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Coppell Trade-SY050114 GEOTECHNI,CAL ENGINEERING REPORT COPPELL TRADE CENTER - BUILDING C COPPELL, TEXAS JOB NO. 94045423 January 14, 2005 Prepared for: THE HOLT COMPANIES Addison, Texas Prepared by: TERRACON Dallas, Texas Janua~ 14,2005 The Holt Companies 5055 Keller Springs Road, Suite 300 Addison, Texas 75001 Attn: Mr. Al SOrrels 'il'erracan Consulting Engineers & Scientists 8901 Carpenter Frwy, Suite 100 Dallas, Texas 75247 Phone 214.630,1010 Fax 214.630,7070 www. terra con.corn Re: Geotechnical Engineering Report Coppell Trace Center Sandy Lake Road Coppell, Texas Job No. 94045423 Dear Mr. Sorrels: In accordance with your authorization, HBC/Terracon (Terracon) has completed its geotechnical engineering report at the above referenced site. The work was accomplished in accordance with the general scope outlined in HBC/-rerracon's Proposal No. P04941649 dated December 1,2004. The results are presented in the attached report. Please do not hesitate to contact us if there are any questions. We stand ready to assist during the design or construction phase of the project. We appreciate the opportunity to provide these services. Sincerely, j...~ unns~opner w. ~aay, ~.~ ~ ~'..~(O~,~...'~ Project Manager ~ I~'~. '""~ ~ ~rincipal Copy to: Mr. Keith Leslie/TechniStructures, Inc. Mr. Richard Akin/Macatee Engineering Delivering Success for Clients and Employees Since 1965 More Than 60 Offices Nationwide TABLE OF CONTENTS Page INTRODUCTION PROJECT DESCRIPTION ......................................................................................................... 1 SITE EXPLORATION PROCEDURES ....................................................................................... 1 Field Exploration ............................................................................................................. 1 Laboratory Testing .......................................................................................................... 2 SUBSURFACE CONDITIONS ................ , .................................................................................. 3 Area Geology ................................................................................................................. 3 Soil Conditions ............................................................................................................... 4 Groundwater Conditions ................................................................................................. 4 ENGINEERING RECOMMENDATIONS .................................................................................... 5 Geotechnical Considerations .......................................................................................... 5 Shallow Footings ............................................................................................................ 5 Shallow Footings - Construction Considerations ....................................................... 6 Auger-Cast Piles - Design Parameters ........................................................................... 6 Auger-Cast Piles - Construction Considerations ....................................................... 7 Soil Induced Uplift Loads ................................................................................................ 8 Grade BeamsNVall Panels .............................................................................................. 8 Floor Systems/Flatwork .................................................................................................. 9 Structural Floor Slab ................................................................................................. 9 Slabs-on-Grade/Flatwork .......................................................................................... 9 Excavation and Replacement (Reworking) ............................................................. 10 Select Fill ................................................................................................................ 11 Drainage Channel ........................................................................................................ 11 Utilities .......................................................................................................................... 13 Earthwork ..................................................................................................................... 13 Drainage ....................................................................................................................... 14 Area Paving .................................................................................................................. 14 Pavement Subgrade Treatment .............................................................................. 14 Pavement Sections ................................................................................................. 15 GENERAL COMMENTS .......................................................................................................... 16 APPENDIX A Figure Boring Location Diagram ............................................................................................................ 1 Logs of Boring ....................................................................................................................... 2-16 Key to Soil Symbols for Log of Boring ...................................................................................... 17 Cross Section A-A', .................................................................................................................. 1 8 Cross Section B-B'. .................................................................................................................. 19 APPENDIX B Logs of Boring (From August 1995) GEOTECHNICAL ENGINEERING REPORT COPPELL TRADE CENTER - BUILDING C COPPELL, TEXAS JOB NO. 94045423 January 14, 2005 INTRODUCTION The subsurface exploration and geotechnical engineering report for the proposed warehouse/office building to be located in Coppell, Texas has been completed. As proposed, ten borings were drilled on the project site at the approximate boring locations as shown on the Boring Location Diagram, Figure 1, in Appendix A. Five additional borings were drilled in the proposed drainage channel realignment. The individual boring logs are also included with this report. This report describes the subsurface conditions encountered in the borings, anatyzes and evaluates the test data, and provides recommendations regarding the geotechnical design and construction of foundations, floor slabs and pavements. In addition, general earthwork recommendations are provided. PROJECT DESCRIPTION The project site is located on the north site of Sandy Lake Road in Coppell, Texas. Proposed construction consists of approximately 195,845 square foot office/warehouse building. The building will be single-story. Maximum column loads are assumed to be 100 kips, or less. Surface parking and drives will surround the structure. We understand the structure will have a finish floor elevation of about 512.5 feet. The site is heavily wooded with areas covered in grass. In general, the site slopes downward toward the north and west. A drainage feature extends in a southwest-northeast direction through the center of the site. SITE EXPLORATION PROCEDURES Field Exploration Fifteen borings were drilled at the site between December 20 and January 4, 2005 