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Vista Ridge Retail-SY080522 't"'f Winkelmann \,. &Associates, Inc. CONSULTING CIVIL [NOlMEERS . SURvEYORS May 22, 2008 Mr. Michael Garza, EIT City of Coppell 255 Parkway Blvd. Coppell, TX 75019 RE: Taste of Market Street Vista Ridge Retail Addition Lot 5 Mr. Garza: Please accept this as our request to install concrete pavement without lime stabilized subgrade as per the attached geotechnical investigation report recommendations. The heavy duty concrete paving section has been increased from 6" to 7" of concrete paving in lieu of lime stabilization. Please contact us with any questions you may have. Sincerely, :;:> ~. Michael T. ett, P.E. Winkelmann & Associates CC: Michael Clark, P.E. 19985.0C O:IWorkll9985/OC/Lime Waiver.doc 6750 Hillcrest Plaza Drive. Suite 100 Dallas. Texas 75230 (972) 490-7090 Fax (972) 490.7099 GEOTECHNICAL ENGINEERING REPORT RETAil DEVELOPMENT S.H. 121 AND DENTON TAP ROAD COPPEll, TEXAS TERRACON PROJECT NO. 94075438 November 5, 2007 Prepared for: United Commercial Development Corporation Dallas, Texas Prepared by: Terracon Consultants, Inc. Dallas, Texas llerracon November 5, 2007 Consulting Engineers & Scientists 8901 Carpenter Freeway. Suile 100 Dallas. Texas 75247 Phone 214.630.1010 Fax 214.630.7070 www.lerracon.com United Commercial Development Corporation 7001 Preston Road, suite 500 Dallas, Texas 75205 Attn: Mr. James M. Stabler RE: Geotechnical Engineering Report Retail Development S.H.121 and Denton Tap Road Coppell, Texas Terracon Report No. 94075438 Gentlemen: Attached is our geotechnical engineering report for the proposed buildings to be located in Coppell, Texas. The report presents the findings of the subsurface exploration and geotechnical recommendations regarding the design and construction of foundations, floor slabs, pavements, and earthwork for the proposed construction. This work was accomplished following the general scope outlined in our August 2,2007 Proposal Number P07941208. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us. Sincerely, Terracon Consultants, Inc. C/wI t rny~ CheryL C. Snyder, E.I.T Project Manager cc: Michael Clark/Winkelmann Delivering Success for Clients and Employees Since 1965 More Than 80 Offices Nationwide TABLE OF CONTENTS Page I NTR 0 DUCTION ....................................................................................................... ....................................1 PROJECT DESCRIPTION ........ .......... ............ ..... ..... ..... ... ...... ........ ....... ... ....... ............... ........ .................. ....1 SUBSURFACE EXPLORATION AND LABORATORY PROCEDURES .....................................................1 Field Exploration.,....... ...... ..................................................................,..... ................................... .....1 Laboratory Testing............................... ................ ........ .......................... ......................................... ..2 S UBSURF ACE CONDITION S ........................ ........ ....... .......................... ........ ........................................... ..3 Soil Conditions...........,.......................... ............................... ........ ........................ ........ ...... ............... 3 Groundwater Conditions ....,................................................ ....................................... ......... .............. 3 EN GINEERING RECO MMEN DA TIONS ........... ............. ........ ......... ................. ....... ...................... ............ ....4 Geotechnical Considerations.... .................................................. ........ ....................... ....... ................4 Existing Fill Soils....... ................ ................................................................................. .......................4 Straight Drilled Shaft Foundations............................................. ............. .................... ................ ......5 Allowable Net Bearing Pressures. .................. ...................................................... ......................5 Uplift Resistance.................. _...... .......,... ...... ..............................................................................5 Drilled Shaft Construction .., ...... ........ ................ .....,......... ........................... ......,..,..,......... .........5 Grade Beams/Pier Caps.................... ....... ................................................ ........................................6 Seismic Considerations..................... ........................................................... ...... ..............................6 Floor Systems.............. ............ ........... .............................. .............................. .................. ........ ........6 Structural Floor Slabs............................... ........................................................... ...... ................. 7 Slabs on Grade/Flatwork............................................................................................................ 7 Select Fill............................................................................................. .............. .........................8 Earthwork,.............,........ ........................................................................................... ....... ................9 Excavation and Replacement... ................ .......... ........................................ ...................... .........9 Building Area Drainage........................... ........................................... ........................................9 Site Grading ..... ................ ......... ........................ ............... .............. ......... ........... ................. .....1 0 Utilities.......................................... ............ ............................ ......... .................... .......................10 Area Paving ........... ........................... ............. .................. ......................... ...... ................................1 0 Pavement Subgrade Treatment......................................... .................. ...................... ..............10 Pavement Sections................................... ...................... ................... ...................... ............ ....11 Preventative Maintenance............ .......... .......... ............... .............. ..................... ............... ...... .11 GENERAL COMMENTS..... ............... .................. ....... ................ ................ ....... ....... .... .... ................. .........12 APPENDIX Figures Boring Location Diagram................................................................................................. 1 Boring Logs............................................................................................................. 2 - 18 General Notes............................................................................................. ........ ..........1 9 GEOTECHNICAL ENGINEERING REPORT RETAIL DEVELOPMENT S.H.121 AND DENTON TAP ROAD COPPELL, TEXAS TERRACON PROJECT NO. 94075438 November 5, 2007 INTRODUCTION A new retail center is proposed to be located in Coppell, Texas. The purpose of this report is to describe the subsurface conditions encountered in the borings. analyze and evaluate the test data, and provide geotechnical recommendations regarding the design and construction of foundations, floor slabs, subgrades, pavements, and earthwork for the project. Our scope of services included drilling and sampling 17 borings, laboratory testing, and engineering analyses. PROJECT DESCRIPTION A retail development is planned in the northeast quadrant of S.H. 121 and Denton Tap Road in Coppell, Texas. Planned development includes a 69,800 SF grocery store with a remote gasoline service station, a 20,200 SF retail building and four pad sites. Associated paving and drives are included in this project. It is anticipated the proposed structures will have maximum column loads of 100 kips. We assume the finished floor elevation will be :t2 feet of existing grades. Currently, the site is vacant land. There is an existing fill pile on the site that is approximately 10 feet high. With the exception of the fill pile, the site slopes down from the north to south approximately 7 feet. SUBSURFACE EXPLORATION AND LABORATORY PROCEDURES Field Exploration Subsurface conditions were explored by drilling 17 borings at the approximate locations indicated on the Boring Location Plan on Figure 1 in the Appendix. The field exploration was performed on October 19 through 21, 2007. The test locations were established in the field by measuring from available reference features and estimating right angles. The boring locations should be considered accurate only to the degree implied by the methods employed to determine them. A truck-mounted auger-drilling rig was used to advance the borings. Representative samples were obtained using thin-walled tube and split-barrel sampling procedures. In the thin-walled tube sampling procedure, a thin-walled, seamless steel tube with a sharp cutting edge is pushed hydraulically into the ground to obtain relatively undisturbed samples of cohesive or moderately cohesive soils. In the split-barrel sampling procedure. a standard 2-inch 0.0. split- barrel sampling spoon is driven into the ground with a 140-pound hammer falling 30 inches. 1 Geotechnical Engineering Report Retail Development Coppell, Texas Terracon Report No. 94075438 November 5, 2007 lrerrac:on The number of blows required to advance the sampling spoon the last 12 inches of a normal 18-inch penetration is recorded as the standard penetration resistance value. These values are indicated on the boring logs at the depths of occurrence, The samples were sealed and returned to the laboratory for testing and classification. The load carrying capacity of the bedrock was tested in place by performing the TxDOT cone penetration test. Field logs of the borings were prepared by the drill crew. The logs included visual classifications of the materials encountered as well as interpretation of the subsurface conditions between samples. The boring logs included with this report represent the engineer's interpretation of the field logs and include modifications based on laboratory evaluation of the samples. Logs of the borings are presented on Figures 2 through 18 in the Appendix. General notes for key to log terms and symbols are presented on Figure 19. Laboratory Testing The boring logs and samples were reviewed by a geotechnical engineer who selected soil samples for testing. Tests were performed by technicians working under the direction of the engineer. A brief description of the tests performed follows. Liquid and Plastic Limit tests and moisture content measurements were performed to aid in classifying the soils in accordance with the Unified Soil Classification System (USeS). The USCS is summarized on Figure 20. These tests were also used for evaluating soil volume change potential. Absorption swell tests were performed on selected samples of the cohesive materials. These tests were used to more quantitatively evaluate volume change potential at in-situ moisture levels. Unconfined Compression and hand penetrometer tests were performed on samples of the cohesive soils to evaluate the consistency of these materials. The results of the laboratory tests are presented on the Logs of Boring. Results of the swell tests are presented in Table 1. Boring No. Depth (feet) Surcharge Initial Final Swell (%) (pst) Moisture (%) Moisture (%) B-1 4-6 625 30.2 31.1 0.6 B-2 6-8 718 28.3 32.2 4.9 8-5 6-8 718 25.0 27.0 1.1 B-11 2-4 400 22.8 28.7 5.2 8-14 6-8 800 11.7 13.0 0 TABLE 1- SUMMARY OF SWELL TESTS 2 Geotechnical Engineering Report Retail Development Coppell, Texas Terracon Report No. 94075438 November 5, 2007 lrerraccn SUBSURFACE CONDITIONS Soil Conditions The subsurface conditions encountered at the individual test locations are indicated on the attached boring logs. The stratification boundaries on the boring logs represent the approximate location of changes in soil types; in"situ, the transition between materials may be gradual. A brief discussion of the variable stratigraphy indicated by the exploration program is presented below. Fill materials and possible fill materials consisting of dark brown, brown, light brown, tan. orange and gray clays, sandy clays and clayey sands with sand, gravel and ironstone fragments were present at the surface in Borings 1 through 4, 6 through 13, 15 and 16. They continued to the termination depths of 5 feet in Borings 15 and 16 and to depths of 2 to 8 feet in the remaining borings. A sample of the clay fill materials had a Liquid Limit (LL) of 79 percent and a Plasticity Index (PI) of 51. and classified as CH by the Unified Soil Classification System (USeS). They were very stiff to hard in consistency. Dark brown, brown, light brown, tan, orange and gray clays and sandy clays with various amounts of sand and gravel. lignite nodules and ironstone fragments were present beneath the fills in Borings 1 through 4 and 6 through 13 and at the surface in Borings 5 and 13. They continued to the termination depth of 5 feet in Boring 17 and to depths of 11 to 181,12 feet in the remaining borings. They had LL's of 32 to 78 percent and PI's of 17 to 51 percent, and classified as eH and CL by the uses. They were generally very stiff to hard in consistency. In Boring 13. a tan clayey sand with gravel layer was present within this stratum from 6 t011 feet Tan sand and gravel with occasional sandy clay was then encountered in Borings 1 through 5, 7 and 10. 12 and 14 at depths of 11 to 13 feet and continued to depths of 11 to 20~ feet. Gray shale was encountered in Borings 1 through 14 at depths of 13 to 18~ feet, and continued to the boring termination depths of 20 to 25 feet. Groundwater Conditions The borings were advanced in the dry using auger drilling techniques which permits observation of groundwater during drilling. Groundwater was observed in Borings 1 through 14 during drilling at depths of 11 to 181,12 feet. Groundwater levels of 11 to 21 feet were measured at completion of drilling in Borings 1 through 13. Boring 14 was dry at completion of drilling. Groundwater was not encountered in Borings 15 through 17 during drilling and they remained dry at completion. 3 Geotechnical Engineering Report Retail Development Coppell, Texas Terracon Report No. 94075438 November 5, 2007 lrerracon These observations represent only current groundwater conditions, and may not be indicative of other times or at other locations. Groundwater conditions can change with varying seasonal conditions, landscape irrigation and other factors. ENGINEERING RECOMMENDATIONS Geotechnical Considerations Expansive soils are present on this site. This report provides recommendations to help mitigate the effects of soil shrinkage and expansion. However, even if these procedures are followed, some movement and cracking in the structures should be anticipated. The severity of cracking and other damage such as uneven floor slabs will increase if wetting or drying of the expansive soils occurs. The expansive soils can subject shallow foundations to significant differential soil movements. Therefore, the foundation system for the planned structures should be situated at a depth below the zone of active seasonal moisture variations. Based on the conditions encountered in the borings, straight drilled shafts extending into the gray shale are recommended for supporting the proposed structures. Gray shale was encountered at depths of about 13 to 18~ feet in the structure borings. In conjunction with drilled shafts, the building floor slabs should be structurally supported above existing grade if slab movements are to be limited to less than one inch. If potential slab movements of about 1 inch are acceptable, the floor slab can be supported on a modified subgrade. It should be noted that there is a risk that even one inch of movement can result in unsatisfactory building performance. Some of the risks that can affect building performance include uneven floors, floor and wall cracking, and sticking doors. Asphaltic concrete pavement or Portland cement concrete pavement can be used at this site. However, due to the active clays, the Portland cement concrete pavement is expected to require less maintenance. Geotechnical recommendations for building foundation, floor slab subgrade preparation, pavement, and earthwork are presented in the following report sections. Existing Fill Soils Fill soils were present in most of the borings. The fill extended to depths of 2 to 8 feet in those borings off the obvious fill mound. Although the fill encountered in the borings was relatively stiff to hard and appeared free of debris, areas may exist where these materials are poorly compacted and could be subject to settlement. The most positive means of reducing potential settlements associated with these fills would be to remove them and replace them in a controlled manner as described in the "General Site Grading" or "Slabs on Modified Subgrade" sections of this report. 