GEOTECHNICAL ENGINEERING REPORT MCDONALD S RESTAURANT STATE/SITE ID: SOUTH RANGE LINE ROAD JOPLIN, MISSOURI FILE NO.

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1 GEOTECHNICAL ENGINEERING REPORT MCDONALD S RESTAURANT STATE/SITE ID: SOUTH RANGE LINE ROAD JOPLIN, MISSOURI FILE NO September 9, 2011 This document was prepared for use only by the client, only for the purposes stated, and within a reasonable time from issuance. Non-commercial, educational, and scientific use of this report by regulatory agencies is regarded as a fair use and not a violation of copyright. Regulatory agencies may make additional copies of this document for internal use. Copies may also be made available to the public as required by law. The reprint must acknowledge the copyright and indicate that permission to reprint has been received / LEN11R085 Page i of iv September 9, 2011

2 September 9, 2011 File No Ms. Mindy Monsees McDonalds USA, LLC Mastin Boulevard, Suite 400 Overland Park, Kansas Subject: Geotechnical Engineering Report McDonald s Restaurant State/Site ID: South Range Line Road Joplin, Missouri Dear Ms. Monsees: Kleinfelder has completed the authorized subsurface exploration and geotechnical engineering evaluation for the above-referenced project in general accordance with our Master Services Agreement dated May 3, 2006 as amended on August 15, The purpose of the geotechnical study was to explore and evaluate the subsurface conditions at the project site, and, based on the information obtained, to develop geotechnical design and construction recommendations for the project. The attached Kleinfelder report contains a description of the findings of our field exploration and laboratory testing program, our engineering interpretation of the results with respect to the project characteristics, our geotechnical site development and foundation design recommendations as well as construction guidelines for the planned project. Recommendations provided herein are contingent on the provisions outlined in the ADDITIONAL SERVICES and LIMITATIONS sections of this report. The project Owner should become familiar with these provisions in order to assess further involvement by Kleinfelder and other potential impacts to the proposed project. We appreciate the opportunity to be of service to McDonald s USA, LLC and are prepared to provide the recommended additional services. Please call us if you have any questions concerning this report. Sincerely, KLEINFELDER Sara Somsky, P.E. Missouri: PE Steve Wendland, PE, RG Senior Principal Geotechnical Engineer SJS/SAW:ksb / LEN11R085 Page ii of iv September 9, W. 79 th Street, Lenexa, KS p f

3 TABLE OF CONTENTS SECTION PAGE 1. INTRODUCTION GENERAL PROPOSED CONSTRUCTION SITE CONDITIONS SITE DESCRIPTION SITE HISTORY SUBSURFACE CONDITIONS GROUNDWATER OBSERVATIONS CONCLUSIONS AND RECOMMENDATIONS GENERAL PRIMARY GEOTECHNICAL CONCERNS Expansive Soils Existing Fill from Previous Site Development SITE DEVELOPMENT Site Preparation Site Utilities Undercutting and Evaluation of Existing Fill Proofrolling, Scarification, Moisture Conditioning and Compaction CLIMATIC CONDITIONS EXCAVATIONS General Foundation and Utility Excavations Excavation Slopes STRUCTURAL FILL Materials Fly Ash Stabilization Compaction Criteria BUILDING FOUNDATIONS Foundation Design Parameters Estimated Settlements Construction Considerations SEISMIC HAZARDS DETERMINATION CONCRETE SLABS SUPPORTED ON-GRADE Subgrade Preparation Aggregate Capillary Break/Leveling Course Construction Considerations PAVEMENTS General Pavement Subgrade Preparation Typical Asphaltic Cement Concrete (ACC) Pavement Sections / LEN11R085 Page iii of iv September 9, 2011

4 3.10.4Typical Portland Cement Concrete (PCC) Pavement Sections Drainage Considerations Construction Considerations LANDSCAPING AND SITE GRADING CONSIDERATIONS ADDITIONAL SERVICES PLANS AND SPECIFICATIONS REVIEW CONSTRUCTION OBSERVATION AND TESTING LIMITATIONS PLATES Plate 1 Site Vicinity Map Plate 2 Site Plan and Boring Locations APPENDIX A Field Exploration Program Generalized Subsurface Profile Boring Logs General Notes Boring Symbols APPENDIX B Laboratory Testing Program APPENDIX C ASFE Document / LEN11R085 Page iv of iv September 9, 2011

5 GEOTECHNICAL ENGINEERING REPORT MCDONALD S RESTAURANT STATE/SITE ID: SOUTH RANGE LINE ROAD JOPLIN, MISSOURI 1. INTRODUCTION 1.1 GENERAL Kleinfelder has completed the authorized subsurface exploration and geotechnical engineering evaluation for the proposed McDonald s restaurant to be located at 1123 South Range Line Road in Joplin, Missouri. This report includes our recommendations related to the geotechnical aspects of the project design and construction. Conclusions and recommendations presented in the report are based on the subsurface information encountered at the location of our exploration and the provision and requirements outlined in the ADDITIONAL SERVICES and LIMITATIONS sections of this report. In addition, an article prepared by The Association of Engineering Firms Practicing in the Geosciences (ASFE), Important Information about Your Geotechnical Engineering Report, has been included in APPENDIX C. We recommend that all individuals read the report limitations along with the included ASFE document. 1.2 PROPOSED CONSTRUCTION We understand the proposed project will include the construction of a single-story restaurant with a grade supported floor slab and no basement. Structural loads for the new McDonald s restaurant were not provided, but we anticipate the loads will not exceed approximately 75 kips for columns, 4 kips per lineal foot for walls, and 100 pounds per square foot for floor slabs. A site grading plan was not available at the time of this report. Based on the ground surface elevations at the boring locations, it is anticipated that only minor site grading / LEN11R085 Page 1 of 21 September 9, 2011

6 will be required, with cut and fill depths of less than 3 feet. For the purposes of this report, we have assumed the restaurant will have a finished floor elevation (FEE) of feet, site datum. Associated paved parking and drive areas, including a drive-thru lane, are also planned around the building perimeter. We anticipate traffic in the proposed pavement areas will consist primarily of automobile and light truck traffic with occasional semi-tractor trailers and garbage trucks. The scope of the exploration and engineering evaluation for this study, as well as the conclusions and recommendations in this report, were based on our understanding of the project as described above. If pertinent details of the project have changed or otherwise differ from our descriptions, we must be notified and engaged to review the changes and modify our recommendations, if needed / LEN11R085 Page 2 of 21 September 9, 2011

