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Home My WebLink About20060706.tiff • PRELIMINARY GEOTECHNICAL ENGINEERING REPORT PROPOSED MIXED-USE DEVELOPMENT CARMA WELD COUNTY SITE WELD COUNTY ROAD 30 (HIGHWAY 66) AND INTERSTATE 25 - WELD COUNY, COLORADO Terracon Project No. 25045122 May 26, 2004 Prepared for Carma 9110 East Nichols Avenue, Suite 180 Englewood, Colorado 80112 — Attn: Mr. Tyler Packard Prepared by: Terracon 10625 West 1-70 Frontage Road North, Suite 3 Wheat Ridge, Colorado 80033 Phone: 303-423-3300 EXHIBIT Fax: 303-423-3353 1 &4" - 2006-0706 1 ferracOr1 May 26, 2004 1 Terracon Consulting Engineers&Scientists 10625 West 1-70 Frontage Road North, Suite 3 Wheat Ridge, Colorado 80033 Carma Phone 303.423.3300 9110 East Nichols Avenue, Suite 180 Fax 303.423.3353 www.terracon.com Englewood, Colorado 80112 Attn: Mr. Tyler Packard Re: Preliminary Geotechnical Engineering Report Proposed Mixed-Use Development Carma Weld County Site Weld County Road 30 (Highway 66) and Interstate 25 Terracon Project No. 25045122 Terracon has completed a preliminary geotechnical engineering exploration for the proposed mixed-use development to be located near the southeast corner of Weld County Road 30 (Highway 66) and Interstate 25 in Weld County, Colorado. This study was performed in general accordance with our proposal number D25040135 dated February 6, 2004. However, borings were not drilled within the Douthit Parcel due to access limitations/permission to access the site. The results of our engineering study are attached. These results include the Boring Location Map, laboratory test results, Logs of Boring, and the preliminary geotechnical recommendations needed to aid in the design and construction of foundations and other earth connected phases of this project. The subsurface materials at the site consisted of native soils comprised of clays with varying amounts of sand, silts with varying amounts of sand, and sands with varying amounts of clay and silt. The native soils extended to depths of about 1-1/2 to 25 feet below existing site grade. Sandstone, siltstone and/or claystone bedrock materials were encountered beneath the native soils in the majority of the borings and extended to the full depth of exploration. Bedrock was not encountered to the full depth of exploration in Boring Nos. 34 and 39. It should be noted that a hydrocarbon odor was noticed in one of the relatively shallow samples from Boring No. 12; however, recognition and characterization of environmental concerns are not within the scope of services for this current study. A Phase I Environmental Site Assessment (ESA) study is being prepared by Terracon and results will be forwarded under a separate cover, Terracon Project No. 22047705. The information obtained by geologic survey and the results of field exploration and laboratory testing completed for this study indicate that the sand and silt soils have a non- to low expansive potential. The clay soils have a low to moderate expansive potential. The soils generally exhibit a low to moderate compression/consolidation potential. The Delivering Success for Clients and Employees Since 1965 More Than 60 Offices Nationwide Preliminary Geotechnical Engineering Report Terracon Proposed Mixed-Use Development Carma Weld County Site, Weld County, Colorado Terracon Project No. 25045122 sandstone and siltstone bedrock materials are generally considered to be non- to low expansive. The claystone bedrock materials should be considered to be moderately to highly expansive. The soils and bedrock at anticipated foundation bearing depth have low to high load bearing capability. Based on the geotechnical engineering analyses, subsurface exploration and laboratory test results, the proposed structures could be supported on drilled straight shaft pier, spread ^' footing or post-tensioned slab foundation systems. Spread footing foundation systems are generally considered acceptable for support of the single- and multi-family residential _ structures and commercial/retail buildings when bearing on non- to low expansive on-site native soils, recompacted native soils, sandstone bedrock and/or newly placed engineered fill. In areas where potentially expansive claystone bedrock is encountered at or near shallow foundation bearing elevation, the use of drilled pier foundation systems may be required. Overexcavation of potentially expansive claystone bedrock materials, moisture conditioning and recompaction or replacement with non- to low expansive soils could be considered if spread footing foundation systems are desired. Consideration could also be given to using post-tensioned slab foundation systems for at-grade multi-family residential structures and the commercial/retail buildings. Slab-on-grade associated with the drilled pier and spread footing foundation options may be utilized for the interior floor system when bearing on non- to low expansive native soils, sandstone bedrock and/or newly placed engineered fill, provided that some movement can be tolerated. Given the engineering characteristics of near surface claystone bedrock materials which may support slabs, consideration should be given to partial removal of these materials, moisture conditioning and recompaction and/or replacement with non- to low expansive on-site soils or sandstone bedrock materials, and/or imported soils, provided that some movement can be tolerated. It should be noted that even if these measures are implemented, some movement should be anticipated. However, the movements could be reduced and would tend to be more uniform in nature. If little or very little movement is desired, consideration should be given to use of structural floor systems. Shallow groundwater conditions were encountered in the majority of the borings drilled at the site and will require particular attention in the preparation of grading plans and in the design and construction of the planned development. In addition, very soft and very loose soil conditions encountered within some portions of the site will require particular attention during grading operations and construction. Other design and construction recommendations, based upon geotechnical conditions, are presented in the report. ii Preliminary Geotechnical Engineering Report Terracon Proposed Mixed-Use Development Carma Weld County Site,Weld County, Colorado Terracon Project No. 25045122 Supplementary geotechnical engineering exploration should be performed at the site when final design plans become available and preliminary design studies are complete. Supplemental geotechnical explorations will be used to confirm or modify the recommendations contained in this preliminary report. We appreciate being of service to you in the geotechnical engineering phase of this project, and are prepared to assist you during the construction phases as well. Please do not hesitate to contact us if you have any questions concerning this report or any of our testing, inspection, design and consulting services. Sincerely, TERRAC0N o�p% ....... �S� .S \ ••••• :31.!/"C". , oFP.a4 if. 31 C,leAtirts I "ONAI.E�6 Mohammed H. Abusalih, E.I.T. Michael E. Anderson, P.E. "... Staff Engineer Geotechnical Department Manager Copies to: Addressee (5) iv Preliminary Geotechnical Engineering Report Terracon Proposed Mixed-Use Development Carma Weld County Site, Weld County, Colorado Terracon Project No. 25045122 TABLE OF CONTENTS Page No. Letter of Transmittal INTRODUCTION 1 PROPOSED CONSTRUCTION 1 SITE EXPLORATION 2 Field Exploration 2 Laboratory Testing 3 SITE CONDITIONS 4 SUBSURFACE CONDITIONS 4 Geology 4 Soil and Bedrock Conditions 5 Field and Laboratory Test Results 5 Groundwater Conditions 6 ENGINEERING ANALYSES AND PRELIMINARY RECOMMENDATIONS 6 Geotechnical Considerations 7 Foundation Systems 9 Spread Footings 9 Drilled Straight Shaft Piers 10 Post-Tensioned Slab Foundation Systems 11 Basement Construction 12 Lateral Earth Pressures 13 Seismic Considerations 13 Floor Slab Design and Construction 14 Preliminary Pavement Design and Construction 15 Earthwork 18 General Considerations 18 Site Preparation 18 Subgrade Preparation 19 Fill Materials and Placement 20 Shrinkage 21 Slopes 21 Excavation and Trench Construction 22 — v Preliminary.Geotechnical Engineering Report Terracon Proposed Mixed-Use Development Carma Weld County Site,Weld County, Colorado Terracon Project No. 25045122 TABLE OF CONTENTS (Cont'd) Page No. Additional Design and Construction Considerations 22 Exterior Slab Design and Construction 22 Underground Utility Systems 23 Corrosion Protection 23 ^ Surface Drainage 23 GENERAL COMMENTS 24 Figure No. BORING LOCATION MAP 1 APPENDIX A: LOGS OF BORING APPENDIX B: LABORATORY TEST RESULTS r APPENDIX C: GENERAL NOTES r rI r r^ vi • drainage. The recommendations contained in this report are based upon the results of field and laboratory testing, engineering analyses, experience with similar soil and bedrock conditions and structures and our understanding of the proposed project. A Phase I Environmental Site Assessment (ESA) study is being performed by Terracon and results will be forwarded under separate cover, Terracon Project No. 22047705. PROPOSED CONSTRUCTION Based on the information provided, we understand that this phase of the project will include the development of an approximate 1,500-acre parcel. Development will include construction of site infrastructure and the construction of single-and multi- family residential structures and commercial/retail buildings. Major elements of site infrastructure will include: PRELIMINARY GEOTECHNICAL ENGINEERING REPORT PROPOSED MIXED-USE DEVELOPMENT CARMA WELD COUNTY SITE _ WELD COUNTY 30 (HIGHWAY 66) AND INTERSTATE 25 WELD COUNTY, COLORADO Terracon Project No. 25045122 May 26, 2004 INTRODUCTION This report contains the results of our preliminary geotechnical engineering exploration for the proposed mixed-use development to be located near the southeast corner of Weld County Road 30 (Highway 66) and Interstate 25 in Weld County, Colorado. The purpose of these services is to provide information and preliminary geotechnical engineering recommendations relative to: • subsurface soil and bedrock conditions. • groundwater conditions. ^ • foundation design and construction. • basement construction. • lateral earth pressures. • floor slab design and construction. • pavement design and construction. • earthwork. • drainage. The recommendations contained in this report are based upon the results of field and laboratory testing, engineering analyses, experience with similar soil and bedrock conditions and structures and our understanding of the proposed project. A Phase I Environmental Site Assessment (ESA) study is being performed by Terracon and results will be forwarded under separate cover, Terracon Project No. 22047705. PROPOSED CONSTRUCTION Based on the information provided, we understand that this phase of the project will include the development of an approximate 1,500-acre parcel. Development will include construction of site infrastructure and the construction of single-and mufti- family residential structures and commercial/retail buildings. Major elements of site infrastructure will include: • mass site grading. 1 Preliminary Geotechnical Engineering Report Terracon Proposed Mixed-Use Development Carma Weld County Site, Weld County, Colorado Terracon Project No. 25045122 • utility installation, including sanitary sewer and water. • street construction. Design and construction of streets with residential and collector designation, in accordance with Weld County and/or Colorado Department of Transportation (CDOT) requirements, are anticipated. Although final site grading plans were not available prior to the preparation of this report, mass grading is anticipated to be performed to bring the site to final construction grade. We assume that maximum fill and cut depths will be on the order of about 5 to 10 feet. Single-family residential construction is anticipated to include one- or two-story structures with full-depth basements. Superstructures of wood frame and brick veneer construction supported on reinforced concrete foundations are planned. Concrete slabs will be utilized in basements and garage level floors; however, structural floor systems in basement areas are being considered pending evaluation of soil conditions on the site. The multi-family residential structures are anticipated to be two to three story wood frame and brick veneer construction supported on reinforced concrete foundation systems and may incorporate full- depth basement construction. The commercial/retail buildings are assumed to be one- to two-story wood frame, steel frame and/or masonry load bearing walls supported on reinforced concrete foundation systems and will likely not include basement construction. It should be noted that field exploration for the parcel located within the northwest portion of the site (Douthit) was not performed due to access limitations/permission to enter the site. A separate report will be prepared following the completion of field exploration in this area to verify and/or modify the recommendations outlined herein. SITE EXPLORATION The scope of the services performed for this project included site reconnaissance by a field engineer, a subsurface exploration program, laboratory testing and preliminary engineering analysis. Field Exploration: A total of 32 test borings (Boring Nos. 3 through 6, 9 though 13, 16 through 20, and 23 through 40) were drilled on May 4th and 5`", 2004, to depths of about 20 to 25 feet below existing site grade at the approximate locations shown on the Boring Location Map, Figure 1. Boring Nos. 1, 2, 7, 8, 14, 15, 21, and 22 were not drilled in the Douthit Parcel due to access limitations/permission to enter the site. All borings were advanced with a truck-mounted drilling rig utilizing 4-inch diameter, solid-stem, continuous- - flight auger. 