrete should be placed as soon as possible after completion of the drilled excavations. We recommend the pier concrete have a minimum slump of 5 inches and maximum slump of 8 inches. We estimate the long-term settlement of the drilled pier foundations designed and constructed as outlined above would be less than 1 inch. Pavement Sub2rades Following the subgrade preparation procedures as outlined under "Site Preparation "; stabilization of the top 12 inches of pavement and flatwork subgrades may be required to develop stable subgrades for construction of the overlying pavements. Stabilization, if needed, could be Earth Engineering Consultants, LLC EEC Project No. 1132089 December 6, 2013 Page 1 accomplished most with the addition of an ASTM C618 Class C fly ash. Stabilization of the near surface subgrades would increase the support capacity of the site lean clay soils and reduce potential for swelling. We estimate stabilization of the site clay soils could be accomplished by incorporating at least 12% of Class C fly ash (by total dry weight) into the upper 12 inches of subgrade. Pavement Design We expect the site pavements will include areas designated for low volumes of light weight automobiles (light duty) and entry drives to include heavier volumes and occasional heavy weighted tractor-trailer or trash trucks (heavy duty). Based on the site subgrade conditions, we have evaluated the pavement sections using an assumed subgrade support value, (R-Value) equal to 5 for the site sandy lean clay subgrades. Hot mix asphalt (HMA) underlain by aggregate base course with or without a fly ash treated subgrade, or a non-reinforced concrete pavement maybe underlain by a fly ah treated subgrade may be feasible options for the proposed on-site paved sections. HMA pavements may show rutting and distress in areas of heavy truck traffic or in truck loading and turning areas. Concrete pavements should be considered in those areas. Suggested pavement sections are provided below in Table 4. The outlined pavement sections are minimums and thus, periodic maintenance should be expected. Table 4. Recommended Minimum Pavement Sections for Estimated Traffic Loads Design Information On-Site Light Duty On-Site Heavy Duty EDLA 5 20 Reliability (%) 80 80 Resilient Modulus (psi) 3025 3025 Serviceability Loss (psi) 2.5 2.5 Design Structure Number 2.55 3.13 Option 1 : Composite HMA HMA 4" 5" Aggregate Base 8" 9" Option 2: Composite HMA on Stabilized Subgrade HMA 3" 4" Aggregate Base 6" 7" Stabilized Subgrade 12" 12" Option 3: PCC (Non-reinforced) 5.5" 70 Option 4: PCC (Non-reinforced on Stabilized Subgrade) 5" 6.5" We recommend aggregate base be graded to meet a Class 5 or Class 6 aggregate base in accordance with Latimer County Urban Area Street Standards (LUCASS). Aggregate base should be adjusted Earth Engineering Consultants, LLC EEC Project No. 1132089 December 6, 2013 Page 12 in moisture content and compacted to achieve a minimum of 95% of standard Proctor maximum dry density. HMA should be graded as SX or S, and be prepared with 75 gyrations using a Superpave gyratory compactor. The surface course should consist of the SX blend while lower lifts could be graded S. The HMA should consist of PG 64-22 or PG 58-28 asphalt binder. HMA should he