GEOTECHNICAL ENGINEERING REPORT PROPOSED HOLIDAY INN HOTEL BENTLEY CIRCLE AND EAST 2ND STREET CASPER, WYOMING

Transcription

1 GEOTECHNICAL ENGINEERING REPORT PROPOSED HOLIDAY INN HOTEL BENTLEY CIRCLE AND EAST 2ND STREET CASPER, WYOMING TERRACON PROJECT NO. A07002 February 19, 2007 Prepared for: Sweetwater Interest, LLC P.O. Box 728 Buffalo, Wyoming Prepared by: Terracon Consultants, Inc. 341 East E Street Casper, Wyoming Phone: Fax:

2 February 19, 2007 Sweetwater Interest, LLC P.O. Box 728 Buffalo, Wyoming lrerracan Consulting Engineers & Scientists 341 East E Street, Suite Casper, Wyoming Phone Fax Attn: Mr. Rick Hill Re: Geotechnical Engineering Report Proposed Holiday Inn Hotel Bentley Circle and East 2nd Street, Casper, Wyoming Terracon Project No. A07002 Terracon has completed our geotechnical engineering study for the proposed Holiday Inn Hotel to be located at the intersection of Bentley Circle and East 2nd Street in Casper, Wyoming. Authorization to proceed with this soil study was given by Sweetwater, LLC in a signed Agreement for Services dated January 18, This study was performed in general accordance with our proposal and agreement, Proposal No. A07G02 dated January 11, The results of our engineering study, including the boring location diagram, laboratory test results, test boring records, and the geotechnical recommendations needed to aid in the design and construction of foundations and other earth connected phases of this project are attached. 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. If you have any questions concerning this report or any of our testing, inspection, design and consulting services, please do not hesitate to contact us. Sincerely, TERRACON CONSULTANTS, INC. Renee C. Jung, G.!.T. Project Engineering Geologist Reviewed By: Copies to: Addressee (3) Douglas J. Jobe, P.E., Regional managernice President Delivering Success for Clients and Employees Since 196 More Than 80 Offices Nationwide

3 Geotechnical Engineering Report Proposed Holiday Inn Hotel Terracon Project No. A07002 February 19, 2007 TABLE OF CONTENTS Page No. Letter of Transmittal... ii INTRODUCTION... 1 PROJECT DESCRIPTION... 1 SITE EXPLORATION PROCEDURES... 2 Field Exploration... 2 Laboratory Testing... 2 SITE CONDITIONS... 3 SUBSURFACE CONDITIONS... 3 Soil and Rock Conditions... 3 Laboratory Test Results... 4 Groundwater Conditions... 4 ENGINEERING RECOMMENDATIONS... 4 Geotechnical Considerations... 4 Foundation Systems... Pavement Design and Construction... 6 Pavement Preventative Maintenance... 8 Earthwork... 9 Site/Subgrade Preparation... 9 Excavation and Trench Construction... 9 Fill Materials and Placement... Additional Design and Construction Considerations Exterior Slabs Design and Construction Underground Utility Systems Corrosion Protection Surface Drainage GENERAL COMMENTS iii

4 Geotechnical Engineering Report Proposed Holiday Inn Hotel Terracon Project No. A07002 February 19, 2007 APPENDIX A Boring Location Diagram Boring Logs APPENDIX B Laboratory Test Results APPENDIX C: General Notes: Drilling & Exploration General Notes: Description of Rock Properties Unified Soil Classification iv

5 GEOTECHNICAL ENGINEERING REPORT PROPOSED HOLIDAY INN HOTEL BENTLEY CIRCLE AND EAST 2ND STREET CASPER, WYOMING TERRACON PROJECT NO. A07002 FEBRUARY 19, 2007 INTRODUCTION This report contains the results of our geotechnical engineering study for the proposed Holiday Inn Hotel to be located at Bentley Circle and East 2nd Street in Casper, Wyoming. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: subsurface soil and bedrock conditions groundwater conditions foundation design and construction pavement design and construction earthwork drainage The recommendations contained in this report are based on the results of field and laboratory testing, engineering analyses, experience with similar soil conditions and structures, and our understanding of the proposed project. PROJECT DESCRIPTION Based on information provided by Sweetwater Interest, LLC, the proposed hotel will be a four-story wood-framed structure utilizing crawl-space construction. The structure design, loading information, and grading plans were not available at the time this report was prepared; therefore we assume the maximum wall and column loads will be 4 kips per linear foot (klf) and 200 kips, respectively. Based on existing site elevations, cuts and fills of up to 3 feet may be required to establish construction grades. Other site development will include the construction of a main parking lot to the south of the proposed building location, as well as smaller parking areas to the east and west of the proposed building. 1 n:\2007\projects\a07002