2 Preliminary Geotechnical Engineering Report Terracon Proposed Mixed-Use Development Carma Weld County Site, Weld County, Colorado Terracon Project No. 25045122 The borings were located in the field by pacing from property lines and/or existing site features. Elevations were taken at each boring location by interpolation from contours indicated on the USGS Topographic Map for the Fredrick Quadrangle. The accuracy of boring locations and elevations should only be assumed to the level implied by the methods used. Lithologic logs of each boring were recorded by the field engineer during the drilling operations. At selected intervals, samples of the subsurface materials were taken by driving ring barrel samplers. Penetration resistance measurements were obtained by driving the ring barrel into the subsurface materials with a 140-pound hammer falling 30 inches. The penetration resistance value is a useful index to the consistency, relative density or hardness of the materials encountered. Groundwater measurements were made in each boring at the time of site exploration and one day after drilling. — r Laboratory Testing: All samples retrieved during the field exploration were returned to the laboratory for observation by the project geotechnical engineer, and were classified in general accordance with the Unified Soil Classification System described in Appendix C. Samples of bedrock were classified in general accordance with the general notes for Rock Classification. At that time, an applicable laboratory testing program was formulated to determine engineering properties of the subsurface materials. Following the completion of the laboratory testing, the field descriptions were confirmed or modified as necessary and Logs of Borings were prepared. These logs are presented in Appendix A. Laboratory test results are presented in Appendix B. These results were used for the geotechnical engineering analyses and the development of preliminary foundation and earthwork recommendations. All laboratory tests were performed in general accordance with the applicable local or other accepted standards. Selected soil and bedrock samples were tested for the following engineering properties: • Water content • Grain size • Dry density • Plasticity Index — • Expansion • Water soluble sulfate content 3 Preliminary Geotechnical Engineering Report Terracon Proposed Mixed-Use Development Carma Weld County Site,Weld County, Colorado Terracon Project No. 25045122 SITE CONDITIONS The majority of the site was occupied by agricultural fields at the time of field exploration. Several single-family residences, barns, oil wells, and gravel surfaced interior access roads were observed on the site. The condition of the existing structures was not documented at the time of field exploration. The site was bounded on the north by Weld County Road 30 (Highway 66), on the east by Weld County Road 13 and a farm, on the south by St. Vrain River, and on the west by farms and Interstate 25. Weld County Road 30 (Highway 66) and Weld County Road 13 were currently being paved with asphalt concrete at the time of field -- exploration. The ground surface was generally flat to gently rolling with an estimated elevation differential of about 160 feet across the entire parcel. Vegetation consisted of agricultural crops comprised of barely and wheat. Site drainage was generally in the form of sheet surface flow directed to the east, southeast and south, although shallow depressions existed. Several agricultural ditches (lined and unlined) were observed within various locations of the site. Three water features with varying capacities were also observed within the southwest portion of the site. In addition, evidence of potential underground utilities was observed within or adjacent to the site. SUBSURFACE CONDITIONS Geology: Surficial geologic conditions at the site, as mapped by the U.S. Geological Survey (USGS) ('Colton, 1978), consist of Eolium of Upper Holocene to Bull Lake Glaciation Age. This material generally consists of light brown to reddish brown to olive gray deposits of windblown clay, silt, sand and granules. These materials, as mapped in this area, are generally on the order of about 15 feet in thickness. Bedrock underlying the surface units consists of the Denver and Arapahoe Formations of Paleocene and Upper Cretaceous Age. These formations within this area have been reported to include sandstone, claystone and siltstone, interbedded within pebble conglomerate. The thickness of these units has been reported to be on the order of 300 to 900 feet. Due to the relatively flat to gently rolling nature of the site, geologic hazards at the site are anticipated to be low. Seismic activity in the area is anticipated to be low, and the property _ should be relatively stable from a structural standpoint. With proper site grading around the 'Colton, Roger B., 1978, Geologic Map of the Boulder-Fort Collins-Greeley Area, Colorado, United States Geological Survey, Map l-855-G. 4 Preliminary Geotechnical Engineering Report Terracon Proposed Mixed-Use Development Carma Weld County Site,Weld County, Colorado Terracon Project No. 25045122 proposed structures, erosional problems at the site should be reduced. We assume that scour measures associated with the St. Vrain River will be addressed by others. Upon review of the subsidence hazard maps for the area as mapped by the Colorado Geological Survey (2Amuedo and Ivey, 1974) and our experience in the surrounding general area, the potential for subsidence hazards, old mining and/or faults could exist. However, a detailed evaluation of the subsidence potential is beyond the scope of this study. — Mapping completed by the Colorado Geological Survey (2Hart, 1972), indicates the site is located in an area of Windblown Sand or Silt". This material has been described as having low swell potential and may be subject to severe settlement or collapse when water is allowed to saturate the deposits. Bedrock with higher swell potential may be locally less than 10 feet below the ground surface. Soil and Bedrock Conditions: As presented on the Logs of Boring, surface soils to depths of about 1-1/2 to 25 feet below existing site grade consisted of native soils. The native soils were comprised of clays with varying amounts of sand, silts with varying amounts of sand, and sands with varying amounts of clay and silt. Sandstone, siltstone and/or claystone bedrock materials were encountered beneath the native soils in the majority of the borings and extended to the full depth of exploration. Bedrock was not encountered to the full depth of exploration in Boring Nos. 34 and 39. It should be noted that a hydrocarbon odor was noticed in a relatively shallow sample (4 feet) obtained from Boring No. 12 drilled northeast portion of the site. Field and Laboratory Test Results: Field test results indicate that the clay soils vary from very soft to very stiff in consistency. The sand and silt soils vary from very loose to medium dense in relative density. The sandstone, siltstone and claystone bedrock materials vary from weathered to very hard in hardness. Laboratory test results indicate that the sand and silt materials have a non- to low expansive potential and exhibit a low to moderate compression potential. The clay soils exhibit a low to moderate expansive potential. The soils exhibit a low to moderate compression/consolidation potential. The sandstone and siltstone bedrock materials are generally considered to be non- to low expansive. The claystone bedrock should be considered to be moderately to highly expansive. Water soluble sulfate testing indicated values ranging from 148 to 1,340 mg/I. 2Ivey, J.B., 1974, Subsidence Hazard Map for the Boulder—Weld Coal Filed, Boulder and Weld Counties, ,.� Colorado,Colorado Geological Survey, Map 7361-6. 2Hart, Stephen S., 1972, Potentially Swelling Soil and Rock in the Boulder-Fort Collins-Greeley Area, Front Range-Urban Corridor Colorado, Colorado Geological Survey, Sheet 1 of 4. 5 Preliminary Geotechnical Engineering Report Terracon Proposed Mixed-Use Development Carma Weld County Site, Weld County, Colorado Terracon Project No. 25045122 Groundwater Conditions: Groundwater was encountered at depths ranging from about 4 to 24 feet below existing site grade in the majority of the borings at the time of field exploration. When checked 1 day after drilling, groundwater was measured at depths of about 6 to 23 feet below existing site grade in the majority of the borings. Several borings had caved-in under wet conditions at depths of about 10-1/2 to 13 feet below existing site grade when checked a minimum of one day after drilling. Borings Nos. 32 through 34 were backfilled following the completion of drilling operations for safety considerations. These observations represent groundwater conditions at the time of the field exploration, and may not be indicative of other times or at other locations. Groundwater levels can be expected to fluctuate with varying seasonal and weather conditions. Based upon review of USGS maps (3Hillier, et al, 1979), regional groundwater beneath the project area predominates in colluvial, landslide or windblown materials or in fractured, weathered, consolidated, sedimentary bedrock located at a depth near ground surface. Seasonal variations in groundwater conditions are expected since the aquifer materials may not be perennially saturated. Groundwater is generally encountered at depths ranging from 5 to 20 feet below ground surface; depth to seasonal groundwater is generally 10 feet or less. Zones of perched and/or trapped groundwater may also occur at times in the subsurface soils overlying bedrock, on top of the bedrock surface or within permeable fractures in the bedrock materials. The location and amount of perched water is dependent upon several factors including hydrologic conditions, type of site development, irrigation demands on or adjacent to the site, fluctuations in water features, seasonal and weather conditions. Fluctuations in groundwater levels can best be determined by implementation of a groundwater-monitoring plan. Such a plan would include installation of groundwater- monitoring wells and periodic measurement of groundwater levels over a sufficient period of time. The possibility of groundwater fluctuations should be considered when developing design and construction plans for the project. ENGINEERING ANALYSES AND PRELIMINARY RECOMMENDATIONS The preliminary recommendations presented in this report are based on the assumption that the subsurface conditions do not deviate appreciably from those encountered in the borings. r 3Hillier, Donald E.; and Schneider, Paul A., Jr., 1979, Depth to Water Table(1976-1977) in the Boulder-Fort Collins- GreeleyArea,Front Range Urban Corridor, Colorado, United States Geological Survey, Map I-855-I. 6 Preliminary Geotechnical Engineering Report Terracon Proposed Mixed-Use Development Carma Weld County Site, Weld County, Colorado Terracon Project No. 25045122 Supplementary geotechnical engineering exploration should be performed at the site upon completion of initial design studies. Supplemental geotechnical explorations will be used to confirm or modify the recommendations contained in this preliminary report. Geotechnical Considerations: The site appears suitable for the proposed construction. Shallow groundwater conditions encountered within some portions of the site are expected to impact the grading operations, deep utility installation, and possibly limit basement construction in some areas. In addition, very soft to soft and very loose soil conditions encountered within some portions of the site will require particular attention in the design and construction. Very soft to soft and very loose soil conditions were encountered within the upper 9 feet within the northeast, central and southwest portions of the site. Significant cuts in areas of shallow groundwater should be minimized during development of overlot grading plans for the project. Fill placement in areas of shallow groundwater could be considered in order to reduce the impact of shallow groundwater on basement construction. In areas where very soft to soft and very loose conditions are encountered, the subgrade soils may become unstable during construction. If unstable conditions are r encountered or develop during construction, workability may be improved by scarifying and drying. Overexcavation of wet zones and replacement with granular materials may be necessary. Use of lime, fly ash, kiln dust, cement or geotextiles could also be considered as a stabilization technique. Lightweight excavation equipment may be required to reduce subgrade pumping. Shallow groundwater and soft soils are expected to impact the clearing, grubbing, fill placement, compaction operations as well as deep utility installation. The height of fill embankments and the associated load placed on the underlying soft clays in the area could affect potential long term consolidation/settlement of these materials after completion of grading operations. To reduce the effects due to long term consolidation/settlement in areas of significant fill, the construction could be staged with a significant duration of time elapsed to allow for consolidation of the underlying soft clays prior to construction. The length of time for full consolidation will be dependent upon the thickness of the existing soft clay layers, the depth to bedrock, and the amount of fill placed. As an alternative, the soft clays could be removed down to firmer materials or to bedrock and replaced with granular soils. Furthermore, we recommend that a granular soil be considered to construct the deep fill areas to reduce potential long-term consolidation/settlement of the fill zone. A stable platform must be established prior to any fill placement. To reduce the impacts of shallow groundwater conditions in cut areas, the installation of interceptor drains or underdrains should be considered. 7 Preliminary Geotechnical Engineering Report Terracon Proposed Mixed-Use Development Carma Weld County Site,Weld County, Colorado Terracon Project No. 25045122 In addition, potentially expansive claystone bedrock materials encountered within some portions of the site may require particular attention in the design and construction. It should be noted that a hydrocarbon odor was noticed in a relatively shallow sample from Boring No. 12 drilled within the northeastern portion of the site. Environmental recognition and characterization of hazards is beyond the scope of this current study. However, Terracon is performing a Phase I ESA study and results will be forwarded under a separate cover, Terracon Project No. 22047705. Present site configuration and grades indicate that mass grading operations will be performed to bring the site to construction grade. We assume that maximum fill and cut depths will be on the order of about 5 to 10 feet. Based on the geotechnical engineering analyses, subsurface exploration and laboratory test results, the proposed structures could be supported on drilled straight shaft pier, spread footing or post-tensioned slab foundation systems. Spread footing foundation systems are generally considered acceptable for support of the single- and multi-family residential structures and commercial/retail building when bearing on non- to low expansive on-site native soils, recompacted native soils, sandstone bedrock and/or newly placed engineered fill. In areas where potentially expansive claystone bedrock is encountered within about 5 to 7 feet of shallow foundation bearing elevation, the use of drilled pier foundation systems may be required. Overexcavation of potentially expansive claystone bedrock materials, moisture conditioning and recompaction or replacement with non- to low expansive soils could be considered if spread footing foundation systems are desired. The overexcavation depths would be on the order of about 5 to 7 feet below shallow foundation bearing elevation. Consideration could also be given to using post-tensioned slab foundation systems for at-grade multi-family residential structures and commercial/retail buildings. Slab-on-grade associated with the drilled pier and spread footing options may be utilized for the interior floor system when bearing on non- to low expansive native soils, sandstone bedrock and/or newly placed engineered fill, provided that some movement can be �- tolerated. Given the engineering characteristics of near surface claystone bedrock materials which may support slabs, consideration should be given to partial removal of these materials to depths of about 5 to 7 feet, moisture conditioning and recompaction and/or replacement with non- to low expansive on-site soils or sandstone bedrock materials, and/or imported soils, provided that some movement can be tolerated. It should be noted that even if these measures are implemented, some movement should be anticipated. However, the movements could be reduced and would tend to be more uniform in nature. If little or very little movement is desired, consideration should be given to use of structural floor systems. — 8 Preliminary Geotechnical Engineering Report Terracon Proposed Mixed-Use Development Carma Weld County Site,Weld County, Colorado Terracon Project No. 25045122 Preliminary design and construction recommendations for foundation systems and other earth connected phases of the project are outlined below. Foundation Systems: Spread Footings: Spread footing foundation systems bearing upon undisturbed non- to low expansive subsoils, recompacted native soils, undisturbed sandstone bedrock, and/or newly placed engineered fill may be considered for support of the proposed single- and multi- family residential and commercial/retail structures. In areas where potentially expansive claystone bedrock materials are encountered within about 5 to 7 feet of spread footing bearing elevation, partial overexcavation, moisture conditioning and recompaction and/or replacement with non- to low expansive on-site or imported soils may be required. If overexcavation is not desired, the use of drilled pier foundation systems will be required. The footings may be preliminarily designed for maximum bearing pressures in the range of 1,500 to 3,000 pounds per square foot (psf). The preliminary design bearing r. pressures apply to dead loads plus design live load conditions for commercial/retail buildings and deal loads plus '/% of design live loads for single-family residential structures. The preliminary design bearing pressures may be increased by one-third when considering total loads that include wind or seismic conditions. Exterior footings should be placed below frost depth, anticipated to be on the order of 36 inches below finished grade. Interior footings should bear a minimum of 12 inches below finished grade. Finished grade is the lowest adjacent grade for perimeter footings and floor level for interior footings. Footings should be proportioned to minimize differential foundation movement. Proportioning on the basis of equal total movement is recommended; however, proportioning to relative constant dead load pressure will also reduce differential movement between adjacent footings. Total movement resulting from the assumed structural loads is estimated to be on the order of 1 inch. Proper drainage should be provided in the preliminary design and during construction to reduce the settlement potential. Areas of very soft or very loose soils should be anticipated at foundation bearing depths — within some areas of the site. Such conditions beneath planned footing areas will require subgrade soils to be removed and replaced as engineered fill or replaced with compacted imported fill materials. 