compacted to achieve 92 to 96% of the mix's theoretical maximum specific gravity (Rice Value). Portland cement concrete should be an exterior pavement mix design with a minimum 28-day compressive strength of 4,200 psi and should be air entrained. Wire mesh or fiber could be considered to reduce shrinkage cracking. Other Considerations Positive drainage should be developed away from the structure with a minimum slope of 1 inch per foot for the first 10 feet away from the improvements in landscape areas. Flatter slopes could be used in hardscapes areas although positive drainage should be maintained. Care should be taken in planning of landscaping adjacent to the building and parking and drive areas to avoid features which would pond water adjacent to the pavement, foundations or stemwalls. Placement of plants which require irrigation systems or could result in fluctuations of the moisture content of the subgrade material should be avoided adjacent to site improvements. Lawn watering systems should not be placed within 5 feet of the perimeter of the building and parking areas. Spray heads should be designed not to spray water on or immediately adjacent to the structure or site pavements. Roof drains should be designed to discharge at least 5 feet away from the structure and away from the pavement areas. Excavations into the on-site soils may encounter a variety of conditions. Excavations into the on- site clays can be expected to stand on relatively steep temporary slopes during construction. The individual contractor(s) should be made responsible for designing and constructing stable, temporary excavations as required to maintain stability of both the excavation sides and bottom. All excavations should be sloped or shored in the interest of safety following local and federal regulations, including current OSHA excavation and trench safety standards. Earth Engineering Consultants, LLC EEC Project No. 1132089 December 6, 2013 Page 13 GENERAL COMMENTS The analysis and recommendations presented in this report arc 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. It is recommended that the geotechnical engineer be retained to review the plans and specifications so 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 phases to help determine that the design requirements are fulfilled. Site-specific explorations should be completed to develop site-specific recommendations for each of the site buildings. This report has been prepared for the exclusive use for Prairie Community Church c/o Think Tank Studio 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 are 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 IIS: 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 DEGREE OF WEATHERING: Soil Classification is based on the Unified Soil Classification Slight Slight decomposition of parent material on system and the ASTM Designations D-2488. Coarse Grained joints. May be color change. Soils have move than 50% of their dry weight retained on a #200 Moderate Some decomposition and color change sieve; they arc described as: boulders, cobbles, gravel or sand. throughout. Fine Grained Soils have less than 50% of their dry weight High Rock highly decomposed, may be extremely retained on a #200 sieve; they are described