7 2. SITE CONDITIONS 2.1 SITE DESCRIPTION The proposed project is located at 1123 South Range Line Road as shown in Plate 1. The site is bordered by Range Line Road on the west, 12 th Street on the south, an alley to the north and a grass-covered area to the east. The site is currently occupied by a single-story McDonald s with a full basement. Associated parking and drive areas surround the store. An 8-inch sanitary sewer line is located within the alley north of the project site. In addition, existing utilities are anticipated throughout the site. The sanitary sewer provides service to the existing McDonald s. The site topography slopes gently down to the southwest, with an elevation differential of approximately 3.5 feet measured between the boring locations. 2.2 SITE HISTORY As part of the Environmental Site Assessment (ESA) of the property, representatives of Kleinfelder requested Sanborn maps and historical photographs from Environmental Data Resources, Inc. (EDR). Sanborn maps are historical maps originally created for assessing fire insurance liability in urbanized areas in the United States. According to EDR, no Sandborn maps covering the target property and surrounding area were found in the Sanborn Library, LLC collection. A total of nine aerial photographs between 1961 and 2007 were available for review. These photographs depict structures located on the project site, with redevelopment occurring several times in the 1980 s, which included demolition of the residential structures observed in the 1961 photograph, construction and subsequent demolition of a commercial structure, and construction of the McDonald s. 2.3 SUBSURFACE CONDITIONS The following presents a general summary of the major strata encountered during our exploration and includes a discussion of the field and laboratory tests conducted / LEN11R085 Page 3 of 21 September 9, 2011

8 Specific subsurface conditions encountered at the boring locations are presented on the respective boring logs. Section 1 in Appendix A depicts the generalized subsurface profile across the project site. The subsurface profile is based on information obtained from the borings. The stratification lines shown on the logs and cross section represent the approximate boundaries between material types; in-situ, the transitions may be gradual. The borings were located within the parking lot and drive areas for the existing McDonald s, and encountered approximately 5 to 6 inches of asphaltic concrete supported on existing fill. The existing fill consisted of lean clay, fat clay, and clayey gravel that were generally gray and brown in color. The existing fill was underlain by residual soils generally comprised of gravelly clay and clayey gravel. The residuum was derived from weathering processes acting on the parent bedrock, which is generally comprised of cherty limestone. The majority of the gravel encountered in the borings consisted of chert, which is harder than limestone and more resistant to weathering. Except for Boring B-4, the amount of cherty gravel generally decreases with depth. Borings B-3 and B-6 through B-8 encountered a chert layer at a depth of 2 to 3 feet below existing grades. Borings B-6 through B-8 were terminated within the cherty gravel. Borings B-1 and B-2 were terminated at auger refusal at depths of 7 and 6.5 feet, respectively. The remaining borings were able to penetrate the cherty clay and were terminated at planned depths of 15 feet in stiff to very stiff clay. 2.4 GROUNDWATER OBSERVATIONS Groundwater observations were made both during and after completion of drilling operations. Except for Borings B-2 and B-7, no groundwater seepage was observed while drilling and at the completion of each boring. Groundwater seepage was encountered while sampling in Borings B-2 and B-7 at depths of 4.5 and 4 feet, respectively. Upon the completion Borings B-2 and B-7, no groundwater seepage was encountered. The groundwater observed in Borings B-2 and B-7 was likely perched with chert gravel seams. The materials encountered in the test borings have relatively low permeabilities and observations over an extended period of time through use of / LEN11R085 Page 4 of 21 September 9, 2011

9 piezometers or cased borings would be required to better define current groundwater conditions. Fluctuations of groundwater levels can occur due to seasonal variations in the amount of rainfall, runoff, and other factors not evident at the time the borings were performed. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project. Long-term monitoring with piezometers generally provides a more representative reflection of the potential range of groundwater conditions. Piezometers were not installed at the site / LEN11R085 Page 5 of 21 September 9, 2011

10 3. CONCLUSIONS AND RECOMMENDATIONS 3.1 GENERAL Based on the results of our evaluation, it is our professional opinion that the project site can be developed for the proposed structure using conventional grading and foundation construction techniques. The primary geotechnical concerns for the proposed project are the presence of expansive clay across the project site and the presence of fill material from previous site development. Recommendations addressing geotechnical aspects of the project design and construction are presented below. The recommendations submitted herein are based, in part, upon data obtained from our subsurface exploration. The nature and extent of subsurface variations that may exist at the proposed project site will not become evident until construction. If variations appear evident, then the recommendations presented in this report should be evaluated. In the event that any changes in the nature, design, location or depth of the proposed structure are planned, the conclusions and recommendations contained in this report will not be considered valid unless the changes are reviewed and our recommendations modified in writing. 3.2 PRIMARY GEOTECHNICAL CONCERNS Expansive Soils A portion of the clay soils encountered across the project site have a moderate to high volume change (shrink/swell) potential. These materials are characterized by their ability to undergo significant volume change with changes in moisture content. Changes in soil moisture may cause unacceptable settlement or heave of on-grade slabs supported on these materials. For any slab-on-grade structures, we recommend that expansive soils be undercut to a level that will allow placement of a minimum of 24 inches of low volume change (LVC) soil, placed in accordance with recommendations presented in the STRUCTURAL FILL section. The recommended / LEN11R085 Page 6 of 21 September 9, 2011