at the approximate locations shown on the Boring Location Diagram in Figure I in Appendix A. Fieldwork was delayed due to the inaccessibility of drilling equipment due to wet ground conditions. Five borings were also drilled at the site in August of 1995. The results of these borings are included in Appendix B. Coppell Trade Center- Building C Job No, 94045423 January 14, 2005 Truck-mounted and ATV-mounted auger-drilling rigs were used to advance the borings. The soils were sampled using thin-walled tubes and split-barrel sampling procedures. The samples were extruded in the field, logged, sealed, and packaged to preserve their moisture content and reduce disturbance during transportation to the laboratory. The results of the field exploration program are presented on the Logs of Boring, Figures 2 through 16 in Appendix A. A key to log terms and symbols is presented on Figure 17. Cross section profiles are also included in Appendix A as Figures 18 and 19. Laboratory Testing The Logs of Bodng 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 sieve analysis (material passing #200 sieve) were performed on selected soil samples. These tests were used in conjunction with moisture content measurements to aid in classifying the soils and evaluating their volume change potential. Absorption swell tests were performed on selected samples of the cohesive materials. These tests were used to 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 and strength of these materials. The strength tests were used to assist in developing allowable bearing capacities for the recommended foundation systems. The results of the laboratory tests are presented on the Logs of Boring. Results of the swell test are presented in Table 1. TABLE 1 - SUMMARY OF SWELL TESTS Initial Final Swell Boring Depth Surcharge Moisture Moisture (%) No. (feet) (psf) (%) (%) B-9 6-8 850 16.4 18.2 0.0 B-10 4-6 600 17.2 17.4 0.0 B-11 6-8 125 13.2 17.2 4.5 2 CoppeliTrade Center- Building C ~erracon Job No. 94045423 January14,2005 B-12 2-4 350 18.4 21.4 3.1 B-12 6-8 250 9.0 16.1 2.0 B-13 4-6 600 16.0 17.2 0.6 B-13 8-10 500 14.2 18.4 4.2 B-14 2-4 350 20~4 21.1 0.3 B-15 0-2 125 23.6 24.9 1.1 SUBSURFACE CONDITIONS Area Geology The site is located on Fluviatite terrace deposits situated over the Woodbine formation. Fluviatile terrace deposits are of Quaternary Age. The Fluviatile terrace deposits typically consist of gravel, sand, silt and clay soils deposited by the Elm Fork of the Trinity River. The Woodbine is a series of ferruginous, argillaceous sands, laminated clays some of which are bituminous, ironstone and some gravel. The outcrop covers approximately the eastern third of Tarrant County and is 300 feet thick in some sections. Black Jack Oak and Post Oak timber the formation, which makes up the Eastern Cross Timbers Physiographic Province. Historically the Woodbine is a member of the "upper" or Gulf Series of Cretaceous age. It is characteristic of a highly destructive deltaic system that reworks the deposits. Sediments such as sands, silts, clays and gravels were deposited by rivers into the late Mesozoic Sea. The sediments were laid down as sand bars and sheets, sand and gravel terraces, lagoonal and estuarial clays and silts as well as other configurations. These deposits were then reworked to a greater degree by the wave action of the adjacent sea. As the sea encroached upon the land, the sediments were further reworked. Because of this geological activity, the Woodbine Formation is a highly variable mixture of highly active clays, sandy clays, silts, sand, and gravel. Large masses of very hard sandstone occur locally and are commonly referred to as boulders. Relatively firm shales are often encountered at varying depths below the surface. Additionally, the type material encountered may vary widely over very short distances both laterally and vertically. Sand layers and lenses, which are found throughout the formation, tend to serve as aquifers for subsurface runoff. Therefore, groundwater may be encountered on a seasonal basis. CoppellTrade Center- Building C Job No. 94045423 January14, 2005 'lrerr"'~on Soil Conditions The subsurface conditions varied somewhat across the site. The conditions encountered at the boring locations are depicted on the Logs of Boring. A description of the subsurface conditions is provided below. In general, the subsurface conditions consist of sandy clay, clay, silty clay, clayey sand and sand soils that typically extend from the ground surface to boring termination. The sandy clay, silty clay and clayey sand soils have liquid limits in the range of 25 to 48, and plasticity indices in the range of 11 to 28. The sandy clay and silty clay soils classify as CL by the Unified Classification System, the clayey sands classify at SC, and the sands classify as SP or SM. The clay soils present in the borings had liquid limits of 51 to 54, and plasticity limits of 32 to 36, and classify as CH by the USCS. Gray sandstone, gray limestone, and dark gray shale were present at depths of about 19 to 24 feet in borings B-6, B-7, and B-14. The sandstone, limestone and shale extended to the termination of these borings at a depth of about 25 feet. The sandy clay, silty clay and clay soils encountered at this site are considered moderately active with respect to moisture induced volume changes while the sand soils are considered relatively stable with respect to moisture induced volume changes. Active soils can experience significant volume changes (expansion or contraction) with fluctuations in their moisture content. Groundwater Conditions The borings were advanced in the dry using auger drilling techniques that allows shod-term groundwater observations to be made while drilling. Seepage was observed at depths of about 6 to 21 feet while advancing borings B-6 through B-10 and B-13. Groundwater levels were remeasured at depths of about 6 to 20 feet at the completion of drilling borings B-6 and B-8 through B-10. Borings B-7 and B-13 appeared dry at the completion of drilling. Groundwater seepage was not observed while advancing, or at the completion of drilling borings B-11, B-12, and B-14 through B-20. These groundwater level observations provide an indication of the groundwater conditions present at the time the borings were ddlled. Groundwater levels may be different at the time of construction. Groundwater conditions may change because of seasonal variations in rainfall, landscape irrigation, and runoff. 4 CoppellTrade Center- Building C Job No. 94045423 January14,2005 lrerracon ENGINEERING RECOMMENDATIONS Geotechnical Considerations Suitable foundations for this site include shallow and deep foundations to support the building structural frame. Suitable foundations for this project site are listed below together with a discussion of the merits and limitations of each foundation system. 1. Shallow Footin_..q~ - Shallow footings placed 3 feet below finished grade can be used to support the building loads provided the building pad is prepared utilizing a full-depth select fill option. Shallow square or continuous footings avoid the need for temporary casing to install the foundation. This footing type will experience greater total and differentia[ settlements than deep foundations. 