9 — Preliminary Geotechnical Engineering Report Terracon Proposed Mixed-Use Development Carma Weld County Site,Weld County, Colorado Terracon Project No. 25045122 Footings and foundations walls should be reinforced as necessary to reduce the potential for distress caused by differential foundation movement. Drilled Straight Shaft Piers: Due to the presence of potentially expansive shallow claystone bedrock on some portions of the site, a grade beam and drilled pier foundation system could be considered for support of some of the proposed structures. Straight shaft piers, drilled a minimum of 7 to 9 feet into medium hard or harder bedrock, with minimum shaft lengths of 20 to 25 feet can be used for preliminary design purposes. Drilled pier foundation systems should be considered in areas where potentially expansive claystone is encountered at or near shallow foundation bearing elevation and where overexcavation operations are not desired. For axial compression loads, piers may be preliminarily designed for maximum end- bearing pressures ranging from 20,000 to 35,000 pounds per square foot (psf), and skin friction values ranging from 2,000 to 3,500 psf for the portion of the pier in medium hard or harder bedrock. .-. To reduce potential uplift forces on piers, small diameter piers and long grade beam spans, which increase individual pier loading, are recommended. For this project, a minimum pier diameter of 10 to 12 inches is recommended. A void space should be provided beneath grade beams, between piers. The void material should be of suitable strength to support the weight of fresh concrete used in grade beam construction and to avoid collapse when foundation backfill is placed. Drilling to design depths should be possible with conventional single flight power augers. _ However, areas of very hard and strongly cemented sandstone bedrock materials may require the use of specialized drilling equipment. Groundwater conditions across the site indicate that temporary steel casing will most likely be required in some areas to properly drill and clean piers prior to concrete placement. Groundwater should be removed from each pier hole prior to concrete placement. Pier concrete should be placed immediately after completion of drilling and cleaning. If pier concrete cannot be placed in dry conditions, a tremie should be used for concrete placement. Due to potential sloughing and raveling, foundation concrete quantities may exceed calculated geometric volumes. If casing is used for pier construction, it should be withdrawn in a slow continuous manner maintaining a sufficient head of concrete to prevent infiltration of water or the creation of voids in pier concrete. Pier concrete should have a relatively high fluidity when placed in cased pier holes or through a tremie. Pier concrete with slump in the range of 6 to 8 inches is recommended. 10 Preliminary Geotechnical Engineering Report Terracon Proposed Mixed-Use Development Carma Weld County Site, Weld County, Colorado Terracon Project No. 25045122 Post-Tensioned Slab Foundation Systems: Based on the soil and bedrock conditions encountered, use of a post-tensioned slab can be considered as an alternate foundation system for support of the at-grade multi-family residential structures and commercial/retail structures. Post-tensioned slabs should be designed using criteria '— outlined by the Post-Tensioning Institute" based on either the compressible or expansive case as outlined below: • Maximum Allowable Bearing Pressure 1,500 to 3,000 psf .— . Edge Moisture Variation Distance, em: • Center Lift Condition 5.5 feet • Edge Lift Condition 2.5 feet • Differential Soil Movement, ym: • Center Lift Condition (clay soils and claystone) 1 to 3 inches • Edge Lift Condition (clay soils and claystone) 1/2 to 1-1/2 inch . • Estimated Settlement: • Estimated Maximum Settlement (sand soils and sandstone) 1 to 2 inches • Estimated Differential Settlement (sand soils and sandstone) 'A to 1 inch • Slab-Subgrade friction coefficient, m • on polyethylene sheeting 0.75 • on cohesionless soils 1.00 • on cohesive soils 2.00 Post-tensioned slabs, thickened or turndown edges and/or interior beams should be designed and constructed in accordance with the requirements of the Post-Tensioning Institute and the American Concrete Institute. The above outlined differential soil movement values should also be considered as the potential amounts for tilting of the structures, which could be caused by non-uniform and significant wetting of the subsurface materials below the foundation, resulting in potential differential movements. Exterior slab edges should be placed a minimum of 36 inches below finished grade for frost protection. Finished grade is the lowest adjacent grade for perimeter beams. �-� _, (1996), Design and Construction of Post-Tensioned Slabs-on-Ground, Post-Tensioning Institute, Second Edition. 11 Preliminary Geotechnical Engineering Report Terracon Proposed Mixed-Use Development Carma Weld County Site,Weld County, Colorado Terracon Project No. 25045122 Basement Construction: As previously outlined, groundwater was encountered at depths of about 4 to 24 feet below existing site grade in the majority of the borings at the time of our field exploration. When checked a minimum of one day after drilling, groundwater was measured at depths ranging from about 6 to 23 feet below existing grade. Several borings had caved-in under wet conditions at depths ranging from 10-1/2 to 13 feet below existing site grade when checked a minimum of one day after drilling. Therefore, full-depth basement construction is considered acceptable on the site provided that a minimum separation of about 3 feet, and preferably 5 feet, is to be maintained between the bottom of the lowest foundation element and groundwater levels. Placement of fill materials to raise the site will reduce the effects of shallow groundwater conditions in some areas of the site. If the minimum separation between the lowest foundation element and groundwater levels is less than about 3 to 5 feet, following the completion of mass grading operations, a dewatering system consisting of interceptor drains or underdrains would be required to mitigate shallow groundwater conditions, or basement construction may have to be limited on some areas of the site. Perched groundwater may occur at times since the subsurface soils are relatively _ impermeable and tend to trap water. Completion of site development, including installation of landscaping and irrigation systems, will likely lead to perched groundwater development. To reduce the potential for perched groundwater to impact foundation bearing soils and enter the basement of the structure, installation of a perimeter drainage system is recommended. The drainage system should be constructed around the interior or exterior perimeter of the basement foundation, and sloped at a minimum 1/8 inch per foot to a suitable outlet, such as an underdrain system. An underslab drainage layer associated with interior drains may be required in some areas of shallow groundwater located near basement elevation as well. The underslab drainage layer should consist of 6-inch thickness free-draining gravel meeting the specifications of ASTM C33, Size No. 57 or 67, and will also include cross-connecting laterals. The drainage system should consist of a properly sized perforated pipe, embedded in free- - draining gravel, placed in a trench at least 12 inches in width. Gravel should extend a minimum of 3 inches beneath the bottom of the pipe, and at least 6 inches above the bottom of the foundation wall. For exterior drains, the system should be underlain with a polyethylene moisture barrier, sealed to the foundation walls, and extending at least to the edge of the backfill zone. The gravel should be covered with drainage fabric prior to placement of foundation backfill. 12 Preliminary Geotechnical Engineering Report Terracon Proposed Mixed-Use Development Carma Weld County Site,Weld County, Colorado Terracon Project No. 25045122 Lateral Earth Pressures: For soils above any free water surface, recommended equivalent fluid pressures for preliminary design of unrestrained foundation elements are: _ • Active: Cohesive soil backfill (on-site clay, silt, or processed claystone) 45 to 55 psf/ft Cohesionless soil backfill (on-site sand, processed sandstone or imported soils) 35 to 45 psf/ft • Passive: Cohesive soil backfill (on-site clay, silt, or processed claystone) 250 to 300 psf/ft Cohesionless soil backfill (on-site sand, processed sandstone or imported soils) 350 to 400 psf/ft Drilled Piers 500 psf/ft Undisturbed soils or bedrock 400 psf/ft • Coefficient of base friction (sand soils and sandstone) 0.35 to 0.45 • Adhesion at base of footing (clay soils) 500 to 750 psf Where the design includes restrained elements such as basement and foundation walls, the '- following equivalent fluid pressures are recommended: • At rest: Cohesive soil backfill (on-site clay, silt, or processed claystone) 60 to 70 psf/ft Cohesionless soil backfill (on-site sand, processed sandstone or imported soils) 50 to 60 psf/ft The lateral earth pressures herein do not include any factor of safety and are not applicable for submerged soils. Additional recommendations may be necessary if such conditions are to be included in the design. Fill against grade beams and retaining walls should be compacted to densities specified in the "Earthwork" section of this report. Compaction of each lift adjacent to walls should be accomplished with hand-operated tampers or other lightweight compactors. Overcompaction may cause excessive lateral earth pressures that could result in wall movement. Seismic Considerations: The project site is located in Seismic Risk Zone I of the Seismic Zone Map of the United States as indicated by the 1997 Uniform Building Code. Based upon the nature of the subsurface materials, Soil Profile Type "Se" should be used for the _ 13 Preliminary Geotechnical Engineering Report Terracon Proposed Mixed-Use Development i-. Carma Weld County Site,Weld County, Colorado Terracon Project No. 25045122 design of structures for the proposed project (1997 Uniform Building Code, Table No. 16-J). A site classification "C" should be used for the design of structures for the proposed project (2003 International Building Code, Table No. 1615.1.1). '— Floor Slab Design and Construction: Slab-on-grade construction associated with the spread footing and drilled pier foundation options is considered acceptable when bearing on non- to low expansive on-site soils, recompacted native soils, undisturbed sandstone bedrock and/or newly placed engineered fill, provided the some movement can be tolerated. Differential slab movement on the order of 1 inch or more is possible. In areas where potentially expansive claystone bedrock are encountered at or near floor slab bearing elevation, these materials should be overexcavated to depths of about 5 to 7 feet below slab bearing elevation, moisture conditioned and recompacted and/or replaced with non- to low expansive on-site or imported soils and provided that some movement can be tolerated. If little or very little movement is desired, the use of structural floor systems, structurally supported independent of the subgrade soils, should be considered as a positive means of reducing the potentially detrimental effects of floor movement. For structural design of concrete slabs-on-grade, a modulus of subgrade reaction of 100 pounds per cubic inch (pci) may be used for floors supported on existing or compacted soils at the site. A modulus of 200 pci may be used for floors supported on non-expansive, imported fill meeting the specifications outlined below. Additional floor slab design and construction recommendations are as follows: • Positive separations and/or isolation joints should be provided between slabs and all foundations, columns or utility lines to allow independent movement. • Control joints should be provided in slabs to control the location and extent of cracking. • A void space should be constructed above or below non-bearing partition walls placed on the floor slab. Special framing details should be provided at doorjambs and frames within partition walls to avoid potential distortion. Partition walls should be isolated from suspended ceilings. • Interior trench backfill placed beneath slabs should be compacted in accordance with recommended specifications outlined below. • If moisture-sensitive floor coverings are used on interior slabs, consideration should �- be given to the use of barriers to minimize potential vapor rise through the slab. — 14 Preliminary Geotechnical Engineering Report Terracon Proposed Mixed-Use Development Carma Weld County Site, Weld County, Colorado Terracon Project No. 25045122 • Floor slabs should not be constructed on frozen subgrade. • Other design and construction considerations, as outlined in Section 302.1R of the ACI Design Manual, are recommended. Preliminary Pavement Design and Construction: Preliminary design of pavements for the project have been based on the procedures outlined in the 1993 "Guideline for Design of Pavement Structures" by the American Association of State Highway and Transportation Officials (AASHTO) and the 2004 "Pavement Design Manual" published by the Colorado Department of Transportation (CDOT). As discussed, the design presented herein is for preliminary planning purposes for the project. Subsequent to final grading, a pavement design report meeting Weld County specifications will need to be prepared for submittal. Areas within proposed pavements on the site will be divided into two categories based upon anticipated traffic and usage. Based upon experience with similar developments, the following represent a summary of the anticipated roadway classification, class modifier and the corresponding 18-kip single .