11 lower plasticity structural fill thickness is in addition to any granular sections that will be required below the floor slab, and should extend a minimum of 5 feet outside all building wall lines. Excavated expansive soil should either be (1) placed in deep fill sections (> 24 inches below finished subgrade), (2) placed in pavement or landscaped areas, or (3) disposed of off site. In lieu of selective stockpiling and evaluation of potential on-site low-plasticity materials, the on-site clay soils could be stabilized with Class "C" fly ash as outlined in the FLY ASH STABILIZATION section Existing Fill from Previous Site Development As discussed in section 2.2, based on historical aerial photographs and our understanding of the site history, it appears that multiple generations of structures have existed on the proposed project site. Existing fill should be thoroughly evaluated by proofrolling, where feasible, and the excavation of test pits. The purpose of the test pits is to evaluate the composition and consistency of the fill material. If soft or unsuitable material is encountered during excavation of the test pits, it may be necessary that the existing fill be undercut to suitable material. Undercut areas and the basement excavation of the existing McDonalds should be backfilled with structural fill. If required, the exposed grade should be moisture conditioned prior to placement of structural fill. 3.3 SITE DEVELOPMENT Site Preparation Site preparation should commence with demolition of the existing structures within proposed construction areas. Demolition of existing buildings should include removal of at grade floor slabs, sidewalks and shallow spread footings. All broken concrete and other debris from demolition of these structures should be removed from the site. All basement walls should be removed to the top of the foundations. Basement footings and floor slabs could be left in place if they would not interfere with the installation of utilities or other construction. The existing basement floor slabs should be broken to allow for the percolation of groundwater. Areas disturbed during demolition of the existing structures / LEN11R085 Page 7 of 21 September 9, 2011

12 should be thoroughly evaluated by the geotechnical engineer prior to placement of structural fill. All disturbed soils should be undercut prior to placement of structural fill Site Utilities Relocation of any existing utility lines within the zone of influence of proposed construction areas should also be completed as part of the site preparation. The lines should be relocated to areas outside of the proposed construction. Excavations created by removal of the existing lines should be cut wide enough to allow for use of heavy construction equipment to recompact the fill. In addition, the base of the excavations should be thoroughly evaluated by a geotechnical engineer or engineering technician prior to placement of fill. All fill should be placed in accordance with the recommendations presented in the STRUCTURAL FILL section of this report. It is recommended that all underground utility lines for the proposed project be located outside the zone of influence of proposed foundations. The zone of influence is defined as the area 2 feet beyond the edge of the footing and projecting downward at a 1 Horizontal to 2 Vertical, 1(H) to 2(V), slope. In addition, care should be taken to avoid disturbance to or undermining in-place footings during installation of utilities. Utility excavations should be maintained in a safe condition (according to OSHA) during placement of the lines. All utility excavations located within proposed building or pavement areas should be backfilled in accordance with recommendations presented in the STRUCTURAL FILL section of this report Undercutting and Evaluation of Existing Fill Following initial site preparation, the on-site soils should be undercut to allow for the placement of a minimum of 24 inches of LVC fill below building footprint as described in Section After the recommended undercutting, the exposed grades should be evaluated for the presence of any fill material. Where encountered, it is recommended that existing fill be thoroughly evaluated as described in Section / LEN11R085 Page 8 of 21 September 9, 2011

13 3.3.4 Proofrolling, Scarification, Moisture Conditioning and Compaction Prior to the placement of structural fill, the moisture content of the grade exposed in cut and fill areas of the site should be evaluated. Where moisture contents are below levels recommended for structural fill, the exposed grade should be scarified and moisture conditioned to a depth of 9 inches. If moisture contents are above levels recommended for structural fill, discing and aeration may be required to lower moisture contents to levels that will allow proper compaction of the exposed grade. The moisture conditioned soils should then be compacted to the degree recommended for structural fill. Immediately prior to placement of structural fill, it is recommended that the exposed grade be proofrolled where feasible. Proofrolling of the subgrade provides a more stable base for placement of structural fill and aids in identifying soft or disturbed areas. Unsuitable areas identified by the proofrolling operation should be undercut and replaced with structural fill. Proofrolling can be accomplished through use of a fully-loaded, tandem-axle dump truck or similar equipment providing an equivalent subgrade loading. 3.4 CLIMATIC CONDITIONS Weather conditions will influence the site preparation required. In spring and late fall, following periods of rainfall, the moisture content of the near-surface soils may be significantly above the optimum moisture content. Excessive moisture could seriously impede grading by causing an unstable subgrade condition. Typical remedial measures include aerating the wet subgrade, removal of the wet materials and replacing them with dry materials, or treating the material with lime, cement or fly ash. If site grading commences during summer months, moisture contents may be low and fat clay soils could have higher swell potential. Typical discing and moisture conditioning of the exposed subgrade materials to the moisture content criteria outlined / LEN11R085 Page 9 of 21 September 9, 2011

14 in Section 3.6.2, Compaction Criteria, will reduce the swell potential of the dry materials. As an alternative, the dry soils could be undercut and replaced with structural fill. If construction of the project is to be performed during winter months, appropriate steps should be taken to prevent the soils from freezing. In no case should the foundations, fill, or exterior flat work be placed on or against frozen or partially frozen materials. Frozen materials should be removed and replaced with a suitable material. Frozen materials should not be included in any compacted fills. 3.5 EXCAVATIONS General All excavations must comply with applicable local, state and federal safety regulations. The responsibility for excavation safety and stability of temporary construction slopes lies solely with the contractor. We are providing this information below solely as a service to our client. Under no circumstances should the information provided be interpreted to mean that Kleinfelder is assuming responsibility for construction site safety or the Contractor s activities, such responsibility is not being implied and should not be inferred Foundation and Utility Excavations It is anticipated that excavations for the proposed structure and utilities will generally be in existing fill, native residuum soils, and newly placed structural fill. Excavations within these materials should generally be possible with conventional excavation equipment. Chert seams and layers will also likely be encountered in excavations. The chert will likely be hard, and depending on the extent of the remnant bedrock, the use of pneumatic breakers or other rock excavating techniques may be required to complete the excavations. Excavation of the chert in confined excavations will most likely be difficult. Any groundwater seepage in excavations should occur at a relatively slow rate and typical temporary dewatering techniques should be sufficient to remove any water seepage that may be encountered in the excavations / LEN11R085 Page 10 of 21 September 9, 2011