6 Geotechnical Engineering Report Proposed Holiday Inn Hotel Terracon Project No. A07002 February 19, 2007 SITE EXPLORATION PROCEDURES The scope of the services performed for this project included site reconnaissance by a geotechnical engineer, subsurface exploration program, laboratory testing, and engineering analyses. Field Exploration Eleven test borings were performed on January 26, The borings were advanced to approximate depths of. to 49.4 feet at the approximate locations shown on the Boring Location Diagram, Figure 1. Six borings were drilled within the approximate footprint of the proposed building and five borings were drilled in the area of proposed pavements. The borings were advanced with a truck-mounted drilling rig, utilizing 4-inch-diameter, solid-stem augers. The borings were located in the field by measurement from existing site features. Approximate ground surface elevations at the boring locations were obtained by interpolation from contours indicated on the site grading plan. The accuracy of boring locations and elevations should only be assumed to the level implied by the methods used to determine each. Lithologic logs of each boring were recorded by the engineering geologist during the drilling operations. The logs of borings are presented in Appendix A. At selected intervals, samples of the subsurface materials were taken by means of driving split-spoon and/or California barrel samplers. Bulk samples of subsurface materials were obtained from borings in pavement areas. Penetration resistance measurements were obtained by driving the split-spoon or California barrel into the subsurface materials with a 140-pound hammer falling 30 inches. The penetration resistance value is a useful index in estimating the consistency, relative density, or hardness of the materials encountered. Groundwater conditions were observed in each boring at the time of site exploration and approximately 48 hours after the completion of drilling. Laboratory Testing The soil samples retrieved during the field exploration were returned to the laboratory for observation by the project geotechnical engineer. At that time, the field descriptions were reviewed and an applicable laboratory testing program was formulated to determine engineering properties of the subsurface materials. 2 n:\2007\projects\a07002

7 Geotechnical Engineering Report Proposed Holiday Inn Hotel Terracon Project No. A07002 February 19, 2007 Laboratory tests were conducted on selected soil samples. The results of these tests are presented in Appendix B. The test results were used for the geotechnical engineering analyses, and the development of foundation and earthwork recommendations. The laboratory tests were performed in general accordance with applicable locally accepted standards. Soil samples were classified in general accordance with the Unified Soil Classification System described in Appendix C. Rock samples were visually classified in general accordance with the General Notes in Appendix C. Selected soil and bedrock samples were tested for the following engineering properties: Water Content Plasticity Index Grain Size Dry Density Consolidation/Swell Water Soluble Sulfate Content SITE CONDITIONS The site is located in the McMurry Business Park at the northeast corner of the intersection of Bentley Circle and East 2 nd Street in Casper, Natrona County, Wyoming. Further the site is situated in the southeast ¼ of Section 8, Township 33 North, Range 78 West of the 6th Principal Meridian. At the time of the field exploration the site was undeveloped. Site grading had been completed and the site was snow covered at the time of the investigation. Based on grading plans provided by CEPI, it is our understanding fill placement of up to 13 feet was previously placed at the site. Site drainage was to the east although shallow depressions existed. Other site features included a large natural drainage along the east edge of the site that appears to have been partially filled in during grading operations. Adjacent properties were undeveloped at the time of the investigation. SUBSURFACE CONDITIONS Soil and Rock Conditions As presented on the Logs of Boring a layer of fill extended to depths of three to 13 feet below the ground surface in test borings, with the exceptions of B-7 and B-8. The fill generally consisted of clayey and silty sand. Soils below the fill layer in borings B-1, B-3, B-4, B-, B-6, B-9, B- and B-11, and from the surface in borings B-7 and B-8, consisted of five to 12 feet of medium dense to dense, brown, clayey and silty sand with varying amounts of gravel. 3 n:\2007\projects\a07002