as : clays, if they broken. are plastic, and silts if they are slightly plastic or non-plastic. HARDNESS AND DEGREE OF CEMENTATION: Major constituents may be added as modifiers and minor limestone and Dolomite: constituents may be added according to the relative proportions Lard Difficult to scratch with knife. based on grain size. In addition to gradation, coarse grained Moderately Can be scratched easily with knife. soils are defined on the basis of their relative in-place density and fine grained soils on the basis of their consistency. Hard Cannot be scratched with fingernail. Example: Lean clay with sand, trace gravel, stiff (CI); silty Soft Can be scratched with fingernail. sand, trace gravel, medium dense (SM). Shale, Siltstone and Claystone: CONSISTENCY OF FINE-GRAINED SOILS Hard Can be scratched easily with knife, cannot be scratched with fingernail. Unconfined Compressive Moderately Can be scratched with fingernail. Strength, Qu, psf Consistency Hard Soft Can be easily dented but not molded with < 500 Very Soft fingers. 500 - 1 ,000 Soft Sandstone and Conglomerate: 1 ,001 - 2,000 Medium Well Capable of scratching a knife blade. 2,001 - 4,000 Stiff Cemented 4,001 - 8,000 Very Stiff Cemented Can be scratched with knife. 8,001 - 16,000 Very Hard 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 PHYSICAL PROPERTIES OF BEDROCK UNIFIED SOW CLASSIFICATION SYSTEM Soil Classification Group Group Name Criteria far Assigning Group Symbols and Group names Using Laboratory Tests Symbol Coarse—Grained Grovels more than Clean Gravels Less Sails more than 50% of coarse than 5% fines Cu}4 and <Gc≤3E GW Well—eroded gravetr 50% retained on fraction retained No. 200 sieve an No. 4 sieve Cu<4 and/or 1 >Cc>3` GP Poorly—graded gravel` Gravels with Fines Fines classify as ML or MH GM Silty grovel, G,H more than 12% " . fines Fines classify as CL or CH GC Clayey Grovel " E Sands 50% or Clean Sands Less Cu>J and 1 <C_c≤3 SW Well—graded sand ' more coarse than 5% fines J E fraction posses 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 sandy" Fine—Grolned Slits and Clays inorganic PI>7 and plots on or above 'A"Line CL Lean clay " Soils 50% or Liquid Limit less -more passes the than 50 Pl<4 or plots below 'A"Line ML Silt «" No. 200 sieve organic Liquid Limit — oven dried Organic clay1N -<0.75 OL Liquid Limit — not dried Organic 511t "`'°'° Silts and Clays inorganic PI plots on or above "Kline CH Fat cloy IC." Liquid Limit 50 or , more PI plots below "A'Line MH Elastic SiI t rte organic Liquid Limit — oven dried Organic cloy`1"' <0.75 OH Liquid Limit — not dried Organic silt ' ° Highly organic soils Primarily organic matter, dark in color, and orycinic odor P r Peat Abased on the material passing the 3 -in. (75— E �� "II Roll contains 15 to 29%plus No. 200, add CU=Oca/D1 CC=s mm) sieve X 0 'with sand or 'with gravel', whichever is s11 field sample contained cabbies or boulders, predominnnt. or both, add 'with cobbles or boulders, or bath' Lit soil contulus 2 30- plus No. 200 to group narnc rff soli contains 2t5X Bond, add'wlth sand'lo predominantly sand, odd sandy to group cGrovele with 5 to 12% fines required dual name. group ne. symbols slf M aurclusally us CL-fa L, use dual 1)411(301 °II sail contains 2 3076 plus No. 