15 3.5.3 Excavation Slopes Excavations should be cut to a stable slope or be temporarily braced, depending upon the excavation depths and the subsurface conditions encountered. Temporary construction slopes should be designed in strict compliance with the most recent governing regulations. Stockpiles should be placed well away from the edge of the excavation and their heights should be controlled so they do not surcharge the sides of the excavation. Surface drainage should be carefully controlled to prevent flow of water into the excavations. Construction slopes should be closely observed for signs of mass movement: tension cracks near the crest, bulging at the toe, etc. If potential stability problems are observed, a geotechnical engineer should be immediately contacted. 3.6 STRUCTURAL FILL Materials All structural fill and backfill should consist of approved materials, free of organic matter (organic content less than 5 percent) and debris. Approved materials are defined as those soils classified by ASTM D 2487 as CL, CH, GW, GP, GC, GM, SM, SW, SC, and SP. Unsuitable materials are defined as those soils classified by ASTM D 2487 as ML, MH, OL, OH, and PT. Fill placed within 24 inches of the building subgrade should consist of low volume change (LVC) soil having a liquid limit less than 50 percent, when determined in accordance with the wet preparation procedures outlined in ASTM D Higher plasticity soils could be used as structural fill in deeper fill areas and pavement areas. Based on the subsurface conditions encountered at the site, it appears that a portion of the on-site soils would be considered material suitable for use as LVC fill. However, it is not known if there suitable quantities for the required LVC section. In addition, double handling should be anticipated / LEN11R085 Page 11 of 21 September 9, 2011

16 3.6.2 Fly Ash Stabilization In lieu of using LVC fill, the onsite clays could be stabilized with Class C fly ash. Fly ash contents of 14 percent on a dry weight basis are generally sufficient to achieve the desired reduction in shrink-swell potential. Additional laboratory testing and analyses will be necessary to determine the actual amount required. In addition to reducing the swell potential of the on-site soils, fly ash treatment of the subgrade will provide a more stable subgrade, less subject to disturbance during construction. Recommendations and typical specifications for this method of stabilization could be provided if desired. Specifications for fly ash stabilization should be included in the project specifications if this alternative is to be implemented Compaction Criteria Fill should be placed in lifts having a maximum loose lift thickness of 9 inches. Cohesive (clayey) fill should be compacted to a minimum of 95 percent of the material's maximum dry density as determined by ASTM D 698, Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3 (600 kn-m/m3)), standard Proctor compaction. Moisture contents of the structural fill should be maintained within the recommended range until completion of the floor slabs and pavements. The moisture content of the lower plasticity (Liquid Limit < 40) clay at the time of compaction should be within the range of 2 percent below to 2 percent above the optimum moisture content as defined by standard Proctor compaction. Moderate to high plasticity (Liquid Limit > 40) clay fill at the time of compaction should be within a range of 0 to 4 percent above optimum moisture. The moisture range to be used should be determined in the field by the geotechnical engineer during fill placement / LEN11R085 Page 12 of 21 September 9, 2011

17 3.7 BUILDING FOUNDATIONS Foundation Design Parameters With the recommended site preparation procedures, the site should be suitable for support of the proposed building on spread footings founded in newly placed structural fill, suitable existing fill, and native residuum soil. Footings founded in the recommended materials may be proportioned for a maximum allowable bearing pressure of 3,000 pounds per square foot (psf). Portions of the near surface materials encountered in the borings exhibited lower consistencies. As such, undercutting may be required in these areas in order to achieve the design bearing pressure. Continuous wall footings should have a minimum width of 16 inches and isolated spread footings should have a minimum width of 30 inches. Lightly loaded (bearing pressure less than 1,500 psf) trench footings should have a minimum width of 12 inches. All exterior footings and footings founded in unheated portions of the structure should be supported a minimum of 30 inches below final exterior grade to provide protection against frost penetration. All footings should be earth-formed, cast in neat excavations Estimated Settlements Long-term structural settlement for shallow spread footings designed and constructed as outlined above should be minor, 1 inch or less. Differential settlements, on the order of 3/4-inch or less, are anticipated, with the differential settlement occurring gradually across the structure Construction Considerations We recommend that all foundation excavations be evaluated and tested by the geotechnical engineer immediately prior to placement of foundation concrete. Unsuitable areas identified at this time should be corrected. Corrective procedures would be dependent upon conditions encountered and may include deepening of / LEN11R085 Page 13 of 21 September 9, 2011

18 foundation elements, or undercutting of unsuitable materials and replacement with controlled structural fill. The base of all footing excavations should be free of all water and loose material prior to placing concrete. Concrete should be placed as soon as possible after excavating so that excessive drying or disturbance of bearing materials does not occur. Should the materials at bearing level become excessively dry or saturated, we recommend that the affected material be removed prior to placing concrete. 3.8 SEISMIC HAZARDS DETERMINATION Based on the subsurface information, the project site would be characterized as a Site Class D per the 2006 and 2009 International Building Code (IBC). In addition, there is no significant risk of liquefaction or mass movement of the on-site soils due to a seismic event. 3.9 CONCRETE SLABS SUPPORTED ON-GRADE Subgrade Preparation Recommendations outlined in the SITE DEVELOPMENT and STRUCTURAL FILL sections of this report are intended to develop subgrades that are suitable for support of the building floor slab. These recommendations include undercutting the existing soils and the placement of LVC fill within 24 inches of the design subgrade elevation. The granular leveling course to be placed below the floor slab should not be considered as part of the low volume change zone. Immediately prior to construction of the building floor slab, it is recommended that the exposed subgrade be evaluated to determine whether moisture contents are within the recommended range and to identify areas disturbed by construction operations. Unsuitable or disturbed areas should be reworked prior to placement of the granular leveling course and construction of the floor slab / LEN11R085 Page 14 of 21 September 9, 2011

19 3.9.2 Aggregate Capillary Break/Leveling Course We recommend that a granular leveling course, having a minimum thickness of 4 inches, be used below building floor slabs supported on soil subgrades. The granular section provides a capillary moisture break and acts as a leveling course. Clean, crushed limestone gravel with a nominal size of 1/2- to 3/4-inch would be the recommended material for the leveling course Construction Considerations Special precautions must be taken during the placement and curing of all concrete slabs. Excessive slump (high water-cement ratio) of the concrete and/or improper curing procedures used during either hot or cold weather conditions could lead to excessive shrinkage, cracking or curling of the slabs. High water-cement ratio and/or improper curing also greatly increase the water vapor permeability of the concrete. We recommend that all concrete placement and curing operations be performed in accordance with the American Concrete Institute (ACI) Manual PAVEMENTS General Specific information on the type and volume of traffic was unavailable at the time of our subsurface exploration. We have assumed that traffic across the proposed pavement areas will consist primarily of automobiles, light trucks, and occasional heavy delivery trucks. Typical pavement sections, based on our experience and soil types encountered, for this type of traffic and facility are provided herein. A pavement thickness design can be performed if data relating to volume and type of traffic are made available. Based on previous experience with the soil types encountered, a CBR value of 3 can be used for design of flexible pavement sections and a subgrade modulus (k) of 100 pounds per cubic inch (pci) could be used for rigid pavement design / LEN11R085 Page 15 of 21 September 9, 2011