8 Geotechnical Engineering Report Proposed Holiday Inn Hotel Terracon Project No. A07002 February 19, 2007 In borings B-, B-7, B-8, B-9, B- and B-11, the clayey and silty sand extended to the maximum depth of exploration. In boring B-2 weathered claystone bedrock directly underlied the fill and extended to the maximum depth of exploration. In borings B-1, B-3, B-4 and B-6, the clayey and silty sand was underlain by weathered to very hard claystone and sandstone bedrock extending to the maximum depth of exploration. Laboratory Test Results Laboratory test results indicate that the soils have moderate expansive potential with an approximate swell percentage of 1 to 2½ percent when loaded to 00 pounds per square foot (psf) and upon wetting. Based on our experience in the vicinity of the site swell percentages within the native soils, as well as the claystone bedrock, can be higher than the values presented in this report. Groundwater Conditions Groundwater was not observed in the test borings at the time of field exploration. However, when checked approximately 48 hours after the completion of drilling groundwater was observed in two borings, B-3 and B-6, at approximately 21. feet. These observations represent groundwater conditions at the time of the observations only, and may not be indicative of other times, or at other locations. Groundwater conditions can change with varying seasonal and weather conditions, and other factors. The possibility of groundwater fluctuations should be considered when developing design and construction plans for the project. Fluctuations in groundwater levels can best be determined by implementation of a groundwater monitoring plan. Such a plan would include installation of groundwater piezometers, and periodic measurement of groundwater levels over a sufficient period of time. ENGINEERING RECOMMENDATIONS Geotechnical Considerations Approximately three to 13 feet of undocumented and uncontrolled fill was encountered in borings performed at the site. Based on field moisture density testing data received from CEPI, it appears testing was done in the general area of the McMurry Business Park. However, it does not appear testing was performed on the proposed Holiday Inn Site. Terracon s services did not include delineating the horizontal and vertical extent of the existing fill material throughout the site. This should be verified by additional geotechnical exploration or evaluation of the site. If additional exploration is not performed, the owner should make 4 n:\2007\projects\a07002

9 Geotechnical Engineering Report Proposed Holiday Inn Hotel Terracon Project No. A07002 February 19, 2007 allowances for such unknown conditions that may exist in the preparation of the project budget and/or construction plans. Due to varying foundation bearing stratum and undocumented fill placement, the potential for differential settlement is a concern. To decrease the risk of differential settlement the hotel should be supported on a system of drilled piers/caissons. Design and construction recommendations for foundation systems and other earth related phases of the project are outlined below. Support of pavements on or above existing fill soils is discussed in this report. However, even with the recommended construction testing services, there is an inherent risk for the owner that compressible fill or unsuitable material within or buried by the fill will not be discovered. This risk of unforeseen conditions cannot be eliminated without completely removing the existing fill, but can be reduced by performing additional testing and evaluation. Foundation Systems Based on our engineering study, a drilled pier/caisson foundation system is recommended for support of the hotel. For axial compression loads, drilled piers/caissons may be designed for a maximum end-bearing pressure of 2,000 psf, and skin friction of 2,00 psf for portion of the pier in firm or hard bedrock. Skin friction is negligible for soils above firm bedrock. Piers should be designed with a minimum penetration into firm or hard bedrock of 8 feet and a minimum shaft length of 18 feet. Based on the varying bedrock elevation, piers may be considerably longer than the minimum depth. The boring logs presented herein should be reviewed to determine approximate caisson lengths. Piers should be designed to resist lateral loads using a horizontal subgrade reaction coefficient of 0.9 in the native soils and fill. A horizontal subgrade reaction coefficient of 1.2 can be used within the weathered bedrock and bedrock materials. For this project, use of a minimum pier diameter of 12 inches is recommended. The grade beams should be constructed with 6-inch voids between the subgrade and bottom of the concrete grade beams. Drilling to design depths should be possible with conventional single flight power augers. The use of rock bits, core barrels or other similar tools may be required for the excavation of piers into the bedrock materials. If groundwater should be encountered during pier installation procedures, casing will be necessary. Groundwater should be removed from each pier hole prior to concrete placement. n:\2007\projects\a07002

10 Geotechnical Engineering Report Proposed Holiday Inn Hotel Terracon Project No. A07002 February 19, 2007 If pier concrete cannot be placed in dry conditions, a tremie should be used for concrete placement. Pier concrete should be placed immediately after completion of drilling and cleaning. Due to potential sloughing and raveling, foundation concrete quantities may exceed calculated geometric volumes. Pier concrete with slump in the range of to 7 inches is recommended. Pier foundation excavations should be observed by the geotechnical engineer. If the soil conditions encountered differ significantly from those presented in this report, supplemental recommendations will be required. Pavement Design and Construction In a similar manner as the foundations, undocumented and uncontrolled fill is present at pavement subgrade elevation. There is an inherent risk for the owner that compressible fill or unsuitable material within or buried by the fill will not be discovered. This risk of unforeseen conditions cannot be eliminated without completely removing the existing fill, but can be reduced by performing additional testing and evaluation. The existing subgrade should be prepared as outlined in the earthwork section of this report. Design of pavements for the project have been based on locally accepted procedures. Traffic design data was not provided for this report. Therefore we have assumed a maximum average daily traffic volume of 200 vehicles per day. This design traffic value was distributed as 98 percent passenger cars, 1 percent light trucks, and 1 percent heavy trucks. Based on these assumed values a design 18-kip equivalent single-axle load (ESAL) of 36,000 was estimated over a design life of 20 years. Recommended Alternative Pavement Section Thickness Areas Alternative Asphalt Concrete Aggregate Base Portland Cement Concrete Car Parking A Lot and Auto Drive Lane B For areas subject to concentrated and repetitive loading conditions such as dumpster pads and ingress/egress aprons or delivery truck service areas, we recommend using a reinforced concrete pad at least 6 inches thick underlain by at least 4 inches of granular base. It is also recommended that signage and/or curbing be used to restrict truck traffic in car parking and drive lane areas. Total 6 n:\2007\projects\a07002