4 Geotechnical Engineering Report Retail Development Coppell, Texas Terracon Report No. 94075438 November 5, 2007 lrerracon Proofrolling of the undocumented fills can address some of the settlement concerns; however, the risk of excessive settlements of the fill still exists. Proofrolling is considered a reasonable approach for construction of the pavement subgrade. Straight Drilled Shaft Foundations Allowable Net Bearing Pressures Straight drilled shafts penetrating the gray shale will use a combination of end bearing and skin friction in developing their load carrying capacity. We recommend an allowable end bearing pressure of 10,000 pounds per square feet (psf) and an allowable skin friction value of 1,800 psf for compressive and tensile loads. Skin friction is applicable for that portion of the shaft embedded in the gray shale below any temporary casing. A minimum penetration of 5 feet or one shaft diameter, whichever is deeper, into the bearing stratum is recommended to achieve the allowable end bearing value. Deeper penetrations may be required to develop additional skin friction and/or uplift resistance. In order to develop full load carrying capacity in skin friction, adjacent shafts should have a minimum center to center spacing of 2.5 times the diameter of the larger shaft. Closer spacing may require some reductions in skin friction and/or changes in installation sequences. Closely spaced shafts should be examined on a case by case basis. As a general guide, the design skin friction will vary linearly from the full value at a spacing of 2.5 diameters to 50 percent of the design value at 1.0 diameter. Settlement of a properly constructed drilled shaft founded in the gray shale is expected to occur as the drilled shaft is loaded. Total and differential settlements are estimated to be less than ~ -inch. Uplift Resistance The soil induced uplift loads at this site can be approximated by applying a uniform uplift of 1,800 psf over the shaft perimeter for a shaft length of 8 feet. If the building pad is modified as discussed in the "Slab on Grade/Flatwork" section of this report, the estimated uplift load can be reduced to 1 ,200 psf. The shafts must contain sufficient continuous vertical reinforcing and embedment depth in the gray shale to resist the net tensile load. Drilled Shaft Construction The drilled shafts should be installed in accordance with the American Concrete Institute's Specification ACI 336. Excavation for the shafts should be maintained in the dry. Concreting should closely follow excavation to reduce potential caving and/or seepage problems. 5 Geotechnical Engineering Report Retail Development Coppell, Texas Terracon Report No. 94075438 November 5, 2007 lferrClcon Groundwater seepage was observed in the borings and will be encountered during installation of the drilled shafts. Sand and gravel lavers were also encountered in most of the borings. Groundwater seepage and caving soils will require the use of temporary casing for installation of the shafts. The casing should be seated in the shale with all water and most loose material removed prior to beginning the design penetration. Care must then be taken that a sufficient head of plastic concrete is maintained within the casing during extraction. The concrete should have a slump of 6 inches plus or minus 1 inch and be placed in a manner to avoid striking the reinforcing steel during placement. Complete installation of individual straight shafts should be accomplished within an 8-hour period after the design penetration into the gray shale is begun. The drilled shaft design recommendations provided in this report are based on proper construction procedures, including maintaining a dry shaft excavation and proper cleaning of bearing surfaces prior to placing reinforcing steel and concrete. All drilled shaft installations should be inspected by qualified geotechnical personnel to help verify the bearing stratum, the design penetration, and perform related duties. Grade BeamslPier Caps All grade beams or waif panels should be supported by the drilled shafts. A minimum void space of 6 inches is recommended between the bottom of grade beams, pier cap extensions or wall panels and the subgrade. This void will serve to minimize distress resulting from swell pressures generated by the clays. Structural cardboard forms are one acceptable means of providing this void beneath cast-in-place elements. The grade beams should be formed rather than cast against earth trenches. Backfill against the exterior face of grade beams, wall panels and pier caps should be properly compacted onsite clays. Compaction should be a minimum of 93 percent of ASTM 0698. at a minimum of +3 percent above the optimum moisture content determined by that test. Seismic Considerations Based on the 2003 International Building Code, Table 1615.1.1 Site Class Definitions, the site soils can be characterized as Site Class C. Site Class C is described as stiff soil and soft rock for the top 100 feet of the site soil profile. Floor Systems Lightly loaded floor slabs placed on-grade will be subject to movement because of moisture induced volume changes in the site soils. The clays expand (heave) with increases in moisture and contract (shrink) with decreases in moisture. 6 Geotechnical Engineering Report Retail Development Coppell, Texas Terracon Report No. 94075438 November 5, 2007 lrerracon The potential magnitude of the moisture-induced movements is rather indeterminate. It is influenced by the soil properties, overburden pressures, depth to rock, and to a great extent by soil moisture levels at the time of construction and following construction. The greatest potential for post-construction upward movement occurs when the soils are in dry condition at the time of construction. Based on the soil types encountered in the borings and a dry moisture state, movements in slabs-on-grade placed near existing grades are estimated to be on the order of 3 to 4 inches. A structural slab is recommended if foundation movements are to be limited to less than about 1 inch. If movements of about 1 inch are acceptable, consideration can be given to placing the slab on a modified subgrade. Note that movements of even % inch can result in uneven floors, sticking doors, and cracking of floor slabs and wall partitions. If the risk of these movements is unacceptable, the floor slab should be structured. Structural Floor Slabs If floor slab movement cannot be tolerated, a floor system structurally suspended above the subgrade is recommended. A minimum void space of 12 inches is recommended beneath the slabs. The minimum void space can be provided by the use of cardboard carton forms, or a deeper crawl space. A ventilated and drained crawl space is preferred for several reasons, including the following: . Ground movements will affect the project utilities, which can cause breaks in the lines and distress to interior fixtures. . A crawl space permits utilities to be hung from the superstructure. which greatly reduces the possibility of distress due to ground movements. It also can provide ready access in the event repairs are necessary. . Ground movements are uneven. A crawl space can be positively drained preventing the ponding of water and reducing the possibility of distress due to unexpected ground movements. Slabs on Grade/Flatwork Slab-on-grade construction should only be considered if slab movements are acceptable. The active clay subgrade will need to be modified to reduce potential slab movements. The level of acceptable movement will vary with the user. The following recommendations should be reviewed when the grading plan is available. 