20 Pavement Subgrade Preparation Pavement subgrades should be prepared in accordance with the recommendations presented in the SITE DEVELOPMENT and STRUCTURAL FILL sections. Construction scheduling, involving paving and grading by separate contractors, typically results in a time lapse between the end of grading operations and the commencement of paving. Disturbance, desiccation, and/or wetting of the subgrade between grading and paving can result in deterioration of the previously completed subgrade. A nonuniform subgrade can result in poor pavement performance and local failures relatively soon after pavements are constructed. We recommend that the pavement subgrades be proofrolled and the moisture content and density of the top 9 inches of subgrade be checked within two days prior to commencement of actual paving operations. If any significant event, such as precipitation, occurs after proofrolling, the subgrade should be reviewed by qualified personnel immediately prior to placing the pavement. The subgrade should be in its finished form at the time of the final review Typical Asphaltic Cement Concrete (ACC) Pavement Sections Typical pavement sections for ACC with an aggregate base are provided. These sections represent typical minimum thicknesses with an approximate design life of 20-year design thicknesses. Periodic maintenance should be anticipated for the recommended sections to achieve the design life. Maintenance should include periodic seal coats and regular crack maintenance. Depending on the traffic volume, one intermediate mill and overlay could be required to provide the 20-year service life. Asphaltic concrete pavements for drive lanes should have a minimum thickness of 6 inches supported on a minimum of 8 inches of aggregate base meeting the gradation for MoDOT Type 5 aggregate. For parking areas utilized primarily by automobile and light truck traffic, it is recommended that the ACC have a minimum thickness of 4 inches / LEN11R085 Page 16 of 21 September 9, 2011

21 provided is also supported on aggregate base. All asphaltic concrete pavements should be constructed with a minimum surface course thickness of 2 inches Typical Portland Cement Concrete (PCC) Pavement Sections The use of PCC pavement is recommended for the drive-through lanes where wheel loads will be concentrated. Asphaltic concrete pavements in drive-through lanes, which are subjected to frequent braking and turning traffic, often exhibit premature rutting and shoving. The use of PCC pavements could also be considered in parking and drive lanes. Pavements subjected to only automobile and light truck traffic should have a minimum PCC thickness of 6 inches. Portland cement concrete pavement is also recommended for trash receptacle pads and approaches, loading/unloading areas, and other areas where heavy wheel loads will be concentrated. PCC pavement subjected to the heavy truck traffic should have a minimum thickness of 7 inches. We recommend the PCC be designed to develop a minimum compressive strength of 4,000 psi at 28 days with a 4-inch maximum slump and 5 to 7 percent entrained air. In addition, in order to reduce the potential for the development of D-cracks, we recommend that aggregate used in the PCC mix have a durability factor of at 95 percent (ASTM C 666). A 4-inch leveling and drainage course of clean, crushed rock should be placed below all PCC pavements and an appropriate subdrainage or other connection to a suitable gravity outfall be provided to remove water from the drainage layer. The pavement subgrade should be graded to provide positive drainage below the granular base section. We further recommend that the length of concrete sections be such that no heavy truck wheels rest on asphalt cement concrete sections during loading/unloading operations Drainage Considerations The granular thickness should be uniform and the pavement subgrade graded to provide positive drainage of the granular base section. The granular section should be / LEN11R085 Page 17 of 21 September 9, 2011

22 graded to adjacent storm sewer inlets and provisions should be made to provide drainage from the granular section into the storm sewer. Drainage of the granular base is particularly important where two different sections of pavements (such as full-depth asphalt cement concrete and Portland cement concrete with aggregate base) abut, so that water does not pond beneath the pavements and saturate the subgrade soils. The performance of pavements will be dependent upon a number of factors, including subgrade conditions at the time of paving, rainwater runoff, and traffic. Rainwater runoff should not be allowed to seep below pavements from adjacent areas. All pavements should be sloped approximately 1/4-inch per foot to provide rapid surface drainage. Proper drainage below the pavement section helps prevent softening of the subgrade and has a significant impact on pavement performance and pavement life. Therefore, we recommend that a granular blanket drain be constructed at all storm sewer inlets within the pavement areas. The blanket drain should consist of clean, crushed stone aggregate extending a minimum of 6 inches below pavement subgrade level. The blanket drains should extend radially a minimum of 8 feet from each of the storm sewer inlets. The grade within the blanket drain should be sloped toward the storm sewer inlet, and weep holes should be drilled through the inlet to provide drainage of the granular section into the inlet. A geotextile filter fabric should be placed across the weep holes to prevent loss of soils through the weep holes. These recommendations are very important for long-term performance of the pavements. Because pavement design typically has relatively low factors of safety, it will be very important that the specifications are followed closely during pavement construction Construction Considerations Construction traffic on the pavements has not been considered in the above noted typical sections. If construction scheduling dictates that the pavements will be subject to traffic by construction equipment/vehicles, the pavement thickness should be reconsidered to include the effects of the additional traffic loading. Construction traffic / LEN11R085 Page 18 of 21 September 9, 2011

23 should not be allowed on partially completed pavements as the pavements will not have adequate structural capacity and could be damaged. Periodic maintenance of all of the pavements should be anticipated. This should include sealing of cracks and joints and by maintaining proper surface drainage to avoid ponding water on or near the pavement areas LANDSCAPING AND SITE GRADING CONSIDERATIONS Provisions should be made to reduce the potential for large moisture changes within building and pavement subgrades located adjacent to landscape areas, to reduce the potential for subgrade movement. Positive drainage away from the building and pavement areas should be incorporated into the design plans. Ponding of water adjacent to the building and/or pavements could contribute to significant moisture increases in the subgrade soils and subsequent heaving. Consideration should also be given to limiting landscaping and irrigation adjacent to the building and pavement areas. Trees and large bushes can develop an intricate root system that can draw moisture from the subgrade soils, causing them to shrink during dry periods of the year. Desiccation of soils below foundations can result in settlement of shallow foundations / LEN11R085 Page 19 of 21 September 9, 2011