- ,— equivalent single axle load (ESAL) values. Roadway Classification Class Modifier Design ESAL Automobile Parking and Drives Private 36,500 Local Streets -- 73,000 Collector Residential 219,000 Collector Commercial 365,000 Based upon AASHTO criteria, Colorado is located within Climatic Region VI of the United States. This region is characterized as being dry, with hard ground freeze and spring thaw. The spring thaw condition typically results in saturated or near-saturated subgrade soil moisture conditions. The AASHTO criteria suggest that these moisture conditions are prevalent for approximately 12-'/ percent of the annual moisture variation cycle. Local drainage characteristics of proposed pavement areas are considered to vary from fair to good depending upon location on the site. For purposes of this design analysis, fair drainage characteristics are considered to control the design. These characteristics, coupled with the approximate duration of saturated subgrade conditions, result in a design drainage coefficient of 1.0 when applying the AASHTO criteria for design. For preliminary flexible pavement design, terminal serviceability indices of 2.0 and 2.5 were — utilized along with inherent reliabilities of 80 percent to 90 percent and a design life of 20 - 15 Preliminary Geotechnical Engineering Report Terracon Proposed Mixed-Use Development Carma Weld County Site, Weld County, Colorado Terracon Project No. 25045122 years. Using the correlated design R-value, appropriate ESAL, environmental criteria and other factors, the structural numbers (SN) of the pavement sections were determined on the basis of the 1993 AASHTO design equation. In addition to the preliminary flexible pavement design analyses, a preliminary rigid pavement design analysis was completed, based upon AASHTO design procedures. Rigid pavement design is based on an evaluation of the Modulus of Subgrade Reaction of the soils (K-value), the Modulus of Rupture of the concrete, and other factors previously outlined. The design K-value of 100 pci for the subgrade soil was determined by correlation to the laboratory tests results. A modulus of rupture of 600 psi (working stress 450 psi) was used for pavement concrete. The rigid pavement thickness for each traffic category was determined on the basis of the AASHTO design equation. Preliminary alternatives for flexible and rigid pavements, summarized for each traffic area, are as follows: Preliminary Pavement Thicknesses(Inches) Traffic Area c Asphalt Aggregate Base Portland Concrete Course Cement Total Surface Concrete Commercial A 9-1/2 9-1/2 -- Collector B 7 9 16 Streets C 6 6 A 9 9 Residential Collector B 6 10 16 Streets 5-1/2 5-1/2 A 7 7 Local Streets B 5 8 13 C 5 5 A 6 6 Automobile Parking and B 4 7 11 Drives C 5* 5* Minimum Pavement Section Thickness per AASHTO It should be noted the pavement section thickness recommendations outlined above were based on the poorest quality clay and subgrade materials. 16 Preliminary Geotechnical Engineering Report Terracon Proposed Mixed-Use Development Carma Weld County Site, Weld County, Colorado Terracon Project No. 25045122 Final pavement design should be completed with supplemental geotechnical exploration to confirm or modify the preliminary pavement thickness alternatives. The final design will account for variations in the pavement subgrade soils within paved areas and will need to be performed in accordance with the most recent Weld County specifications. Accordingly, the actual thickness may vary from those outlined above. For preliminary analysis of pavement costs, the following specifications should be considered for each pavement component: Colorado Department of Pavement Component Transportation Criteria Asphalt concrete Surface Grading S or SX Aggregate Base Course Class 5 or 6 Plant-Mixed Bituminous Base Grading G Portland Cement Concrete Class P Future performance of pavements constructed on the clay soils and claystone at this site will be dependent upon several factors, including: • maintaining stable moisture content of the subgrade soils. • providing for a planned program of preventative maintenance. Since the clay soils and claystone on the site have shrink/swell characteristics, pavements could crack in the future primarily because of expansion of the soils when subjected to an increase in moisture content to the subgrade. The cracking, while not desirable, does not necessarily constitute structural failure of the pavement. Due to the expansive potential of on-site surficial clays and claystone, shoulder drains directed to a suitable outfall are recommended if aggregate base course is used, or water intensive landscaping is located directly adjacent to the pavement, to reduce water infiltrating the subgrade. The performance of all pavements can be enhanced by minimizing excess moisture which can reach the subgrade soils. The following recommendations should be considered at minimum: • site grading at a minimum 2 percent grade away from the pavements. • compaction of any utility trenches for landscaped areas to the same criteria as the �— pavement subgrade. 17 Preliminary Geotechnical Engineering Report Terracon Proposed Mixed-Use Development Carma Weld County Site, Weld County, Colorado Terracon Project No. 25045122 • sealing all landscaped areas in, or adjacent to pavements to minimize or prevent moisture migration to subgrade soils. • placing compacted backfill against the exterior side of curb and gutter. • placing curb, gutter and/or sidewalk directly on subgrade soils without the use of base course materials. Earthwork: General Considerations: The following presents recommendations for site preparation, excavation, subgrade preparation and placement of engineered fills on the project. All earthwork on the project should be observed and evaluated by Terracon. The evaluation of earthwork should include observation and testing of engineered fills, subgrade preparation, foundation bearing soils and other geotechnical conditions exposed during the construction of the project. Site Preparation: Strip and remove existing vegetation, debris, existing structures and - other deleterious materials from proposed building and pavement areas. All exposed surfaces should be free of mounds and depressions which could prevent uniform compaction. Stripped materials consisting of vegetation and organic materials should be wasted from the site or used to revegetate landscaped areas or exposed slopes after completion of grading operations. The site should be initially graded to create a relatively level surface to receive fill and to provide for a relatively uniform thickness of fill beneath proposed structures. All exposed areas which will receive fill, once properly cleared and benched, should be scarified to a minimum depth of 8 inches, conditioned to near optimum moisture content and compacted. Demolition of the existing buildings should include complete removal of all foundation systems within the proposed construction area. This should include removal of any loose backfill found adjacent to existing foundations. All materials derived from the demolition of existing structures and pavements should be removed from the site and not be allowed for use in any on-site fills. Although evidence of fills or underground facilities such as septic tanks, cesspools, basements and utilities was not observed during the site reconnaissance, such features 18 .. Preliminary Geotechnical Engineering Report Terracon Proposed Mixed-Use Development Carma Weld County Site, Weld County, Colorado Terracon Project No. 25045122 could be encountered during construction. If unexpected fills or underground facilities are encountered, such features should be removed and the excavation thoroughly cleaned prior to backfill placement and/or construction. It is anticipated that excavations for the proposed construction can be accomplished with conventional earthmoving equipment. If excavations need to penetrate into the bedrock, ripping or jackhammering may be needed to advance the excavation. Depending upon depth of excavation and seasonal conditions, groundwater may be encountered in excavations on the site. Pumping from sumps may be utilized to control water within excavations. Well points may be required for significant groundwater flow, or where excavations penetrate groundwater to a significant depth. Based upon the subsurface conditions determined from the geotechnical exploration, the majority of the subgrade soils exposed at shallow depths during construction are anticipated to be relatively stable. However, the stability of the subgrade may be affected by proximity to existing drainages, water features and St. Vrain River, current groundwater levels, precipitation, repetitive construction traffic or other factors. If unstable conditions are encountered or develop during construction, workability may be improved by scarifying and drying. Overexcavation of wet zones and replacement with granular materials may be necessary. Use of lime, fly ash, kiln dust, cement or geotextiles could also be considered as a stabilization technique. Laboratory evaluation is recommended to determine the effect of chemical stabilization on subgrade soils prior to construction. Lightweight excavation equipment may be required to reduce subgrade pumping. The individual contractor(s) is 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. Subgrade Preparation: Subgrade soils beneath interior and exterior slabs and beneath pavements should be scarified, moisture conditioned and compacted to a minimum depth of 12 inches. The moisture content and compaction of subgrade soils should be maintained until slab or pavement construction. 19 Preliminary Geotechnical Engineering Report Terracon Proposed Mixed-Use Development Carma Weld County Site, Weld County, Colorado Terracon Project No. 25045122 Fill Materials and Placement: Clean on-site soils or approved imported materials may be used as fill material. Imported soils (if required) should conform to the following: Percent finer by weight Gradation (ASTM C1361 6" 100 3" 70-100 No. 4 Sieve 50-100 No. 200 Sieve 50 (max) • Liquid Limit 30 (max) • Plasticity Index 15 (max) • Maximum expansive potential (%)* 1.5 — 'Measured on a sample compacted to approximately 95 percent of the ASTM D698 maximum dry density at about 3 percent below optimum water content. The sample is confined under a 100 psf surcharge and submerged. Engineered fill should be placed and compacted in horizontal lifts, using equipment and procedures that will produce recommended moisture contents and densities throughout the lift. Recommended compaction criteria for engineered fill is 95 percent of the maximum dry density (ASTM D698). The recommendations for placement and compaction criteria presented assume that fill depths will be less than 10 feet. Fills less than 10 feet, when placed and compacted as recommended in this report, will experience some settlement generally on the order of about 1 inch for granular soils and about 1 percent of the fill depth for cohesive soils. The amount and rate of settlement will be increased if water is introduced into the fill. In areas where fill depth exceed 10 feet, consideration should be given to compacting lower lifts below a depth of about 10 feet to 98 percent of the standard Proctor density in accordance with ASTM D698. On-site clay soils and processed claystone should be compacted within a moisture content range of optimum to 3 percent above optimum. On-site sands and silts, processed sandstone and/or imported soils should be compacted within a moisture range of 3 percent below to 3 percent above optimum unless modified by the project geotechnical engineer. 20 ^ .- Preliminary Geotechnical Engineering Report Terracon Proposed Mixed-Use Development i- Carma Weld County Site,Weld County, Colorado Terracon Project No. 25045122 Shrinkage: For balancing grading plans, the estimated shrink or swell of soils and bedrock when used as compacted fill following recommendations in this report are as follows: Estimated Shrink (-) Swell (+) Material Based on ASTM D698 On-site soils: Clays and silts +5 to -10% Sands -5 to -15% On-site bedrock materials: Claystone +5 to +10% Sandstone and siltstone -5 to -10% Slopes: For permanent slopes in compacted fill areas less than 10 feet in height, a maximum slope angle of 2-1/2:1 (horizontal:vertical) for on-site soils is recommended. For permanent slopes in cut areas less than 10 feet in height, recommended maximum configurations for on-site materials are as follows: Maximum Slope Material Horizontal:Vertical Cohesive soils (clays) 8:1 Cohesionless soils (sands) 2-1/2:1 Bedrock 2:1 If steeper slopes are required for site development, stability analyses should be completed to design the grading plan. The face of all slopes should be compacted to the minimum specification for fill embankments. Alternately, fill slopes can be overbuilt and trimmed to compacted material. Saturation or near saturation of the slopes may likely result in slope failure, even if the slopes are constructed to the recommended configurations. If saturated conditions are likely, due to irrigation, surface flows or other sources, Terracon should be informed and stability analyses should be performed. 21 — Preliminary Geotechnical Engineering Report Terracon Proposed Mixed-Use Development Carma Weld County Site, Weld County, Colorado Terracon Project No. 25045122 Excavation and Trench Construction: Excavations into the on-site soils will encounter �— a variety of conditions. Excavations into the clays and bedrock can be expected to stand on relatively steep temporary slopes during construction. However, caving soils and groundwater may also be encountered. 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. The soils to be penetrated by the proposed excavations may vary significantly across the site. The contractor should verify that similar conditions exist throughout the proposed area of excavation. If different subsurface conditions are encountered at the time of — construction, the actual conditions should be evaluated to determine any excavation modifications necessary to maintain safe conditions. — As a safety measure, it is recommended that all vehicles and soil piles be kept to a minimum lateral distance from the crest of the slope equal to no less than the slope — height. The exposed slope face should be protected against the elements. Additional Design and Construction Considerations: Exterior Slab Design and Construction: Compacted subgrade or existing clay soils or claystone will expand with increasing moisture content; therefore, exterior concrete grade slabs may heave resulting in cracking or vertical offsets. The potential for damage would be greatest where exterior slabs are constructed adjacent to the building or other structural elements. To reduce the potential for damage, we recommend: • exterior slabs be supported on fill with no, or very low, expansion potential. • strict moisture-density control during placement of subgrade fills. • placement of effective control joints on relatively close centers and isolation joints between slabs and other structural elements. • provision for adequate drainage in areas adjoining the slabs. • use of designs which allow vertical movement between the exterior slabs and adjoining structural elements. In those locations where movement of exterior slabs must be held to a minimum, consideration should be given to: • constructing slabs with a stem or key-edge, a minimum of 6 inches in width and at least 12 inches below grade. 22 Preliminary Geotechnical Engineering Report Terracon Proposed Mixed-Use Development Carma Weld County Site, Weld County, Colorado Terracon Project No. 25045122 • supporting keys or stems on drilled piers. • providing structural exterior slabs supported on foundations similar to the building. Underground Utility Systems: All piping should be adequately bedded for proper load distribution. Temporary dewatering will be required for proper construction during excavation, pipe placement and backfilling operations where utilities are excavated below groundwater. Consideration should be given to using underdrain systems to mitigate the impacts of shallow groundwater conditions. Utility trenches should be excavated on safe and stable slopes in accordance with OSHA regulations as discussed above. Backfill should consist of the on-site soils or existing bedrock. If bedrock is used, all plus 6-inch material should be removed from it prior to its use. The pipe backfill should be compacted to a minimum of 95 percent of standard Proctor density ASTM D698. All underground piping within or near the proposed structure should be designed with flexible couplings, so minor deviations in alignment do not result in breakage or distress. Utility knockouts in grade beams should be oversized to accommodate differential movements. Corrosion Protection: Results of soluble sulfate testing indicate that ASTM Type II, or modified Type II Portland cement should be specified for all project concrete on and below grade. Foundation concrete should be designed for moderate sulfate exposure in accordance with the provisions of Section 318, Chapter 4, of the ACI Design Manual. Surface Drainage: Positive drainage should be provided during construction and maintained throughout the life of the proposed project. Infiltration of water into utility or foundation excavations must be prevented during construction. Planters and other surface features that could retain water in areas adjacent to the building or pavements should be sealed or eliminated. In areas where sidewalks or paving do not immediately adjoin the structure, we recommend that protective slopes be provided with a minimum grade of approximately 5 to 10 percent for at least 5 feet from perimeter walls. Backfill against footings, exterior walls and in utility and sprinkler line trenches should be well compacted and free of all construction debris to reduce the possibility of moisture infiltration. Downspouts, roof drains or scuppers should discharge into splash blocks or extensions when the ground surface beneath such features is not protected by exterior slabs or paving. Sprinkler systems should not be installed within 5 feet of foundation walls. 