11 Geotechnical Engineering Report Proposed Holiday Inn Hotel Terracon Project No. A07002 February 19, 2007 Where rigid pavements are used, the concrete should be obtained from an approved mix design conforming to the City of Casper specifications, including the following minimum properties: Flexural 28 days: 60 psi minimum Entrained Air Content: 4% to 7% All of the paving materials and pavement construction should meet the requirements of the City of Casper Construction Standards and Specifications. In addition, mix designs should be submitted prior to construction to verify their adequacy. The aggregate base course should consist of a blend of sand and gravel which meets the specifications for Grading W. The aggregate base course should be compacted to a minimum of 9% of ASTM D698. Asphalt concrete should be composed of a mixture of aggregate, filler and additives, if required, and approved bituminous material. The asphalt concrete should conform to approved mix designs stating the Marshall properties, optimum asphalt content, job mix formula and recommended mixing and placing temperatures. Aggregate used in plantmixed asphalt concrete should meet particular gradations. Material meeting City of Casper ¾ or ½ nominal maximum size specifications is recommended for asphalt concrete. The asphalt should be supplemented with hydrated lime if stripping is an issue with the aggregates. Mix designs should be submitted prior to construction to verify their adequacy. Asphalt material should be placed in maximum 2-inch lifts and should be compacted to a minimum of 92% Maximum Theoretical Specific Gravity. Concrete should be deposited by truck mixers or agitators and placed a maximum of 90 minutes from the time the water is added to the mix. Longitudinal and transverse joints should be provided and designed in accordance with ACI procedures. Terracon recommends the use of fly ash, or lithium admixture if ASR reactive aggregate is used in concrete for proposed pavements. An alternative would be to use non-reactive aggregate in the concrete. Mortar bar tests should be performed on the concrete to evaluate the effectiveness of the mitigation process. In most cases, expansions less than 0.1% are considered tolerable for most pavements. In areas where landscape irrigation will be performed adjacent to pavement, it is recommended that pavement edge drains be installed to prevent the accumulation of water beneath or next to the pavement. Drains should be sloped to provide positive drainage away from the pavement. 7 n:\2007\projects\a07002

12 Geotechnical Engineering Report Proposed Holiday Inn Hotel Terracon Project No. A07002 February 19, 2007 Each pavement alternative should be evaluated with respect to current material availability and economic conditions. The pavement sections presented herein are based on design parameters selected by Terracon based on experience with similar projects and soil conditions. Design parameters may vary with the specific project. Variation of these parameters may change the thickness of the pavement sections presented. Terracon is prepared to discuss the details of these parameters and their effects on pavement design and reevaluate pavement design as appropriate. Pavement Preventative Maintenance Future performance of pavements constructed on the soils at this site will be dependent on several factors, including: Maintaining stable moisture content of the subgrade soils Providing for a planned program of preventative maintenance Preventative maintenance should be planned and provided for through an on-going pavement management program in order to enhance future pavement performance. Preventative maintenance activities are intended to slow the rate of pavement deterioration, and to preserve the pavement investment. Preventative maintenance consists of both localized maintenance (e.g. crack sealing and patching) and global maintenance (e.g. surface sealing). Preventative maintenance is usually the first priority when implementing a planned pavement maintenance program and provides the highest return on investment for pavements. 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 a minimum: Site grading at a minimum 2% grade away from the pavements Compaction of any utility trenches for landscaped areas to the same criteria as the pavement subgrade 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 8 n:\2007\projects\a07002