24 4. ADDITIONAL SERVICES 4.1 PLANS AND SPECIFICATIONS REVIEW We recommend that Kleinfelder conduct a general review of the final plans and specifications to evaluate that our earthwork and foundation recommendations have been properly interpreted and implemented during design. In the event Kleinfelder is not retained to perform this recommended review, we will assume no responsibility for misinterpretation of our recommendations. 4.2 CONSTRUCTION OBSERVATION AND TESTING To effectively achieve the intent of the geotechnical recommendations presented in this report and to maintain continuity from design through construction, Kleinfelder should be retained to provide observation and testing services during construction. This will provide Kleinfelder with the opportunity to observe the subsurface conditions encountered during construction, evaluate the applicability of the geotechnical recommendations presented in our report as they relate to the soil conditions encountered, and to provide follow up recommendations if conditions differ from those described in our report / LEN11R085 Page 20 of 21 September 9, 2011

25 5. LIMITATIONS Recommendations contained in this report are based on our field observations and subsurface explorations, limited laboratory tests, and our present knowledge of the proposed construction. It is possible that subsurface conditions could vary between or beyond the points explored. If subsurface conditions are encountered during construction that differ from those described herein, we should be notified immediately in order that a review may be made and any supplemental recommendations provided. If the scope of the proposed construction, including the proposed loads or structural locations, changes from that described in this report, our recommendations should also be reviewed. We have prepared this report in substantial accordance with the generally accepted geotechnical engineering practice, as it exists in the site area at the time of our study. No warranty is expressed or implied. The recommendations provided in this report are based on the assumption that an adequate program of tests and observations will be conducted by Kleinfelder during the construction phase in order to evaluate compliance with our recommendations. The scope of our services did not include any environmental assessment or exploration for the presence of hazardous or toxic materials in the soil, surface water, groundwater or air, on, below or around this site. This report may be used only by the client and only for the purposes stated, within a reasonable time from its issuance, but in no event later than three years from the date of report. Land use, site conditions (both on-site and off-site), regulations, or other factors may change over time, and additional work may be required with the passage of time. Any party other than the client who wishes to use this report shall notify Kleinfelder of such intended use. Based on the intended use of the report, Kleinfelder may require that additional work be performed and that an updated report be issued. Non-compliance with any of these requirements by the client or anyone else will release Kleinfelder from any liability resulting from the use of this report by any unauthorized party and client agrees to defend, indemnify and hold harmless Kleinfelder from any claim or liability associated with such unauthorized or non-compliance / LEN11R085 Page 21 of 21 September 9, 2011

26 PLATES PLATE 1 SITE VICINITY MAP PLATE 2 SITE PLAN AND BORING LOCATIONS

27 NORTH Project No.: FILE NAME: Drawn By: Checked By: SJS SAW THIS DRAWING AND ALL INFORMATION CONTAINED HEREIN IS THE PROPERTY OF KLEINFELDER INC. AND IS NOT TO BE USED BY ANYONE OTHER THAN THE CLIENT WITHOUT WRITTEN CONSENT. Site Vicinity Map McDonald s Restaurant State/Site ID: South Range Line Road Joplin, Missouri No. REVISION BY DATE DATE: 9/9/2011 SCALE: NONE PLATE: 1

28 B-7 B-8 BM B-4 B-2 B-6 B-3 B-1 B-5 NORTH NOTE: SITE PLAN PROVIDED BY MCDONALDS, PREPARED BY OZARK CIVIL ENGINEERING, CONCEPT A - DATED Project No.: FILE NAME: Drawn By: Checked By: SJS SAW THIS DRAWING AND ALL INFORMATION CONTAINED HEREIN IS THE PROPERTY OF KLEINFELDER INC. AND IS NOT TO BE USED BY ANYONE OTHER THAN THE CLIENT WITHOUT WRITTEN CONSENT. Site Plan and Boring Locations McDonald s Restaurant State/Site ID: South Range Line Road Joplin, Missouri No. REVISION BY DATE DATE: 9/9/2011 SCALE: NONE PLATE: 2

29 APPENDIX A FIELD EXPLORATION PROGRAM GENERALIZED SUBSURFACE PROFILE BORING LOGS GENERAL NOTES BORING SYMBOLS

30 FIELD EXPLORATION PROGRAM Kleinfelder conducted the fieldwork for this study on August 17, The exploration consisted of eight (8) borings extending to approximate depths of 5 to 15 feet. Representatives of Kleinfelder established boring locations in the field. These locations were identified in the field by measuring or pacing distances from existing site features to the respective boring locations. Right angles were estimated. Elevations at the boring locations were determined through use of an engineer s level and were referenced to the finished floor of the existing McDonald s at the east service entrance. The elevation of the temporary benchmark (BM) was taken to be feet. The approximate location of the benchmark is shown on Plate 2. Locations and elevations of the borings should be considered accurate only to the degree implied by the methods used to obtain them. The borings were performed with a truck-mounted (CME 55), rotary drill using solidstem augers to advance the boreholes. Samples of cohesive or moderately cohesive soils were obtained by hydraulically pushing 2-inch outside diameter (O.D.), thin-walled, steel tubes (Shelby tubes) with a sharp cutting edge a distance of approximately 24 inches into the bottom of the boring. Shelby tube sampling was conducted in general accordance with ASTM D 1587 (American Society of Testing Materials, D-1587, Standard Practice for Thin-Walled Tube Sampling of Soils for Geotechnical Purposes). Other samples were obtained by performing a standard penetration test (SPT) using a 2-inch O.D. split-barrel sampler. The SPT and split-barrel sampling were conducted in general accordance with ASTM D 1586 (ASTM D 1586, Standard Test Method for Penetration and Split-Barrel Sampling of Soils). The split-barrel sampler is driven into the bottom of the boring over an 18-inch sampling interval by a 140-pound auto-hammer that is dropped a distance of 30 inches. The auto-hammer has a measured efficiency of 74 percent. The SPT N-value, recorded on the boring log, is the number of blows required to drive the split-barrel sampler the final 12 inches of the 18-inch sampling interval and has been adjusted to N 60 values based on the hammer efficiency / LEN11R085 A-1 September 9, 2011