23 Preliminary Geotechnical Engineering Report Terracon Proposed Mixed-Use Development Carma Weld County Site,Weld County, Colorado Terracon Project No. 25045122 Landscaped irrigation adjacent to the foundation system should be minimized or eliminated. GENERAL COMMENTS Supplemental exploration and analyses should be undertaken in order to develop final design parameters and to confirm and/or modify the preliminary recommendations and conclusions contained in this report. Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon should also be retained to — provide testing and observation during the excavation, grading, foundation and construction phases of the project. The analysis and recommendations presented in this preliminary report are based upon the data obtained from the borings performed at the indicated locations and from other _ ^ information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include, either specifically or by implication, any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. This preliminary report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes are planned in the nature, design, or location of the project as outlined in this report, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes, and either verifies or modifies the conclusions of this report in writing. 24 W.C.R. /30 L.10•L1/4k 4 � �' •2 Q $ $ $ e % Y WAGNER N. 3 CS ti ^ •7 •6 T 410 7 ' *2 7 } DOUTHI T •14 •15 *6 7 8 9 y20 III RADEMACHHER •21 •22 423 *4 *5 26 427 _ J 38 9 20 S.31 4 Nei' HAAJLIN �2 1 ADEMAC�ER N. — Q SIEGRIST Wo 7 U W 3 56 427 �� I', �� R68W I R67W PELICAN _ :%SHORESV / / W.C.R.. /26 FIGURE 1: BORING LOCATION MAP I N PROPOSED MIXED—USE DEVELOPMENT I 1 CARMA — WELD COUNTY SITE APPROXIMATE BORING LOCATION WELD COUNTY, COLORADO Project Mngr: MEA Project No.25045122 I--ti •1 APPROXIMATE BORING LOCATION Designed By: -- 1'o r ra c o n N TS NOT INCLUDED AS PART OF 9Scale: sa• THIS CURRENT STUDY 10625 West I-70 Checked By: Date: MHA Frontage Road North 5/25/04 WATER FEATURES Approved By: MEA Wheat Ridge, CO 80033 Drawn By: RBM File Name: 25045122/FIG' Figure No. I - LOG OF BORING NO. 3 Page 1 of 1 CLIENT Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS xxx DESCRIPTION m } e w F Z= U C > . W U) Z Z Z C~7 o rn a O 2 0. 0 o W Z Y 0cr N c e m W N DW J Q(] Zi- o = o o Approx. Surface Elev.: 4940 ft ❑ D Z m 3 O ❑ a ❑t o LEAN CLAY, trace to with sand, very stiff, brown, moist — CL 1 RS 12 22/12 19 100 +0.2/ 3.5 4936.5 500psf SANDY LEAN CLAY, stiff, reddish brown, CL 2 RS 12 16/12 19 96 calcareous, moist 5 8 4932 —_ SILTY SANDSTONE, fine grained, very — hard, weakly cemented, brown to olive 3 RS 5 50/5 19 brown, moist t0 4 RS NR 50/1 15 5 RS NR 50/1 20 _ _25 4915 25 - Stopped boring at 25 feet S • 0 O aU The stratification lines represent the approximate boundary lines between soil and rock types: in-situ,the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-4-04 WL 4 NONE WD ? 15 5/5/04 1r,errawn RIG CME 55 FOREMAN SF RING COMPLETED 5-4 WL Y ? m WL APPROVED MEA JOB# 25045122 LOG OF BORING NO. 4 Page 1 of 1 CLIENT Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS C7 • O J DESCRIPTION m } _ 00. U 5 •—. D_ F=- CO CC' W p 3 W H = Z(DI in w ton D a W OJ "g8 QZ ›- 0 F toot m O Approx. Surface Elev.: 4920 ft o ( z m m 3 c., Es. E[7, o U f7)3 % LEAN oist with sand, stiff, reddish brown, 3 4917 — CL 1 RS 12 12/12 22 98 -0.7/ SILTY SAND, fine to medium grained, _ 500psf loose, brown, moist 5 4915 5 -SM 2 RS 12 10/12 26 93 SILTY SANDSTONE, fine grained, very — 3 GRA3 hard, weakly cemented, olive brown, moist to wet, varies to SANDY CLAYSTONE - 4 RS NR 50/1 = 10 Sz 5 RS NR 50/2 15 6 RS NR 50/1 20 25 4895 25 Stopped boring at 25 feet c a O .. O • QU • W 0 The stratification lines represent the approximate boundary lines r between soil and rock types: in-situ,the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-4-041 H 14 WD = 10.5 5/5/04 lierracon BORING COMPLETED 5-4-04 RIG CME55 FOREMAN SF r APPROVED MEA JOB# 25045122 LOG OF BORING NO. 5 page 1 of 1 CLIENT Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS o J DESCRIPTION m > _ w Cl U z - Zr Q F N m W O W i- = Ow 1) 2 L o Approx. Surface Elev.: 4890 ft W D 2 i it m 3 o a v~i S U CD LEAN CLAY, trace sand, stiff, brown, moist %3 4887 - CL 1 RS 12 14/12 23 101 -0.4/ SANDY LEAN CLAY, medium stiff, reddish 500psf brown, calcareous, moist — CL 2 RS 12 5/12 28 92 5 "' 8 4882 SILTY SANDSTONE, fine grained, very - hard, weakly cemented, olive brown, moist 3 RS 3 50/3 18 •""" to wet 10 '' 14 T p 4876 CLAYSTONE, trace sand, very hard, gray, — 4 RS 3 50/3 iron staining, moist 15 - 16.5 4873.5 — SILTY SANDSTONE, fine grained, very T hard, moderately cemented, orange brown, moist to wet 5 RS 4 50/4 20 �- 25 4865 - 25 Stopped boring at 25 feet s a 0 a2 0 QU W — g The stratification lines represent the approximate boundary lines n between soil and rock types: in-situ,the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-4-04 - IL 14 WD 1 11 5/5/041 rerracon BORING COMPLETED 5-4-04 I RIG CME 55 FOREMAN SF w \./VL APPROVED MEA JOB# 25045122 - LOG OF BORING NO. 6 Page 1 of 1 CLIENT Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS DESCRIPTION r m c CO. re z N CO w O 3 mu, OO? do$ K a O 2 a O O H Z } (-)W to t e" m Approx. Surface Elev.: 4890 ft o U z w . ¢o tr z r- ~ tY m 3O °c DV) ..(5'(7)3 % LEAN CLAY, with sand, very soft to medium stiff, brown, moist to wet — CL 1 RS 12 6/12 23 97 -0.5/ 4 — 500psf — CL 2 RS 12 2/12 30 91 5 /8 4882 - SILTY SANDSTONE, fine grained, hard to — very hard, weakly cemented, olive brown, 3 RS 8 50/8 23 103 moist to wet 10 - .. 13 4877 SILTY CLAYSTONE, hard to very hard, - brown, iron staining, moist 4 RS 7 50/7 15 5 RS NR 50/2 20 25 4865 25 Stopped boring at 25 feet ^ e C O z z 0 QU - 0 The stratification lines represent the approximate boundary lines RI between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-5-04 WL 4 WD i 6 5/6/04 ir�rr�con BORING COMPLETED 5-5-04 WL 7 RIG CME 55 FOREMAN SF op WL APPROVED MEA JOB# 25045122 - LOG OF BORING NO. 9 Page 1 of 1 CLIENT Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS DESCRIPTION i = U > fY w cc Z F- LL o a `n m > m w� = zzwwo doa a U) M a w - az irr rna o J Approx. Surface Elev.: 4935 ft o z F m 3 8 Ea E v, .-e LEAN CLAY, with sand, medium stiff to - very stiff, brown to reddish brown, moist CL 1 RS 12 19/12 21 ' 103 - CL 2 RS 12 8/12 21 95 -0.6/ 5 500psf /7.5 4927.5 — SILTY SANDSTONE, fine grained, very — hard, weakly cemented, olive brown, moist — to wet 3 RS NR 50/3 10 S _ • - 4 RS NR 50/2 15 ^ Q _ 20 25 4910 - 5 RS 3 50/3 25 Stopped boring at 25 feet a 0 O z O UQ F- 2 The stratification lines represent the approximate boundary lines n between soil and rock types: in-situ,the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-4-04 L 17 WD 12 5/5/041 Derracon RIGBORIN CME 55OREMAN C ED F 5 4-04 SF iWL2WL APPROVED MEA JOB# 25045122 LOG OF BORING NO. 10 page 1 of 1 CLIENT Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS DESCRIPTION m } _ °w Z xa LL C7= u) w > m CC ut z z w c Lai V M D_ O <O >-V Z l N 0 =0 O Approx. Surface Elev.: 4910 ft o z m 3 U o a D O o O of 3 LEAN CLAY, with sand, soft to medium stiff, brown, moist, varies to SANDY LEAN CLAY CL 1 RS 12 7/12 19 99 - CL 2 RS 12 4/12 27 91 5 %7.5 4902.5 - SILTY SANDSTONE, fine grained, medium — hard to very hard, weakly to moderately — cemented, olive brown, moist to wet 4 3 RS 11 50/11 18 108 -0.3/ 10 500psf 1 _ 4 RS NR 50/1 15 • 20- 25 4885 - 5 RS NR 50/0 25 Stopped boring at 25 feet 0 0 0 0 QU 2 The stratification lines represent the approximate boundary lines pi, between soil and rock types: in-situ,the transition may be gradual. '"4 WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-4-04 W WL 2 10 WD 11.5 5/5/04 lierracon R G CME 55 FOREMAN RING COMPLETED 5-4-04 SF m�WL APPROVED MEA JOB# 25045122 - LOG OF BORING NO. 11 CLIENT Page 1 of 1 Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS DESCRIPTION m c o r ° - > 5 i= I- N CO > w Ww Z zz �o 0 U 2 w 0 U c> Hz >- OW co c ua U Approx. Surface Elev.: 4905 ft o CO z > w E <o to z o o F D_' Ea' �U a DCO o U(AJ SILTY, CLAYEY SAND, fine to coarse — grained, trace gravel, very loose, yellow • brown to brown, moist —SC 1 RS 12 5/12 20 93 -0.6/ _ 4 4901 alt 500psf SILTY SANDSTONE, fine grained, very — 2 RS 4 50/4 19 101 hard, weakly cemented, olive brown to 5 yellow brown, moist 3 RS NR 50/2 10 1 _ 4 RS NR 50/1 15 5 RS NR 50/1 20 25 4880 25 Stopped boring at 25 feet• a 0 0 U C F5 The stratification lines represent the approximate boundary lines ^i between soil and rock types: in-situ,the transition may be gradual. 1 WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-4-04 IL 2NONE WD = 11.5 5/5/041rerracon BORING COMPLETED 5-4-04 L 2 RIG CME 55 FOREMAN SF _ L APPROVED MEA JOB # 25045122 LOG OF BORING NO. 12 is CLIENT Page 1 of Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS O DESCRIPTION °m c 0 ' > w z g c CO cc F F Lila N m w > COw� z zw m azz a `m w y D a w OJ ¢0z >- zcC o L 2 Approx. Surface Elev.: 4895 ft o D z m 3 O o a Du) a O co0 SANDY LEAN CLAY, stiff, brown, moist /3.5 CL 1 RS 12 13/12 17 106 -0.4/ 4891.5 — 500psf SILTY SAND, fine grained, loose, gray to grayish green, some lignite, moist, 5 —SM 2 RS 12 12/12 hydrocarbon odor —SM 3 GRAB 5 I - 8.5 4886.5 - SILTY SANDSTONE, fine gained, hard to very hard, weakly cemented, olive brown, — 4 RS 7 50/7 moist to wet 10 4 _ 5 RS NR 50/1 15 20 21 4874 - SANDY CLAYSTONE, some silt, very - hard, dark gray, iron staining, moist 25 4870 - 6 RS 3 50/3 25 Stopped boring at 25 feet a a 0 0 r '— ° The stratification lines represent the approximate boundary lines between soil and rock types: in-situ,the transition may be gradual. M.-WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-4-04 WL 4 14 WD ? 11 5/5/04 1 [erracon BORING COMPLETED 5-4-04 o WL Y F RIG CME 55 FOREMAN SF - m WL APPROVED MEA JOB# 25045122, LOG OF BORING NO. 13 Page 1 of 1 CLIENT Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS DESCRIPTION O _ r °w n U E 1i: 1- Zr m � ui 0 w� ow mot w ai 2 a w OJ ¢p �m zF w O Sig O Approx. Surface Elev.: 4880 ft o SI z L m 3 v C o. D cn e C.3,7,3 SANDY LEAN CLAY, stiff, brown, calcareous, moist 3 4877 - CL 1 RS 12 13/12 20 98 SILTY SANDSTONE, fine grained, some — clay, medium hard to very hard, weakly 2 RS 12 50/12 15 102 -0.3/ cemented, olive brown, moist 5 — 500psf — 3 RS 2 50/2 17 99 10 •-. 00'3/4, 4 RS 2 50/2 15 20 4860 - 5 RS NR 50/0 20 Stopped boring at 20 feet c m z O W f5 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-4-04 WL Q NONE WD = 16 5/5/04 1r.err <7COn BORING COMPLETED 5-4-04 tWL2 Y RIG CME 55 FOREMAN SF WL APPROVED MEA JOB# 25045122 • CLIENT LOG OF BORING NO. 16 Page 1 of'I Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS ca DESCRIPTION m y a w a cc LLJ w > w z z z Q' w ai a O o ¢zz ›- O cc CO c m c7 Approx. Surface Elev.: 4920 ft o 2 z L m >U o a co a O m 3 SANDY LEAN CLAY, medium stiff to stiff, - brown, moist to wet — CL 1 RS 12 12/12 18 103 — CL 2 RS 12 8/12 20 98 -1.1/ 5 500psf j 10 _ CL 3 RS 12 7/12 23 102 4 13 4907 SILTY SAND, fine to coarse grained, loose, — brown, moist to wet —SM 4 RS 12 18/12 15 17 4903 - SILTY SANDSTONE, fine grained, very hard, weakly cemented, olive brown, moist to wet 5 RS NR 50/1 20 25 4895 - 6 RS NR 50/2 25 Stopped boring at 25 feet a C O 0 C �. 0 O QO W F- - g The stratification lines represent the approximate boundary lines n between soil and rock types: in-situ,the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-4-04 - WI- 4 10 WD = WCI 13' ir �rr�con BORING COMPLETED 5-4-04 'WL s 5/5/04 RIG CME 55 FOREMAN SF WL APPROVED MEA JOB# 25045122 _ LOG OF BORING NO. 17 Page 1 of 1 CLIENT Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS en O.. 0 DESCRIPTION O y • De °w a S Zx U } cc w z U-O ° c = m cc co 2-2 O Approx. Surface Elev.: 4905 ft o 2 z >- w m 3 0 o a ow v~i U LEAN CLAY, with sand, medium stiff to, stiff, brown, moist to wet CL 1 RS 12 14/12 18 102 -0.4/ .. % 500psf - CL 2 RS 12 12/12 16 106 5 CL 3 RS 12 5/12 21 98 101-1 14 4891 SILTY SANDSTONE, fine grained, very 4 RS NR 50/1 hard, weakly cemented, olive brown, moist 15 to wet • 20- 25 4880 - 5 RS NR 50/0 25 Stopped boring at 25 feet 0 0 �. z 0 QU W 25 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ,the transition may be gradual. !Al WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-4-04 W WWLL 4 13.5 WD 16.5 5/5/04 1 BODerr acon RIG CME 55 FOREMAN RING COMPLETED F �5-4-04 SF WL APPROVED MEA JOB# 25045122 LOG OF BORING NO. 18 _ Page 1 of 1 CLIENT Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS ._ DESCRIPTION 11 re =z S 2 H y m 0 N WZ } Ow O to w N 2 a w OJ ¢O �� z C y `O = 0 Approx. Surface Elev.: 4885 ft o 2 z r m 3( o a D rn a o co SANDY LEAN CLAY, medium stiff, brown, — calcareous, moist — CL 1 RS 12 6/12 19 100 3.5 4881.5 SILTY SANDSTONE, fine grained, hard to 2 RS 8 50/8 18 105 very hard, weakly to moderately cemented, 5 olive brown, moist — 3 RS NR 50/2 10 13 4872 CLAYSTONE, trace sand, hard to very — hard, brown, iron staining, moist to wet — 4 RS 6 50/6 19 105 +0.2/ 15 500psf 20- 25 4860 - 5 RS 4 50/4 25 Stopped boring at 25 feet 0 u — z 0 UQ W F The stratification lines represent the approximate boundary lines sr, between soil and rock types: in-situ,the transition may be gradual. "', WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-4-04 ¶WL2 24 WD s95 5/5/041 rerr aeon RGBORCME 55OREMAN ING COED F 5�SF WL APPROVED MEA JOB# 25045122 - LOG OF BORING NO. 19 Page 1 of 1 CLIENT Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carina Weld County Site SAMPLES TESTS 2 DESCRIPTION U C cc W Z H LL~ y I CO W > CO ccW Z Zo rn o OW 1) g.al w y M a O OJ Qp >- Use Eno 20 o Approx. Surface Elev.: 4875 ft o z r m 38 ER Ern .18013 LEAN CLAY, with sand, stiff, brown, - calcareous, moist CL 1 RS 12 12/12 17 101 -0.3/ !////3.5 4871.5 - 500psf SANDY LEAN CLAY, stiff, reddish brown, — CL 2 RS 12 9/12 13 99 moist 5 %a 4867 SILTY SANDSTONE, fine grained, very — hard, weakly to moderately cemented, olive 3 RS NR 50/2 brown, moist 10 4 RS NR 50/1 15 20- 25 4850 - 5 RS NR 50/2 25 Stopped boring at 25 feet a 0 .. 0 0 QU W F F5 The stratification lines represent the approximate boundary lines r, between soil and rock types: in-situ,the transition may be gradual. _Ed WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-5-04 IL L NONE WD 11 5/6/04 1 [err aconBO R GRING COMPLETED CME 55FOREMAN 5-5-04 SF a CD L APPROVED MEA JOB# 25045122 _ LOG OF BORING NO. 20 Page 1 of 1 CLIENT Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS 9 DESCRIPTION i E w U x Y cc w z H H o N of m O Sn Lin- ow K w j z z d o m W y 2 a w OJ -O �j z I w `o e o Approx. Surface Elev.: 4870 ft o z m 3 v o a E'(7) e O o LEAN CLAY, trace sand, stiff, brown, moist CL 1 RS 12 10/12 21 97 3.5 4866.5 500psf LEAN CLAY, with sand, medium stiff, reddish brown, calcareous, moist 5 — CL 2 RS 12 5/12 23 97 0.2/ 500psf 4861 — SILTY SANDSTONE, fine grained, some 3 RS 7 50/7 18 108 clay, hard to very hard, weakly to 10 — moderately cemented, brown to olive — brown, moist to wet S? — 4 RS NR 50/1 15 20— 25 4845 25 — Stopped boring at 25 feet 0 0 — U' 0 0 UQ W The stratification lines represent the approximate boundary lines xi, between soil and rock types: in-situ, the transition may be gradual. --' WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-5-04 sI WWLL Y 14.5 WD s 7 5/6/04 lierraconBO R G CME 55 FOREMAN RING COMPLETED F 5-5-04 SF WL �. 