2. Auqer-cast Piles - Auger-cast piles should bear at least 15 feet below finish floor elevation. Depths of about 30 feet could be required in the north portion of the building. The auger-cast pile will experience less total and differential settlements in comparison to shallow foundations. The auger- cast-pile construction does not require temporary casing as drilled shafts will most-likely require on this project. Design parameters for each foundation system are presented in the following report sections. The active clays soils present at this site can subject floor slab/flatwork to significant post- construction movements. Methods such as installation of select fill alone, or in combination with moisture conditioning the on-site soils will be required to reduce slab movements to more tolerable levels. If movements cannot be tolerated, a suspended floor system should be used at this site. Shallow Footings The following recommendations for shallow footings are based on the assumption that the building pad will be prepared utilizing a full-depth select fill option as described in Floor Systems/Flatwork. Footings should not be utilized in conjunction with moisture conditioning the soils in the building area. Individual or continuous footings should be situated a minimum of 3 feet below finish grade. Along the perimeter of the structures, footings should be situated 3 feet below the top of the flatwork, pavement or exterior grades, whichever is deeper. 5 Coppell Trade Center - Building C Job No. 94045423 January 14, 2005 '1 [ermn Individual footings can be designed for a maximum allowable bearing pressure of 2,500 psi. Continuous footings can be proportioned using an allowable bearing pressure of 2,000 psi. Minimum widths of 3 and 1.5 feet are recommended for individual and continuous footings, respectively. Settlements of properly constructed footings on in-situ soils or properly placed and compacted fills could range up to about 1 inch. Differential movements on the order of ~ inch may occur between adjacent equally loaded footings. Greater differential movements could occur between heavily and lightly loaded footings. Shallow Footings - Construction Considerations Excavation of the footings, placement of steel and concrete, and backfilling should proceed in a reasonably continuous manner. Water should not be allowed to stand in the excavations and loose soils should be removed prior to concrete placement. Soils loosened by construction activities should be compacted to a minimum of 95 percent of ASTM D698 at _+2 percent above the soil's optimum moisture content. Complete installation of individual footings or sections of continuous footings should be preferably accomplished in 48 hours. Should it take longer than 48 hours to complete the foundation or if rainy weather is likely, a 4-inch concrete seal slab is recommended to protect the bearing surface. The side walls of footing excavations are subject to caving. For this reason, forming the footings is recommended rather than casting the footings directly against the soil. Backfilling adjacent and over footings should proceed as soon as practical to minimize disturbance to the bearing strata. Backfilling should be accomplished using select fill soils inside the building area, and on-site or similar soils outside the building area. All backfill should be uniformly compacted to a minimum of 95 percent of ASTM D698 at +2 percentage points of the soil's optimum moisture content. Auger-Cast Piles - Design Parameters Auger-cast piles are installed by advancing a hollow-stem auger to a predetermined depth in the ground, and then pumping high-strength flowable cement grout into the hole through the bottom of the hollow auger as the auger is slowly withdrawn. The grout is pumped under relatively high pressure and a positive head of grout is maintained above the base of the auger during auger extraction. After the auger is completely removed, reinforcing steel is then placed. Full scale, on-site load tests are customarily performed on auger-cast piles to verify the desired capacity is achievable prior to construction. Several auger-cast-pile foundation systems have been installed in north Texas. While the foundation system is not 6 CoppellTrade Center- Building C Job No. 94045423 January14,2005 'lFerracon commonly used in the area, they have been used for similar soil conditions in other parts of Texas and around the country. Auger-cast piles should bear at least 15 feet below finish floor elevation or existing grade, whichever is deeper. Based on the topography of the site and a proposed finish floor elevation of 512.5, auger-cast piles will be installed to a minimum depth of 15 feet in the southern building area and to a minimum depth of about 30 feet in the northern building area. The auger-cast piles can be designed for skin friction resistance and end bearing resistance. They should be initially proportioned using an allowable bearing pressure of 10,000 psf. This value contains a safety factor of three. Additional load carrying capacity can be gained by using an allowable skin friction of 400 psf for that portion of the shaft below 10 feet in the overburden soils. This skin friction value may be used for compressive or tensile loads. A minimum center to center spacing of 3 pile diameters is recommended between adjacent piles. Uttimate load capacity and settlement of the auger-cast piles should be verified using load tests procedures as described in ASTM Dl143. Final design of the auger-cast piles and settlements should be based upon field load testing data. A safety factor of 2.0 (allowable capacity reduction) is recommended for auger-cast piles after the ultimate resistance is determined by the load test (ASTM D1143). Seventy to 80 percent of the foundation settlement of properly constructed auger-cast piles is expected to occur as the piles are loaded. The total settlement is estimated to range from 0.5 to 1 percent of the shaft diameter. Differential settlements of equally loaded drilled shafts are estimated to range from ~ to % of the total settlements. Auger-Cast Piles - Construction Considerations Auger-cast piles should be made by rotating a continuous flight, hollow-shaft auger into the ground to design depth. High strength grout shall then be injected through the auger shaft in such a way as to exert positive upward grout pressure on the auger flights and positive lateral earth pressure on shaft walls as the auger is being withdrawn. Grout used for the auger-cast piles should have a flow rate of 10 to 25 seconds when a % inch opening (Modified Corps. Of Engineers) flow cone is used. Three piles should be tested within the building footprint area prior to commencement of foundation construction using the ASTM Dl143 axial pile load test procedure. After completion of standard loading cycle of the pile load test, the pile should be reloaded until failure or at least three times the design load, whichever comes first. Test piles loaded to failure Should not become part of the permanent foundation system. Load testing should be performed by the auger-cast pile contractor in the presence of the geotechnicai engineer of 7 Coppell Trade Center - Building C Job No. 94045423 January 14, 2005 ll'erracon record and/or his designee. Cost of the load tests performed by the piling contractor should be included in the base bid price. Although not encountered at shallow depths in our borings, sandstone seams, layers or boulders are often encountered in this geology. These sandstones are very hard and often cannot be penetrated with augers. This may