200 GW-GM well graded grovel with sit GC-CM, or SC-SM. predatninonlly grovel, add "gravely' to group GW-GC Hell-graded grovel with cloy 'if fines ore urgonic, add'wlth organic finest° name. . GP-GM poorly-graded gravel with silt PI24 and plats on or above A line. GP-GC poorly-gradedgrovel with cloy group name °Pl<4 or plots below 'A' line, s P Y-9 Y 'if soli contains >15%grovel, odd with gravel Cpl plots on or above 'A' line. Sands with 5 to 12X fines require dual to group puma.symbols: +If Atlerber limits lots shaded ones, 103 le n a f'I plots below PA' line.5W-SM welt-graded sand with silt CL-ML, cilt g clay. P SW-SC well-graded sand with cloy y SP-SM poorly graded sand with slit SP-SC poorly graded sand with cloy en — - -r I. For Cossineotbn of finer-grained soils /' and finer-grained fraction of coarse- /I grained ed w / Sr) Equation at '!;'-fine - Horitonts at P1.04 to LL'.2i5. t/ then P1-0.7) (LL-20) �.€ET: / o e Equation of ell-fine •�#‘''e • �' as _ Vortical at LL�IS to PI.7, rG - e t X than PI+a.9 (LL—a) / 1 ses // G / in - . / - _ . /. • U / i O\-` VI Q 70- _ r , MH OH a. j „, fl / e • to - t - _ - - " a: ut. ML Cr 1o�. I 0 0 l0 70 30 40 SO so 70 no i-a too 1 t o LIQUID LIMIT (LL) I -i - - -- - - - - J (U SO) 1ttL9t$ t N I- - - ___ - - =,1..•- - -- - - -- - - - - - - - - - - - - - - - ... z • __ _ 1., le Q I— . _, yid:L I ' '� ,l .c.-'' -r- P+z>:L.{E 451,x. _ , ] 1 I. 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In O C 4-1 L a-r v l 1 ± 1 'X CO O A .C F''' C O i•--. ..C(L 1 4-4 a (C1 •Q L O cri u vo 1 I.a.� 7 a Q a-.+ ,C 4r-t; O o I �' -.J Q J In p Z o aa-str z I I : I ,• II �,t ,, � R c.- Li i 1 \ 1 r r� 4 a1 ' 1 � . .• �y� t, • ' Iii •;-. i' I i r 1 . k. .?,#,,r ti , ....fa { ,tit '• t,�t ' itil f �ifir4. .. (.tt.,_. . .._. . . c� I I I � 'a2.t� SO • Ili - 1 1'60 90 .•�--.•� -, ^.[�Y+�r 1 . J+6 a.�•-.rte "►.• .• . ' _ YyiS ` "^ '' •_r.-=s ' . - •RF ,f. -• a"s. . . - . - ' •rte>4♦...r �: `• • - .• r �' rric'PYTI. •1 •- n y mot t P. aV :, • • .... ... r • • agrillea : 1.sot 1 4kt-- • ., .,.. . re, ... ..: .. .....areu e•-• ' PRO I vi t • I .. ,....• _ • • 4140,7"� •ice,�, � /f�'^ ..`�►.��, f '1S flid . . refor,sfias J it • resew - :• ' rr • 4, tai - • - ' ! a' • �' ' + � '` fi•1 '...r1oril f ':L1 .';r-� -•7 vire- r • it"- .. slik: ' • 4. y A 6. I ti ( 4 . 1+�'r or IF • • • I• I. , ,t -. • . ' - • v V V ...m... se . r • I ,• - ." - , • . • - • • - . • lo• • - w _ tom.-= .• •� ;. • -F•• . r0•- •� -•• Yw!'4'1_-Y)f�.-- ,..�.;. "• -w� r- ' t• ,•�J • . . • wy _ r X11. M ' ...r.4e. II e. .1/ „ • • -ff . _ .- 7-- • a- . i- • : - �•a.•�'. • 1 '` ..� ea 's '. , i - 1, a •.- • ' •A- • - ) .... . � -r • i • - • vi�- 'PHOTO # 2 -'1% re• +r�r PRAIRIE COMMUNITY CHURCH - PHASE I FIRESTONE, COLORADO EEC PROJECT No. 1132089Ce NOVEMBER 2013 PRAIRIE COMMUNITY CHURCH - PHASE I FIRESTONE, COLORADO PROJECT NO: 1132089 LOG OF BORING B-1 DATE: NOVEMBER 2013 RIG TYPE: CME55 SHEET 1 OF 2 WATER DEPTH FOREMAN: DG START DATE - 11/12/2013 WHILE DRILLING 19.0' AUGER TYPE: 4" CFA _ FINISH DATE 11112/2013 AFTER DRILLING Ii. NIA SPT HAMMER: AUTOMATIC SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION D N 4U MC De A-LIMITS -200 SWELL IVPi (FEET) el_OWS)FT) (PSFI (%) (PCF) LI_ PI (%) PRESSURE % 500 PSF TOPSOIL & VEGETATION