0I APPROVED MEA JOB# 25045122 LOG OF BORING NO. 23 Page 1 of 1 CLIENT Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS • DESCRIPTION > i= U Y w z H 0 o` y d S CO m > V) WF Z ZZco p W N 7 d W or-r-U W oft N o 813 Approx. Surface Elev.: 4915 ft o S z i m m 3 U o n D ro e en?)3 _ LEAN CLAY, with sand, soft to stiff, brown, moist to wet CL 1 RS 12 11/12 19 100 +0.3/ 500psf — CL 2 RS 12 5/12 22 96 5 4 — CL 3 RS 12 3/12 28 96 10 • 12 _ 4903 SILTY SANDSTONE, fine grained, very .. i— hard, weakly to moderately cemented, very hard, olive brown, moist to wet _ 4 RS NR 50/3 15 20 25 4890 25 - Stopped boring at 25 feet O 0 U 1 K — 0 The stratification lines represent the approximate boundary lines n between soil and rock types: in-situ,the transition may be gradual. `—;44WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-5-04 WL 4 9 WD = 11 5/6/04 llerracon BORING COMPLETED 5-5-04 WL 4 RIG CME 55 FOREMAN SF WL APPROVED MEA JOB# 25045122 LOG OF BORING NO. 24 Page 1 of 1 CLIENT Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS •d wro DESCRIPTION m i rzcc •E ` w a 2 = u) W O N Luz Zz D Ow N �o ^ rl w w w 2 Q. w O ¢O Se t z .- N `o 2 3 o Approx. Surface Elev.: 4895 ft o = z H m 3 o o a E 0 e O 0 LEAN CLAY, trace to with sand, very soft _ to stiff, brown, moist to wet CL 1 RS 12 18/12 21 97 -0.2/ ^ % 500psf — CL 2 RS 12 10/12 20 101 5 4 - - CL 3 RS NR 2/12 10 15- _ 7/421 21 20 • 4874 SILTY SANDSTONE, fine grained, weakly — cemented, olive brown, moist to wet 25 4870 25 Stopped boring at 25 feet a 0 z .. 0 0 QU H F, The stratification lines represent the approximate boundary lines n between soil and rock types: in-situ,the transition may be gradual. ' -` WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-4-04 wWL 7 WD Y WCI 10.5'5/5/04 lie err acon RIG RING COMPLETEDME 55 OREMAN 5-4-04SF 0IWL ,APPROVED MEA JOB# 25045122 _ LOG OF BORING NO. 25 page 1 of CLIENT Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS O p c e pa DESCRIPTION w z —~ °_ _ Z z2 a H 0 O CO WF 7 Oz ° o w 2 a O OJ a0 > Oct o `O u 0So o Approx. Surface Elev.: 4880 ft 0 z k Cr m 3 r, o a D C o 8(7)3 LEAN CLAY, with sand, medium stiff to — stiff, brown, moist — CL 1 RS 12 13/12 18 98 % — CL 2 RS 12 7/12 19 97 -1.3/ 5 500psf 9 4871 — SILTY SANDSTONE, fine grained, firm, — 3 RS 12 33/12 19 104 weakly to moderately cemented, olive 10 _ brown to orange brown, moist 14 4866 — CLAYSTONE, with sand, hard to very hard, — 4 RS 5 50/5 brown to olive brown, iron staining, moist to 15 — wet, interbedded with SANDSTONE 4 5 RS 7 50/7 20 25 4855 25 Stopped boring at 25 feet c 0 O 0 ^ 0 0 U< W The stratification lines represent the approximate boundary lines n between soil and rock types: in-situ,the transition may be gradual. "� WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-4-04 WL 4 19 WD ? WCI 11' BORING COMPLETED 5/5/04 1 [err acon R G CME 5 4 -04 WL 2 FOREMAN SF Y o WL APPROVED MEA JOB# 25045122 ^ m CLIENT LOG OF BORING NO. 26 Page 1 of 1 Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS O DESCRIPTION w IJ Li-O5 m y w > ti o:w z z d d U M 6w. O Q WI- > OO N m w V) D ) w J ¢O C'tj ZH O t o O Approx. Surface Elev.: 4850 ft o D z r- ce w >U o a D -c.�rn SANDY LEAN CLAY, stiff, reddish brown — to light brown, moist CL 1 RS 12 11/12 17 106 -0.4/ 500psf — CL 2 RS 12 9/12 18 103 5 %6 4844 SILTY SANDSTONE, fine grained, some — clay, very hard, weakly to moderately — cemented, olive brown, moist to wet — 3 RS 4 50/4 16 10 /-. - 4 RS NR 50/1 15 5 RS NR 50/1 20 25 4825 25 Stopped boring at 25 feet O 0 0 QU W — The stratification lines represent the approximate boundary lines between soil and rock types: in-situ,the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-5-04 tWL 19 WDY14 5/6/04BOR1 [err acon RIGING COCME 55ED FOREMAN 5 5 04 SF WL APPROVED MEA JOB# 25045122 LOG OF BORING NO. 27 Page 1 of 11 CLIENT Carma Proposed Mixed-Use Development _ SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS DESCRIPTION m > e 27 a H `o m CC^. d = N m > y trill Z z 2 z = ct, 0 u) w O fZ > OK 3muo w 0 2 0- w O J ¢U K Z H N o 2 c0 Approx. Surface Elev.: 4855 ft o D 2 m 3 U o n D U e(.1(n J SANDY LEAN CLAY, brown, dry to moist — 1.5 4853.5 — SILTY SANDSTONE, fine grained, with 1 RS 9 50/9 15 114 clay, medium hard, weakly to moderately — 4 cemented, olive brown, moist to wet 4851 — ^ CLAYSTONE, trace sand, hard to very 2 RS 8 50/8 15 111 +0.3/ hard, olive brown to dark gray, iron 5 500psf staining, moist, interbedded with — SANDSTONE — 3 RS 5 50/5 14 99 10 S ^ 4 RS NR 50/1 15 Q - 5 RS NR 50/3 20 ^ 25 4830 - 25 Stopped boring at 25 feet 0 O z .. O O U 1 C W ^ The stratification lines represent the approximate boundary lines between soil and rock types: in-situ,the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-5-04 = 1 16 WD12 5/6/04rerr acon RG CME 55OREMANRING C EF D 5 5 SF IWL2 WL APPROVED MEA JOB# 25045122 r19LOG OF BORING NO. 28 Page 1 of 11 CLIENT Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS O n o DESCRIPTION ce zF U C } w - z LL U' 0 m = u W 1 v) UJH Z Zz m. m r Cl- co D >- 0co CO uj <O K13 Zf NCO = 0p o Approx. Surface Elev.: 4910 ft o D z rr m s U Oa DV) o Urn LEAN CLAY, trace sand, very stiff, light brown, calcareous, dry to moist _ 3.5 4906.5 - CL 1 RS 12 19/12 SILTY SAND, fine to medium grained, medium dense, tan, dry to moist —SM 2 RS 12 22/12 11 108 5 9 4901 - CLAYSTONE, trace sand, medium hard to 3 RS 7 50/7 15 111 -0.2/ hard, olive brown to brown, moist t0 - 500psf 4 RS 6 50/6 15 5 RS 10 50/10 20 21 4889 _ SILTY SANDSTONE, fine grained, very — hard, weakly cemented, yellow brown, moist — 25 4885 — 6 RS 2 50/2 25 Stopped boring at 25 feet • 0 0 0 0 UQ .� u The stratification lines represent the approximate boundary lines e4 between soil and rock types: in-situ,the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-4-04 WL NONE WD 20 5/5/04 1 [ Berr acon RORING COME 55ED FOREMAN 5-4-04 SF cc 0WL APPROVED MEA JOB# 25045122.- F — LOG OF BORING NO. 29 Page 1 of 1 CLIENT Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS DESCRIPTION m > _ °w= o W z LL o ^ 0_ I— CO m to Lew D Ow g r w O o Ow 3mr O Approx. y 7 a w ¢p E z� C o Erg Surface Elev.: 4895 ft ❑ ❑ z F m 3 O ❑ a ❑rn e g o) LEAN CLAY, with sand, medium stiff to — stiff, brown, moist — CL 1 RS 12 10/12 14 104 - CL 2 RS 12 5/12 19 98 -0.9/ 5 500psf 7 4888 — SILTY SAND, fine to medium grained, some clay, very loose, tan to brown, moist.11 to wet —SM 3 RS NR 3/12 10 IS- IS 4879 - SILTY SANDSTONE, fine gained, some — clay, very hard, moderately cemented, tan to brown, moist, interbedded with — CLAYSTONE - 4 RS 3 50/3 20 25 4870 - 5 RS NR 50/1 25 Stopped boring at 25 feet 0 a u 0 O UQ W c`,- The stratification lines represent the approximate boundary lines gi between soil and rock types: in-situ,the transition may be gradual. '� WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-4-04 w WL 4 13 WD ? WCI 13' 1 ��rracon BORING COMPLETED 5-4-04 t 1 5/5/04RIG CME 55 FOREMAN SF APPROVED MEA JOB# 25045122 LOG OF BORING NO. 30 Page 1 of 1 CLIENT Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS J DESCRIPTION m > _ °w a E K w c F- H LL~ p m 0_ d Cam) CO W O CO wi CC W D Ow Not w N 2 o- w O J ¢z > CC N o o O Approx. Surface Elev.: 4885 ft o z 1 rr w 3 0 Eta D a O o J _ % LEAN CLAY, with sand, medium stiff, — brown, calcareous, moist CL 1 RS 12 7/12 17 103 — CL 2 RS 12 8/12 18 103 -0.5/ 5 500psf 7 4878 — SILTY SANDSTONE, fine grained, very — hard, weakly cemented, olive brown, moist 3 RS 3 50/3 �- 10 13 4872 CLAYSTONE, with sand, very hard, olive s — brown to olive gray, iron staining, moist, 4 RS 2 50/2 20 interbedded with SANDSTONE 15 • 20- - •-• 25 4860 25 - 5 RS 2 50/2 Stopped boring at 25 feet O O - i O The stratification lines represent the approximate boundary lines • Kt between soil and rock types: in-situ,the transition may be gradual. �l WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-4-04 oWL 2 NONE WD 14 5/5/04 lerracon R GRING COMPLETED CME 55OREMAN 5�SF WL m` APPROVED MEA JOB# 25045122 LOG OF BORING NO. 31 Page 1 of 1 CLIENT Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS O J C N o DESCRIPTION m y _ w a i cc z z LLU ° o, a 0) d 0 D p WZ > Ow2 cc 3 'c"Lc,a c7 A w v> > w a `c-3 0:t 2 - N `o5o Approx. Surface Elev.: 4890 ft ❑ D 2 r o m 3 ❑ a ❑rn e❑ LEAN CLAY, with sand, stiff, light brown, — calcareous, dry to moist — CL 1 RS 12 12/12 18 98 +0,5/ 500psf a.5 4885.5 2 RS 12 37/12 SANDY SILTSTONE, fine grained, medium 5 14 109 -0.2/ hard to very hard, weakly cemented, olive 500psf brown, moist;occasionally interbedded _ with CLAYSTONE 3 RS 2 50/2 14 10 • 4 RS NR 50/1 15 • 20- 22 4868 - SANDY CLAYSTONE, very hard, olive i — brown, moist - — 25 4865 — 5 RS 4 50/4 25 Stopped boring at 25 feet a O QU W - tj The stratification lines represent the approximate boundary lines between soil and rock types: in-situ,the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-4-04 - WL NONE WD = 23 5/5/04 1r BORING COMPLETED 5-4-04 ¶WL RIG CME 55 FOREMAN SF .. WL APPROVED MEA JOB# 25045122 - LOG OF BORING NO. 32 Page 1 of 1 CLIENT Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS DESCRIPTION m W n U cc E ? > W w - Z 2 w(7 - m rl a o m a coi o i-i > OOa 3m�a w rn 3 w OJ ¢O t�j Z� V) oo o Approx. Surface Elev.: 4870 ft o D Z m .O C o. D rn o U m J LEAN CLAY, with sand, stiff, brown, dry to — - / moist 3 4867 CL 1 RS 12 15/12 11 109 +1.0/ SILTY SANDSTONE, fine grained, hard to — 500psf very hard, weakly to moderately cemented, 2 RS 8 50/8 7 light brown to olive brown, dry to moist 5 3 RS 8 50/8 8 97 10 4 RS NR 50/2 15 20 25 4845 - 5 RS NR 50/1 25 Stopped boring at 25 feet S 0 O 0 UQ W 2.5 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ,the transition may be gradual. '.d WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-5-04 V V NONE WD 1 BACKFILLED [erracon BORING COMPLETED 5-5-04 RIG CME 55 FOREMAN SF 0 APPROVED MEA JOB# 25045122 LOG OF BORING NO. 33 page 1 of 1 CLIENT Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS (� J DESCRIPTION m > _ °w U 0 cc _ cc ui o 3 w I- D pLT, v o A w v0i 0- O OJ ¢p >-„_ z No0o o Approx. Surface Elev.: 4830 ft o z m 3 o ❑ E. D m v o ti J LEAN CLAY, with sand, stiff, brown, moist CL 1 RS 12 12/12 16 101 +0.1/ .. j 500psf — CL 2 RS 12 11/12 19 103 5 8 4822 SILT, with sand, loose, brown, moist to wet — —ML 3 RS 12 8/12 23 98 10 12 V 4818 WELL GRADED SAND, fine to coarse• — �- �. :•:•: grained,with gravel, medium dense, • '•• 74.5 brown, wet 4815.5 SILTY SANDSTONE, fine grained, very 15 4 RS 5 50/5 hard, weakly cemented, olive brown to gray, moist to wet 5 RS NR 50/2 20 25 4805 25 Stopped boring at 25 feet a 0 z O QU r The stratification lines represent the approximate boundary lines fij between sod and rock types: in-situ,the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-5-04 WL g 12 WD ? BACKFILLED lerracon BORING COMPLETED 5-5-04 o�WL s RIG CME 55 FOREMAN SF ._ m WL APPROVED MEA JOB# 25045122 LOG OF BORING NO.. 34 Page 1 of 1 CLIENT Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS ^ (J J of DESCRIPTION m y d _ °= z_ Z 0B2 w O 2 a O O J ¢0 > O ce co o z o o Approx. Surface Elev.: 4820 ft o D Z k m m 3 O o o. w o w J ._ SANDY LEAN CLAY, stiff, brown to dark _ brown, dry to moist CL 1 RS 12 13/12 9 92 % — CL 2 RS 12 12/12 14 103 +0.2/ 5 500psf /7 4813 POORLY GRADED SAND, fine to coarse a U grained, with gravel, medium dense, tan to brown, moist O - SP 3 RS 12 28/12 1 0 O 10 0 n• O —_ o 3 15 0 — Q • 3 o - • O 20- • 3 _ O o Q a 25 4795 25 Stopped boring at 25 feet - g ons O 0 O QU 0 W - 2O The stratification lines represent the approximate boundary lines ry between soil and rock types: in-situ,the transition may be gradual. - I WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-5-04 — WLWL s NONE WD s erracon RIG CME 55 FOREMAN BACKFILLED 1 BORING COMPLETED F 5-5-04 SF m\WL APPROVED MEA JOB# 25045122 — LOG OF BORING NO. 35 Page 1 of 1 \ CLIENT Carina Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS O O J DESCRIPTION m > _ w a U W to Z U-0 o = CO W Z rn a 0 w 0 o Wi r OwO o EN O A w rn w J <OZF to Approx. Surface Elev.: 4905 ft o Z , m 3 O o a D fn S o o J LEAN CLAY, with sand, medium stiff, - brown, moist %a.5 4900.5 CL 1 RS 12 5/12 17 105 SILTY SANDSTONE, fine grained, 5 2 RS 12 26/12 11 99 weathered, weakly cemented, brown to tan, dry to moist 8 4897 SANDY CLAYSTONE, very hard, olive — brown, iron staining, moist _ 3 RS 5 50/5 16 103 -0.2/ 10 500psf 12 4893 — SILTY SANDSTONE, very hard, weakly to moderately cemented, brown, moist to wet 4 RS 2 50/2 15 1 _ 5 RS NR 50/1 20 25 4880 - 6 RS 2 50/2 25 Stopped boring at 25 feet 0 a a 0 0 aU fC W ` u The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-4-04 tWL 19 WD 185/5/041 terr acon RGBORING C CME 55ED FOREMAN 5 4 04 SF WL APPROVED MEA JOB# 25045122 - LOG OF BORING NO. 36 Page 1 of 1 CLIENT Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS DESCRIPTION m } o p n z= _ y d' cc W Z z o rn w > rn KW Zz p-a a CO j a O O <0 ) zre co o 1-1130 ' o U Approx. Surface Elev.: 4880 ft o S' z tr m 3 c� o a m o 3 LEAN CLAY, with sand, stiff to very stiff, light brown, calcareous, dry to moist CL 1 RS 12 18/12 9 90 - CL 2 RS 12 22/12 9 113 5 %8.5 4871.5 -_ CLAYSTONE, with sand, medium hard to hard, olive brown to gray, some sulfate — 3 RS 10 50/10 16 109 +0.7/ crystals, iron staining, moist 10 500psf 4 RS 7 50/7 15 5 RS 8 50/8 20 25 4855 - 6 RS 7 50/7 25 Stopped boring at 25 feet 0 0 u 0 O QU W — The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-4-04 rL L7 NONE WD P13 5/5/041 � BOerr acon RGRING C CME 55ED FOREMAN 5-4-04 SF L APPROVED MEA JOB# 25045122 LOG OF BORING NO. 37 Page 1 of 1 CLIENT Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS O DESCRIPTION m c � ' U } z= .e y t cc H r N '13 al a k- to co w 0 3 wH 0 Ow m or a U a U U H Z r U K COG :2 fai (a Approx. Surface Elev.: 4850 ft o ;) z Lr2m 3 0 ER )V)i o ci rn 3 SANDY LEAN CLAY, stiff, brown, dry to _ moist — CL 1 RS 12 13/12 7 86 -2.3/ 4 4846 — 500psf CLAYEY SAND, fine to coarse grained, —SC 2 RS 12 20/12 5 111 trace to with gravel, loose to medium 5 dense, yellow brown, moist —SC 3 RS 12 18/12 9 103 10 j - SC 4 RS 11 50/11 t5 17 4833 - • CLAYSTONE, very hard, olive brown, iron staining, moist to wet .. 4 5 RS NR 50/2 20 25 4825 25 - 6 RS 5 50/5 Stopped boring at 25 feet O a �. 0 U— QU W 15 The stratification lines represent the approximate boundary lines R between soil and rock types: in-situ,the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-4-04 H 2 19 WD 15 5/5/04 lierracon BORING COMPLETED 5-4-04 oWRIG CME 55 FOREMAN SF APPROVED MEA JOB# 25045122 • LOG OF BORING NO. 38 Page 1 of CLIENT Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS OJ DESCRIPTION ro y w i U H ?H 0) W \ ~ ZU rn = W Z LL G a.oa hh-- cn m W > CO w co p W cp.c Approx. Surface Elev.: 4850 ft o z }0 a} 0 Fd ¢o E z i o ; o m 3U ❑n Jw o U(/IJ SILTY SAND, fine to medium grained, medium dense, light brown, dry to moist SM 1 RS 12 21/12 5 106 +0.1/ 4 4846 - 500 138f SANDY LEAN CLAY, very stiff, brown, — CL 2 RS 12 24/12 5 112 calcareous, dry to moist 5 — j — — CL 3 RS 12 42/12 10 _413.5 1 4836.5 SILTY SANDSTONE, fine grained, hard to very hard, weakly cemented, brown, moist, — 4 RS 8 50/8 interbedded with CLAYSTONE 15 5 RS 4 50/4 20 25 4825 - 6 RS 2 50/2 25 Stopped boring at 25 feet 0 O z .� 0 O QU • W The stratification lines represent the approximate boundary c lines between soil and rock types: in-situ,the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-4-04 WL -V- NONE WD = 13 5/5/04 1r BORING COMPLETED 5-4-04 o WL 2 RIG CME 55 FOREMAN SF O WL APPROVED MEA JOB# 25045122 — LOG OF BORING NO. 39 page 1 of 1 CLIENT Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS n. OO e h- O a DESCRIPTION i 5 0 Y rY W C Z `1.9, _ N W Z v= m _ a rn m W O 3 WZ r Ow 3 '"ua w vai D rl w 0 <O >- ZI N `o o o Approx. Surface Elev.: 4840 ft o Z I m 3 0 0 o. SANDY LEAN CLAY, stiff to very stiff, dark brown, dry to moist CL 1 RS 12 25/12 8 112 +0.4/ 500psf — CL 2 RS 12 13/12 16 99 5 %7 4833 _ POORLY GRADED SAND, fine to coarse — grained,with gravel, medium dense, tan, moist to wet — SP 3 RS NR 30/12 10 • 15 20- 25 4815 25 - Stopped boring at 25 feet CD 0 �. O 0 aV i1 The stratification lines represent the approximate boundary lines n between soil and rock types: in-situ,the transition may be gradual. "`) WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-4-04 WL 2 15 WD V WCI 20' RING COMPLETE 5/5/04 1 r e rr aCOn R GCME 55F 5 4 -04 WL Y FOREMAN SF oI 2 g WL APPROVED MEA JOB# 25045122 _ CLIENT LOG OF BORING NO. 40 Page 1 of Carma Proposed Mixed-Use Development SITE PROJECT Weld County, Colorado Carma Weld County Site SAMPLES TESTS �. o 0 E e a 2 DESCRIPTION w z z� o ° 0 a a U 2 a 0 0 w Z >- 0CC co c 2r;21:4 o Approx. Surface Elev.: 4835 ft o D z y w El E <o ER z o n o SANDY LEAN CLAY, very stiff, dark brown to black, moist — CL 1 RS 12 26/12 17 114 +0.1/ 500psf — CL 2 RS 12 24/12 18 109 5 6 4829 SILTY, CLAYEY SAND, fine to coarse — grained, very loose to loose, yellow brown, — moist - -SC 3 RS 12 9/12 10 100 10 SM -SC 4 RS 12 7/12 15 Shfi 18 4817 _ SILTY CLAYSTONE, some sand, medium — hard to very hard, brown to gray, moist 5 RS 9 50/9 20 25 4810 - 6 RS 4 50/4 25 Stopped boring at 25 feet— O v <U K K W F The stratification lines represent the approximate boundary lines N between soil and rock types: in-situ,the transition may be gradual. " ) WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-4-04 WL 7- NONE WD = NONE 5/5/04 ir�rr�con BORING COMPLETED 5-4-04 WL ? 