13 Geotechnical Engineering Report Proposed Holiday Inn Hotel Terracon Project No. A07002 February 19, 2007 Earthwork The following presents recommendations for site preparation, subgrade preparation, excavation, 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 fill, subgrade preparation, foundation bearing soils, and other geotechnical conditions exposed during the construction of the project. Site/Subgrade Preparation Strip and remove any deleterious materials from the proposed building and pavement areas. 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. All exposed surfaces should be free of mounds and depressions which could prevent uniform compaction. The top 8 inches of exposed ground surface should be scarified, moisture conditioned, and recompacted to 9% of the maximum dry unit weight as defined by ASTM D-698 before any new fill or foundation is placed. The stability of the subgrade may be affected by precipitation, repetitive construction traffic or other factors. If unstable conditions develop, workability may be improved by scarifying and drying. Alternatively, overexcavation of wet zones and replacement with granular materials may be used, or crushed gravel and/or rock can be tracked into the unstable surface soil until a stable working surface is attained. Lightweight excavation equipment may also be used to reduce subgrade pumping. Excavation and Trench Construction The subgrade soil conditions should be evaluated during the excavation process and the stability of the soils determined at that time by the contractors Competent Person. Slope inclinations flatter than the OSHA maximum values may have to be used. 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. 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 9 n:\2007\projects\a07002

14 Geotechnical Engineering Report Proposed Holiday Inn Hotel Terracon Project No. A07002 February 19, 2007 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. If any excavation, including a utility trench, is extended to a depth of more than 20 feet, it will be necessary to have the side slopes and/or shoring system designed by a professional engineer. The soils to be penetrated by the proposed excavations may vary significantly across the site. The soil classifications are based solely on the materials encountered in exploratory test borings. 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. Although evidence of underground facilities such as septic tanks, cesspools, basements, and utilities was not observed during the site reconnaissance, such features could be encountered during construction. If unexpected underground facilities are encountered, such features should be removed and the excavation thoroughly cleaned prior to backfill placement and/or construction. Fill Materials and Placement The native soils, existing fill, or approved granular and low plasticity cohesive imported materials may be used as engineered fill material. Engineered fill should be placed and compacted in horizontal lifts, not exceeding 8 inches in loose thickness, using equipment and procedures that will produce recommended moisture contents and densities throughout the lift. Recommended compaction criteria for engineered fill materials are as follows: Minimum Percent (ASTM D698) Scarified subgrade soils... 9 On-site and imported fill soils: Beneath foundations... 9 Beneath pavements... 9 General backfill, non-structural areas... 9 It is noted that if crushed gravel or certain other granular materials are used it may be appropriate to specify compaction criteria based on a relative density test. Compaction criteria based on relative density should be evaluated based on a project specific basis. On-site and 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. n:\2007\projects\a07002

15 Geotechnical Engineering Report Proposed Holiday Inn Hotel Terracon Project No. A07002 February 19, 2007 Additional Design and Construction Considerations Exterior Slabs Design and Construction Exterior slabs on-grade, exterior architectural features, and utilities founded on, or in backfill or the site soils will likely experience some movement due to the volume change of the material. Potential movement could be reduced by: Minimizing moisture increases in the backfill Controlling moisture-density during placement of the backfill Using designs which allow vertical movement between the exterior features and adjoining structural elements Placing control joints on relatively close centers Underground Utility Systems 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 Terracon recommends the use of fly ash or lithium admixture if ASR reactive aggregate is used in concrete for proposed foundations, slabs, or pavements. Mortar bar tests should be performed on the concrete to evaluate the effectiveness of the mitigation process. In most cases, expansions less than 0.1% are considered tolerable for most structures. Foundation concrete should be designed in accordance with the provisions of the ACI Design Manual, Section 318, Chapter 4. At the issuance of this report the results of the soluble sulfate tests were not available. Once the results become available an addendum to this report will be issued. 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 which 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 percent for at least feet from 11 n:\2007\projects\a07002

16 Geotechnical Engineering Report Proposed Holiday Inn Hotel Terracon Project No. A07002 February 19, 2007 perimeter walls. To reduce the amount of surface water infiltration next to the foundation, the upper two feet of backfill against footings and exterior walls should be well compacted, low permeability soil. 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 feet of foundation walls. Landscaped irrigation adjacent to the foundation system should be minimized or eliminated. All grades must provide effective drainage away from the building during and after construction. Water permitted to pond next to the building, pavements, or exterior slabs can result in greater soil movements than those discussed in this report. These greater movements can result in unacceptable differential floor slab movements, cracked slabs and walls, and roof leaks. Estimated movements described in this report are based on effective drainage for the life of the structure and cannot be relied upon if effective drainage is not maintained. GENERAL COMMENTS 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 also should be retained to provide testing and observation during excavation, grading, foundation and construction phases of the project. The analysis and recommendations presented in this report are based on 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 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 12 n:\2007\projects\a07002

17 Geotechnical Engineering Report Proposed Holiday Inn Hotel Terracon Project No. A07002 February 19, 2007 engineering practices. No warranties, either expressed or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing. 13 n:\2007\projects\a07002