7 Geotechnical Engineering Report Retail Development Coppell, Texas Terracon Report No. 94075438 November 5, 2007 lrerracon Reductions in anticipated movements can be achieved by using methods developed in this area to reduce slab-on-grade floor movements. The more commonly used methods of subgrade preparation consist of moisture conditioning the site soils using either water pressure injection or excavation and replacement. Due to the presence of fill materials containing gravel and rock fragments, excavation and replacement is the preferred method at this site. The moisture conditioning process should extend beyond the building line to include entrances, sidewalks, and other areas sensitive to movement. Moisture conditioning the soils beneath the building pad to a depth of 8 feet in conjunction with a 1 foot cap of non-expansive select fill is estimated to result in slab movements on the order of 1 inch. Excavation and replacement is discussed In the "Earthwork" section of this report. The ground surface around the building must be sloped to prevent water from ponding next the building. Water ponding near the building will result in soil movements that exceed those discussed in this report. Drainage recommendations are also presented in the "Earthwork" section of the report. In some instances it is considered advantageous to cap the moisture-conditioned pad with a lime stabilized layer, rather than select fill. This provides a more all weather surface for construction, and is often considered an economic advantage. The lime-stabilized section should be 8 inches deep and follow the TxDOT specifications referenced in the "Pavement Design and Construction" section of this report. It should be realized that slab movements of even % inch could result in drywall and slab cracks as well as sticking doors. Designs should be such that the movement discussed above can be accommodated. The use of a vapor retarder should be considered beneath concrete slabs on grade that will be covered with wood, tile, carpet or other moisture sensItive or impervious coverings, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer and slab contractor should refer to ACI 302 for procedures and cautions regarding the use and placement of a vapor retarder. Select Fill The material used as select fill should be a very sandy clay to clayey sand with a Liquid Limit (LL) of less than 35 percent and a PlastIcity Index (PI) preferably between 6 and 15. The select fill should be spread in loose lifts, less than 9 inches thick, and uniformly compacted to a minimum of 95 percent of ASTM 0698 within :t2 percentage points of the soil's optimum moisture content. The first lift of select fill should be placed wet of optimum to prevent drying the underlying subgrade. 8 Geotechnical Engineering Report Retail Development Coppell, Texas Terracon Report No. 94075438 November 5, 2007 lrerrClc:on As an alternate to select fill, flexible base can be used. The base should meet the requirements of TxDOT Item 247, Type A, Grade 1 or 2. Recycled concrete meeting these requirements is acceptable. Positive drainage must be provided away from the structures to prevent the ponding of water in the select fill. Care must be taken that backfills against the exterior face of grade beams are properly compacted on-site clays as discussed in the section "Grade Beams". Leave-outs in the floor slab should be protected from ponding water. Earthwork Excavation and Replacement The area to be treated should be undercut to provide 8 feet of reworked soils beneath the select fill pad. The exposed soil subgrade should then be scarified to a depth of 8 inches and re-compacted to a minimum of 92 percent of Standard Proctor (ASTM D698) at a minimum of +4 percentage points above the soil's optimum moisture content. The soils can then be replaced in loose lifts, less than 9 inches thick, and uniformly compacted to the same criteria. Care should be taken that a lift is not allowed to desiccate prior to placing a subsequent lift. The select fill should then be placed above the reworked subgrade, or lime stabilization begun, within 48 hours of completing the installation of the moisture conditioned soils. Building Area Drainage All grades must be adjusted to provide positive drainage away from the structures. Water permitted to pond near or adjacent to the perimeter of the structure can result in soil movements that exceed those discussed in this report. Open ground should preferably be sloped at a minimum of 5 percent grade 10 feet beyond the perimeter of the buildings. Flatwork and pavement will be subject to post construction movement. Maximum grades practical should be used for paving and flatwork to prevent areas where water can pond. In addition, allowances in final grades should take into consideration post-construction movement of flatwork, particularly if such movement would be critical. Flatwork sensitive to subgrade movements should be prepared as discussed in the "Slab on Grade/Flatwork" section of this report. Where paving or flatwork abuts the structure, the pavement should be sloped down away from the buildings and joints properly sealed and maintained to prevent the infiltration of surface water. Planters located adjacent to the structures should preferably be self-contained, or at least designed to drain. Sprinkler mains should be located a minimum of 5 feet away from the building lines. If heads must be located adjacent to the structure, then service lines off the main should be provided. Roof drains should discharge on pavement or be extended away from the structure. Preferably, roof drains should discharge to storm drains by closed pipe. 9 Geotechnical Engineering Report Retail Development Coppell, Texas Terracon Report No. 94075438 November 5, 2007 lrerraccn Site Grading The on-site soils. free of vegetation, debris, and rocks greater than 4 inches in maximum dimension, are generally suitable for site grading. If imported fill materials are used, they should be clean soil with a Liquid Limit preferably less than 60 percent and no rock greater than 4 inches in maximum dimension. Prior to placing any fill, the areas to receive fill will need to be stripped and grubbed. It should be proofrolled with heavy pneumatic equipment. Any soft or pumping areas should be excavated to firm ground and properly backfilled. The subgrade should then be scarified to a minimum depth of 6 inches and compacted to a minimum of 95 percent of the Standard Proctor (ASTM D698) maximum dry density. The subgrade should be compacted at moisture contents a minimum of +2 percent above the optimum moisture content. The fill materials should then be spread in loose lifts, less than 9 inches thick, and uniformly compacted to the same criteria. Utilities Care should be taken that utility trenches are not left open for extended periods, and they are properly backfilled. Backfilling should be accomplished with properly compacted on-site soils. rather than granular materials. A positive cut-off at the building lines is recommended to help prevent water from migrating in the utility trench backfill. Area Paving Pavement Subgrade Treatment Subgrade materials at this site are anticipated to consist of clays. These soils are subject to loss in support value with the moisture increases, which occur beneath pavement sections. They react with hydrated lime, which serves to improve and maintain their support value. Lime stabilization is recommended beneath flexible (asphalt) pavement sectionstlRigid (concrete) pavements may be placed on an unstabilized, properly compacted sub~rade. Gravel or rock fragments in the surficial fill soils could hamper mixing of the soils and lime. A minimum of 8 percent hydrated lime (TxDOT Item 264), by dry weight. should be used. The lime should be thoroughly mixed and blended with the top 6 inches of the subgrade (TxDOT, Item 260). Stabilization should extend a minimum of one foot beyond the edge of the pavement. Prior to stabilization or final compaction, the subgrade should be proofrolled with heavy pneumatic equipment. Any soft or pumping areas should be undercut to a firm subgrade and properly backfilled. 