The URL can be used to link to this page

Rolling Oaks MC-SY080211 GEOTECHNICAL ENGINEERING STUDY Proposed Rolling Oaks Memorial Center Freeport Parkway Coppell, Texas CTL Project No. DA08072.125 . CTLITHOMPSON x. "" -g ~ ':">~M" , /'" i t << 7 CTLITHOMPSON TEXAS,LLe February 11, 2008 City of Coppell 255 Parkway Boulevard Coppell, Texas 75019 Attn: Mr. Jim Witt Subject: GEOTECHNICAL ENGINEERING STUDY Proposed Rolling Oaks Memorial Center Freeport Parkway Coppell, Texas CTL Job No. DA08072-125 Dear Mr. Witt: CTL I Thompson Texas, LLC (CTL) has completed the geotechnical engineering study for the above referenced project, and herewith submits three (3) copies of our report. This report has been prepared and submitted in general accordance with our Proposal No. DA-Q7 -0362 dated December 13, 2007. Our firm appreciates the opportunity to be of professional service to the City of Coppell. We will be available at your request to discuss any questions which may arise concerning this report. If we can be of further assistance, please contact us. Very truly yours, CTL I Thompson Texas, LLC ~ Sri ~akar~n, P .E. Associate Engineer 1!~~, Principal "'\,,,"",\\\\\ ~. 't. 0 F r 1.t ~ ~\""""""~..t III ~C:J'..., ....:f.r.Pl p* ..' :;:~I p.....::................ ..~~~....~ ~.M~.Qt!!~Eb..~:....g..I~.B..~ ~~\ 32276 l~; " -....0 ". ..' cc; #"# llll'A'~S;~9.f.~.'i!/i/~~\~~G t1t,!ONA\. 'C. #" ""\'\\."Oo."'''~ Dist: Mr. Jim WiWCity of Coppell (2) Mr. Ken Baxter/J. Stuart Todd Architects (1) Mr. Richard Coffee/Hunt & Joiner (1) Mr. Mike Daniels/Nathan D. Maier Consulting Engineers (1) MLUSD/jp DA08072-125.rpt 10575 Newkirk St. Suite 780 I Dallas, Texas 75220 I Phone: 972-831-1111 Fax: 972-831-0800 9r TABLE OF CONTENTS CTL Project No. DA08072-125 INTRODUCTION GENERAL PROPOSED CONSTRUCTION SCOPE OF SERVICE 1 1 1 1 FIELD EXPLORATION AND LABORATORY TESTING GENERAL FIELD PROGRAM LABORATORY TESTING 2 2 2 3 SITE CONDITIONS GENERAL SUBSURFACE CONDITIONS SOIL PROPERTIES GROUNDWATER CONDITIONS POTENTIAL VERTICAL MOVEMENT 3 3 4 5 5 ENGINEERING ANALYSIS AND RECOMMENDATIONS STRUCTURES DRILLED SHAFT FOUNDATION SUPPORT General Design Considerations - Straight Drilled Shafts Construction Considerations - Straight Drilled Shafts General Design Considerations - Drilled and Underreamed Shafts Construction Considerations - Drilled and Underreamed Shafts Drilled Shaft Supported Wall Footings or Wall Grade Beams SPREAD FOOTING FOUNDATIONS BUILDING STRUCTURE FOUNDATIONS Structurally Supported Foundation and Floor System Conventionally Reinforced Monolithic Slab-on-Grade Foundations Post-Tensioned Slab-on-Grade Foundation Grade Beam Support Monolithic Slab-on-Grade Construction Considerations MOISTURE RETARDER CITY FEATURE AREA SELECT FILL MOISTURE CONDITIONING ON-5ITE SOILS PRESSURE INJECTION SIDEWALKS AND FLATWORK PAVEMENT RECOMMENDATIONS Subgrade Preparation Flexible Base Pavement Thickness Pavement Material Recommendations SOLUBLE SULFATES EARTHWORK Site Preparation Proof Rolling 6 6 7 7 8 9 10 11 11 13 13 14 16 17 17 18 18 19 20 20 21 21 21 23 24 24 25 25 25 26 Site Grading Utility Trenches Erodibility GENERAL DESIGN CONSIDERATIONS DESIGN REVIEW AND CONSTRUCTION OBSERVATIONS QUALIFICATION OF RECOMMENDATIONS LIST OF FIGURES BORING LOCATION PLANS LOGS OF BORINGS SOIL CLASSIFICATION CHART SWELL TEST RESULTS LIME vs PI SERIES TEST RESULTS LIME vs pH SERIES TEST RESULTS SOLUBLE SULFATE TEST RESULTS APPENDIX GENERAL SPECIFICATIONS FOR WATER PRESSURE INJECTION STRAIGHT PIPE ARRANGEMENT 7 26 27 28 28 29 30 FIGURE 1 FIGURES 2 to 19 FIGURE 20 FIGURE 21 FIGURE 22 FIGURE 23 FIGURE 24 7 GEOTECHNICAL ENGINEERING STUDY Proposed Rolling Oaks Memorial Center Freeport Parkway Coppell, Texas CTL Project No. DA08072-125 INTRODUCTION GENERAL This report presents the results of a Geotechnical Engineering Study for the proposed site in Coppell, Texas. This report has been prepared and submitted in general accordance with our Proposal No. DA- 07 -0362, dated December 13, 2007. PROPOSED CONSTRUCTION It is understood that this project will consist of a new City owned