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19 CLIENT SITE Sweetwater Interest, LLC 2nd Street and Bentley Circle Casper, Wyoming LOG OF BORING NO. 1 PROJECT SAMPLES Holiday Inn TESTS Page 1 of 1 GRAPHIC LOG DESCRIPTION Approx. Surface Elev.: 192 ft FILL, clayey sand, brown DEPTH, ft. USCS SYMBOL NUMBER 1 TYPE CB RECOVERY, in. 0 SPT - N BLOWS / ft. 0/0.2 WATER CONTENT, % DRY UNIT WT pcf UNCONFINED STRENGTH, psf 2 GRAB SILTY SAND, brown, medium dense 188 SM BEDROCK, sandstone, mottled, brown, hard CB 6 0/ END OF BORING /0.6 1 BORING LOGS A07002 HOLIDAY INN.GPJ TERRACON.GDT 6/7/07 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft AB checked after 24 hrs BORING STARTED AB BORING COMPLETED RIG CME- FOREMAN JDM LOGGED JDM JOB # A07002

20 CLIENT SITE Sweetwater Interest, LLC 2nd Street and Bentley Circle Casper, Wyoming LOG OF BORING NO. 2 PROJECT SAMPLES Holiday Inn TESTS Page 1 of 1 GRAPHIC LOG DESCRIPTION Approx. Surface Elev.: 189 ft FILL, silty sand, trace gravel, brown DEPTH, ft. USCS SYMBOL NUMBER 1 TYPE RECOVERY, in. 1 SPT - N BLOWS / ft. 1 WATER CONTENT, % 21 DRY UNIT WT pcf UNCONFINED STRENGTH, psf 2 CB WEATHERED BEDROCK, sandstone and claystone, brown BEDROCK, sandstone, hard, brown END OF BORING / BORING LOGS A07002 HOLIDAY INN.GPJ TERRACON.GDT 6/7/07 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft AB checked after 24 hrs BORING STARTED LOGGED CME- JDM FOREMAN AB BORING COMPLETED RIG JOB # JDM A07002

21 CLIENT SITE Sweetwater Interest, LLC 2nd Street and Bentley Circle Casper, Wyoming LOG OF BORING NO. 3 PROJECT SAMPLES Holiday Inn TESTS Page 1 of 2 GRAPHIC LOG DESCRIPTION Approx. Surface Elev.: 187 ft FILL, clayey sand, mottled, brown DEPTH, ft. USCS SYMBOL NUMBER 1 TYPE RECOVERY, in. 14 SPT - N BLOWS / ft. 2 WATER CONTENT, % 13 DRY UNIT WT pcf UNCONFINED STRENGTH, psf CB CLAYEY SAND, trace gravel, medium dense, brown SC WEATHERED BEDROCK, claystone, brown BORING LOGS A07002 HOLIDAY INN.GPJ TERRACON.GDT 6/7/07 WATER LEVEL OBSERVATIONS, ft Continued Next Page The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. 21. AB checked after 24 hrs LOGGED 2 BORING STARTED JDM FOREMAN AB BORING COMPLETED RIG CME- JOB # JDM A07002

22 CLIENT SITE Sweetwater Interest, LLC 2nd Street and Bentley Circle Casper, Wyoming LOG OF BORING NO. 3 PROJECT SAMPLES Holiday Inn TESTS Page 2 of 2 GRAPHIC LOG DESCRIPTION DEPTH, ft. USCS SYMBOL NUMBER TYPE RECOVERY, in. SPT - N BLOWS / ft. WATER CONTENT, % DRY UNIT WT pcf UNCONFINED STRENGTH, psf WEATHERED BEDROCK, claystone, brown 41 BEDROCK, claystone, very hard, brown END OF BORING /0.4 BORING LOGS A07002 HOLIDAY INN.GPJ TERRACON.GDT 6/7/07 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft 21. AB checked after 24 hrs AB BORING STARTED BORING COMPLETED RIG CME- LOGGED JDM FOREMAN JDM JOB # A07002

23 CLIENT SITE Sweetwater Interest, LLC 2nd Street and Bentley Circle Casper, Wyoming LOG OF BORING NO. 4 PROJECT SAMPLES Holiday Inn TESTS Page 1 of 1 GRAPHIC LOG DESCRIPTION Approx. Surface Elev.: 191 ft FILL, clayey sand with gravel, mottled, brown DEPTH, ft. USCS SYMBOL NUMBER 1 TYPE CB RECOVERY, in. 6 SPT - N BLOWS / ft. 0/0.8 WATER CONTENT, % 11 DRY UNIT WT pcf UNCONFINED STRENGTH, psf 3 SILTY SAND with GRAVEL, dense, brown 188 SM BEDROCK, sandstone and claystone, hard to very hard, brown CB 8 0/ END OF BORING /0.1 BORING LOGS A07002 HOLIDAY INN.GPJ TERRACON.GDT 6/7/07 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft AB checked after 24 hrs AB BORING STARTED BORING COMPLETED RIG CME- FOREMAN JDM LOGGED JDM JOB # A07002