10 Geotechnical Engineering Report Retail Development Coppell, Texas Terracon Report No. 94075438 November 5, 2007 lrerracon ~ The subgrade, stabilized or unstabilized, should then be uniformly compacted to a minimum of 95 percent of ASTM D698 maximum dry density between -1 to +3 percentage points of the optimum moisture content. The subgrade should be protected and maintained in a moist condition until the pavement is placed. Pavement subgrades should be graded to prevent ponding and infiltration of excessive moisture on or adjacent to the pavement subgrade surface. Pavement Sections Both asphalt and concrete pavement sections are presented below. They are not considered equal. Over the life of the pavement, concrete sections would be expected to require less maintenance. Five inches of asphaltic concrete should be adequate in parking lots serving only automobile traffic. This should be increased to 6 inches for drives subject to more frequent automobile traffic. The section should consist of a two-inch surface course similar to TxDOT Type D and a base course similar to Type B. The coarse aggregate in the surface course should be crushed limestone rather than gravel. ~ortland cement concrete is recommended in areas subject to truck and dumpster traffic and is ~uitable for parking lot pavement. Five inches of concrete is recommended for automobile parking lots and drives with 6 or more inches. depending on traffic mix and volume, in areas subject to truck and dumpster traffic. The dumpster apron should be a minimum of 7 inches thick. ~e concrete should have a minimum 28-day compressive strength of 3,000 psi in automobile lots and 3,500 psi in truck and dumpster areas. It should contain a minimum of 6 ::1:1.5 percent entrained air. As a minimum, the section should be reinforced with No. 3 bars on 18-inch centers in both directions. All pavement joints should be sealed. The pavement will be subject to movement due to volume changes in the clay soils. Flat grades should be avoided with positive drainage provided away from the pavement edges. Backfilling of curbs should be accomplished as soon as practical to prevent ponding of water. Preventative Maintenance Preventative maintenance should be planned and provided for through and 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 and joint sealing and patching) and global maintenance (e.g. surface sealing). Preventative maintenance is 11 Geotechnical Engineering Report Retail Development Coppell, Texas Terracon Report No. 94075438 November 5, 2007 lrerrar:on usually the first priority when implementing a planned pavement maintenance program and provides the highest return on investment for pavements. Prior to implementing any maintenance, additional engineering observation is recommended to determine the type and extent of preventative maintenance. 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 upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of weather, The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices, No warranties, either 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. 12 APPENDIX ~ '- , ,~ HIGHLAND DRIVE I I i , I i I, I I l I t I ( I E -:5 '0 >. .3 II '" ... '" " ~ ,0 I~ i X ,/ o Ib '- '" 'N l~ ., o NOTE: BORING LOCATIONS ARE APPROXIMATE B-8 ~B-9 PROPOSED , BUILDING a <:( o a:: Q ~ B-2 z o I- Z L..J a ~ ~---::::> S.I-; . '<1 - I I ~....~ BORING LOCATION DIAGRAM I 1lerrcx:on Project No,: 94075438 RETAIL DEVELOPMENT NEC S.H. 121 & DENTON TAP ROAD COPPElL. TEXAS B-11 ~ N 1 t- o 75 150 FEET ~- ) APPROXIMATE SCALE FIGURE 1 STRATIFICATION LINES REPRESENT APPROXIMATE BOUNDARIES BE'TWEEN SOIL AND ROCK TYPES. IN SITU. THE TRANSITION BETWEEN STRATA MAY BE ~ MORE GRADUAl. ~I' ~\ ~ ~ ~. ~ F.' ;% ;% ;% ;% ~ 0: l-' .; ~ l:; ; CD 9 LOG OF BORING NO. B- 1 CLIENT: United Commercial Development Dallas, Texas BORING See Figure 1 LOCATION: PROJECT: Retail Development SITE: NEe S.H. 121 & Denton Tap Road Coppell, Texas SAMPLES TESTS I- D u. ~ 0- X a Zu. a w Z <CtJ) a.. ~ Cl U. ...J l- X I- 'i/. ~ ~ WtJ) ~ 0 Ox r-" >l<: 00 Da o :'.. ~ ~ o iii- ~ Xz w:!: & wD. Cii ~ o tJ)J: >- 1-- ~~ ~~ gjffi Z ::::; 13 ~~ l;!G W tJ) o::<il W Cl i= 0:: O~ !!Jw8o!i;!z Cl tJ)w o..Z (f) w :5 tJ) ::;)> :!:~ ::;) U 0- 1-0 ..JZ 0- & S ..J (f) ~ 0.....J <cwwa:::~o 0 ~!:!:! 81- ;;( ::;) tJ)00 uo..oc_ U Cl ::::; a.. ~(f) (f) u. 8' ...J o :E 0- <G o DESCRIPTION I- W W u. ::i I- a.. w Cl Approx. Surface Elevation: N/A ft FILL. FAT CLAY, Dark brown and gray - CH 5T 2.25 - CH ST 2.75 5- CL ST 1.5 30 95 47 29 - CL 5T 2.25 - CL 5T 2.25 20 104 1.7 1.7 10 \7 - - ~ - CF 2.0 FAT CLAY, Dark brown 4.0 SANDY LEAN CLAY, Tan, orange and gray, with gravel 6.0 SANDY LEAN CLAY, Tan, orange and gray, with lignite nodules 11.0 o . SAND AND GRAVEL. Tan '. '0 o . 13.0 SHALE. Gray TC 100/2.25 15 - - CF - - 55 93/12.0 20 - CF ~ ~ ~ = 25.0 - TC 100/2.0 25 REMARKS: WATER LEVEL OBSERVATIONS, FEET 'il 11 WD ~ 12 ~ 1'. DATE DRILLED 10/19'2007 PROJECT NUMBER 94075438 Page 1 of 1 AS lrerracon FIGURE 2 ~ LOG OF BORING NO. B-2 CLIENT: United Commercial Development PROJECT: Retail Development Dallas, Texas BORING See Figure 1 SITE: NEC S.H. 121 & Denton Tap Road LOCATION: Coppell, Texas SAMPLES TESTS I- a u. ~ 0- X . () Zu. () w Z <!-I/) Il. ~ a LL ....J I- J:I- ~ ~ . ~ WI/) ~ Cl I- 0 OJ: a ~ . ?ft 1-" >:>0::: .3 DESCRIPTION w en a() w::!: :.: ~ 8 iii' I- W ::!: Xz ~1? 0:: ~I-' iii ~ I/)J:. I/) .1.2 U. >- 1-- ~~ Z :J (3 ~~ w0 LU 0::<;; ;:)Z J:: J:" m I-W w a i= 1/)' O::z 0:: 0. ?- m w OS: Q;!!jj oei 1/)1- 0 :5 ;:)~ ll.w ;:) (II 5 ~ Il. () Il. 1-0 ....JZ ()O -z >- ::!:o:: ..) Approx. Surface Elevation: NtA ft w m >- 1l.....J <!-LU Wo:: 00 0:: 0 ~W 01- <( a ;:) I- I/) III ()Il. 0::_ ::!:() 0 :J ll. :::iEii? ()(f) u. ~ ~ FILL. SANDY LEAN CLAY, . Brown and tan - CL ST 4.5+ ~ ~ 2.0 ~, FILL, FAT CLAY. ~i\ Dark brown and brown - CH ST 4.5+ 4.0 ~ FAT CLAY, ~ Brown 5- CH ST 4.5+ - CH ST 3.0 28 99 72 48 ~ 8.0 ~. SANDY LEAN CLAY, % Dark gray, with sand and gravel layers - CL ST 2.75 % 10 .r~ 11.0 - . 0'. SAND AND GRAVEL, .' .'0 Tan, with sandy clay layers - CF '0'. ' - . . . '0 14.0 ~ - SHAlE. 55 73/12.0 ~ Gray 15 ~ ~ :r - ~ - CF ~ ~ - ~ TC 100/1.5 I 20.0 S.H. at 20.0' 20 STRATIFICATION LINES REPRESENT APPROXIMATE REMARKS: BOUNDARIES BETWEEN SOIL AND ROCK TYPES. IN SITU. THE TRANSITION BETWEEN STRATA MAY BE MORE GRADUAL. WATER LEVEL OBSERVATIONS. FEET DATE DRILLED Page 1 of 1 ~ 16 WD :J. 16 AS llerracan 10/19/2007 FIGURE ~ ~ PROJECT NUMBER 94075438 3 il Cl ~ -:J, ,.., o a; co 9 ~ (.!) ~ Uli t- o .. a- ID 9 LOG OF BORING NO. B-3 CLIENT: United Commercial Development PROJECT: Retail Development Dallas, Texas BORING See Figure 1 SITE: NEC S.H. 121 & Denton Tap Road LOCATION: Coppell, Texas SAMPLES TESTS I- Cl u.. ~ o. x 0 0 Zu.. (,) w z' ~~ Il. U. ...J I- ~ Cl WI/) ~ *' ~ 0 ~ I- 0 gJ: >~ 0> DESCRIPTION w a:l o . ~ *' 1-' Vi' .3 w ::1: XO w~ w. Vi ~ ~ 8 1/);:: ti; I-Z ~~ 0:: oc~ 0 u. >- o::~ w*, Z :; () ~~ We!) W 1: r (/) ~o" =>w W Cl i= ~u.i OCz oc 0- CIJ 03: [O~ 1-1- Cl o.w l!! I- W !!2z 5 I/) => Il. 0 Il. 1-0 ~m UO ~ ~ z> ~o:: ...J e!) Approx. Surface Elevation: N/A ft w CIJ ~ 0....J Wo:: 00 0 _w 01- ~ Cl => (/)[0 UIl. 0::_ ::1:0 Cl :; Il. ~Vi (,)l/) ~ , POSSIBLE FILL. FAT CLAY, ~ " Dark brown - CH ST 2.5 2.0 ~ , POSSIBLE FILL. CLAYEY SAND, ~ " Brown, light brown and gray - CH ST 4.5+ 4.0 ~ FAT CLAY. ~ Brown 5- CH ST 3.25 22 62 40 - CH ST 4.5+ ~ 9.0 - CH ST 3.25 I.r:,' SANDY LEAN CLAY, ~ Dark gray, with gravel 10 ~ .Y. - .:~ 12.0 '\J - CF o . SAND AND GRAVEL . . . .'. '0 Tan - . . . . . o . - . . 14.5 S5 26/12.0 . . ~ SHALE. 15 Gray - ~ - CF ~ - ~ I I TC 100/7.25 r= 20 ~ - ~ ~ - CF ~ = ~25.0 TC 100/2.75 B.H. at 25.0' 25 STRATIFICATION LINES REPRESENT APPROXIMATE REMARKS: BOUNDARIES BETWEEN SOil AND ROCK TYPES. IN SITU. THE TRANSITION BETWEEN STRATA MAY BE MORE GRADUAL. WATER LEVel OBSERVATIONS, FEET DATE DRILLED Page 1 of 1 ~ 12 WD ~ 11 AS llerracan 10/20/2007 FIGURE ~ ~ PROJECT NUMBER 4 94075438 ~ Cl) DESCRIPTION 0 ...J u :E a. III <:5 Approx. Surface Elevation: N/A ft v ~ FILL, SANDY LEAN CLAY, ;;,j . v ~ Brown and tan ;;,j . " ~ '-l . "~ ;.j . 