SILTSTONE / SANDSTONE brown / rust 2 moderately hard to hard CS 3 50/5" - 10.0 108.0 31 10 55.5 <500 psf None 4 SS 5 50/5" - I 11.9 6 8 SANDSTONE 9 grey / dive cemented CS 10 50/1" - I 11.8 98.6 11 12 13 CLAYSTONE / SILTSTONE 14 grey / rust moderately hard to hard SS 15 50 9000+ I 18.6 16 17 18 19 CS 20 50/5" I 31.3 21 22 23 24 SANDSTONE / SILTSTONE brown / rust SS 25 50/4" 5000 24.6 Continued on Sheet 2 of 2 Earth Engineering Consultants, LLC PRAIRIE COMMUNITY CHURCH - PHASE I FIRESTONE, COLORADO PROJECT NO: 1132089 LOG OF BORING 8-1 DATE: NOVEMBER 2013 RIG TYPE: CME55 SHEET 2 OF 2 WATER DEPTH FOREMAN: DG START DATE 11/12/2013 WHILE DRILLING 19.0' AUGER TYPE: 4" CFA FINISH DATE 11/1212013 AFTER DRILLING N/A SPT HAMMER: AUTOMATIC SURFACE ELEV N/A 24 HOUR NIA SOIL DESCRIPTION D N oU MC DD A-LIMITS -200 SWELL TYP£ (FEET) (BLOWS/FT) (PSI) (%n) (PCF) LL PI (%) PRESSURE W,@ 500 PSF Continued from Sheet 1 of 2 26 SANDSTONE / SILTSTONE 27 brown / rust _ moderately hard to hard 28 29 CS 30 50/2" — 26.1 *intermittent cemented sandstone lenses with depth 31 33 34 SS 35 50/1" -- 24.4 BOTTOM OF BORING DEPTH 35.5' 36 37 38 39 40 41 42 43 44 45 46 47 48 4:i 50 Earth Engineering Consultants, LLC PRAIRIE COMMUNITY CHURCH - PHASE I FIRESTONE, COLORADO PROJECT NO: 1132089 LOG OF BORING B-2 DATE: NOVEMBER 2013 RIG TYPE: CME55 SHEET 9 OF 9 WATER DEPTH FOREMAN: DG START DATE 11/12/2013 WHILE DRILLING 19.0' AUGER TYPE: 4" CFA FINISH DATE 11/12/2013 AFTER DRILLING N/A • SPT HAMMER: AUTOMATIC SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION D N QU MC DO A•LIMITS -200 SWELL TYPE (FEET) (BLOWSIFT) (PSF) (%) (PCF LL PI °A PRESSURE %@ soz1 PSF TOPSOIL & VEGETATION 1 SILTSTONE / CLAYSTONE / SANDSTONE brown / grey /rust - 2 moderately had to hard CS 3 50/9" - 9.8 98.1 I > 4 SILTSTONE / SANDSTONE SS 5 50/12" — 9.1 grey / rust hard/cemented 6 7 8 9 CS 10 50/3" — I 4.2 107.5 1 NL NP 21.9 . <500 psf None 11 12 13 14 CLAYSTONE/ SILTSTONE / SANDSTONE SS 15 50/6" 9000+ 18.4 brown /grey/rust moderately had to hard 16 17 18 19 CS 20 50/4" BOTTOM OF BORING DEPTH 20.0' _ 21 22 23 24 25 Earth Engineering Consultants, LLC PRAIRIE COMMUNITY CHURCH - PHASE I FIRESTONE, COLORADO PROJECT NO: 1132089 LOG OF BORING B-3 DATE: NOVEMBER 2013 RIG TYPE: CME55 SHEET 1 OF I WATER DEPTH FOREMAN: DG START DATE 11/12/2013 WHILE DRILLING 19.0' AUGER TYPE: 4" CFA FINISH DATE 11/12/2013 AFTER DRILLING WA SPT HAMMER: AUTOMATIC SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION D N 0u MC DD A-LIMrrs -200 SWELL TYPE (FEET) (BLOWS/FT) (PSFI (%t (PCF) LL PI 1%) PRESSURE I %(rt? 500 PSF TOPSOIL & VEGETATION CLAYSTONE / SILTSTONE / SANDSTONE brown / rust / grey moderately hard to hard 4 SILTSTONE / SANDSTONE CS 5 40 9000 15.6 107.1 31 a 12 85.4 a <500 psf None grey poorly cemented to cemented 6 7 8 9 CLAYSTONE / SILTSTONE/ SANDSTONE SS 10 40 9000+ I 13.6 grey / yellow / rust moderately hard to hard 11 12 13 14 grey CS 15 42 9000+ 24.3 10t8 56 36 89.5 3000 psf 4.7% 16 17 18 19 CLAYSTONE/ SILTSTONE / SANDSTONE SS 20 50/5" 5000 21.6 grey / rust moderately hard to hard 21 22 23 24 CS 25 50/5" - 16.3 BOTTOM OF BORING DEPTH 25.0' - - Earth Engineering Consultants, LLC PRAIRIE COMMUNITY CHURCH - PHASE I FIRESTONE, COLORADO PROJECT NO: 1132089 LOG OF BORING B-4 DATE: NOVEMBER 