cemetery. The site is generally open ground with some tree cover. The Phase I area is generally flat but the overall site slopes to the east and the north end of the site slopes to the north. It is anticipated that generally shallow cuts and fills will be required during site development. The Phase I development will consist of a single pavilion, a columbarium, entry gates, a fence system, flag poles, a city feature area and related parking, access driveways, and walkways. Phase II will consist of a Mortuary and related parking. It is understood that structure loads will be light, with wood and light metal frames. A site layout plan was provided to CTL, which provided the proposed layout of the facility. Our field exploration was completed based on the site plan provided by the client. SCOPE OF SERVICE The scope of this study consisted of field exploration, laboratory testing, engineering analysis, and report preparation. The engineering evaluations conducted and recommendations developed for this study include the following: . General site subsurface stratigraphy conditions; · On-site subsurface material characteristics and their effects on design and construction; . Groundwater conditions; . Suitable foundation type and foundation design criteria; . Recommended pavement sections; · General geotechnical construction requirements; and 1r · Other geotechnical design and construction considerations related to the proposed construction. FIELD EXPLORATION AND LABORATORY TESTING GENERAL A field exploration and laboratory testing program was completed as a part of this study. The following sections provide a detailed description of our field and laboratory testing programs. FIELD PROGRAM Eighteen (18) borings were drilled for this project. The borings (B-1 through B-18) were drilled in the proposed building areas, fence areas and pavement areas. The borings were completed with a Mobile B-57 drilling rig. The approximate locations of the borings are shown on the Boring Location Plan, Figure 1. Sampling of the cohesive soils was performed using seamless tube samplers hydraulically advanced into the subsurface materials. The undisturbed tube soil samples were evaluated for consistency in the field with a pocket penetrometer. All undisturbed tube samples were extruded in the field, classified, wrapped in aluminum foil and plastic bags and placed in wax coated core boxes. Soil samples were also obtained in the test borings by driving a split-spoon sampler 18 inches into the subsurface materials using a 140 pound hammer free falling 30 inches. The number of blows for each 6 inches of penetration was recorded and the total number of blows required to drive the second and third 6 inch intervals constitutes the standard penetration resistance in blows per foot, referred to as the N value. A maximum of 50 blows without penetrating 6 inches is considered refusal. This value was used to evaluate the engineering properties of the soil layer. Logs of all ofthe test borings, presenting visual descriptions ofthe subsurface materials encountered are included as Figures 2 through 19. Sampling information and pertinent field data are also included. A Soil Classification Chart identifying the different symbols used on the Logs of Borings is included on Figure 20. S:\DA08072.000\ 125\reports\DA08072.rpt.doc 2 Proposed One Story Building Dallas, Texas eTl Job No. DA07592-125 ~ LABORATORY TESTING Soil samples obtained during the field exploration were visually classified by a geotechnical engineer in the laboratory. To aid in classifying the soils and determining their general engineering characteristics, a testing program was conducted on selected samples in general accordance with the following standards: Laboratory Test Moisture Content Atterberg limits Percent Passing No. 200 Sieve Overburden Swell Unconfined Compression (soil) Lime vs PI Series Lime vs pH Series Soluble Sulfates Test Standard ASTM D 2216 ASTM D 4318 ASTM D 1140 ASTM D 4546 B ASTM D 2166 ASTM D 3551 & ASTM D 4318 ASTM C 977 TxDOT Tex-145-E Results ofthe moisture content, dry