4.0 I" . ~.. SANDY LEAN CLAY, ~ Dark gray 6.0 t'\ FAT CLAY, ~ Dark gray, with sand and gravel layers ~ ~ 13.0 o . SAND AND GRAVEL .'. '0 Tan . . o' . . , . 15.5 . . I SHALE, ~ Gray r== b CLIENT: United Commercial Development Dallas, Texas BORING See Figure 1 LOCATION: I I I 25.0 B.H. at 25.0' STRATIFICATION LINES REPRESENT APPROXIMATE BOUNDARIES BETWEEN SOIL AND ROCK TYPES, IN SITU. THE TRANSITION BE1WEEN STRATA MAY BE ~ MORE GRADUAL. ~ ~ ~ ... ~ o ('f, co o ...J WATER LEVEL OBSERVATIONS, FEET :?- 13 WD.J. 121/2 :!. l!: LOG OF BORING NO. B- 4 PROJECT: Retail Development SITE: NEC S.H.121 & Denton Tap Road Coppell, Texas SAMPLES TESTS Ii:: 0 u.. x 1ft 0 Zu.. () w ;i <((/) n. ~ 0 U. ..J l- I I- '* ~ 0 ~ W(/) ~ I- 0 0:I: 1-' >~ W lO 00 o ,- 1ft ~ o Iii' I- W ::!: ~z ~::e1r UJ. Iii ~ o (I):I: (/) u.. >- 0::(7j ~g ~~~!Z Z :J 13 ~1ft ~0 w ::i (/) w 0 1= 0:: o~ 0 (l)u.i n.Z 1- (/) UJ !2w 00 (/)~ 5 (I) ::)> ::!:w ::) n. 0 0.. 1-0 ...JZ 00- >- ~ ...J W (/) ~ n....J <(wUJO::~O 0:: 0 ~~ og: <( 0 ::) (/)tD on. 0::_ 0 0 :J 0.. ::E (/) () (/) u.. - CL 5T 4.5+ - CL ST 4.5+ 5- CH ST 4.5+ - CL ST 4.5+ 25 78 52 - CL 5T 2.75 29 96 10 - - CF ~ - - - 5G 55 33/12.0 15 - - CF - TC 100/2.25 20 - - CF - TC 100/2,0 25 2.4 52.4 REMARKS: AS , lerracan DATE DRILLED 10/19/2007 PROJECT NUMBER 94075438 Page 1 of 1 FIGURE 5 CLIENT: United Commercial Development Dallas, Texas BORING See Figure 1 LOCATION: 25.0 B.H. at 25.0' STRATIFICATION LINES REPRESENT APPROXIMATE BOUNDARIES BETWEEN SOIL AND ROCK TYPES, IN ,.. SITU. THE TRANSITION BElWEEN STRATA MAY BE ~ MORE GRADUAL ~ (!) cO ~ "- ~ III 9 WATER LEVEL OBSERVATIONS, FEET 'Sl 13 WD.t: 13 :l. 1': LOG OF BORING NO. B- 5 PROJECT: Retail Development SITE: NEC S.H. 121 & Denton Tap Road Coppell, Texas SAMPLES TESTS I- 0 u. ::!1 Q.. X 0 <.) Zu. <.) w :i <C.w Q.. #. D u. .J I- I)- ~ ~~ & I- 0 OJ: ~- t-'" ~ w 00 0<.) D '. #. >- 8 (jj- I- W ~ ><z w~ ~ w. (jj ::1 I- (/)J: (/) u. >- 1-- i~W::!1O':!Z z ::; (3 ~#. wt.; w J:' (/) O':Ui fQti:i i)~.~~ w D f= if) . 0: Z 0': I- l3 w O~ 0 5 ~ :::>~ Q..w :::> Q.. Q.. 1-0 .JZ 00- ~ Zw ~o: .J W (/) ~ Q...J <w wo: ~o 0 ::11i> 8tn <( 0 :::> (/)00 <.)Q.. 0:.... <.) 0 ::; Q.. u. - CL ST 3,5 - CH ST 4.5+ 19 S DESCRIPTION 0 1: a. ~ Approx. Surface Elevation: N/A ft (!) ~. SANDY LEAN CLAY, ~ Brown 2.0 0: FAT CLAY, Light brown, tan and gray, with gravel ~ and sand, with lignite nodules ~ 7.0 0: FAT CLAY, ~ Brown and tan 0: 11.0 (;(.': . SANDY LEAN CLAY. ~ Brown, with gravel 13.0 0, SAND AND GRAVEL. . . . .'. '0 Tan. with gravel . . , , o. . . , '0 0' . , '0 . ' o . .' .'0 . . o. . . . . . . '0 20.5 SHALE. Gray 5- CH ST 4.5+ - CH 5T 2.75 25 100 71 47 - CH ST 3,0 10 - - CF ... - - - 5G 55 16/12.0 15 - - - CF 20- - - - TC 100/3.0 25 REMARKS: AB llerracan DATE DRILLED 10/20/2007 PROJECT NUMBER 94075438 70 Page 1 of 1 FIGURE 6 .... o ~ LOG OF BORING NO. 8..6 CLIENT: United Commercial Development PROJECT: Retail Development Dallas,Texas BORING See Figure 1 SITE: NEC S.H. 121 & Denton Tap Road LOCATION: Cappell, Texas SAMPLES TESTS I- 0 u. ::!!. 0.. ~ 0 () Zu. u z. ~g? 0.. 0 LL ...J I- 'ifl. ::!!. WV> ~ ~ 0 ~ tu 0 OJ: o , 'ifl. r-: >~ '" DESCRIPTION (l) Ou ~ ~ 8 U5' I- 0 W :i: Xz w:::E W . U5 :E (l)J: (I) ...J ~~ 0-: u u. >- 1-- ~* 0-:1- Z :J (3 ~~ wI- W :E :i" V> 0::- ::::>z w 0-:0 0-: Co o~ cotu 06 I-w 0 0 i= (I)" ll.z ::::> l- V> W V> I- 5 S ::::>w :i:w ~ 0.. U 0.. 1-0 :Jz c..>o -z ~ z> 00:: ...J 0 Approx. Surface Elevation: N/A ft w (I) ~ 0.....J <Cw WO:: 00 0 _w <( 0 ::::> V>(l) uo.. 0-:_ :::Ec..> 0 :J 0.. :::EU5 u~ u. ~ ~ FILL. SANDY LEAN CLAY, ~ ~ Brown and gray, with sand CL ST 4.5+ . 2.0 ~ FAT CLAY, ~ Dark brown and gray - CH ST 2.75 5- CH ST 4.5+ ~ ~ - CH ST 4.25 ~ - CH ST 4.25 26 76 49 10 ~ 11.5 - 'F-' SANDY LEAN CLAY. - CF ~ Brown and gray, with sand and gravel ~ - 2 % CL ST 0.75 24 102 0.9 2.8 2 15 % - ~ - CF /~ 18.0 - I SHALE. ~ Gray TC 100/3.25 20 I - ~ e - CF - I 1=== ~25.0 TC 100/2.0 B.H. at 25.0' 25 STRATIFICATION LINES REPRESENT APPROXIMATE REMARKS: BOUNDARIES BETWEEN SOIL AND ROCK 1YPES. IN SITU. THE TRANSITION BETWEEN STRATA MAY BE MORE GRADUAL. WATER LEVEL OBSERVATIONS, FEET DATE DRILLED Page 1 of 1 ~ 13 WD ~ 13 AB llerracan 10/20/2007 FIGURE ~ ~ PROJECT NUMBER 7 94075438 ~ (!) ~ ~ ~ '" <D o ...J r- o ~ LOG OF BORING NO. B-7 CLIENT: United Commercial Development PROJECT: Retail Development Dallas, Texas BORING See Figure 1 SITE: NEC S.H. 121 & Denton Tap Road LOCATION: Coppell, Texas SAMPLES TESTS l- e u.. '#. 0.. X 0 Zu.. U w u.. Z <((I) 0.. '#. e ...J I- II- "e W(l) ~ I- 0 OI e ~ 0 "e ~ ...: ~ >~ Cl DESCRIPTION UJ co ~ ii5- 0 eu w::E 0 ~ ~ 8 I- ...J UJ ~ ~~ w- (i) (l)J: (I) u.. 1-0 a::: a::: I- z ::; <3 ~cte wI- () a::: in ~a::: ~o~ ::JZ a:::(!) w :2 I en w a::: a. O~ col- 00' I-W e Cl i= (I)" o..Z (0 I- (I) W _w ",I- 5 '" ::J~ ::Ew ::J 0.. 0 0.. 1-0 ...JZ 00 -z >- S ...J (5 Approx. Surface Elevation: NfA ft W en i: 0.....J <{w WD:: 00 a::: 0 ~w oD:: ~ Cl ::J (I) co 00.. D::_ ::EO e ;::; 0.. ::Eii5 uli) ~ "- FILL. FAT CLAY, ~ " Dark brown and brown, with sand - CH ST 2.0 2.0 ~ FAT CLAY. ~ Dark brown and brown CH ST 2.0 5- CH ST 4.5+ ~ ~ - CH 5T 1.75 37 78 51 ~ - CH 5T 2.0 10 ~ 11.0 - ~ FAT CLAY. CF Gray, with gravel - ~ 13.0 ~ - o' , SAND AND GRAVEL - . ' . .'. '0 Tan - 5G 55 54/12.0 . , , . . 15.0 15 o , ~ SHALE. Gray - I - CF I - I TC 55/12.0 20 - - CF - I 25.0 TC 100/2.5 S.H. at 25.0' 25 STRATIFICATION LINES REPRESENT APPROXIMATE REMARKS: BOUNDARIES BETWEEN SOIL AND ROCK TYPES. IN SITU. THE TRANSITION BETWEEN STRATA MAY BE MORE GRADUAL WATER LEVEL OBSERVATIONS, FEET DATE DRILLED Page 1 of 1 51- 13 WD 1: 12 1/2 AB lrerracan 10f20f2007 FIGURE ~ ~ PROJECT NUMBER 94075438 8 (( (l) ..; (") ~ o ~ '" (Xl 9 LOG OF BORING NO. B- 8 CLIENT: United Commercial Development Dallas, Texas BORING See Figure 1 LOCATION: PROJECT: Retail Development OJ DESCRIPTION 0 ...J <) :E 0- ~ Approx. Surface Elevation: N/A ft e> vi' POSSIBLE FILL. SANDY LEAN CLAY, 'I . v~ Brown ..J . 2.0 ~ FAT CLAY. ~ Dark brown ~ ~ 8.0 ::\ FAT CLAY, ~ Brown ~ 13.0 ~ FAT CLAY. ~ Gray, with gravel ~ 18.0 ~ SHALE. ~ Gray ~ ~ ~ ~ ~ ~ ~ 25.0 S.H, at 25.0' SITE: NEC S.H. 121 & Denton Tap Road Coppell. Texas SAMPLES TESTS l- e u. ~ 0.. X 0 0 zl1. 0 LlJ 11. ;i <l:CI) 0.. ~ Cl ...J I- J:t-~ uJCI) ~ I- 0 O:x: ~" 1-" ~ >~ LlJ CD ClO o t.. ;:ft >- e ii5' t;; LlJ :2 ~~ ~~ ir uJ!Z' ii5 ~ l- e CI)~ u.. >- i?a::~~gs Z ::i (3 ~~ li!e> LlJ :i CI) a::ii5 LlJ Cl F a:: o~ ~!jj oei ~~ e Cl)g!Q.z ::l l:i: ~ uJ :5 5 ::l :2 LlJ Q. 1-0 ~~ ~g ~8 ir ZuJ a:: ...J uJ (/) ~ 0..-' 0 ~u; 8~ ;( 0 ::l Cl)0J 0 :J 0.. u.. - CL 5T 3.75 - CH ST 2.75 29 75 48 5- CH ST 4.5 - CH 5T 3.75 24 104 5.5 3.4 'Sl- CH ST 2.75 10 - - CF - - CH 55 10/12.0 15 - - CF - TC 100/2.5 20 - - CF - Te BO/12.0 25 STRATIFICATION LINES REPRESENT APPROXIMATE BOUNDARIES BETWEEN SOil AND ROCK TYPES. IN SITU. THE TRANSITION BEiWEEN STRATA MAY BE ~ MORE GRADUAL. ~ REMARKS: ii' (l) ,.; ~ ,.. * IXl o ..J WATER LEVEL OBSERVATIONS, FEET ~ 141/2 WD Y 51- ~ lrerracan DATE DRILLED 10/20/2007 PROJECT NUMBER 94075438 Page 1 of 1 FIGURE 9 ~ LOG OF BORING NO. B..9 CLIENT: United Commercial Development PROJECT: Retail Development Dallas, Texas BORING See Figure 1 SITE: NEC S.H. 121 & Denton Tap Road LOCATION: Coppall, Texas SAMPLES TESTS I- 0 u.. "e 0.. X ~ U Zu. U w Z <((I) Q. '#. CI U. -J l- XI- "e ;.: ?; ~~ ~ 0> I- 0 gx 0' ~ "e ..... .3 DESCRIPTION w lXl w::E ri 0 I- ~ 0 (ij- I- W ~ xU w. (ij ~ 0 (1):1: (j) L) u. >- I-?; 1-0 ~* 0::1- Z :J 13 ~;;e wI- 0::00 ~ct: ::>z o::(!) w :E I (I) W 0:: c- ds: Q:!tw o - t-w CI 0 ~ (I)' Q.z ~ I- CIl W UCI CIlI- 5 5 ::>w ~~ ::> Q. U Q. ll:S ciffi -z & 6;Gi -J (!) Approx. Surface Elevation: N/A ft w CIl ~ wO 00 0 ~ CI ::> CIllXl UQ. 0:::: ~u 0 ::; Q. ~(ij uf/) ~ ;t. FILL. SANDY LEAN CLAY. . Brown and gray - CL ST 2.75 '!J ~ 2.0 ~ FAT CLAY. ~ Dark brown - CH ST 2.25 ~ 5- CH ST 4.5+ 6.0 ~ FAT CLAY, ~ Dark brown and gray, with gravel layers - CH ST 4.5+ 21 66 41 - CH 5T 2.75 ~ 10 ~ - - CF ~ X - - CH 5S 13/12.0 ~ '!l 15 ~ - 17.5 - CF Ii SHALE, - Gray TC 100/5.5 ~ 20 ~ = - CF - ~ 25.0 TC 100/10.0 S.H. at 25.0' 25 STRATIFICATION LINES REPRESENT APPROXIMATE REMARKS: BOUNDARIES BETWEEN SOIL AND ROCK TYPES. IN SITU. THE TRANSITION BETWEEN STRATA MAY BE MORE GRADUAL. WATER LEVEL OBSERVATIONS, FEET DATE DRILLED Page 1 of 1 'g 15 WD ~ 13 AS llerracan 10/20/2007 FIGURE ~ ~ PROJECT NUMBER 94075438 10 .., Q. (!) lSi ~ o .. 