2013 RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH FOREMAN: DG START DATE 11/12/2013 WHILE DRILLING 18.0' AUGER TYPE: 4" CFA FINISH DATE 11/12/2013 AFTER DRILLING NIA SPT HAMMER: AUTOMATIC SURFACE ELEV N/A 24 HOUR NIA SOIL DESCRIPTION D N QU ' MC DD A-LIMITS -200 SWELL TYPF ( EFT1 (Al OWS/FT) IPSF1 (%) IPCF1 LL PI (%) PRESSURE 1 "/ Co 500 PSF 111 SPARSE VEGETATION 1 HIGHLY WEATHERED CLAYSTONE/ SILTSTONE brown / rust/ grey 2 moderately hard to hard 3 4 CS 5 44 9000 15.3 33 4 84.4 1 3000 psf i, 2.8% 6 7 8 9 CLAYSTONE/ SILTSTONE SS 10 44 9000 22.9 grey / rust / yellow with traces of lignite 11 moderately hard to hard 12 13 14 CLAYSTONE / SILTSTONE / SANDSTONE CS 15 5017" — 14.0 118.8 f grey / rust/ yellow moderately hard to hard 16 17 18 19 SANDSTONE / SILTSTONE _ brown /grey / rust SS 20 50/5" — 22.4 moderately hard to hard BOTTOM OF BORING DEPTH 20.5' 21 22 23 24 25 Earth Engineering Consultants, LLC PRAIRIE COMMUNITY CHURCH - PHASE I FIRESTONE, COLORADO PROJECT NO: 1132089 LOG OF BORING B-5 DATE: NOVEMBER 2013 RIG TYPE: CME55 SHEET I OF I WATER DEPTH FOREMAN: DG START DATE 11/12/2013 WHILE DRILLING 18.0' AUGER TYPE: 4" CFA FINISH DATE 11/1212013 AFTER DRILLING N/A SPT HAMMER: AUTOMATIC SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL TYPE (FEETI (BLOWS/FT) (PSF) I%) (PCP) LL PI (%) PRESSURE %61) 500 PSF ---- SPARSE VEGETATION SILTSTONE / SANDSTONE / CLAYSTONE brown /grey /rust moderately hard to hard 3 a CS 5 5013.5" - 10.2 108.2 6 7 8 9 SS 10 50/5" 1000 14.6 l 11 12 13 14 CS 4 15 50/6" 5000 17.7 110.7 16 17 18 19 SILTSTONE / SANDSTONE brown / rust SS 20 50/5" 5000 17.0 moderately hard to hard _ BOTTOM OF BORING DEPTH 20 5' 21 22 23 24 25 Earth Engineering Consultants, LLC PRAIRIE COMMUNITY CHURCH - PHASE I FIRESTONE, COLORADO PROJECT NO: 1132089 LOG OF BORING B-6 DATE: NOVEMBER 2013 RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH FOREMAN: DG START DATE 11/12/2013 WHILE DRILLING None AUGER TYPE: 4" CFA FINISH DATE 11(1212013 AFTER DRILLING N/A SPT HAMMER: AUTOMATIC SURFACE ELEV NIA 24 HOUR NIA SOIL DESCRIPTION D N QU MC OD A-LIMITS -200 SWELL ITYPE (FEET) (BLOWSiFT) (PSF) (%) (PCF) LL Pi (%) PRESSURE %@ 500 PSF TOPSOIL & VEGETATION 1 SANDY LEAN CLAY (CL) brown 2 stiff to very stiff %o@150psf CS 3 22 9000+ 7.7 126.2 34 21 58.2 400 psf 0.8% 4 SS 5 19 9000 9.8 6 7 8 9 SS 10 19 9000 I 20.8 CLAYSTONE / SILTSTONE, brown / grey/ rust BOTTOM OF BORING DEPTH 10.5' 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Earth Engineering Consultants, LLC PRAIRIE COMMUNITY CHURCH - PHASE I FIRESTONE, COLORADO PROJECT NO: 1132089 LOG OF BORING B-7 DATE: NOVEMBER 2013 RIG TYPE: CME55 SHEET 1 OF I WATER DEPTH FOREMAN: DG START DATE 11/12/2013 WHILE DRILLING None AUGER TYPE: 4" CFA _ FINISH DATE 11/12/2013 AFTER DRILLING N/A SPT HAMMER: AUTOMATIC SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL TYPE (FEET) (E3LOYVS/Fil (PSI) (%) (PCF) LL PI (54) • PRESSURE % {if 5DU PSF TOPSOIL & VEGETATION 1 SANDY LEAN CLAY (CL) brown 2 stiff to very stiff % @ 150 Par with traces of gravel CS 3 17 9000 11.9 113.1 25 11 49.6 180 psf 0.1% 4 SS 5 16 9000 20.7 - HIGHLY WEATHERED CLAYSTONE / SILTSTONE 6 grey / brown / rust soft to moderately hard 7 8 9 SS 10 32 9000 ! 