require special drilling techniques and/or specialized heavy equipment to penetrate the material. Auger-cast pile installations should be performed with equipment suitable to perform this work by a contractor with experience with subsurface conditions similar to those encountered at this site. We recommend the Terracon be retained to observe and document the auger-cast pile construction. The geotechnical engineer or his representative should document the shaft diameter, drilling elevation, tip elevation, elevation of butt, quantity of grout placed, reinforcement steel, plumbness, and the minimum penetration. Significant deviations from the specified or anticipated conditions should be reported to the owner's representative, the structural engineer and the geotechnical engineer. Soil Induced Uplift Loads The auger-cast piles will be subject to uplift as a result of heave in the overlying clayey sand, sandy clay and clay soils. The magnitude of these loads varies with the shaftJpile diameter, soil parameters, and particularly the in-situ moisture levels at the time of construction. For the conditions encountered at this site, the uplift load can be approximated by assuming a uniform uplift of 1,500 PSF over the shaft perimeter for a depth of 7 feet. An uplift force of 750 PSF can be used for moisture conditioned soils. The uplift forces can be neglected where existing soils are replaced with select fill. The shafts must contain sufficient continuous vertical reinforcing steel and embedment depth to resist the net tensile load. Grade Beams/Wall Panels All grade beams should be supported by the shallow footings, auger-cast piles or drilled shafts. A minimum void space of 4 inches is recommended between the bottom of grade beams and the subgrade. This void will serve to reduce 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. A void form should not be required beneath tiltwall panels. The grade beams should be formed rather than cast against earth trenches. Backfill against the exterior face of grade beams should be properly compacted onsite clays. Compaction Coppell Trade Center- Building C Job No. 94045423 January14,2005 1Brr~nn should be a minimum of 93 percent of ASTM D 698, at a minimum of +2 percent above the optimum moisture content determined by that test. Floor Systems/Flatwork Lightly loaded floor slabs placed on-grade will be subject to movement as a result of moisture induced volume changes in the active clays. The clays expand (heave) with increases in moisture and contract (shrink) with decreases in moisture. The movement typically occurs as post construction heave. The potential magnitude of the moisture induced movements is rather indeterminate. It is influenced by the soil properties, overburden pressures and to a great extent by soil moisture levels at the time of construction and moisture changes after construction. The greatest potential for post-construction upward movement occurs when the soils are in dry condition at the time of construction. Based on dry soil conditions, we estimate the potential magnitude of post-construction heave for slabs-on-grade at this site to be on the order of 2 inches. Structural Floor Slab A floor system structurally suspended above the subgrade is the only method of assuring the absence of distress due to subgrade movement at this site. A minimum vertical void or crawl space of 12 inches is recommended below a structurally suspended floor slab system. The bottom of the void should preferably be higher than adjacent exterior grades. If it is lower, provisions should be made to provide drainage of this space in the event water becomes trapped or seeps into this area. A ventilated and drained crawl space is preferred. Slabs-on-Grade/Flatwork Warehouse structures such as this typically use slab-on-grade construction in conjunction with a prepared subgrade to reduce expected movements. The level of acceptable movement varies with the user, but methods are normally selected with the goal of limiting slab movements to about one inch. Reductions in anticipated movements can be achieved by using methods developed in this area to reduce on-grade floor slab movements. The more commonly used methods consist of placing non-expansive select fill beneath the slab or a combination select fill in conjunction with moisture conditioning the site clays using excavation and replacement (reworking). However, the use of these methods will not eliminate the risk of unacceptable movements. The following discussion should be reviewed when the site grading plan is available. 9 CoppellTrade Center- Building C Job No. 94045423 January14,2005 l~rr'~-an It is estimated that slab movements on the order of 1-inch can generally be obtained by installing a minimum thickness of 5 feet of select fill beneath the floor slabs. Moisture conditioning 5 feet of the in-situ soils in conjunction with a minimum 1 foot cap of non- expansive select fill will also reduce floor slab movements to less than 1-inch. Slabs not capable of experiencing this level of movement should be structurally suspended as discussed above. Moisture conditioning can be achieved by excavation and replacement (reworking) as discussed below. It should be realized that even slab movements of %-inch can result in distress to floor coverings, interior partitions and finishes. Special provisions should be made to accommodate movement if slabs-on-grade construction is utilized. The moisture conditioning process should be extended beyond the building line to include entrances, sidewalks, and other areas sensitive to movement. Outside the building line, a single lift of select fill (6 to 8 inches) is recommended to reduce desiccation during construction. The select fill cap serves to retard desiccation of the moisture conditioned clays. Steps should be taken to prevent desiccation of the clays around the perimeter of the structure where the select fill cap feathers out, or the clays are exposed by cuts. If a full depth select fill option is utilized, the select fill should extend at least 5 feet beyond the building line or exterior footing and include entrances, sidewalks, and other areas sensitive to movement. A minimum thickness of 2 feet of on-site sandy clay soils should be placed above the select fill placed outside the building area to reduce the amount of surface water infiltration into the select fill layer. A properly designed and constructed vapor retarder should be provided beneath those portions of the slab, which will be carpeted, sealed, or receives moisture sensitive coverings. Excavation and Replacement (Reworking) The area to be treated should be undercut to at least 6 feet below finish subgrade to accommodate 5 feet of reworked soil and 1 foot of select fill beneath the floor slab. The exposed subgrade should be scarified to a depth of 8 inches and re-compacted to a minimum of 93 percent of Standard Proctor (ASTM D698) at a minimum of +3 percentage points above the soil's optimum moisture content. The excavated soils free of debris and rocks greater than 4 inches in maximum dimension 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 non-expansive select fill should then be placed above the reworked soils within 48 hours of completing the installation of the moisture conditioned soils. 10 Coppell Trade Center- Building C Job No. 94045423 January14,2005 SeleCt Fill The material used as select fill should be very sandy clay to clayey sand with a LL of less than 35 percent and a PI between 6 and 15 percent. 