0> al g LOG OF BORING NO. B..10 CLIENT: United Commercial Development Dallas, Texas BORING See Figure 1 LOCATION: PROJECT: Retail Development SITE: NEC S.H.121 & Denton Tap Road Coppell, Texas SAMPLES TESTS f- a I.l.. tft. Cl. >< 0 Zu. 0 W Z <((f.) Cl. tft. a I.l.. ..J f- It- ~ WUJ ~ f- 0 OJ: ~ ..: ~ >~ W al au (:) :'... "#. ~ 000' f- W ::E ~~ w::E 1;:: w- iii ~ o (/)J: (/) I.l.. >- f-O Q:1- Z ::i (3 ~tft. w0 ~ 0::- ~o::~tft.::Jz :i (/) o~ f- -f-W w a i= (/) - 0:: Z h: ~ w !!!wOOClliz a :; 5 ::J~ ~w ::J Cl. h:9 1;:: ...J W (f.) i: ci!iEfrl~oo 0 !f!!! og: ~ a ::J (/)al on.o::_::EO a ::i 0.. ::E (f.) OUJ - CL ST 3,5 - CL ST 1.5 16 50 5- CH ST 3,75 - CH ST 2.25 - CL ST 3.75 10 - - CF - SG 55 23/12.0 15 - - CF - TC 100/5.25 20 - - CF TC 10013.0 25 STRATIFICATION LINES REPRESENT APPROXIMATE BOUNDARIES BETWEEN SOIL AND ROCK TYPES. IN SITU, THE TRANSITION BEiWEEN STRATA MAY BE ~ MORE GRADUAL. REMARKS: ..., "- o :;rj ;!, ~ ~ '" o ..J WATER LEVEL OBSERVATIONS, FEET 'Sl 121/2 WD Y 13 1: ~ AS llerracan DATE DRILLED 10/20/2007 PROJECT NUMBER 94075438 Page 1 of 1 FIGURE 11 2 " ~ ::; ~ en a:l o ..J LOG OF BORING NO. 8-11 I CLIENT: United Commercial Development PROJECT: Retail Development Dallas, Texas BORING See Figure 1 SITE: NEC S.H. 121 & Denton Tap Road LOCATION: Coppell, Texas SAMPLES TESTS .... 0 I u.. I LL ~ D. X 0 Zu.. 0 w Z <(J) D. ~ 0 ..J .... :x:.... ~~ ~ .... 0 OJ: ~ ~ ~ g> DESCRIPTION o , ~ ..... W III 00 w:::l: > . ~ 0 in' .... ..J W :E ~Z w . in ~ 0 II)J: l/) ~~ et: 0::.... \) LL >- w~ Z ::::i 0 ~~ wI- LU 1: :i (J) 0:<::: ;:,Z W 0:t9 Cl. O~ all- > . I-w 0 0 i= (1)' Q.z 0: {'O f- Ul w ::::i~ 00 !(2!z :; 5 ;:,~ ::!:w ;:, Ci D. 0 Q. f-O 00 >- ..J Approx. Surface Elevation: NIA ft w II) ~ D...J <w Wo: 00 0: 0 Zw o~ ~ 0 :;) UllIl OD. 0:_ :2;0 0 ::::i D. ~in O{J) ~ ~ FILL, SANDY LEAN CLAY AND CLAY, ~ ~ Tan and gray - CL ST 1.75 . 2.0 ~. r'\ FILL, FAT CLAY, ~ ~ Dark brown and tan - CH 5T 4.5+ 23 100 79 51 4.0 ~ ~ FILL, CLAY AND SANDY LEAN CLAY, ~ ~ Dark brown, gray and orange 5- CL ST 3.75 6.0 ~ ~ FILL, SANDY LEAN CLAY, ~ ~ Orange CL ST 2.75 8.0 ~ FAT CLAY, ~ Brown - CH 5T 2.25 10 ~ - - CF 13.0 - ~ FAT CLAY, Tan and gray CH 5T 1.0 24 105 0,8 4.0 ~ 15 ~ CF 18.5 \7 - ~ SHALE. ~ Gray TC 100/7.0 ~ 20 ~ -'- - ~ - CF ~ ~ 25.0 TC 100/6.0 ~ 25 S.H. at 25.0' STRATIFICATION LINES REPRESENT APPROXIMATE REMARKS: BOUNDARIES BElWEEN SOIL AND ROCK TYPES. IN SITU. THE TRANSITION BElWEEN STRATA MAY BE MORE GRADUAL. WATER LEVEL OBSERVATIONS, FEET DATE DRILLED Page 1 of 1 ~ 18 1/2 WD :t: 21 AB llerracan 10/20/2007 FIGURE :l 1: PROJECT NUMBER 94075438 12 ~ ~ e" ~ -:l, r-- o <t 0> '" o -' LOG OF BORING NO. 8-12 CLIENT: United Commercial Development PROJECT: Retail Development Dallas, Texas BORING See Figure 1 SITE: NEC S.H. 121 & Denton Tap Road LOCATION: Coppell. Texas SAMPLES TESTS I-- e u. ~ 0.. X 0 0 Zu. 0 w Z <t:U) 0.. ~ 0 U. ...J I-- II-- ~ ~ 0 ~ wen ~ rn DESCRIPTION I- 0 OJ: 0' ~ ..: >~ 0 w co 00 w::E ~ ~ i:: 8 Vi' I-- ...J W ::E ~~ w - Vi enJ: U) ~o 0:: 0::1-- <.> u. >- ~~ Z ::::; [) ~~ wI-- w :c I U) o::Ui ~~ ::>z W ~ 0::0 0:: I--W 0 g en- o..Z a. I- en w o$" 00 en I-- ::>w 3 ~ ::> en ::EW 0.. 0 0.. 1-0 <t~ 00 -z 1r 5 z> 0 Approx. Surface Elevation: N/A ft uJ en i:: 0.....J uJo:: 00 0 _UJ 00:: ~ 0 ::> en co 00.. 0::_ ::E0 e ::J 0.. ::!:Vi uli? ~ ~ FILL. CLAYEY SAND AND SANDY ~ ~ LEAN CLAY. CL ST 4.5+ 2.0 Brown and tan ~ ~ FILL. SANDY LEAN CLAY, CL ST 4.5+ ~ ~ Brown, tan and gray 4.0 ~ 1"\ FILL. FAT CLAY, ~ " Dark brown. with orange sandy clay 5- CL 5T 4.5+ ~ " ~ " CL ST 4.0 v .... 8.0 i.'.' . SANDY LEAN CLAY, ~ Orange CL ST 2.5 14 45 26 25 ~ 10 ~ CF .~ 12.0 - o. SAND AND GRAVEL 'Sl . . . :t: . . '0 Orange . . SG ST 4.5+ . . . 14.0 o . I SHALE, TC 100/6.0 Gray 15 - CF I I ~20.0 TC 100/9.75 S.H. at 20.0' 20 STRATIFICATION LINES REPRESENT APPROXIMATE REMARKS: BOUNDARIES BETWEEN SOIL AND ROCK TYPES. IN SITU. THE TRANSITION BElWEEN STRATA MAY BE MORE GRADUAl. WATER LEVEL OBSERVATIONS, FEET DATE DRILLED Page 1 of 1 ~ 12 1/2 WD ~ 13 AB lrerracan 10/20/2007 FIGURE :t 1: PROJECT NUMBER 94075438 13 ~ ~ LOG OF BORING NO. B-13 CLIENT: United Commercial Development PROJECT: Retail Development Dallas,Texas BORING See Figure 1 SITE: NEC S.H. 121 & Denton Tap Road LOCATION: Coppell, Texas SAMPLES TESTS I-- e u- ~ Cl. >< 0 0 Zll.. 0 UJ Z ~~ Cl. ~ 0 lI.. ...J I-- i!- ~ 0 :?: UJ(I) ~ 8' DESCRIPTION I-- 0 OJ: e , i!- t:: >::<: UJ ID 00 UJ:l: >-" ~ 0 Ci)- I-- ...J UJ :l: ~z UJ- (I) ::2; 0 (l)J: (J) ~~ ~ 0::1-- 0 lI.. >- UJi!- z :J (} ~i!- UJI-- UJ :.c :i (J) ~(7i 60 :::>z UJ ~(!) ~ 0- 03: ~tu I--UJ 0 0 i= (I)- o.Z l!' I-- (f) UJ (1)1-- :5 (J) :::>~ ::2;UJ :::> Cl. 0 Cl. 1--0 ...JZ 00 -z >- ::i ...J (!) Approx. Surface Elevation: N/A ft UJ (J) ~ Cl....J ()~ UJa;: 00 a:: 0 ZUJ o~ <( 0 :::> (J)ID ~- :Eo 0 :J a. ~Ci) ot; lI.. ~ ~ FILL. CLAY AND SANDY LEAN CLAY, ~ ~ Dark brown, brown, tan and gray, with - CL ST 4.25 sand ~ ~ ~ ~ - CL ST 4.5+ iV .: 4.0 ~ FAT CLAY. Dark brown 5- CH ST 4.5+ ~ 6.0 ~. CLAYEY SAND AND GRAVEL. % Tan SC ST 3.0 ~ ~ - SC ST 13 27 ~ 10 ~ 11,0 - ~. SANDY LEAN CLAY. 1: ~ Gray and tan - CF 13.0 'V - ~ SHALE. I Gray TC 100/6.0 I 15 - - CF - 20.0 TC 100/3.25 S.H. at 20.0' 20 STRATIFICATION LINES REPRESENT APPROXIMATE REMARKS: BOUNDARIES BETWEEN SOIL AND ROCK TYPES. IN SITU. THE TRANSITION BE1WEEN STRATA MAY BE MORE GRADUAL. WATER LEVEL OBSERVATIONS, FEET DATE DRILLED Page 1 of 1 'S,j. 13 WD :J 12 AB llerracon 10/21/2007 FIGURE ~ .'f PROJECT NUMBER 94075438 14 O? C> .,; ~ ,~ o ~ Ul o -' ~ LOG OF BORING NO. 8-14 CLIENT: United Commercial Development PROJECT: Retail Development Dallas, Texas BORING See Figure 1 SITE: NEC S.H. 121 & Denton Tap Road LOCATION: Coppell, Texas SAMPLES TESTS Ii: 0 u. x ;/!. 0 Zu. 0 w z" <(V) n. ~ 0 U. ..J I- J:I- ;/!. ~ 0 ~ wU) ~ Ol DESCRIPTION I- 0 OJ: o , ;ft t-.:' >:>:: .9 UJ al 00 w:E ~ ~ 0 in" In UJ :2 ~~ w. in ~ 0 U)J: '" . U. >- ~?i ~~ 0::1- Z ::::; (3 ~~ W0 w :E :r: V) 0::- :Jz w o~ I-w 0 i= O::z 0:: c. l- V) all- oei V)I- 0 ~u..i Q.w ::J ~ W _w 5 U) n. 0 n. 1-0 ..JZ 00 -z & ~ z> ::iEo:: ..J (9 Approx. Surface Elevation: N/A ft w U) ~ n...J <(w Wo:: 00 0 _w OJ- ~ 0 ::J v)al on. 0::_ :2u 0 ::J n. :Eii5 ()U) ~. SANDY LEAN CLAY, ~ Brown and gray - CL ST 1.5 ~ ~ - CL 5T 4.5+ ~ ~ 5- CL 8T 4.5+ ~ 6.0 ~. SANDY LEAN CLAY. ~ Tan and gray, with gravel - CL 8T 2.25 12 125 32 17 ~ ~ CL 5T 1.75 .~ 10.0 10 ~. SANDY LEAN CLAY, ~ Gray and tan ~ CF .r~ 13.0 '<;7 o . 14 0 SAND AND GRAVEL - . . , ~ . \Tan I 5G 55 82/11.75 SHALE. 15 ~ Gray ~ CF ~ ~ ~ ~ 20.0 TC 100/7.25 === 20 B.H. at 20.0' STRATIFICATION LINES REPRESENT APPROXIMATE REMARKS: BOUNDARIES BETWEEN SOIL AND ROCK TYPES. IN SITU, THE TRANSITION BETWEEN STRATA MAY BE MORE GRADUAL. WATER LEVEL OBSERVATIONS, FEET DATE DRILLED Page 1 of 1 'Sl- 13 WD :t lrerracon 10/21/2007 FIGURE 7- ~ PROJECT NUMBER 94075438 15 ii (!) cO "" '!, r~ o .. ,,, <0 9 ~ ~ .,j Sz; I'- o .. '" oJ o ...J LOG OF BORING NO. 8-15 CLIENT: United Commercial Development PROJECT: Retail Development Dallas, Texas BORING See Figure 1 SITE: NEe S.H. 121 & Denton Tap Road LOCATION: Coppell, Texas SAMPLES TESTS I- 0 u. 'i!. 0.. >< 0 ZlJ... 0 W Z <1:(1) 0.. ~ 0 U. ...J I- W(I) ~ 0 Or rl- ~ ~" 0 ~ >~ I- 0: 0 'i!. 1-" 8' DESCRIPTION W to ~~ w:E >- ~ 0 (ii- I- ...J W :E 1-0 0::: w- (ii ~ 0 (1):1: (I) .!.? u. >- ~c:r:: ~~ 0:::1- Z ::::; U ~~ ~~ UJ :i (I) c:r::- ::Jz UJ ..<: o~ [01- I-w 0 0 j:: (I)' 0..2 0::: a. tl: (I) UJ 00 (1)1- ::JUJ ::> ~ _w 5 ~ :Ew 0 0.. 1-0 ..}z 00 -z >- ~~ ...J " Approx. Surface Elevation: N/A ft w (I) ~ 0.....J <(w wo::: 00 0::: 0 00:: ~ 0 ::> U)tO Oil. 0:::_ ::l:O 0 ::; 0.. ::l:(ii otii ~ ~ FILL. CLAY AND SANDY LEAN CLAY, ~ ~ Dark brown, tan and gray, with sand and - CL ST 4.5+ 14 ~ i,I gravel ~ ~ CL ST 4.5 ~ ~ CL ST . 4.0 " .~ 5.0 5 S.H. at 5.0' STRATIFICATION LINES REPRESENT APPROXIMATE REMARKS: BOUNDARIES BETWEEN SOIL AND ROCK TYPES. IN SITU. THE TRANsmON BETWEEN STRATA MAY BE MORE GRADUAL. WATER LEVEL OBSERVATIONS, FEET DATE DRILLED Page 1 of 1 ~ :r. lrerracon 10/1/212 FIGURE y. ll. PROJECT NUMBER No seepage observed. 94075438 16 ~ LOG OF BORING NO. 8-16 CLIENT: United Commercial Development PROJECT: Retail Development Dallas, Texas BORING See Figure 1 SITE: NEC S.H. 121 & Denton Tap Road LOCATION: Coppell, Texas SAMPLES TESTS I-- 0 LL ~ a. X 0 r.J ZLL U W Z <(I) Q. <t- o Ii. ...J 1- II-- "e r: ~ ~~ ~ '" 1- 0 OI o , 0 <t- ...... 