0 RIG CME 55 FOREMAN SF o WL APPROVED MEA JOB# 25045122 10 8 6 4 -_ 2 -2' -4 ^ -6 -8 -10 I I 100 1,000 10,000 105 PRESSURE, psf s Specimen Identification Classification Yd, pcf WC,% • 3 2.0ft LEAN CLAY,trace to with sand 100 19 O z _ o Notes: rc w 'a SWELL CONSOLIDATION TEST Project: Carma Weld County Site 1 re rr acon Site: Weld County, Colorado o Job#: 25045122 Date: 5-25-04 10 n 8 -. 6 4 2 - - 0 -2, I i I � -4 ti 6 -8 -10 '^ 100 1,000 10,000 103 PRESSURE, psf -- Q Specimen Identification Classification Yd, pcf WC,% I. 4 2.0ft LEAN CLAY, with sand 98 22 Z Notes: ppN Z SWELL CONSOLIDATION TEST Project: Carma Weld County Site Site: Weld County, Colorado e rr 2con Job#: 25045122 Date: 5-25-04 10 8 6 4 --- - - , _ 2 • cc G� � X -2 . -6 -8 -101 • 100 1,000 10,000 105 PRESSURE, psf i Specimen Identification Classification Yd, pcf WC,% • 5 2.0ft LEAN CLAY, trace sand 101 23 0 Notes: SWELL CONSOLIDATION TEST I Project: Carma Weld County Site lierracon Site Weld County, Colorado o Job#: 25045122 Date: 5-25-04 10 .... 8 6 4 - • 2� Z i Os-- J -2 -41 -6 -10 E 100 1,000 10,000 105 PRESSURE,psf Specimen identification Classification Yd, pcf WC,% f• 6 2.0ft LEAN CLAY,with sand 97 23 0 0 O Notes: A� N pN SWELL CONSOLIDATION TEST Project: Carma Weld County Site li Site: Weld County, Colorado err 2con Job#: 25045122 Date: 5-25-04 10 I 8 6 4 2 z i - X -2 -4 -6 _101 100 1,000 10,000 105 PRESSURE, psf $ Specimen Identification Classification 1d, pcf WC,% i• 9 4.0ft LEAN CLAY,with sand 95 21 0 0 0 Notes: a 0 es z SWELL CONSOLIDATION TEST — Project: Carma Weld County Site 1 Tarr acon Site: Weld County, Colorado o Job#: 25045122 Date: 5-25-04 ._ 10 8 - 6 4 - ^ l -2I -4 - -6i - -8 -101 i - 100 1,000 10,000 105 PRESSURE, psf Specimen Identification Classification ; Yd, pcf WC,% • 10 9.0ft SILTY SANDSTONE 108 18 Notes: La La CL a SWELL CONSOLIDATION TEST N 1 re rr ac0n Project: Carma Weld County Site Site: Weld County, Colorado o Job#: 25045122 194 Date: 5-25-04 10 - 8 -- 6 4 2 z -2 w II -4i -6 -8 -10 100 1,000 10,000 105 PRESSURE, psf -- a i Specimen Identification I Classification Yd, pcf WC,% 1. 11 2.0ft SILTY, CLAYEY SAND 93 , 20 o Notes: 0. (7 O _ Z SWELL CONSOLIDATION TEST Project: Carma Weld County Site li Site: Weld County, Colorado e rr acon Job# 25045122 Date: 5-25-04 10 .- 8 6 4 2 J Q -2 -4 -6: -8 -10' I 100 1,000 10,000 105 PRESSURE, psf a Specimen Identification Classification Yd, pcf WC,% • 12 2.0ft SANDY LEAN CLAY 106 17 a a z Ui Notes: o SWELL CONSOLIDATION TEST Project: Carma Weld County Site lierracon Site Weld County, Colorado Job#: 25045122 Date: 5-25-04 8 - -- 6 • 4 -- -- I . 2 - _ _ 0 - z i I 0 J Q : -2 .. - - - ,..-.., -V G` r -8 -10 ... • - 100 1,000 10,000 105 PRESSURE, psf Specimen Identification Classification Yd, pcf WC,%1 • 13 4.0ft SILTY SANDSTONE 102 15 0 O Z 1 Notes: • w (9 n yS ., " SWELL CONSOLIDATION TEST Project: Carma Weld County Site lierracon Site Weld County, Colorado o Job#: 25045122 — Date: 5-25-04 10 l 8 --- 6 _ T 4 2 z J a • -2 i I -4----- - ' : IlliN\ ' -6 I -8' i -10 • 1 - I - 100 1,000 10,000 105 PRESSURE, psf — $ Specimen Identification Classification Yd, pcf WC,% 16 4.0ft SANDY LEAN CLAY 98 20 o U' Z 0 : Notes: w a C7 ry n '-' Z SWELL CONSOLIDATION TEST 0 Project: Carma Weld County Site z lierracon Site: Weld County, Colorado o Job#: 25045122 0 Date: 5-25-04 ., 10 - - r-. 8 6 -� 4 - 2 --- z CO- . _ -2r -4 -6 -8 _ -10 �~ 100 1,000 10,000 105 PRESSURE, psf Specimen Identification Classification I Yd, pcf f WC,% • 17 2.0ft LEAN CLAY,with sand I 102 18 O Notes: a N SWELL CONSOLIDATION TEST Project: Carma Weld County Site li Site: Weld County, Colorado err acon Job# 25045122 , Date: 5-25-04 10; 8 I 6 4 2 z -2 --- -4 -6i -81 I -10 i I ^ 100 1,000 10,000 105 PRESSURE, psf Specimen Identification Classification Yd, pcf WC,% • 18 14.0ft CLAYSTONE 105 19 0 Z 0 Notes: C7 h SWELL CONSOLIDATION TEST Project: Carma Weld County Site lierracon Site: Weld County, Colorado o Job#: 25045122 Date: 5-25-04 101 8 6 4 2 _ -2 -4 -6 -8 � I -10 100 1,000 10,000 105 PRESSURE, psf Specimen Identification Classification Yd, pcf WC,% • 19 2.0ft LEAN CLAY,with sand 101 17 a 0 0 _ 0 Notes: W F 2 a SWELL CONSOLIDATION TEST F 1 parr acon Project Carma Weld County Site Site: Weld County, Colorado 0 Job#: 25045122 Date: 5-25-04 10 8 6 4 2 2 1- OS - • J XIINNN Q -2 -4' • -6 -8 O r. 10 100 1,000 10,000 105 PRESSURE, psf Specimen Identification Classification 14, pcf WC,% o • 20 2.0ft LEAN CLAY,trace sand 64 31 0 z g Notes: Disturbed LU w N 8 SWELL CONSOLIDATION TEST Project: Carma Weld County Site lierracon acon Site: Weld County, Colorado o Job*: 25045122 .. CJ Date: 5-25-04 10 8' 6 4 ... 2 0• J ^ x Q -2. -6 -8 -10 100 1,000 10,000 105 PRESSURE, psf a Specimen Identification Classification 1'd, pcf WC,% cs • 20 4.0ft LEAN CLAY,with sand 97 23 0 O 0 Notes: LU w 0 - SWELL CONSOLIDATION TEST Project: Carma Weld County Site 1 is rr acon Site: Weld County, Colorado o2 Job#: 25045122 '— Date: 5-25-04 r. 10( I 8 - - _ _ . 6 4 • 211 1 ? -2: • -4 -6 -8 - -10 I - - 100 1,000 10,000 105 PRESSURE,psf Specimen Identification Classification Yd, pcf WC,% •. 23 2.0ft LEAN CLAY,with sand 100 19 Notes W I. N SWELL CONSOLIDATION TEST Project: Carma Weld County Site li Site: Weld County, Colorado a e rr acon S Sit #: 25045122 Date: 5-25-04 - 10 8i S � ' t f I g { 4 I . 2 I ICle - 0 z (/)r. X _2 -- -4t -6 • -8i I , -10 - 100 1,000 10,000 105 PRESSURE,psf $ Specimen Identification Classification Yd, pcf WC,% •i 24 2.0ft { LEAN CLAY, trace sand 97 21 O Notes: w 0ISN SWELL CONSOLIDATION TEST Project: Carma Weld County Site lierracon Site Weld County, Colorado o Job#: 25045122 Date: 5-25-04 _ 10 8. ._ 6 ..' 4- 2! • -2 -4, -6 -8' 1 I � -10 r. 100 1,000 10,000 105 PRESSURE,psf Specimen Identification Classification Yd, pcf WC,% • 25 4.0ft LEAN CLAY, with sand 97 19 O Notes: a C7 � N N oQ SWELL CONSOLIDATION TEST Project: Carma Weld County Site z lbrracon Site Weld County, Colorado o Job#: 25045122 Date: 5-25-04 10 8 - - _ - - 6 4 2' z ww y( _2 -41- -6 - I -8; -10 I _ 100 1,000 10,000 105 PRESSURE,psf $ I Specimen Identification Classification Yd, pcf WC,% 26 2.0ft SANDY LEAN CLAY 106 17 � O � U Notes: a W N a' SWELL CONSOLIDATION TEST Project: Carma Weld County Site o Site: Weld County, Colorado erracon Job#: 25045122 Date: 5-25-04 10 8 6 { i 4 2 z , 0‘ J Q i Q -2 -4 -6 -8 I -10 100 1,000 10,000 105 PRESSURE,psf Specimen Identification Classification Yd, pcf WC,% •1 27 4.0ft CLAYSTONE 111 15 c7 Notes: fL SWELL CONSOLIDATION TEST Project: Carina Weld County Site 2 lierracon Site: Weld County, Colorado o Job#: 25045122 Date: 5-25-04 10 I 8 _. 6 • 4 2 - cn w 1 _2 -4 - . , r -6 - . 8 I ; -10. ^ 100 1,000 10,000 105 PRESSURE, psf Specimen Identification I Classification Yd, pcf WC,% h•, 28 9.0ft CLAYSTONE 111 15 0 Notes: Q. SWELL CONSOLIDATION TEST Project: Carma Weld County Site Site: Weld County, Colorado erracon Job#: 25045122 Date: 5-25-04 101 8 ^ 6 �• 4 2 e -2 -4 'Ns\ -6 -8 • -101, 100 1,000 10,000 105 PRESSURE, psf Specimen Identification IClassification Yd, pcf WC,% _• • 29 4.0ft I LEAN CLAY,with sand 98 19 o Notes: a C7 SWELL CONSOLIDATION TEST Project: Carma Weld County Site lierracon Site Weld County, Colorado Job#: 25045122 Date: 5-25-04 10 I - - ,0-- 8 -- 6 - 4 2 z _2 _4 -V -8 -10 = I i ^ 100 1,000 10,000 10- PRESSURE, psf Specimen Identification Classification 1d, pcf WC,% • 30 4.0ft LEAN CLAY, with sand 103 18 O 0 Notes: C7 SWELL CONSOLIDATION TEST Project: Carma Weld County Site lierracon Site: Weld County, Colorado o Job#: 25045122 Date: 5-25-04 10 a 8 I w • 6— _ _ 4 2 Z ^ x -2 -4 . . -6 • —8 100 1,000 10,000 105 PRESSURE, psf -- Specimen Identification Classification Yd, pcf WC,% • 31 2.Oft LEAN CLAY,with sand 98 18 Z a Notes: SWELL CONSOLIDATION TEST Project: Carma Weld County Site lierracon Site: Weld County, Colorado o Job#: 25045122 date: 5-25-04 10 8 6, 4,.-� 21 o ' z i 30. _2 I , w ! 1I -6 -8 -__ i - • 1100_ 1 1,000 10,000 105 PRESSURE,psf Specimen Identification I Classification Yd, pcf WC,% !• 31 4.0ft SANDY SILTSTONE 109 14 Notes: a' U, SWELL CONSOLIDATION TEST Project: Carma Weld County Site lierracon Site: Weld County Colorado o Job#: 25045122 "` i Date: 5-25-04 10 r. ! 8 ... 6 — � I 4 2i 0 a I -2. -4 -- - -- -6 -8 • -10 100 1,000 10,000 105 PRESSURE,psf .— ' Specimen Identification Classification Yd, pcf WC,%o • 32 2.0ft LEAN CLAY,with sand 109 11 a z Notes: V ry SWELL CONSOLIDATION TEST Project: Carma Weld County Site lierracon Site Weld County Colorado o Job#: 25045122 Date: 5-25-04 10 6 -- 4 2 _ � a -2I -4 -6 • -8 I- -10 •- 100 1,000 10,000 105 PRESSURE, psf Specimen Identification Classification Yd, pcf v\,/c,% • 33 2.0ft LEAN CLAY, with sand 101 1 16 O Notes. a' z SWELL CONSOLIDATION TEST Project: Carma Weld County Site lrerracon Site Weld County, Colorado o Job#: 25045122 CJ , Date: 5-25-04 10 8 - -- 6 4i 2 z _2 - -4 -S' -8 1100 1,000 10,000 105 PRESSURE, psf -- g Specimen Identification Classification Yd, pcf WC,% • 34 4.0ft SANDY LEAN CLAY , 103 14 0 O Notes: a cs, SWELL CONSOLIDATION TEST Project: Carma Weld County Site lierracon Site: Weld County, Colorado o Job#: 25045122 .. Date: 5-25-04 10 8, _ • _ - - -- 1 6 4 - 2 z -2' -4 -6 -8 . -10 -- 100 1,000 10,000 105 PRESSURE, psf Specimen Identification Classification Yd, pcf WC,°/l • • 35 9.0ft SANDY CLAYSTONE 103 I 16 0 Notes: - r ^' N SWELL CONSOLIDATION TEST Project: Carma Weld County Site ii Site: Weld County, Colorado erracon Job#: 25045122 Date: 5-25-04 10 - 8 6 - -- 4 j 2 z J I g I -2 -6 f' ^ i -8 I I -101 100 1,000 10,000 105 PRESSURE,psf Specimen Identification Classification Yd, pcf WC,% •' 36 9.0ft CLAYSTONE 109 16 O u, Notes: SWELL CONSOLIDATION TEST Project: Carma Weld County Site lierracon Site: Weld County, Colorado Job#: 25045122 Date: 5-25-04 8 6 -- 4 - o r -2'; Q -8 , . -10 am. - 100 1,000 10,000 105 PRESSURE, psf -- g ; Specimen Identification j Classification Yd, pcf WC,% • 37 2.0ft SANDY LEAN CLAY 86 7 P C7 Z 1.. Q Notes: Disturbed 'a �-• SWELL CONSOLIDATION TEST Project: Carma Weld County Site 1 rerr acon Site Weld County, Colorado Job* 25045122 Date: 5-25-04 10 I I I I - 8 i - 6 - 4•. I . - 2 ._ z I I I I- I Y, I -6 I i -8 I I -10 100 1,000 10,000 105 PRESSURE,psf Specimen Identification Classification Yd, pcf WC,% •I 38 0 2.0ft SILTY SAND 114 5 z 0 x Notes: cr w i- 'a - rq z SWELL CONSOLIDATION TEST Project: Carma Weld County Site 1 ierracon Site Weld County, Colorado o Job#: 25045122 O Date: 5-25-04 .- .- 10; 1 I I — 8 — 6. i 4 I 2 Z I • I c•CO --. J _ ! _2 I I I I _4 ,— -61, - - I 81' I I i — -10F i I 100 1,000 10,000 105 PRESSURE, psf I Specimen Identification Classification 1d pcf I WC,% •' 39 2.0ft SANDY LEAN CLAY 112 8 O Lo i O a Notes: Lk, _ Q SWELL CONSOLIDATION TEST 1 re rr acon Project: Carma Weld County Site o Site: Weld County, Colorado — o Job#: 25045122 u , Date: 5-25-04 10 - & - 6 - 4 i ; II I I - I I 2'' Z j 1i J Qx -2 - 1 4' I 11 I . -6, ,.- , 1 I ' - -8 i I --- I I _101 , I i i i 100 1,000 10,000 105 PRESSURE, psf ...— $ Specimen Identification Classification Td pcf WC,% 1 o I• 40 2.Oft I SANDY LEAN CLAY 114 17 — 0 a it Notes: ce w o r - z SWELL CONSOLIDATION TEST 0 1 �erracon it : Carma Weld County o Site o Site: Weld County, Colorado o Job#: 25045122 Cl Date: 5-25-04 U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER 4 2 1 1/2 3 6 10 16 30 50 100 200 6 3 Ini5 3/4 3/8 4 8 14 20 40 60 140 100 1 • I II 1 7 i Ili ; 1 1 1 11 I I 1 1 /0""••• 95 1 1 i ' 1 .- 90 1\ 85 I •- 80 I I 1 I I 75 70 I I I i '- 65 z w 60 > 55 ; ... Z 50 1 E. z 45 1 Z v 40 \ 1 35 7 3� _- I1 �� I .0---. 20—I 1 lc 5 1 i a I 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS I I GRAVEL SAND COBBLES SILT OR CLAY coarse fine coarse I medium fine I Specimen Identification Classification LL PL PI I Cc Cu — • 10 9.0ft POORLY GRADED GRAVEL with SILT and SAND(GP-GM) NP NP NP 10.63 93.49 7 I I 0 a Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt %Clay a •I 10 9.0ft 37.5 ' 11.031 3.719 0.118 67.5 26.3 I 6.2 0 z O U i K 25 GRAIN SIZE DISTRIBUTION us 1 re rr acon Project: Carma Weld County Site Site: Weld County, Colorado — 6 Job#: 25045122 Date: 5-25-04 U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS HYDROMETER 4 2 1 1/2 3 6 10 16 30 50 100 200 ,,,, 6 3 1.5 4 3/8 4 8 14 20 40 60 140 100 I I I ; I I1 I I I I I I I I I I II I I Er., 95 I Ili I .JI 90 III ! 1 I i I I, II '` 85 I I _ 80 li I1 75 ' r I I ' 65 I' I I H II \I 60 F I f f >- 55 m \. II 'I I I ' Ez I I I I I I .... w 50 z I i Z 45 i _I 11 I . w • a 35 i I I. 30_ i I I I \ I I 25 I I ' \ I I 20-- I ' I I I I 1 I I\EN 1 I I 10 1 5 - 100 10 1 0.1 0.01 .. 0.001 GRAIN SIZE IN MILLIMETERS • COBBLES GRAVEL SAND SILT OR CLAY coarse I fine coarse I medium fine 11 Specimen Identification Classification LL PL PI Cc Cu • — 34 9.0ft POORLY GRADED SAND with GRAVEL(SP) NP NP I NP 0.73 22.61 I T a Specimen Identification D100 D60 D30 i D10 %Gravel %Sand %Silt %Clay .. c • 34 9.0ft 19 5.818 1.0466 I 0.257 I 46.9 51/ 1.5 z 0 • — W H - I a GRAIN SIZE DISTRIBUTION N Project: Carma Weld County Site 1 rerr acon Site• , Weld County, Colorado — IJob* 25045122 Date: 5-25-04 2 9 « © R 9 E ® . 't ® ■ ` I O \ k kIM ® - $ TD- CI Q } k ' >. 0 Ce_ O Co 7 a U O ` Z a o ; \ ra - § > § O @ ! M . . 715- . _ 0 = -o- / \ E a min LU & u u) c G I CD \ V E § LLI g 2 § .o _ & e \ co & I- O4 d co k Ce E E § 2 LO 7:' a w CO qi. O a) CO AIM MI R ` % i- / U 0 N. C) < < E re ❑ Z \ ? § § § \ \ as .* ^ 0 oO. a § $ § DJ Er ce k - 7 \ / CL .. CO U. % ci \ $ E E § o Ce Z ' 30 O , ± 0. 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E , \ \ . % /\ / - o cn § _• k } z C• z : CO , \ 5 _I k CO LE IX ewwa O GENERAL NOTES - it, DRILLING&SAMPLING SYMBOLS: SS: Split Spoon- 1-3/8" I.D.,2"O.D., unless otherwise noted HS: Hollow Stem Auger ST: Thin-Walled Tube-2"O.D., unless otherwise noted PA: Power Auger — RS: Ring Sampler-2.42"I.D.,3"O.D., unless otherwise noted HA: Hand Auger DB: Diamond Bit Coring-4", N, B RB: Rock Bit BS: Bulk Sample or Auger Sample WB: Wash Boring or Mud Rotary The number of blows required to advance a standard 2-inch O.O. split-spoon sampler(SS) the last 12 inches of the total 18-inch penetration with a 140-pound hammer falling 30 inches is considered the "Standard Penetration" or"N-value". For 3" O.D. ring samplers (RS) the penetration value is reported as the number of blows required to advance the sampler 12 inches using a 140- - pound hammer falling 30 inches, reported as "blows per foot," and is not considered equivalent to the "Standard Penetration" or "N-value". WATER LEVEL MEASUREMENT SYMBOLS: en 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 Casing Removal Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In pervious soils,the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a#200 sieve;their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a#200 sieve; they are principally described as clays if they are plastic,and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. — n FINE-GRAINED SOILS COARSE-GRAINED SOILS BEDROCK IlaQ (SS} fRS) SS Relative fRS) JSS) — Blows/Ft. Blows/Ft. Consistency Blows/Ft. Blows/Ft. Density Blows/Ft. Blows/Ft. Consistency < 3 <2 Very Soft 0-6 <3 Very Loose <30 <20 Weathered 3-4 . 2-3 Soft 7-18 4-9 Loose 30-49 20-29 Firm 5-9 4-6 Medium Stiff 19-58 . 10-29 Medium Dense 50=89 30-49 Medium Hard '.. 10-18 7-12 Stiff 59-98 30-49 Dense . 