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 D698 maximum dry density within +2 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. Positive drainage must be provided away from the structure during and following construction to prevent the ponding of water in the select fill. Care must be taken that backfill against the exterior face of grade beams are properly compacted on-site days as discussed in the section Grade Beams/Wall Panels. Leave-outs in the floor slab should be protected from ponding water. Drainage Channel A drainage channel will be constructed on the site to drain from the west property boundary downward toward the north property boundary. This channel will extend in an east-west direction, north of Building D and south of Buildings A and B. The channel will then turn north between Buildings B and C, and extended to the north property boundary. The channel will be approximately 1,675 feet long and have a slope of approximately 0.52 percent. Pavements/drivelanes will cross over the channel at three locations along it's southern alignment requiring box culverts or pipes for the channel. Cuts as much as 10-feet and fills as much as 4-feet will be required for the channel alignment. Prior to placing fill in the channel, the subgrade should be stripped of all vegetation and topsoil. Any soft or pumping areas should be excavated to a firm subgrade and propedy backfilled. In areas receiving fill and with slopes greater than 4H:lV, the excavation should be benched to allow proper placement of new fill and to "break-up" a potential sliding surface. The subgrade should then be scarified to a minimum depth of 6 inches and compacted to a minimum of 95 percent of ASTM D698 maximum dry density at a moisture content in the range of -2 to +3 percent of optimum moisture. The fill materials should then be spread in loose lifts, less than 9 inches thick and uniformly compacted. Fill soils placed in the channel should consist of on-site soils or similar imported fill materials free of organic material and debris compacted to at least 95 percent of ASTM D 698 at a moisture content in the range of -2 to +3 percent of optimum moisture. The channel sides should be sloped to grade as flat as practical and should not be steeper than 4H:IV. Consideration should be given to providing erosion control (such as rip-rap, 11 CoppellTrade Center- Building C Job No. 94045423 January14, 2005 concrete liner, etc.) for the channel. As a minimum, vegetation should be established immediately following construction of the channel. Based on the conditions encountered in the borings, the bottom of the culverts/pipes will be .,,, . situated in n~tive sods or fill materials. A maximum allowable bearing pressure of 1,500 psf is recommended for culverts/pipes bearing in native soils or properly compacted fills. The lateral pressure appropriate for the design of the culvert and wing walls will be a function of the backfill material and the magnitude of any surcharge loads acting on the backfill. The lateral pressures presented are for an at-rest earth condition, which means that the below-grade wails are assumed to be rather rigid and very little, if any, deflection of the walls will occur. They also assume an undrained condition. TABLE 2 - EQUIVALENT FLUID PRESSURES Pressure Backfilt Material (pcf) On-site soils 105 Select fill, with Liquid Limit less than 35 and Pt between 6 and 15 90 The culveCJwall backfill limits should extend outward at least 3 feet from the base of the culvertJwall and then upward on a 1H:2V slope. For narrower backfill widths of select fill soils, the equivalent fluid pressures for the on-site soils should be used. The lateral earth pressure values do not include surcharge loads due to overburden, traffic, equipment, etc. Surcharge loads should be considered if they apply at the surface above the culvertJwall within areas defined by an angle of 45 degrees from the base of the culvertJwall. A lateral pressure coefficient of 0.5 is recommended for uniformly distributed surcharge loads. CulvertJwali backfill materials should be placed in loose lifts, less than 9 inches thick, and uniformly compacted to a minimum density of 95 percent of ASTM D698. Moisture content during placement of cohesive backfill should be within 0 to +5 percentage points of the optimum moisture content as measured in test method ASTM D698. Select fill materials should be placed at a moisture content within +2 percentage points of the soil's optimum moisture content. Properly compacted fill materials should be considered to have a moist unit weight of 135 pcf. 12 Coppell Trade Center - Building C Job No. 94045423 January 14, 2005 1Ferrar_~n Settlement of the backfill should be anticipated. Piping and conduits through the fill should be designed for potential soil loading due to fill settlement. Flatwork, sidewalks and pavements over fills may also settle. Backfill compacted to the density recommended above is anticipated to settle on the order of one percent of the fill thickness. 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 sandy clay soils, rather than granular materials. A positive cut-off at the building line is recommended to help prevent water from migrating in the utility trench backfill. Earthwork The on-site soils are suitable for use in site grading. Imported fill material Placed outside the building area should be a clean soil with a liquid limit less than 50 percent and no rock greater than 4 inches in maximum dimension. Imported fill materials placed within the building footprint and within 10 feet of the building perimeter should be a clean soil with a liquid limit less than 40 percent and no rock greater than 4 inches in maximum dimension. All fill materials should be free of vegetation, debris and other deleterious materials. Prior to placing any fill, the areas to receive fill will need to be stripped and grubbed. Any soft or pumping areas should be excavated to a firm subgrade 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 ASTM D698 maximum dry density at or above the optimum moisture content as determined by that test. The fill materials should then be spread in loose lifts, less than 9 inches thick and uniformly compacted. On-site or similar imported soils placed within the building footprint and beneath parking areas should be compacted to a minimum of 95 percent of ASTM D 698 maximum dry density at or above the optimum moisture content. Fill placed in landscape areas can be placed at a minimum of 93 percent of ASTM D 698 near optimum value. If filling is suspended and the subgrade becomes desiccated or rutted, it should be reworked prior to placement of a subsequent lift. Final slopes should be as flat as practical to reduce the possibility of creep and shallow slides. Particularly adjacent to site improvements, slopes of 4H:IV or flatter are preferred. Site improvements should be maintained away from the crest of slopes in order to reduce the affects of creep or shallow slides. 13 Coppell Trade Center- Building C Job No. 94045423 January14,2005 ll'~rr~c~n 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 structures 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 for at least 10 feet beyond the perimeter of the building. 