0 DESCRIPTION w co Ou w::ii: ~ ~ 0 U;" I- ...J W ~ Xz W " u; ~ 0 enJ: (I) ~~ 0:: o::~ 0 Ii. >- 1-- ~~ z :J 13 ~h~ wI-- w :c I en 0::ii5 ::Jw w 0 i= 0::C> 0::: Q. o~ cotu oci !a!Z 0 (I) - Q.z <Il I- en W :5 en ::;lw :iiw ::J (3 Approx. Surface Elevation: N/A ft Q. U a. ti:g ::::iz UO >- :5 z> 00:: ...J W en ~ <(w Wo::: 00 a: 0 _w Ci 0 ::J (I) co uQ. a:_ ~u 0 :J Q. ::!U; uti LL ~ ~ FILL. CLAY AND SANDY LEAN CLAY. . Brown, tan and gray, with gravel and - CL ST 3.75 ~ l ironstone fragments ~ ~ . ~ l - CL ST 4.5+ ~ l v ',; 5.0 CL ST 4.25 B.H. at 5.0' 5 STRATIFICATION LINES REPRESENT APPROXIMATE REMARKS: BOUNDARIES BETWEEN SOIL AND ROCK TYPES. IN SITU, THE TRANSITION BETWEEN STRATA MAY BE MORE GRADUAL. WATER LEVEL OBSERVATIONS. FEET DATE DRILLED Page 1 of 1 5l .!. lrerracan 10/21/2007 FIGURE ~ ~ PROJECT NUMBER No seepage observed. 94075438 17 2 t'l ~ ~ .... o 3; C) o ...} ~ LOG OF BORING NO. B-17 CLIENT: United Commercial Development PROJECT: Retail Development Dallas, Texas BORING See Figure 1 SITE: NEC S.H. 121 & Denton Tap Road LOCATION: Coppell, Texas SAMPLES TESTS I- a u.. 't!- Il. X \) Zu.. U W Z </f) 0.. ::I; a u. ..J I- J:I- W/f) ~ 0 OJ: 't!- ~ 0 ~ >~ I- a , t-" 0> DESCRIPTION w co C1U fi ::I; ~;i I- 0 w::2: 0 r: 8 ..J W ~ ~~ w" u; ~ V) <> u. >- ~~ ~~ 0::!Z z :J i3 ~~ wI- W 1: ;i V) 0::- :;)w W 0::C> 0:: a. o~ Q;!tu oci 1-1- CI Q i= V)" o..Z l! l- V) w !!2z :;) 5 :;)w ~w :;) 0.. U C. 1-0 <i!ffi Uo >- z~ ..J C> Approx. Surface Elevation: N/A ft W V) r: c...J wo:: 00 0:: 0 ~u; o~ ~ CI :;) V).co Ull. 0::_ ~u CI :J c. uv) ~ FAT CLAY, Dark brown, with sand lenses - CH ST 1.25 24 58 34 ~ 2.0 ~ FAT CLAY, Brown, with sand lenses - CH ST 2.25 ~ 4.0 ~:; SANDY LEAN CLAY, CL ST 4.5+ 5.0 \Brown, with calcareous nodules I 5 B.H. at 5.0' STRATIACATION LINES REPRESENT APPROXIMATE REMARKS: BOUNDARIES BElWEEN SOIL AND ROCK TYPES. IN SITU, THE TRANSITION BElWEEN STRATA MAY BE MORE GRADUAL. WATER LEVEL OBSERVATIONS, FEET DATE DRILLED Page 1 of 1 ~ ~ llerracan 10/20/2007 FIGURE 5l ~ PROJECT NUMBER No seepage observed. 94075438 18 O? ~ ~ ~ .... <:> (l; '" o ..J GENERAL NOTES DRILLING & SAMPLING SYMBOLS: SS: Split Spoon _1_3/8" I.D., 2" 0.0., unless otherwise noted HS: Hollow Stem Auger ST: Thin-Walled Tube - 2" O.D., unless otherwise noted PA: Power Auger TC: TxDOT Cone Penetrometer Test HA: Hand Auger CF: Continuous Flight Auger RB: Rock Bit BS: Bulk Sample or Auger Sample WB: Wash Boring or Mud Rotary The number of blows required to advance a standard 2-inch O.D. split-spoon sampler (55) the last 12 inches of the total 18-inch penetration with a 140-pound hammer falling 30 inches is considered the "Standard Penetration" or ON-value". For TxDOT cone penetrometer (TC) the penetration value is reported as the number of blows required to advance the sampler 12 inches or penetration in inches after 100 blows using a 170-pound hammer falling 24 inches, reported as "blows per foot," or inches per 100 blows and is not considered equivalent to the "Standard Penetration" or "N-value". WATER LEVEL MEASUREMENT SYMBOLS: WL: Water Level WS: WCI: Wet Cave in WD: DCI: Dry Cave in BCR: AS: After Boring ACR: N/E: Not Encountered While Sampling While Drilling Before Casing Removal After Casing Removal CONSISTENCY OF FINE-GRAINED SOILS Consistency Very Soft Soft Medium Stiff Stiff Very Stiff Hard Descriptive Term(s) of other constituents RELATIVE PROPORTIONS OF SAND AND GRAVEL Percent of Dry Weiaht < 15 15 - 29 > 30 RELATIVE PROPORTIONS OF FINES Percent of Dry Welaht <5 5-12 > 12 Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In perviOUS soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be pOSSible with only short-term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. RELATIVE DENSITY OF COARSE-GRAINED SOILS Standard Penetration or N.value (55) B/ows/Ft. 0-3 4-9 10 - 29 30 - 49 50+ TxDOT Cone Penetrometer (TC) BlowsfFt. 0-8 8-20 20-80 80 to 5"/100 5"/100 to 0"/100 Relative Densitv Very Loose Loose Medium Dense Dense Very Dense Unconfined Compressive Strenath. Qu. psf < 500 500 - 1,000 1,001 - 2,000 2,001 - 4,000 4,001 - 8,000 8,000+ Standard Penetration or N-va/ue (55) Blows/Ft. <2 2-3 4-6 7-12 13-26 26+ Trace With Modifier Descriptive Term(s) of other constituents Trace With Modifiers GRAIN SIZE TERMINOLOGY Malar Component of Sample Particle Size Boulders Over 12 in. (300mm) Cobbles 12 in. to 3 in. (300mm to 75 mm) Gravel 3 in. to #4 sieve (75mm to 4.75 mm} Sand #4 to #200 sieve (4.75mm to O.075mm) Silt or Clay Passing #200 Sieve (O.075mm) PLASTICITY DESCRIPTION Term Plasticity Index Non-plastic Low Medium High o 1-10 11-30 30+ lrerracon FIGURE 19 UNIFIED SOIL CLASSIFICATION SYSTEM Cu~4and1~Cc~3' Cu < 4 and/or 1 > Cc > 3' Fines classify as ML or MH Fines classify as Cl or CH Cu ~ 6 and 1 ~ Cc ~ 3' Cu < 6 and/or 1 > Cc > 3' Soil Classification Group Symbol Group Name" GW Well-graded gravel' GP Poorly graded gravel' GM Silly gravel'.o,.. GC Clayey gravel"o" SW Well-graded sand' SP Poorly graded sand' SM Silty sando.H" SC Clayey sando.l" CL Lean clay""'" ML Silt"'''' OL Organic day"A....... Organic siltKA....'O CH Fat clayK.l.l' MH Elastic Sill"'"'' OH Organic clay".'..... Organic si"""""o PT Peat Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests' Liquid limit - oven dried liquid limit.. not dried Primarily organic maller, dark in color, and organic odor 60 I VT- / I For classification ot fine-grained ' ./ . soUs and fine-grained fraction ,,// ./' 50 L. of coarse-grained solis ....._..__. ....-- -- \~'?J ~~._. _m _..._~' i::'-'?J -.. : I ~'V,/ .,.\) I Equation of "A" -line i 2J' -'?' i Horizontal at PI~4 to LL=25.5. ,/ 1./ 40 !-- then PI=O.73 (LL-20) .--.--, ---- , ' ~O~-V..:..- -.---.- Equation of "U" . line , /,,/ ~ 0 ./ 30 ~- v~:~a~~~~.~=(~t~~t'=~'_"'_'_"7"'___" _.._~__..L._._ ----...- -.......---. - /< 0" V 20' i / " /-'-v"V/ : i/ /! /I MH or OH tal 7~/ :/ I ----j--' ~ r= -:/;.. CL ..1\, I',/'y: ML or OL o i/ __...___.-1....._ .. .J. -,.---- ---.-------.-.... .. ..- .. -- ........ .........-.... o 10 16 20 30 40 50 60 70 80 Coarse-Grained Soils More than 50% retained on the No. 200 sieve Gravels More than 50% of coarse fraction retained on NO.4 sieve Clean Gravels Less than 5% fines. Gravels with Fines More than 12% finese Sands 50% or more of coarse fraction passes NO.4 sieve Clean Sands Less than 5% finesD Sands with Fines More Ihan 12% fineso Fine-Grained Soils 50% or more passes the No. 200 sieve Slits and Clays Liquid limilless than 50 inorganic organic Sills and Clays Liquid limit 50 or more inorganic organic Highly organic soils ABased on the material passing the 3-in. (75-mm) sieve Blf field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name. CGravels with 5to 12% flnes require dual symbols: GW-GM well-graded gravel with silt. GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with slit. GP-GC poorly graded gravel wilh clay. oSands with 5to 12% fines require dual symbols: SW-SM well-graded santJ with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP.SC poorly graded sand with clay 2 ECU = DBOID10 Cc = ~ 010 X Ow F If soil contains ~ 15% sand, add ''with sand" to group name. Glf fines classify as CL-ML, use dual symbol GC-GM, or SC.SM. ~ X W o ?; r: 13 ~ ::i c.. Fines classify as ML or MH Fines Classify as CL or CH PI > 7 and plots on or above "A" line' PI < 4 or plots below "A" line' Liquid limit - oven dried Liquid lImit .. nol dried PI plots on or above "A" line Pilots below "A. line " 0.75 <0.75 Hit fines are organic. add "with organic fines" to group name. I If soil contains ~ 15% gravel, add "with gravel" to group name. J If Allerberg limits plot in shaded area, soil is a CL-ML, silty clay, Kif soil contains 15 10 29% plus No. 200, add "with sand" or "with gravel," whichever Is predominant. L If 5011 contains ~ 30% plus No. 200 predominantly sand. add "sandy" to group name. M If soil contains ~ 30% plus No. 200, predominantly gravel, add "gravelly" to group name. Npl ~ 4 and plots on or above "A" line. o PI < 4 or plots below "A" line. PPI plots on or above "A" line. o PI plots below "A" line. -- --..-- 90 100 110 LIQUID LIMIT (LL) lrerracon - Form 111-6/98 FIGURE 20