23.7 BOTTOM OF BORING DEPTH 10.5' 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Earth Engineering Consultants, LLC PRAIRIE COMMUNITY CHURCH - PHASE I FIRESTONE, COLORADO PROJECT NO: 1132089 LOG OF BORING B-8 DATE: NOVEMBER 2013 RIG TYPE: CME55 SHEET i OF 1 WATER DEPTH FOREMAN: DG START DATE 11/12/2013 WHILE DRILLING None AUGER TYPE: 4" CFA FINISH DATE 11/12/2013 AFTER DRILLING NIA SPT HAMMER: AUTOMATIC SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION o N QU MC DD A-LIMITS -200 SWELL TYPE (FEET1 (BLOWS/FT) (PSF) (Yo) (PCF) LL PI ("Jo) PRESSURE to 50DPSF TOPSOIL& VEGETATION SANDY LEAN CLAY (CL) brown 2 stiff to very stiff _ CS 3 12 9000 7.6 125.7 4 SS 5 28 6000 7.3 SANDSTONE / SILTSTONE 6 grey poorly cemented 7 8 9 CLAYSTONE/ SILTSTONE / SANDSTONE CS 10 49 9000 14.5 110.5 grey/ rust soft to moderately hard to hard with depth 11 12 13 14 SS 15 -- NR BOTTOM OF BORING DEPTH 15.5' 16 17 18 19 20 21 22 23 24 25 Earth Engineering Consultants, LLC SWELL / CONSOLIDATION TEST RESULTS Material Description: Brown / Rust Siltstone / Sandstone (classified as SANDY LEAN CLAY) Sample Location: Boring 1 , Sample 1 , Depth 2' Liquid Limit: 31 Plasticity Index: 10 °/0 Passing #200: 55.5% Beginning Moisture: 10.0% Dry Density: 102.5 pcf Ending Moisture: 22.2% Swell Pressure: <500 psf % Swell @ 500: None 10.0 8.0 I -1 6.0 i Cl 4.0 2.0 - -- - - - - - - c m E a, 2 0.0 , - - c as a -2.0 --_-- Water Added _ �- - - O -4.0 - - - - - - _ �... . -�._ ._ E o I o -6.0 -8.0 -10.0 - 0.01 0.1 1 10 Load (TSF) Project: Prairie Community Church Location: Firestone, Colorado Project #: 1132089 Date: November 2013 SWELL / CONSOLIDATION TEST RESULTS Material Description: Grey / Rust Siltstone / Sandstone (classified as SILTY SAND) Sample Location: Boring 2, Sample 3, Depth 9' Liquid Limit: NL Plasticity Index: NP % Passing #200: 21 .9% Beginning Moisture: 4.2% Dry Density: 97.9 pcf Ending Moisture: 22 .9% Swell Pressure: <500 psf % Swell @ 500: None 10.0 • -- 8.0 - --- -- - - i 6.0 C 3 ( I 4.0 . 2.0 Ii as ° I ! 5 0.0 ; -•-I d L a -2.0 _�.� Water Added o -4.0 o U o -6.0 I - __ •-- o -8.0 • -- - -10.0 - - I , _ 0.01 0.1 1 10 Load (TSF) Project: Prairie Community Church Location: Firestone, Colorado • E Ec Project #: 1132089 Date: November 2013 SWELL / CONSOLIDATION TEST RESULTS Material Description: Brown / Rust / Grey Siltstone / Claystone (classified as LEAN CLAY) Sample Location: Boring 3, Sample 1 , Depth 4' Liquid Limit: 31 Plasticity Index: 12 % Passing #200: 85.4% Beginning Moisture: 15.6% Dry Density: 104 pcf Ending Moisture: 21 .4% Swell Pressure: <500 psf % Swell @ 500: None 10.0 . . . - T - 8.0 - - •- - - — - 6.0 a) w 4.0 2.0 . __. . c ' CD 0 g 0.0 �---- I • c .. _1_ m 0 a -2.0 Water Added ` II o -4.0 - 2 co O (I) U -6.0 , - - ----- -8.0 . -10.0 - - i 0.01 0.1 1 10 Load (TSF) Project: Prairie Community Church Location: Firestone, Colorado Project #: 1132089 E E 1 Date: November 2013 SWELL / CONSOLIDATION TEST RESULTS Material Description: Grey / Yellow / Rust Siltstone / Claystone (classified as LEAN CLAY) Sample Location : Boring 3, Sample 3, Depth 14' Liquid Limit: 56 Plasticity Index: 36 % Passing #200: 89.5% Beginning Moisture: 24.3% Dry Density: 98.4 pcf Ending Moisture: 23.6% Swell Pressure: 3000 psf % Swell @ 500: 4.7% 10.0 E 8.0 - — — - i 6.0 4- ^, W 4.0 _ 2.0 • �. 