31 As part of our field exploration, soil samples were screened for the presence of hydrocarbons. This procedure consists of placing a soil sample into a sealed plastic bag in the field, which is left to set in the sunlight to warm the sample, vaporizing any volatile compounds present. After approximately 30 minutes, most volatile petroleum hydrocarbons have vaporized and are accumulated in the headspace of the sealed bag. It is assumed that during the field exploration each sample had adequate time in the sun to fully vaporize the hydrocarbons. A probe connected to a photoionization detector (PID) is then inserted through the plastic, into the headspace of the bag in order to measure the concentration of volatile compounds present. The detector is calibrated to measure the concentration of Isobutylene, which is considered to have the chemical equivalency of Benzene, a major constituent of gasoline. This device, although capable of measuring quantities as small as parts per million (ppm), gives an approximate result and should not be considered as certified laboratory results. The results of the hydrocarbon screening are presented on the respective boring logs. Boring logs included in this appendix present such data as soil descriptions, consistency and relative density evaluations, depths, sampling intervals and observed groundwater conditions. Conditions encountered in each of the borings were monitored and recorded by the drill crew or field geologist. Field logs included visual classification of the materials encountered during drilling, as well as drilling characteristics. Our final boring logs represent the engineer s interpretation of the field logs combined with laboratory observation and testing of the samples. Stratification boundaries indicated on the boring logs were based on observations during our field work, an extrapolation of information obtained by examining samples from the borings and comparisons of soils with similar engineering characteristics. Locations of these boundaries are approximate, and the transitions between soil types may be gradual rather than clearly defined / LEN11R085 A-2 September 9, 2011

32 B-1 ASSUMED FFE = 100 FEET B-3 B-2 B-4 B-7 98 B-8 B-5 B ELEVATION, feet McDonald's Site No South Range Line Road Joplin, Missouri Approved By: SJS Job No.: GENERALIZED SUBSURFACE PROFILE NOTES 1. See attached legend sheet. 2. Data concerning the various strata have been obtained at boring locations only. The stratigraphy between borings may vary from that shown. 3. For strata details in full, see boring logs appended to this report. SECTION 1

33 LOG OF BORING B-1 Page 1 of 1 OWNER/CLIENT McDonald's USA, LLC ARCHITECT/ENGINEER PROJECT NAME LOCATION McDonald's Site No South Range Line Road Joplin, Missouri SAMPLE NO. 1 2 SAMPLE TYPE PA SS PA SS RECOVERY, IN STANDARD PENETRATION, BLOWS/FT UNCONFINED STRENGTH, PSF DRY DENSITY, PCF MOISTURE CONTENT, % UNIFIED SOIL SYMBOL CL GRAPHIC LOG DEPTH, FT DESCRIPTION Surface Elevation: ASPHALTIC CEMENT CONCRETE FILL, lean clay, very dark gray, trace fine roots and gravel LEAN CLAY, with sand and gravel, very stiff, red brown PA AUGER 7.0 Feet ATTERBERG LIMITS Sample 1, Depth feet LL PL PI GSE2*-ONE ROOM GPJ GEOSYSTM.GDT 9/9/11 *Calibrated Penetrometer The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be gradual. WATER LEVEL OBSERVATIONS Dry W.D. Dry A.B. Completion BORING STARTED BORING COMPLETED DRILL RIG APPROVED CME 55 SJS DRILLER JOB NO. BT

34 LOG OF BORING B-2 Page 1 of 1 OWNER/CLIENT McDonald's USA, LLC ARCHITECT/ENGINEER PROJECT NAME LOCATION McDonald's Site No South Range Line Road Joplin, Missouri SAMPLE NO. 1 SAMPLE TYPE PA SS PA RECOVERY, IN. 18 STANDARD PENETRATION, BLOWS/FT. 47 UNCONFINED STRENGTH, PSF DRY DENSITY, PCF MOISTURE CONTENT, % 18.3 UNIFIED SOIL SYMBOL GRAPHIC LOG DEPTH, FT DESCRIPTION Surface Elevation: ASPHALTIC CEMENT CONCRETE FILL, clayey gravel, red brown and gray brown FAT CLAY, with gravel, very stiff, red SS PA CH AUGER 6.5 Feet Depth PID Reading 1-2.5' 1.5 ppm 3.5-5' 2.6 ppm GSE2*-ONE ROOM GPJ GEOSYSTM.GDT 9/9/11 *Calibrated Penetrometer The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be gradual. WATER LEVEL OBSERVATIONS 4.5 W.S. Dry A.B. Completion BORING STARTED BORING COMPLETED DRILL RIG APPROVED CME 55 SJS DRILLER JOB NO. BT

35 LOG OF BORING B-3 Page 1 of 1 OWNER/CLIENT McDonald's USA, LLC ARCHITECT/ENGINEER PROJECT NAME LOCATION McDonald's Site No South Range Line Road Joplin, Missouri SAMPLE NO. 1 2 SAMPLE TYPE PA SS PA SS PA RECOVERY, IN STANDARD PENETRATION, BLOWS/FT UNCONFINED STRENGTH, PSF DRY DENSITY, PCF MOISTURE CONTENT, % UNIFIED SOIL SYMBOL GC GRAPHIC LOG DEPTH, FT DESCRIPTION Surface Elevation: ASPHALTIC CEMENT CONCRETE FILL, limestone gravel FILL, fat clay, with sand and gravel, red brown, gray brown and gray CLAYEY GRAVEL, dense, red brown and gray FAT CLAY, with gravel, very stiff, red SS CH 10 PA 4 SS CH BOTTOM OF BORING 84.5 Depth PID Reading 1-2.5' 0.6 ppm 3.5-5' 0.2 ppm ' 0.8 ppm ' 0.6 ppm GSE2*-ONE ROOM GPJ GEOSYSTM.GDT 9/9/11 *Calibrated Penetrometer The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be gradual. WATER LEVEL OBSERVATIONS Dry W.D. Dry A.B. Completion BORING STARTED BORING COMPLETED DRILL RIG APPROVED CME 55 SJS DRILLER JOB NO. BT