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, padicularly if such movement would be critical. Consideration should be givei'~ to preparing the subgrade as discussed in the Slabs-on-Grade/Flatwork section of this report in sensitive areas. Where paving or flatwork abuts the structures, care should be taken that joints are properly sealed and maintained to prevent the infiltration of surface water. Planters located adjacent to the structures should preferably be self-contained. Sprinkler mains should be located a minimum of 5 feet away from the building line. If heads must be located adjacent to the structures, then service lines off the main should be provided. Roof drains should discharge on pavement or be extended away from the structures. Ideally, roof drains should discharge to storm sewers by closed pipe. Area Paving Pavement Subgrade Treatment Subgrade materials at this site are anticipated to consist of sandy clay and clay soils. 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 sections. Rigid (concrete) pavements may be placed on an unstabi[ized, properly compacted subgrade. A minimum of 6 percent hydrated lime (TxDOT Item 264), by dry weight, should be used to . treat the sandy clay and clay subgrade soils. 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 1 foot beyond the edge of the pavement. 14 Coppell Trade Center - Building C Job No. 94045423 January 14, 2005 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. Portland cement concrete is recommended in areas subject to truck traffic and should provide excellent service for other pavement areas. In employee parking lots and other areas not subject to trucks, a minimum of 5 inches of 3,000-psi concrete on an unstabilized subgrade is recommended. In areas subject to truck traffic, the following table summarizes the estimated number of allowable daily repetitions of a fully loaded tractor-trailer rig. The sections are based on the use of a minimum 28-day compressive strength of 3,500 psi and a 20-year design life. SECTioN REPET£TIONS 6" Concrete 5 7' Concrete 40 8" Concrete 90 The pavement will be subject to some movement due to volume changes in the clayey 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. 15 Coppell Trade Center - Building C Job No. 94045423 January 14, 2005 Seismicity Based on the 2000 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 dense soil or soft rock for the top 100 feet of the site soil profile. 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 of contaminated or hazardous materials or conditions. If the owner is concerned about the potential for such contamination, 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 express 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. 16 .I ~ B-1 PHASE III "B" ~ BUILDING PHASE II BUILDING 'O' ~ B-5 B-3 PHASE I B-7 BUILDING B-4 SANDY LAKE ROAD NOTE; BORINGS B-1 THROUGH 9-5 WERE DRILLED IN AUGUST, 1995 BORINGS B-6 THROUGH 8-20 WERE DRILLED IN DECEMBER AND JANUARY, 2004 ~OTE: BORING LOCATIONS ARE APPROXIMATE BORING LOCATION DIAGRAM COPPELL TRADE CENTER /1~ [~..~ r-r---orl SANDY LAKE ROAD COPPELL, TEXAS Project No.: 0 1 O0 200 FEET APPROXIMATE SCALE FIGURE 1 LOG OF BORING PROJECT: COPPELL TRADE CENTER- BUILDING C BORING NO. B- 6 Sandy Lake Road PROJECT NO. 94045423 DATE 12~20-04 Coppell, Texas SURFACE ELEVATION 497.0 CLIENT: The Holt Companies Addison, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger A ~ ~ ~.RBERG A LIMITS %) ~ ¢ ~ u~ GROUNDWATER INFORMATION: ~ · Tan and brown ~andy day P=I.0 2 ~N=2 ~ P=0.5 · Tan clayey sand ~i Tan sand - with ~a - trace clay 0/1.3" G~y sandstone 20 22 Gray limestone ~ I B.H. at 25.0' 26 28 30 N - STANDARD PENET~TION TEST RESISTANCE REMARKS: FIGURE T - ~DOT CONE PEN~ON RESISTANCE *Eleva6ons were estima~ f~ a to~mphi~l map prepar~ P - POCKET PEN~ROMETER RESISTANCE Me.tee Engin~ring. R - PERCENTAGE OF ROCK CORE RECOVERY 2 RQD - ROCK QUALI~ DESIGNATION LOG OF BORING PROJECT: COPPELL TRADE CENTER - BUILDING C BORING NO. B- 7 Sandy Lake Road PROJECT NO. 94045423 DATE 12-20-04 Coppell, Texas SURFACE ELEVATION 504.0 CLIENT: The Holt Companies Addison, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger A LIMITS %) ~ ~ -~ ~u GROUNDWATER INFORMATION: o z LU ~ ~ ~ Seepage observed at 14'. OW at completion. ~ ~ ' ~8 o ~ - - _ DESCRIPTION OF ST~TUM __ · ~ P:2.0 -- Tan sand ~ ~ .~.~ - with day 2~ -- '.'~ P:2.0 .~- -.~ 1: ,-:~ 18--' , Tan sand - with gravel 20 __, , ~59 - tra~ c~ay 24 ~ ~ Gray sandstone 26 B.H. at 25.5' N- STANDARD PENET~TION TEST RESISTANCE REMARKS: :IGURE T - ~DOT CONE PENET~TION RESISTANCE "Eleva~ons were estimat~ ~om a top~mphi~l ~p pre~r~ by p - POCKET PENETROMETER RESISTANCE Ma~tee Engin~ring. 3 R - PERCENTAGE OF ROCK CORE RECO~RY RQD - ROCK QUALI~ DESIGNATION LOG OF BORING PROJECT: COPPELL TRADE CENTER- BUILDING C BORING NO. B- 8 Sandy Lake Road PROJECT NO. 94045423 DATE 12-20-04 Coppell, Texas SURFACE ELEVATION 504.0 CLIENT: The Holt Companies Addison, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ATrERBERG Continuous Flight Auger ~ ~ LIMITS %) ~ u~ GROUNDWATER INFORMATION: O, z o :> ~ ~ Seepage obsewed at 15', Water at 15' at completion, uJ ~ ~ -~ z_ - z o ~ o W _ _ ~ ~ ~ ~ ~z a ~ ::: ,~ ,~ a: o ~. LC PL P; ~ oo g ~ ~ oo .o DESCRIPTION OF STRATUM __ · P=1.75 Tan sand · · - trace gravel and clay ·, ·. N=4 · · P=1.25 17 33 15 10 63 Tan sandy day - trace calcareous nodules 10 __ .'. lan sand · - trace gravel and day · o N=42 18 ~ ° i ° N=49 20 .%' 22 << 26 B.H. at 25.5' 28 3O N - STANDARD PENETRATION TEST RESISTANCE REMARKS: FIG U RE T - TXDOT CONE PENETRATION RESISTANCE *Elevations were estimated from a topographical map prepared by P - POCKET PENETROMETER RESISTANCE Macatee Engineering. R - PERCENTAGE OF ROCK CORE RECOVERY 4 RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: COPPELL TRADE CENTER - BUILDING C BORING NO. B- 9 Sandy Lake Road PROJECT NO. 94045423 DATE 12-21-04 Coppell, Texas SURFACE ELEVATION 510.0 CLIENT: The Holt Companies Addison, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger ~= ~ ~ O z ATTERBERG ~ ~ LIMITS,%) .~ ~u GROUNDWATER INFORMATION: ~o ~ [u > ~ ~ Seepage observed at 19' Water at 20' at completion z ~ z A ~ .,~ ~ ~ ~ - _ ~ ~o ~ < ~:z ~ o < ..~ ~ ~ LL PL PI ~ ~' ~ oo ~o DESCRIPTION OF STRATUM P=2.25 Tan and brown clay - trace sand and calcareous nodules 2 ·~ Tan, orange-tan and light gray silty clay 18 104 32 16 16 84 17 114 28 14 14 74 3.6 9.4 -with sand from 14'to 22' Gray clay - with orange-tan sand - B.H. at 26.0' N o STANDARD PENETRATION TEST RESISTANCE REMARKS: T - 'rXDOT CONE PENETRATION RESISTANCE *Elevations were estimated from a t0pographica~ map prepared by ,~,r,,~t~n FIGU RE P - POCKET PENETROMETER RESISTANCE Macatee Engineering. ~ R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: COPPELL TRADE CENTER - BUILDING C BORING NO. B-10 Sandy Lake Road PROJECT NO. 94045423 DATE 12-20-04 Coppell; Texas SURFACE ELEVATION 510.0 CLIENT: The Holt COmpanies Addison, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger ~ A3-1'ERBERG LIMITS %) ~ ~ ~" GROUNDWATER INFORMATION: ~ ~ ~ ~ ~ ~ ~ ~o ~ LL PL PI = [ ~ ~ 8 ~ DESCRIPTION OF ST~TUM ~ ~ . . P=3.o - Tan and brown sandy day 2-- P=3.0 . 4 ~ ~' ' ~ 105 28 16 t2 66 Tan sil~ clay - with sand 6~ 8 ~2~ - with clay 14 110 0.9 6.9 Orange-tan sand 18 2022 ~ N 28 Tan, orange-tan and gray clayey sand 24  N=16 26 B.H. at 25.0' N - STANDARD PENET~TION TEST RESISTANCE REMARKS: FIGURE T - ~DOT CONE PENET~TION RESISTANCE *Elevations were esfimat~ ~m a to~phi~l map pre~ bY ~ p - p~T PENETROMETER RESISTANCE Ma~tee Engineering. 