90-119 50-79 Hard 19-42 13-26 Very Stiff >98 >49 Very Dense > 119 >79 Very Hard >42 > 26 Hard RELATIVE PROPORTIONS OF SAND AND GRAIN SIZE TERMINOLOGY GRAVEL Descriptive Terms of Percent of Major Component — Other Constituents Dry Weight of Sample Particle Size Trace < 15 Boulders Over 12 in. (300mm) With 15—29 Cobbles 12 in.to 3 in. (300mm to 75 mm) Modifier >30 Gravel 3 in. to#4 sieve (75mm to 4.75 mm) — Sand #4 to#200 sieve (4.75mm to 0.075mm) Silt or Clay Passing#200 Sieve(0.075mm) RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION — Descriptive Terms of Percent of Other Constituents Dry Weight Term Plasticity Index Trace <5 Non-plastic 0 With 5-12 Low 1-10 Modifiers > 12 Medium 11-30 High 30+ e lierracon a • - UNIFIED SOIL CLASSIFICATION SYSTEM r\ Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests° Soil Classification Group Symbol Group Names Coarse Grained Sots Gravels Clean Gravels Cu≥4 and 1 ≤Cc≤3e GW Well graded gravel` More than 50%retained More than 50%of coarse Less than 5%foes` Cu<4 and/or 1 >Cc>3` GP Poorly graded gravel' — fraction retained on on No.200 sieve No.4 sieve Gravels with Fines Fines classify as ML or MH GM Silty graven" More than 12%fines` Fines classify as CL or CH GC Clayey gravel"°" Sands Clean Sands Cu≥6 and 1 5 Cc 5 3' SW Well graded sand' — 50%or more of coarse Less than 5%fines° Cu<6 and/or 1 >Cc>3s SP Poorly graded sand' fraction passes No.4 sieve Sands with Fines Fines classify as ML or MH SM Silty sand`'"' More than 12%fines° Fines classify as CL or CH SC Clayey sand"' Fine-Grained Soils Silts and Clays inorganic PI>7 and plots on or above"A"line' CL Lean clayKL" 50%or more passes the Liquid limit less than 50 PI <4 or plots below"A"line' ML Silt"`" No.200 sieve organic Liquid limit-oven Organic clay"-"" .4. dried <0.75 OL Liquid limit-not Organic silt""-"° dried .— Silts and Clays inorganic PI plots on or above"A"line CH Fat clayt`m Liquid limit 50 or more PI plots below"A"line MH Elastic silt"L„ 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 — ,„,•-iN Based on the material passing the 3-in. (75-mm)sieve "If fines are organic, add"with organic fines"to group name. olf field sample contained cobbles or boulders, or both, add"with cobbles ' If soil contains≥ 15%gravel, add"with gravel"to group name. or boulders, or both"to group name. 'If Atterberg limits plot in shaded area,soil is a CL-ML, silty clay. cGravels with 5 to 12%fines require dual symbols: GW-GM well graded Elf soil contains 15 to 29%plus No. 200, add"with sand"or"with gravel with silt, GW-GC well graded gravel with clay,GP-GM poorly gravel,"whichever is predominant. graded gravel with silt, GP-GC poorly graded gravel with clay. L1f soil contains≥30%plus No. 200 predominantly sand,add °Sands with 5 to 12%fines require dual symbols: SW-SM well graded "sandy"to group name. — sand with silt, SW-SC well graded sand with clay, SP-SM poorly graded M If soil contains≥30%plus No.200, predominantly gravel, sand with silt, SP-SC poorly graded sand with clay add"gravelly"to group name. (D,°)' NPI≥4 and plots on or above"A"line. ECu=Dea/Dio Cc= Dio x Dec ° PI <4 or plots below"A"line. • Flf soil contains≥ 15%sand, add"with sand"to group name. °PI plots on or above"A"line. °If fines classify as CL-ML, use dual symbol GC-GM,or SC-SM. ° PI plots below"A"line. —- 60i 1 I 1 I For classification of fine-grained soils and fine-grained fraction — 50 1,_of coarse-grained soils •"c� .\ne Equation of"A"-line "J,' +P ET- 1 Horizontal at PI=4 to LL=25.5. W 40 — then P1=0.73(LL-20) `� ❑ Equation of"U"-line ° 44. ? Vertical at LL=16 to P1=7, G� '. >- 30 — then P1=0.9(LL-8) c d'1 ' ov G — a 20i G a I MHorOH ' r. 10 , 7'r-- ,:CC 3,ML,I. o ' r- ML or OL 0 10 16 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT(LL) 1 lerracon _ ROCK CLASSIFICATION (Based on ASTM C-294) Sedimentary Rocks Sedimentary rocks are stratified materials laid down by water or wind. The sediments may be composed of particles or pre-existing rocks derived by mechanical weathering, evaporation or by chemical or organic origin. The sediments are usually indurated by cementation or compaction. Chert Very fine-grained siliceous rock composed of micro-crystalline or cryptocrystalline quartz, chalcedony or opal. Chert is various colored, porous to dense, hard and has a conchoidal to splintery fracture. Claystone Fine-grained rock composed of or derived by erosion of silts and clays or any rock containing clay. Soft massive and may contain carbonate minerals. Conglomerate Rock consisting of a considerable amount of rounded gravel, sand and cobbles with or without interstitial or cementing material. The cementing or interstitial material may be quartz, opal, calcite, dolomite, clay, iron oxides or other materials. Dolomite A fine-grained carbonate rock consisting of the mineral dolomite [CaMg(CO3)2]. May contain non-carbonate impurities such as quartz, chert, clay minerals, organic matter, gypsum and sulfides. Reacts with hydrochloric acid (HCL). Limestone A fine-grained carbonate rock consisting of the mineral calcite (CaCO3). May contain non-carbonate impurities such as quartz, chert, clay minerals, organic matter, gypsum and sulfides. Reacts with hydrochloric acid (HCL). Sandstone Rock consisting of particles of sand with or without interstitial and cementing materials. The cementing or interstitial material may be quartz, opal, calcite, dolomite, clay, iron oxides or other material. Shale Fine-grained rock composed of or derived by erosion of silts and clays or any rock containing clay. Shale is hard, platy, of fissile may be gray, black, reddish or green and may contain some carbonate minerals (calcareous shale). Siltstone Fine grained rock composed of or derived by erosion of silts or rock containing silt. Siltstones consist predominantly of silt sized particles (0.0625 to 0.002 mm in diameter) and are intermediate rocks between claystones and sandstones and may contain carbonate minerals. 1 ierracon ROCK CLASSIFICATION (Based on ASTM C-294) Metamorphic Rocks Metamorphic rocks form from igneous, sedimentary, or pre-existing metamorphic rocks in response to changes in chemical and physical conditions occurring within the earth's crust after formation of the original rock. The changes may be textural, structural, or mineralogic and may be accompanied by changes in chemical composition. The rocks are dense and may be massive but are more frequently foliated (laminated or layered) and tend to break into platy particles. The mineral composition is very variable depending in part on the degree of metamorphism and in part on the composition of the original rock. Marble A recrystallized medium- to coarse-grained carbonate rock composed of calcite or dolomite, or calcite and dolomite. The original impurities are present in the form of new minerals, such as micas, amphiboles, pyroxenes, and graphite. Metaquartzite A granular rock consisting essentially of recrystallized quartz. Its strength and resistance to weathering derive from the interlocking of the quartz grains. Slate A fine-grained metamorphic rock that is distinctly laminated and tends to split into thin parallel layers. The mineral composition usually cannot be determined with the unaided eye. Schist A highly layered rock tending to split into nearly parallel planes (schistose) in which the grain is coarse enough to permit identification of the principal minerals. Schists are subdivided into varieties on the basis of the most prominent mineral present in addition to quartz or to quartz and feldspars; for instance, mica schist. Greenschist is a green schistose rock whose color is due to abundance of one or more of the green minerals, chlorite or amphibole, and is commonly derived from altered volcanic rock. Gneiss One of the most common metamorphic rocks, usually formed from igneous or sedimentary rocks by a higher degree of metamorphism than the schists. It is characterized by a layered or foliated structure resulting from approximately parallel lenses and bands of platy minerals, usually micas or prisms, usually amphiboles, and of granular minerals, usually quartz and feldspars. All intermediate varieties between gneiss and schist and between gneiss and granite are often found in the same areas in which well-defined gneisses occur. 1 ierracon ROCK CLASSIFICATION (Based on ASTM C-294) • Igneous Rocks Igneous rocks are formed by cooling from a molten rock mass (magma). Igneous rocks are divided into two classes (1) plutonic, or intrusive, that have cooled slowly within the earth; and (2) volcanic, or extrusive, that formed from quickly cooled lavas. Plutonic rocks have grain sizes greater than approximately 1 mm, and are classified as coarse- or medium-grained. Volcanic rocks have grain sizes less than approximately 1 mm, and are classified as fine-grained. Volcanic rocks frequently contain glass. Both plutonic and volcanic rocks may consist of porphyries that are characterized by the presence of large mineral grains in a fine-grained or glassy ground mass. This is the result of sharp changes in rate of cooling or other physico-chemical conditions during solidification of the melt. Granite Granite is a medium- to coarse-grained light-colored rock characterized by the presence of potassium feldspar with lesser amounts of plagioclase feldspars and quartz. The characteristic potassium feldspars are orthoclase or microcline, or both; the common plagioclase feldspars are albite and oligoclase. Feldspars are more abundant than quartz. Dark-colored mica (biotite) is usually present, and light-colored mica (muscovite) is frequently present. Other dark-colored ferromagnesian minerals, especially hornblende, may be present in amounts less than those of the light-colored constituents. n Quartz-Monzonite Rocks similar to granite but contain more plagioclase feldspar than potassium and Grano-Diorite feldspar. Basalt Fine-grained extrusive equivalent of gabbro and diabase. When basalt contains natural glass, the glass is generally lower in silica content than that of the lighter- colored extrusive rocks. r 1 ierracon LABORATORY TEST SIGNIFICANCE AND PURPOSE • TEST SIGNIFICANCE PURPOSE California Bearing Used to evaluate the potential strength of subgrade soil, Pavement Thickness Ratio subbase, and base course material, including recycled Design materials for use in road and airfield pavements. Consolidation Used to develop an estimate of both the rate and amount of Foundation Design both differential and total settlement of a structure. Direct Shear Used to determine the consolidated drained shear strength Bearing Capacity, of soil or rock. Foundation Design, and Slope Stability Dry Density Used to determine the in-place density of natural, inorganic, Index Property Soil fine-grained soils. Behavior Expansion Used to measure the expansive potential of fine-grained Foundation and Slab soil and to provide a basis for swell potential classification. Design Gradation Used for the quantitative determination of the distribution of Soil Classification particle sizes in soil. Liquid& Plastic Limit, Used as an integral part of engineering classification Soil Classification Plasticity Index systems to characterize the fine-grained fraction of soils, and to specify the fine-grained fraction of construction materials. Permeability Used to determine the capacity of soil or rock to conduct a Groundwater Flow liquid or gas. Analysis pH Used to determine the degree of acidity or alkalinity of a Corrosion Potential soil. Resistivity Used to indicate the relative ability of a soil medium to carry Corrosion Potential electrical currents. R-Value Used to evaluate the potential strength of subgrade soil, Pavement Thickness subbase, and base course material, including recycled Design materials for use in road and airfield pavements. Soluble Sulfate Used to determine the quantitative amount of soluble Corrosion Potential sulfates within a soil mass. Unconfined To obtain the approximate compressive strength of soils Bearing Capacity Compression that possess sufficient cohesion to permit testing in the Analysis for unconfined state. Foundations Water Content Used to determine the quantitative amount of water in a soil Index Property Soil mass. Behavior 1 ierracon REPORT TERMINOLOGY (Based on ASTM D653) Allowable Soil The recommended maximum contact stress developed at the interface of the foundation Bearing Capacity element and the supporting material. Alluvium Soil, the constituents of which have been transported in suspension by flowing water and subsequently deposited by sedimentation. Aggregate Base A layer of specified material placed on a subgrade or subbase usually beneath slabs or Course pavements. — Backfill A specified material placed and compacted in a confined area. Bedrock A natural aggregate of mineral grains connected by strong and permanent cohesive forces. Usually requires drilling, wedging, blasting or other methods of extraordinary force for excavation. Bench A horizontal surface in a sloped deposit. Caisson (Drilled A concrete foundation element cast in a circular excavation which may have an enlarged Pier or Shaft) base. Sometimes referred to as a cast-in-place pier or drilled shaft. Coefficient of A constant proportionality factor relating normal stress and the corresponding shear stress at Friction which sliding starts between the two surfaces. Colluvium Soil, the constituents of which have been deposited chiefly by gravity such as at the foot of a slope or cliff. Compaction The densification of a soil by means of mechanical manipulation Concrete Slab-on- A concrete surface layer cast directly upon a base, subbase or subgrade, and typically used Grade as a floor system. Differential Unequal settlement or heave between, or within foundation elements of structure. Movement — Earth Pressure The pressure exerted by soil on any boundary such as a foundation wall. ESAL Equivalent Single Axle Load, a criteria used to convert traffic to a uniform standard, (18,000 pound axle loads). Engineered Fill Specified material placed and compacted to specified density and/or moisture conditions under observations of a representative of a geotechnical engineer. Equivalent Fluid A hypothetical fluid having a unit weight such that it will produce a pressure against a lateral support presumed to be equivalent to that produced by the actual soil. This simplified approach is valid only when deformation conditions are such that the pressure increases linearly with depth and the wall friction is neglected. Existing Fill(or Materials deposited throughout the action of man prior to exploration of the site. Man-Made Fill) Existing Grade The ground surface at the time of field exploration. 1 rerracon REPORT TERMINOLOGY (Based on ASTM D653) Expansive The potential of a soil to expand (increase in volume) due to absorption of moisture. Potential Finished Grade The final grade created as a part of the project. Footing A portion of the foundation of a structure that transmits loads directly to the soil. Foundation The lower part of a structure that transmits the loads to the soil or bedrock. Frost Depth The depth at which the ground becomes frozen during the winter season. Grade Beam A foundation element or wall, typically constructed of reinforced concrete, used to span between other foundation elements such as drilled piers. Groundwater Subsurface water found in the zone of saturation of soils or within fractures in bedrock. Heave Upward movement. Lithologic The characteristics which describe the composition and texture of soil and rock by observation. Native Grade The naturally occurring ground surface. �^ Native Soil Naturally occurring on-site soil, sometimes referred to as natural soil. Optimum Moisture The water content at which a soil can be compacted to a maximum dry unit weight by a Content given compactive effort. Perched Water Groundwater, usually of limited area maintained above a normal water elevation by the presence of an intervening relatively impervious continuous stratum. Scarify To mechanically loosen soil or break down existing soil structure. Settlement Downward movement. Skin Friction (Side The frictional resistance developed between soil and an element of the structure such as a Shear) drilled pier. Soil(Earth) Sediments or other unconsolidated accumulations of solid particles produced by the physical and chemical disintegration of rocks, and which may or may not contain organic matter. Strain The change in length per unit of length in a given direction. Stress The force per unit area acting within a soil mass. Strip To remove from present location. Subbase A layer of specified material in a pavement system between the subgrade and base course. Subgrade The soil prepared and compacted to support a structure, slab or pavement system. 1 ierracon Hello