36 LOG OF BORING B-4 Page 1 of 1 OWNER/CLIENT McDonald's USA, LLC ARCHITECT/ENGINEER PROJECT NAME LOCATION McDonald's Site No South Range Line Road Joplin, Missouri SAMPLE NO. 1 SAMPLE TYPE PA SS RECOVERY, IN. 12 STANDARD PENETRATION, BLOWS/FT. 5 UNCONFINED STRENGTH, PSF DRY DENSITY, PCF MOISTURE CONTENT, % 26.4 UNIFIED SOIL SYMBOL GRAPHIC LOG DEPTH, FT. 0.5 DESCRIPTION Surface Elevation: ASPHALTIC CEMENT CONCRETE FILL, fat clay, with gravel, gray brown and gray PA 2 SS PA red brown, gray and dark gray FAT CLAY, with gravel, very stiff, red brown and gray SS CH 10...increased gravel content PA 4 SS CH BOTTOM OF BORING 84.3 ATTERBERG LIMITS Sample 1, Depth feet LL PL PI GSE2*-ONE ROOM GPJ GEOSYSTM.GDT 9/9/11 WATER LEVEL OBSERVATIONS Dry W.D. Dry A.B. Completion BORING STARTED BORING COMPLETED Depth PID Reading 1-2.5' 0.7 ppm 3.5-5' 1.0 ppm ' 0.8 ppm ' 0.7 ppm *Calibrated Penetrometer The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be gradual. DRILL RIG APPROVED CME 55 SJS DRILLER JOB NO. BT

37 LOG OF BORING B-5 Page 1 of 1 OWNER/CLIENT McDonald's USA, LLC ARCHITECT/ENGINEER PROJECT NAME LOCATION McDonald's Site No South Range Line Road Joplin, Missouri SAMPLE NO. 1 SAMPLE TYPE PA SS PA RECOVERY, IN. 18 STANDARD PENETRATION, BLOWS/FT. 22 UNCONFINED STRENGTH, PSF DRY DENSITY, PCF MOISTURE CONTENT, % 20.1 UNIFIED SOIL SYMBOL GRAPHIC LOG DEPTH, FT DESCRIPTION Surface Elevation: ASPHALTIC CEMENT CONCRETE FILL, fat clay, with gravel, dark gray brown, red brown, and yellow brown FAT CLAY, with gravel, very stiff, red brown SS CH BOTTOM OF BORING 91.6 GSE2*-ONE ROOM GPJ GEOSYSTM.GDT 9/9/11 *Calibrated Penetrometer The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be gradual. WATER LEVEL OBSERVATIONS Dry W.D. Dry A.B. Completion BORING STARTED BORING COMPLETED DRILL RIG APPROVED CME 55 SJS DRILLER JOB NO. BT

38 LOG OF BORING B-6 Page 1 of 1 OWNER/CLIENT McDonald's USA, LLC ARCHITECT/ENGINEER PROJECT NAME LOCATION McDonald's Site No South Range Line Road Joplin, Missouri SAMPLE NO. 1 SAMPLE TYPE PA SS PA RECOVERY, IN. 18 STANDARD PENETRATION, BLOWS/FT. 30 UNCONFINED STRENGTH, PSF DRY DENSITY, PCF MOISTURE CONTENT, % 19.7 UNIFIED SOIL SYMBOL GRAPHIC LOG DEPTH, FT DESCRIPTION Surface Elevation: ASPHALTIC CEMENT CONCRETE FILL, fat clay, with gravel, gray brown and red brown, slight hydrocarbon odor CLAYEY GRAVEL, medium dense, red brown SS GC BOTTOM OF BORING 91.7 Depth PID Reading 1-2.5' 0.6 ppm 3.5-5' 0.4 ppm GSE2*-ONE ROOM GPJ GEOSYSTM.GDT 9/9/11 *Calibrated Penetrometer The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be gradual. WATER LEVEL OBSERVATIONS Dry W.D. Dry A.B. Completion BORING STARTED BORING COMPLETED DRILL RIG APPROVED CME 55 SJS DRILLER JOB NO. BT

39 LOG OF BORING B-7 Page 1 of 1 OWNER/CLIENT McDonald's USA, LLC ARCHITECT/ENGINEER PROJECT NAME LOCATION McDonald's Site No South Range Line Road Joplin, Missouri SAMPLE NO. 1 2 SAMPLE TYPE PA SS PA SS RECOVERY, IN STANDARD PENETRATION, BLOWS/FT /3" UNCONFINED STRENGTH, PSF DRY DENSITY, PCF MOISTURE CONTENT, % UNIFIED SOIL SYMBOL GC GRAPHIC LOG DEPTH, FT Surface Elevation: ASPHALTIC CEMENT CONCRETE FILL, clayey gravel, red brown, gray brown, and yellow brown CLAYEY GRAVEL, dense, red brown and gray BOTTOM OF BORING DESCRIPTION Depth PID Reading 1-2.5' 5.1 ppm 3.5-5' 3.1 ppm GSE2*-ONE ROOM GPJ GEOSYSTM.GDT 9/9/11 *Calibrated Penetrometer The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be gradual. WATER LEVEL OBSERVATIONS 4.0 W.D. Dry A.B. Completion BORING STARTED BORING COMPLETED DRILL RIG APPROVED CME 55 SJS DRILLER JOB NO. BT

40 LOG OF BORING B-8 Page 1 of 1 OWNER/CLIENT McDonald's USA, LLC ARCHITECT/ENGINEER PROJECT NAME LOCATION McDonald's Site No South Range Line Road Joplin, Missouri SAMPLE NO. 1 2 SAMPLE TYPE PA SS PA SS RECOVERY, IN STANDARD PENETRATION, BLOWS/FT UNCONFINED STRENGTH, PSF DRY DENSITY, PCF MOISTURE CONTENT, % UNIFIED SOIL SYMBOL GC GRAPHIC LOG DEPTH, FT Surface Elevation: ASPHALTIC CEMENT CONCRETE FILL, clayey gravel, gray, yellow brown, red brown, and black CLAYEY GRAVEL, medium dense, red brown and gray BOTTOM OF BORING DESCRIPTION Depth PID Reading 1-2.5' 0.5 ppm 3.5-5' 1.0 ppm GSE2*-ONE ROOM GPJ GEOSYSTM.GDT 9/9/11 *Calibrated Penetrometer The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be gradual. WATER LEVEL OBSERVATIONS Dry W.D. Dry A.B. Completion BORING STARTED BORING COMPLETED DRILL RIG APPROVED CME 55 SJS DRILLER JOB NO. BT