6 R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALI~ DESIGNATION LOG OF BORING PROJECT: COPPELL TRADE CENTER- BUILDING C BORING NO. B-11 Sandy Lake Road PROJECT NO. 94045423 Coppell, Texas DATE 1-4-05 CLIENT: The Holt Companies SURFACE ELEVATION 518.0 Addison, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ATTERBERG Continuous Flight Auger  m ~ LIMITS %) -~ ~u GROUNDWATER INFORMATION: c) > ~ ~ NO seepage observed. Dry at completion. _~!oo - oD ~ o < .~ .... o ~ ~o LL PL PI :~ g~' ,,< o~ DESCRIPTION OF STRATUM P=l,0 Dark brown clayey sand IP=4.5+ 16 112 38 15 23 Brown, tan and gray sandy clay 8 P=4.5+ 14 118 16.9 9.9 12 __ Brown, tan and orange-tan clayey sand __ 6 44 14 N=30 16 18 2~ 22 24 N=19 B.H. at 25.0' 26 28 3O N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE 'Elevapons were estimated from a topographical map prepared by .~ FIGU RE P - POCKET PENETROMETER RESISTANCE Macatee Engineering. R - PERCENTAGE OF ROCK CORE RECOVERY 7 RQB - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: COPPELL TRADE CENTER- BUILDING C BORING NO. B-12 Sandy Lake Road PROJECT NO. 94045423 DATE t2-21-04 Coppell, Texas SURFACE ELEVATION 517.0 CLIENT: The Holt Companies Addison, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): A I I ~I-(I~RG Continuous Flight Auger ~ ~_il;'~_,,z, ~ LIMITS %) ~ ~u GROUNDWATER INFORMATION: O~ ~: ~X ~ ~ ~ NO seepage observed. D~y at completion. a ! ~ DESCRIPTION OF STRATUM lP=2.0 Gray-brown clay : ~1P--2.25 ' 2~ 106 415 18 28 Tan, brown and light gray sandy clay ,~!p=4.5+ 16 ~'10 28 ~4 14 · p=4- .5+ 5 113 7.6 1.3 10 Tan and orange-tan sand __ ' · N=20 Orange-tan, tan and light gray sandy clay 16 18 .i~;II.* - with gravel N 23 20  22 ' 101 5.5 4.2 Tan, gray and orange-tan shaley clay - with iron oxide partings 2__~ -- -- B.H. at 2S.0' 30 N - STANDARD PENETRATION TEST RESISTANCE REMARKS; FIGURE T - 'FXDOT CONE PENETRATION RESISTANCE -Elevations were estimated from a topographical map prepared by p - POCKET PENETROMETER RESISTANCE Macatee Engineering R - PERCENTAGE OF ROCK CORE RECOVERY 8 RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: COPPELLTRADE CENTER- BUILDING C BORING NO. B-13 Sandy Lake Road PROJECT NO. 94045423 Coppell, Texas DATE 1-4-05 SURFACE ELEVATION 517.0 CLIENT: The Holt Companies Addison, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger A~I'ERBERG ~ LIMITS %) ~ ¢ ~ ~ GROUNDWATER INFORMATION: uJ O~ Z C~ > ~ ~ Seepage otiserved at 6'. 0M at completion. > z _ ~ ~;E~ ~ LL PL PI ~ ~ ~ ~ DESCRIPTION OF STRATUM ~ ~ ~ P=1.5 Red-brown sandy clay ~ -- P=2.25 Tan, orange-tan and light gray sandy clay 4 P=4.5+ 17 113 40 16 24 =4.5+ 8 ~ ~P=4- .5+ 14 119 16.6 8.4 10 Brown, tan and orang.tan clayey 7 54 ~ ~=23 N=31 2[ 2;m 241 N=24 B.H. at 25.0' 26 28 30 N - STANDARD PENET~TION TEST RESISTANCE REMARKS: T-~DOTCONEPENET~TIONRESISTANCE 'Elew~onswemes~mat~ffomatog~raphi~lmapprepat~bY ~____~_ :IGURE P - POC~ PENETROMETER RESISTANCE Ma~tee Engineenng. R - PERCENTAGE OF ROCK CORE RECOVERY 9 RQO - ROCK QUALI~ DEStG~TION LOG OF BORING PROJECT: COPPELL TRADE CENTER- BUILDING C BORING NO. B-14 Sandy Lake Road PROJECT NO. 94045423 DATE 12-21-04 Coppell, Texas SURFACE ELEVATION 516.0 CLIENT: The Holt Companies Addison, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): A I I ~:K~ERG Continuous Flight Auger A LIMITS %) ~ ~_ x - , ,: GROUNDWATER INFORMATION: ~O z uJ ~> ~ ~ NO seepage observed. DP/at completion. ~ ~ ,~ ~ ~: o ~- LL PL PI ~ ~ ~ -~ ,~ o ~-. DESCRIPTION OF STRATUM P=2.§ Brown, tan and gray day - with sand layers P=2.2§ 21 104 51 19 32 74 IP=2.5 14 ~- P=3.0 Tan and brown sandy clay 16 18 -- ~ ........ Tan and gray silty sand 22 24 ~l---J==~'~lT=2'5"/100~ Dark gray shale B.H, at 25.0' 28 N - STANDARD PENETRATION TEST RESISTANCE REMARKS: FIGURE T - TXDOT CONE PENETRATION RESISTANCE *Elevations were estimated from a topographical map prepared by P - POCKET PENETROMETER RESISTANCE Macatee Engineering R - PERCENTAGE OF ROCK CORE RECOVERY '~ 0 RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: COPPELL TRADE CENTER- BUILDING C BORING NO. B-15 Sandy Lake Road PROJECT NO. 94045423 DATE 12-21-04 Coppell, Texas SURFACE ELEVATION 518.0 CLIENT: The Holt Companies Addison, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger A~I'ERBERG ~ LIMITS %) *~ "~ "~ I~ GROUNDWATER INFORMATION: > ~ ~ No seepage observed Dry at completion. ~O ~ S~:~:~ o~m~' LL PL PI :2- ~ .~ 8"°_ DESCRIPTION OF STRATUM P=1.5 25 96 48 20 28 Brown sandy cloy Brown, orangeqan and gray sandy clay  !P=2'5 a Orange-tan~ tan and light gray sandy clay Tan and orange-tan sil~ sand N=18 1 Tan sandy clay P=4.25 24~ Tan and gray shaley day P=4.5+ 26 B.H. at 26.0' 28 30 N - STANDARD PENETRATION TEST RESISTANCE REMARKS: FIGU RE T - TXDOT CONE PENETRATfON RESISTANCE .Elevations were estimated from a topographical ma p prepared bY P - POCKET PENETROMETER RESISTANCE Macatee Engineering. R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: COPPELL TRADE CENTER - BUILDING C BORING NO. B-16 Sandy Lake Road PROJECT NO. 94045423 DATE 12-31-04 Coppell, Texas SURFACE ELEVATION 510.0 CLIENT: The Holt Companies Addison, Texas PAGE 1 of FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous F~ight Auger A1 I ~KBERG A LIMITS ~ ~ "~ '~ GROUNDWATER INFORMATION: 0~ ~ uJ ~> ~ g NO s.page o~. D~ at ~mple~on. ~ 0 m m < z~mmm ........ o ~ o ~ eL PL PI ~ 8~~ ~ 8~ - DESCRIPTION OF ST~TUM ~ ' P=1.5 Tan and gray sandy clay 2 · P=4.5 9 25 14 11 50 6 8 __ ~~=34.75~ Tan clayey sand 10 12 1~ ~ffiP=4,5+ Brown sandy clay 1 ( ~ - with tra~ gravel P=4.5+ 20 B.H. at 20.0' 22 24 26 28 30 N - STANDARD PENET~T~ON TEST ~ES~STANCE REMARKS: FIGURE T - ~DOT CONE PENET~TION RESISTANCE *Eleva~onswerees~mat~froma~pogmphi~lmappre~redby P - POCKET pENETROM~ER RESISTANCE M~tee Engrafting ~ 2 R - PERCENTAGE OF ROCK CORE RECOVERY o, RQD - ROCK QUALI~ DESIGNATION LOG OF BORING PROJECT: COPPELL TRADE CENTER - BUILDING C BORING NO. B-17 ~andv Lake Road PROJECT NO. 94045423 - -'v ~.,.~..('or,~,,~, Texas DATE 1-4-05 CLIENT: The Holt Companies SURFACE ELEVATION 500.0 Addison, Texas PAGE 1 of 1 FIELD DATA lABORATORY DATA DRILLING METHOD(S): ATDERBERG Con*Jnuous Flight Auger ~ LIMITS %) ~ ~ ~ m GROUNDWATER INFORMATION: 0~ Z~ ~ >u~ ~ ~ Seepage 0bsen~ed at11'. Dryatcomp~etJon. o ~_ o ~_ ~_ ,,z, o ~ ~ 0 o < ........ ~ g~o ct. Pt. P~ = o~ · P=I.0 Tan and gray sandy day 2 4 86--~iiii55 2016 115 42 17 25 2.2 8.5 Tan and gray silty clay 1(3 - Tan silty sand 12 - with trace gravel 12 10 14 i N=21 16 2C B.H. at 20.0' 2~ N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T-TXDOTCONEPENETRATIONRESISTANCE *Eievationswereestimatedfromatopographicalmappreparedby 'l~"'~::a~l :IGURE P - POCKET PENETROMETER RESISTANCE Macatee Engineenng. R - PERCENTAGE OF ROCK CORE RECOVERY / ,.3 RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: COPPELLTRADE CENTER - BUILDING C BORING NO. B-18 Sandy Lake Road PROJECT NO. 94045423 Coppell, Texas DATE 12-31-04 CLIENT: The Holt Companies SURFACE ELEVATION 510.0 Addison, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ~ ~u~ ~ o ~u "~i ATTERBERGLiMiTS %) ~ -z ~z-u~ Continuous Flight Auger x ~ GROUNDWATER INFORMATION: O~ ;~ ~ ~ ~ g NO seepage observed, O~y at completion. -- 0© - >- z o ~- ~ ,,< o ~ DESCRIPTION OF STRATUM ~ mz~-c~<~ O~ ~ O~ LL PL PI ~ o m · Tan and light gray sandy clay s:>=1.75 Tan clayey sand - with trace gravel 4-- 6-- P=2.25 8 -- i P=1.75 14 -- P--4.5+ 7 37 16 18 P=4.5+ 20 B.H. at 20,0' 22 24 2e 28 3C N - STANDARD PENETRATION TEST RESISTANCE REMARKS: FIGURE T - TXDOT CONE PENETRATION RESISTANCE 'Elevations were estimated fi-om a topographical rnap prepared by P - POCKET PENETROMETER RESISTANCE Macatee Engineering. R - PERCENTAGE OF ROCK CORE RECOVERY 14 RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: COPPELL TRADE CENTER - BUILDING C SORING NO. B-19 Sandy Lake Road PROJECT NO. 94045423 DATE 12-21-04 Coppell, Texas SURFACE ELEVATION 510.0 CLIENT: The Holt Companies Addison, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger . ~ LIMITS %) ~ u~ GROUNDWATER INFORMATION: ~0 ;~ ~ ' ~ ~ ~ No seepage observed. DPJ at completion. ~ 0 < ..