24 CLIENT SITE Sweetwater Interest, LLC 2nd Street and Bentley Circle Casper, Wyoming LOG OF BORING NO. PROJECT SAMPLES Holiday Inn TESTS Page 1 of 1 GRAPHIC LOG DESCRIPTION Approx. Surface Elev.: 189 ft FILL, clayey sand with gravel, brown DEPTH, ft. USCS SYMBOL NUMBER 1 TYPE RECOVERY, in. SPT - N BLOWS / ft. CB 6 40 WATER CONTENT, % DRY UNIT WT pcf UNCONFINED STRENGTH, psf CLAYEY SAND, medium dense, dark brown 179. SC 3 CB Trace gravel at 14' END OF BORING SC BORING LOGS A07002 HOLIDAY INN.GPJ TERRACON.GDT 6/7/07 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft AB checked after 24 hrs AB BORING STARTED BORING COMPLETED RIG CME- FOREMAN JDM LOGGED JDM JOB # A07002

25 CLIENT SITE Sweetwater Interest, LLC 2nd Street and Bentley Circle Casper, Wyoming LOG OF BORING NO. 6 PROJECT SAMPLES Holiday Inn TESTS Page 1 of 1 GRAPHIC LOG DESCRIPTION Approx. Surface Elev.: 187 ft FILL, clayey sand with gravel, mottled, brown DEPTH, ft. USCS SYMBOL NUMBER 1 TYPE RECOVERY, in. 17 SPT - N BLOWS / ft. 33 WATER CONTENT, % 16 DRY UNIT WT pcf UNCONFINED STRENGTH, psf CB SILTY SAND, medium dense, tan to brown 17 1 SM CLAYEY SAND, medium dense, brown SC BORING LOGS A07002 HOLIDAY INN.GPJ TERRACON.GDT 6/7/ HIGHLY WEATHERED BEDROCK, claystone, mottled, grayish brown END OF BORING The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft 21. AB checked after 24 hrs BORING STARTED JOB # AB BORING COMPLETED RIG CME- FOREMAN JDM LOGGED JDM A07002

26 CLIENT SITE Sweetwater Interest, LLC 2nd Street and Bentley Circle Casper, Wyoming LOG OF BORING NO. 7 PROJECT SAMPLES Holiday Inn TESTS Page 1 of 1 GRAPHIC LOG DESCRIPTION Approx. Surface Elev.: 194 ft SILTY SAND with GRAVEL, medium dense to dense, brown DEPTH, ft. USCS SYMBOL SM NUMBER 1 TYPE CB RECOVERY, in. 7 SPT - N BLOWS / ft. 43 WATER CONTENT, % DRY UNIT WT pcf UNCONFINED STRENGTH, psf END OF BORING SM BORING LOGS A07002 HOLIDAY INN.GPJ TERRACON.GDT 6/7/07 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft AB checked after 24 hrs AB BORING STARTED BORING COMPLETED RIG CME- LOGGED JDM FOREMAN JDM JOB # A07002

27 CLIENT SITE Sweetwater Interest, LLC 2nd Street and Bentley Circle Casper, Wyoming LOG OF BORING NO. 8 Page 1 of 1 PROJECT SAMPLES Holiday Inn TESTS GRAPHIC LOG DESCRIPTION Approx. Surface Elev.: 192 ft FILL, clayey sand with gravel, mottled, brown 2 SILTY SAND, dense, brown 190 DEPTH, ft. USCS SYMBOL NUMBER 1 TYPE CB RECOVERY, in. 4 SPT - N BLOWS / ft. 0/0.7 WATER CONTENT, % 7 DRY UNIT WT pcf UNCONFINED STRENGTH, psf. END OF BORING 186. SM BORING LOGS A07002 HOLIDAY INN.GPJ TERRACON.GDT 6/7/07 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft AB checked after 24 hrs AB BORING STARTED BORING COMPLETED RIG CME- FOREMAN JDM LOGGED JDM JOB # A07002