unit weight, Atterberg limits, unconfined compressive strengths, and sieve analyzes are presented on the Logs of Borings, Figures 2 through 19. The results ofthe one- dimensional swell tests are presented on Figure 21. lime vs. PI and pH series test results are presented on Figures 22 and 23. Soluble sulfate test results are presented on Figure 24. SITE CONDITIONS GENERAL SUBSURFACE CONDITIONS The subsurface conditions at the site generally consist of a dark grayish brown sandy clay at the ground surface over much of the site. Moving north across the Phase I area, the soils become sandy with very sandy soils encountered on the north side of the site. The soils generally become yellow brown and sandy with depth. Sand was encountered below the site at depths ranging from 10 to 15 feet on the south side ofthe side to near the ground surface on the north end ofthe site. The sand was typically medium dense. Some shallow sandy clay fill soils were also encountered in several of the borings. S:\DA08072. 000\ 125\reports\DA08072. rpt.doc Proposed One Story Building Dallas, Texas CTL Job No. DA07592-125 3 T Review of the available geologic mapping indicates that the site is underlain by the Woodbine Formation. Geological descriptions indicate the residual soils consist of clay, sandy clay, and sand. Soils are typically grayish brown to dark grayish brown becoming yellowish brown with depth. Based on the results of the field and laboratory tests conducted for this investigation, the generalized subsurface stratigraphy at the site can be grouped into four strata and are summarized in the following table. Note that depth on test borings refers to the depth from the existing grade or ground surface present at the time of the investigation. Boundaries between the various soil types are approximate. SUMMARY OF SUBSURFACE CONDITIONS First Bottom of Stratum Description Encountered Stratum (ft) (ft) I FILL, clay, sandy clay, and sand, some gravel, 0 1-4 dark brown, reddish brown, grayish brown, vellow brown (1) II CLAY, fat, sliphtly sandy, grayish brown, dark 0-4 3-14 brown (CH) (2 III CLAY, sandy with calcareous de8Josits, 0-9 8-14'''' yellowish brown to grayish brown (Cl) ) IV SAND, clayey, light yellow brown to brown, with 0-12 3-17 calcareous nodules and deDosits (Sel (4) V SANDJ with trace clay, light yellowish brown, 3-17 20 - 25 ,VI lSP) (4 NOTE: (1) (2) (3) (4) (5) (6) Encountered only in Borings B-4, B-6, B-7, B-8, B-12, B-13, B-16 Not encountered in Borings B-5, B-15, B-17 and B-18 Not encountered in Borings B-2, B-3, B-7, B-8, B-10, B-12, B-13, B-14, B-15, B-16, B-18 Encountered in Borings B-3, B-9, B-14, B-15, and B-18 Not encountered in Borings B-2, B-7, B-8, B-10, B-13, B-15, B-16 and B-17 Bottom of Boring SOIL PROPERTIES The field and laboratory test results are summarized for each stratum and shown in the table, SUMMARY OF FIELD AND LABORATORY TEST. S:\DA08072 .000\ 125\reports\DA08072. rpt. doc Proposed One Story Building Dallas, Texas CTL Job No. DA07592-125 4 7 SUMMARY OF FIELD AND LABORATORY TESTS ENGINEERING FILL CLAY (CH) CLAY SAND (SC) SAND PROPERTIES Stratum I Stratum II Sandy (CL) Stratum IV (SP) Stratum III Stratum V -- MOISTURE 12 - 23 15 - 24 8-24 3-15 2 -12 CONTENT (%) UNIT DRY WEIGHT 110 86 - 108 102 -124 114-122 -- ( pct) LIQUID LIMIT (%) 28 - 66 51 - 61 23 - 48 34 - 39 14 -16 PLASTIC LIMIT Co/.) 13 - 25 22 - 24 13 - 21 15 -17 11 -12 PLASTICITY INDEX 19 - 41 29 - 37 10 - 27 19 - 22 3-4 (%) MINUS NO. 200 45 67 - 72 59 - 73 41 - 49 14-46 SIEVE (%) UNCONFINED 1.4 0.7 - 8.2 0.7 - 8.9 5.5 - 7.3 -- COMPRESSIVE STRENGTH (tst) SWELL, (%) -- 0-3.8 2.9-3.0 3.2-4.5 -- POCKET PEN. (tsf) 1.5-4.5 1.5-4.5 2.5-4.5 3.5-4.5 -- STANDARD PEN. -- -- -- 46-48 21 - 67 TEST (bpt) (1) Sandy mterval GROUNDWATER CONDITIONS Groundwater was not encountered in the borings during the field exploration. Groundwater levels should be anticipated to fluctuate with seasonal variations in precipitation and groundwater levels should be verified on this site prior to any underground construction. Particularly groundwater