~ .... ~ g ~ LL PL: PI ~ ~ ~ DESCRIPTION OF STRATUM P=2.75 Dark brown day 2 __ ~ P=2.5 Brown day -- ~ ~ -- Tan clay - with ~l~reous nodules and deposes 6-- ~ P=1.25 16 54, 18 36 90 -- ~ P=4.5+ 1012__14 ~ P=4.5+ Tan clayey sand ~ N - STANDARD PENET~TION TEST RESISTANCE REMARKS: T - ~DOT CONE PENET~TION RESISTANCE *El~aaons were estimated from a to~mphi~l map prepared ~ 1~ FIGURE P - POCKET PENETROMETER RESISTANCE Ma~e Engin~dng. ~ 15 ~ R - PERCENTAGE OF ROCK CORE RECOVERY _, RQD - ROCK QUALI~ DESIGNATION LOG OF BORING PROJECT: COPPELL TRADE CENTER- BUILDING C BORING NO. B-20 Sandy Lake Road PROJECT NO. 94045423 DATE 12-21-04 Coppell, Texas SURFACE ELEVATION 506.0 CLIENT: The Holt Companies Addison, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ATTERBERG Continuous Flight Auger A LIMITS %) ~ ~ ~ ~ GROUNDWATER INFORMATION: O~ ~ ,,X, ~ ~ ~ "0 seepage observed. Dry at completion. o ,- o .~ - _ ~ ~w _ ozu - ~- d E ~ ?~z~.~.~ ~ ~o LL PL Pi ~ ~ ~ ~o~o DESCRIPTION OF STRA/UM P=3.75 Brown clay ' ==3.0 -- Tan sandy clay ! i~ Tanclayeysand - with gravel ~2.0 $ 12 ~=3.75 lan sil~ sand N--4 --28 B.H.-at 15.5' N - STANDARD PENETRATION TEST RESISTANCE REMARKS: FIGURE T TXDOT CONE PENETRATION RESISTANCE *Elevations were estimated from a topographical map prepared by P - POCKET PENETROMETER RESISTANCE Macatee Engineering. R - PERCENTAGE OF ROCK CORE RECOVERY '~ 6 RQD - ROCK QUALITY DESIGNATION KEY TO SOIL SYMBOLS FOR LOGS OF BORINGS KEY TO SOIL CONSISTENCY COARSE-GRAINED SOILS NO. OF BLOWS, N RELATIVE DENSITY PARTICAL SIZE IDENTIFICATION 0-4 Very loose BOULDERS: Greater than 300 mm 5-10 Loose COBBLES: 75 mm to 300 mm 11-30 Medium Dense GRAVEL: Coarse: 19.0 mm to 75 mm 31-50 Dense Fine: 4.75 mm to 19.0 mm OVER 50 Very Dense SANDS: Coarse: 2.00 mm to 4.75 mm Medium: 0.425 mm to 2.00 mm Fine: 0.075 mm to 0.425 mm SILTS & CLAYS: Less than 0.075 mm FINE-GRAINED SOILS STANDARD PENETRATION, CLASSIFICATION COMPRESSIVE STRENGTH, PSF BLOWS/FT. Very Soft Less than - 500 <2 Soft 500 - 1000 2-3 Firm 1000 - 2000 4-6 Stiff 2000 - 4000 7-12 Very Stiff 4000 - 8000 13-16 Hard More than - 8000 26+ KEY'TO DEILLING SYMBOLS ~ Undisturbed Sample -~ Distu~ed Grab Sample V Water Level at 33me ? of Ddlling Z Split Spoon Sample ~]~ Core Run ~ Final Water Level ~' Texas Hwy. Dept. PenetrationTest KEY TO SOIL CLASSIFICATIONS ..... OH-High plasticity ~.-1. FILL ..... orgaalc SILTS SC-Clayey SANDS ..... choys  CH-High plasticity fat ML-Low plasticity o~)0: GP-Poody graded ~'. · 0 GRAVELS CLAY inorganic SILTS ' CH-High plasticity fat MH-High plasticity GC-Clayey GRAVELS shaley CLAYS inorganic SILTS CL-Low plasScity lean SM-Silty SANDS silty CLAYS ~ SHALE sandy CLAYS ~ SANDS FIGURE 17 I LL] UO{I~Aa, I~{ APPENDIX B LOG OF BORING PROJECT: PREUMINARY 40 ACRE TRACT BORING NO. B- 1 Thweatt Road PROJECT NO. 42-1507~95 Coppell, Texas DATE 8-14-95 CLIENT: Parliament Realty Company SURFACE ELEVATION Dallas, Texas PAGE I of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ~ ~_ ..>5.~ ~: GROUNDWATER INFORMATION: o ~u ~ ~ Dry et comptet~on. ~ ~- ~ o z .., ~- ~ ~: - ~_ o ; I~1~1~'~ ~ ~ ~ <  o~ ~ z ~ z - o o o < ........ o ~'~ ~ ~ ~ ~ u~ DESCRIPTION OF ST~TU~ Heddish tan and light gray sandy cla~  P=4.5+ Brownish gray silty clay ~P=4.5+ 47 , 20 27 1  Brown and tan silty sandy clay 1 P=4.5 12 124 7.5 6.5 20 ~~~N= 12 Tan sand B.H. at 2~' N - STANDA~ ~TION TEST RESISTANCE REMARKS: T - TXDOT CONE ~N~TION RESISTANCE P - ~CK~ ~N~ROM~ER RESISTANCE R - ~RC~AGE OF ROCK CORE RECOVERY RQD - ROCK QUALI~ DESIGNATION LOG OF BORING PROJECT: PRELIMINARY 40 ACRE TRACT BORING NO. B- 2 Thweatt Road PROJECT NO. 42-1507-95 DATE 8-14-95 Coppell, Texas SURFACE ELEVATION CEENT: Parliament Rea[ty Company Dallas, Texas PAGE 1 of 1, FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous flight auger ~ A]I EHBERG ~ I~IMITS ;%) [ ~ ~ ~ ,~ GROUNDWATER INFORMATION: u) Z~ I- Z ~ ~ Seepage at 18', water at 23' at completion i i i §~ ~ o° ~- - --~ - ~ < ..; .... o ~ LL PL J ~ ~ ~ ~ ~ ~ ~ DESCRIPTION OF ST~TUM ~ ~ z ~ ~ ¢ ~ ~ ~ - - Brown, tan and light gray silty clay wkh reddish brown and brown sand p=2.5 5 Brown and grayish brown clay ~ ~P=4.5+ 55 23 32 1c ~ ~p=4.5 2( Tan sand with clay 25 ~Gray shale ~ ~ B.H. at 25' 3~ 3E I 40 N - STANDARD PEN~RATION ~ST RESlST~CE REMARKS: ~ T - TXDOT CONE ~NE ~ ~TION RESISTANCE P - ~CK~ ~OM~ER RESI~ANCE ~ R - ~RCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUAU~ DESIGNATION LOG OF BORING PROJECT: PRELIMINARY 40 ACRE TRACT BORING NO. B- 3 Thweatt Road PROJECT NO. 42-1507-95 Coppell, Texas DATE 8-14-95 CLIENT: ParJiament Realty Company SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): - w GROUNDWATER INFORMATION: ~ ~3 Seepage at 14', wate¢ at 13' at completion. ~ m z~¢= ~ PL PI ~ u~ ~ ~ DESCRIPTION OF STRATUM Gray and light gray sandy clay with reddish brown -- sandy clay ~eddish brown and brown ~and~ clag lC =~+ 25; 15 10 ~ Tan sandy clay w~h light gray sandy clay and gravel 15 ~P=3.6 34 16 18 Tan cemented sand 20 TC=I /10 Gray sandy shale with cemented sand layers 25 ,,. TC=0"/I~ ~ B.H. at 25' 30 35 40 N - STANDARD PEN~TION TEST RESISTANCE REMARKS: T - TXDOT CONE ~ON RESISTANCE ~ P - ~CK~ ~N~ROM~R RESISTANCE R - ~RCENTAGE OF ROCK CORE RECOVERY ~ ROD - ROCK QUAU~ DESIGNATION LOG OF BORING PROJECT: PRELIMINARY 40 ACRE TRACT BORING NO. B- 4 Thweatt Road PROJECT NO. 42-1507-95 Coppell, Texas DATE 8-14-95 CLIENT: Parliament Realty Company SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ~ ~ ,,x, :~ ~ GROUNDWATER INFORMATION: ~ u~ ~ ! ~ Dry at completion. ~ ~o~ < =:- ~ o < ........ o ~ ~ EL PL ~ = ~-- - DESCRIPTION OF ST~TUM __~r Reddish brown, brown and light gray sandy clay =4.5 + ~P=4.5+ 37 19 18  Reddish tan, brown and tan sandy clay w~h dark / ~ brown clay P=4.5 + 1~ ~ ~P=4.5+ 31 15 16 ~w (~SSIBLE FILL) Gray clay with brown and tan sandy clay 15 ~P=2.3 20 ~P=l.3 22 104 1.7 11.8 ~ ~ ~ Dark gray sandy clay 25 . B.H. at 3C 35 40 N - STANDARD PEN~RATION TEST RESISTANCE REMARKS: T - TXDOT CONE PEN~RATION RESISTANCE P - ~CK~ ~N~ROM~R RESI~ANCE R - ~RC~TAGE OF ROCK CORE RECOVERY RQD - ROCK QUAU~ DESIGNATION LOG OF BORING PROJECT: PRELIMINARY 40 ACRE TRACT BORING NO. B- 5 Thweatt Road PROJECT NO. 42-1507-95 Coppell, Texas DATE 8-14-95 CLIENT: Parliament Realty Company SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): - x w I~ GROUNDWATER INFORMATION: ~ ~ , z~== a~ ~ ~ P~ = ~ ~ ~ DESCRIPTION OF STRATUM Dark brown and dark red brown sandy silty clay ~P=4.s+ ',.;-~ P= 4.5 + G~ay sand 5 ~P=4.5+ 50 : 17 33 Gra~ clay w~h sand 18 115 17.4 8,1 ~ ~ Brown and tan clay w~h calcareous nodules 10~P=4-5+ 57 24 33~ ~~ ~ sandstoneReddish brown cemented sand w~h sandy clay and B.H. ~ 25' 40 N - STANDARD ~N~TION TEST RESISTANCE REMARKS: T - TXDOT CONE P~TION RESISTANCE P- ~CK~ ~N~ROM~ER RESISTANCE R - ~RCE~AGE OF ROCK CORE RECOVERY RQO - ROCK QUA~ DESIGNATION