2 0.0 _4. - d Water Added -2.0 -4.0 - - - - - o Co V o o -6.0 - •- - — — — _ -8.0 10.0 - - --1 0.01 0.1 1 10 Load (TSF) Project: Prairie Community Church Location : Firestone, Colorado Project #: 1132089 Date: November 2013 SWELL / CONSOLIDATION TEST RESULTS Material Description: Brown / Rust / Grey Siltstone / Claystone (classified as Lean Clay w/ Sand) Sample Location: Boring 4, Sample 1 , Depth 4' Liquid Limit: 33 Plasticity Index: 4 % Passing #200: 84.4% Beginning Moisture: 28.6% Dry Density: 100.8 pcf Ending Moisture: 18.4% Swell Pressure: 3000 psf % Swell @ 500: 2.8% 10.0 - Y 8.0 - 6.0 3 co 4.0 2.0 c a) E 2 0.0 c a -2.0 Water Added O -4.0 — • . D -5 o -6.0 — - - - - U -8.0 i,_.._ -10.0 - _ ' l : 0.01 0.1 1 10 Load (TSF) Project: Prairie Community Church Location: Firestone, Colorado Project #: 1132089 Date: November 2013 SWELL / CONSOLIDATION TEST RESULTS Material Description: Brown Sandy Lean Clay (CL) Sample Location: Boring 6, Sample 1 , Depth 7 Liquid Limit: 34 Plasticity Index: 21 % Passing #200: 58.2% Beginning Moisture: 3.9% Dry Density: 129.6 pcf Ending Moisture: 15.7% Swell Pressure: 400 psf % Swell @ 150: 0.8% 10.0 - , - i 8.0 i 6.0 CO 4.0 ----. 2.0.r _- a� E � E 0.0 _ -.. r !71 V d Water Added -2.0 -4.0 — I I - 173 o -6.0 - - - _ -8.0 -10.0 1 _ I i 0.01 0.1 1 10 Load (TSF) Project: Prairie Community Church Location: Firestone, Colorado Project #: 1132089 Date: November 2013 SWELL / CONSOLIDATION TEST RESULTS Material Description: Brown Sandy Lean Clay (CL) / Clayey Sand (SC) Sample Location: Boring 7, Sample 1 , Depth 2' Liquid Limit: 25 Plasticity Index: 11 % Passing #200: 49.6% Beginning Moisture: 11 .9% Dry Density: 130 pcf Ending Moisture: 14.9% Swell Pressure: 180 psf % Swell @ 150: 0. 1 % 10.0 F 8.0 , 6.0 I � co 4.0 _ 2.0 c w E 2 0.0 CD a Water 2 ' ia. i -2.0 • -4.0 -- - o -- ca -6.0 --T — - U -8.0 -10.0 I - . 0.01 0.1 1 10 Load (TSF) Project: Prairie Community Church Location: Firestone, Colorado E E c Project #: 1132089 Date: November 2013 Earth Engineering Consultants, LLC Summary of Laboratory Classification/ Moisture-Density Relationship 145 Material Designation: A Sample Location: Upper 10' of Borings Description: Claystone / Sandstone / Siltstone 140 Atterbera Limits (ASTM O-4318) \ Liquid Limit: 26 Plastic Limit: 19 135 - - -- c Plasticity Index: 7 Passing No. 200 Sieve (AASHTO T 11/ASTM C 117): 67.3% 130 Standard Proctor (ASTM D-6981 ry .5 pcf c OptimumMaximum MDoistureDensity:Content:115 13.5% o - \ .u- 125 c.) 3 — z U Curves for 100% Saturation a 120 For Specific Gravity Equal to: N .o C 2.80 2 115 2.70 — T— 2.60 C / 0 110 _ / 0 105 — — --- 100 — — NT - \ \ 90 _J 0 5 10 15 20 25 30 35 Percent Moisture Project: Prairie Community Church Firestone, Colorado Project No: 1132089 Date December 2013 Earth Engineering Consultants, LLC Summary of Laboratory Gradation Test 100% - T I 90% 80% 70% rn 60% _ .n c 50% iL c a) 40% �� _ r__ _ a) 0 30% 20% _. 10% 0% 1 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Sieve Size Percent Passing No. 4 99% No. 10 99% No. 40 97% No. 200 67.3% • Material Designation: A Sample Location: Upper 10' of Borings Material Description: Claystone / Sandstone / Siltstone Project: Prairie Community Church Firestone, Colorado Project No: 1132089 Date December 2013 Hello