28 CLIENT SITE Sweetwater Interest, LLC 2nd Street and Bentley Circle Casper, Wyoming LOG OF BORING NO. 9 PROJECT SAMPLES Holiday Inn TESTS Page 1 of 1 GRAPHIC LOG DESCRIPTION Approx. Surface Elev.: 188 ft FILL, clayey sand with gravel, mottled, brown, moist DEPTH, ft. USCS SYMBOL NUMBER 1 TYPE CB RECOVERY, in. 6 SPT - N BLOWS / ft. 39 WATER CONTENT, % 12 DRY UNIT WT pcf 112 UNCONFINED STRENGTH, psf SILTY SAND, dense, brown END OF BORING BORING LOGS A07002 HOLIDAY INN.GPJ TERRACON.GDT 6/7/07 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft AB checked after 24 hrs AB BORING STARTED BORING COMPLETED RIG CME- FOREMAN JDM LOGGED JDM JOB # A07002

29 CLIENT SITE Sweetwater Interest, LLC 2nd Street and Bentley Circle Casper, Wyoming LOG OF BORING NO. PROJECT SAMPLES Holiday Inn TESTS Page 1 of 1 GRAPHIC LOG DESCRIPTION Approx. Surface Elev.: 18 ft FILL, clayey sand with gravel, mottled, brown DEPTH, ft. USCS SYMBOL NUMBER 1 TYPE CB RECOVERY, in. 8 SPT - N BLOWS / ft. 46 WATER CONTENT, % 16 DRY UNIT WT pcf UNCONFINED STRENGTH, psf SILTY SAND, trace gravel, medium dense, brown to dark brown END OF BORING SM SM BORING LOGS A07002 HOLIDAY INN.GPJ TERRACON.GDT 6/7/07 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft AB checked after 24 hrs BORING STARTED AB BORING COMPLETED RIG CME- FOREMAN JDM LOGGED JDM JOB # A07002

30 CLIENT SITE Sweetwater Interest, LLC 2nd Street and Bentley Circle Casper, Wyoming LOG OF BORING NO. 11 PROJECT SAMPLES Holiday Inn TESTS Page 1 of 1 GRAPHIC LOG DESCRIPTION Approx. Surface Elev.: 184 ft FILL, clayey sand with gravel, medium dense to very dense DEPTH, ft. USCS SYMBOL NUMBER 1 TYPE CB RECOVERY, in. 8 SPT - N BLOWS / ft. 37 WATER CONTENT, % 34 DRY UNIT WT pcf UNCONFINED STRENGTH, psf / SILTY SAND, trace gravel, medium dense, dark brown END OF BORING SM BORING LOGS A07002 HOLIDAY INN.GPJ TERRACON.GDT 6/7/07 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 AB checked after 24 hrs AB BORING COMPLETED RIG LOGGED CME- JDM FOREMAN JOB # JDM A07002

31 0 U.S. SIEVE OPENING IN INCHES / /4 3/ U.S. SIEVE NUMBERS HYDROMETER PERCENT FINER BY WEIGHT GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL coarse fine coarse medium SAND fine SILT OR CLAY GRAIN SIZE A07002 HOLIDAY INN.GPJ TERRACON.GDT 6/7/07 Specimen Identification 2 4.0ft ft 9.0ft 9 0.ft Specimen Identification 2 4.0ft ft 9.0ft 9 0.ft D Classification SILTY SAND(SM) CLAYEY SAND(SC) CLAYEY SAND(SC) CLAYEY SAND(SC) D D30 D LL PL Project: Holiday Inn Site: 2nd Street and Bentley Circle Casper, Wyoming Job #: A07002 Date: PI %Gravel %Sand %Silt %Clay GRAIN SIZE DISTRIBUTION Cc Cu

32 AXIAL STRAIN, % PREURE, ksf CONSOL STRAIN A07002 HOLIDAY INN.GPJ TERRACON.GDT 6/7/07 Specimen Identification 2 Notes: Classification WC,% 4.0ft SILTY SAND(SM) CONSOLIDATION TEST Project: Holiday Inn Site: 2nd Street and Bentley Circle Casper, Wyoming Job #: A07002 Date: , pcf

33 AXIAL STRAIN, % PREURE, ksf CONSOL STRAIN A07002 HOLIDAY INN.GPJ TERRACON.GDT 6/7/07 Specimen Identification Notes: Classification WC,% 9.0ft CLAYEY SAND(SC) CONSOLIDATION TEST Project: Holiday Inn Site: 2nd Street and Bentley Circle Casper, Wyoming Job #: A07002 Date: , pcf

34 AXIAL STRAIN, % PREURE, ksf CONSOL STRAIN A07002 HOLIDAY INN.GPJ TERRACON.GDT 6/7/07 Specimen Identification 9 Notes: Classification WC,% 0.ft CLAYEY SAND(SC) CONSOLIDATION TEST Project: Holiday Inn Site: 2nd Street and Bentley Circle Casper, Wyoming Job #: A07002 Date: , pcf