movement in sandy intervals on this site should be expected during and after periods of heavy rainfall. POTENTIAL VERTICAL MOVEMENT Atterberg Limits test results indicate that the fat and lean clay soils at the site have Plasticity Indices (PI's) which generally range from 10 to 37. These soils can be classified as moderately to highly plastic soil which will classify as CL and CH by the Unified Soil Classification System. Some of the deeper sandy soils had plasticity indices of 19 to 22. These soils will generally classify as clayey sands. These sandy soils can also be potentially active from a dry in situ moisture condition. The PI of a soil is an indication of the soil's potential to shrink or swell with changes in moisture content. The general relationship between PI and the volume change potential of a soil is shown in the following table. S:\DA08072 ,000\ 125\reports\DA08072 ,rpt.doc Proposed One Story Building Dallas, Texas CTL Job No. DA07592-125 5 T VOLUME CHANGE POTENTIAL VERSUS PLASTICITY INDEX PI Volume Change Potential 5-15 Low 15-25 Moderate 25-35 High 35+ very high It is known that shrink/swell potential is greater where expansive soils occur in significant thickness from the ground surface and in a climatic condition which allows wetting and drying of the soils. Based on the swell test results, the near surface clays, clayey sands, indicated swells of none to 4.5 percent. Swells of the deeper clays below 5 feet ranged from 1.5 to 3.3 percent. PVMs on the order of 2.5 to 3 inches are estimated for this site based on the dry moisture conditions of the soils. Clay soils should be prevented from drying once exposed during the construction. This could help limit potential movement of structures or pavements supported near the surface ofthe site. Potential movement may be reduced further by subgrade treatment of the dry clays and clayey sands. This will involve undercutting the dry soils, moisture treatment and replacement ofthe soils below the future structures and other areas which will be sensitive to movement. An alternate procedure consists of pressure injecting the soils. ENGINEERING ANALYSIS AND RECOMMENDATIONS STRUCTURES Subsurface conditions at this site consist of highly to moderately plastic fat clay and sandy clay soils with a low to moderately high swell potential. The sandy clays, and clayey sands which have moderate to low plasticity indices, can be expansive when they exist in a dry and dense in situ moisture condition. The active soils remain stable with constant moisture contents; however, a change in the moisture content will cause the soil to swell or shrink thereby potentially causing movement and possible damage to overlying structures. Based on the subsurface conditions observed in the borings at the site, the most positive method of controlling the effects of vertical movements due to soil heave or shrinkage over time would be to structurally support any structures which are sensitive to movement on drilled shafts extending to near the top of the sand. Where some potential movement S:\DA08072 .000\ 125\reports\DA08072.rpt.doc Proposed One Story Building Dallas, Texas CTl Job No. DA07592-125 6 7 can be tolerated, the building structures can be supported on more shallow soil supported foundations where the active soils have been moisture conditioned to reduce their swell potential. The lightly loaded building structures can be supported on shallow foundations which could experience some movement; therefore, a ribbed mat type foundation, typical for light residential construction is recommended. Design and construction recommendations for the foundation systems are presented in the following sections. The various structures planned at this site can generally be supported on several different types of foundation systems depending on loading and sensitivity to movement. The following table provides the various options: FOUNDATION TYPES FOR VARIOUS STRUCTURES Straight Drilled Drilled and Spread Monolithic Structure Type Shafts Underreamed Footings Slab-on- Shafts Grade Ribbed Mat Fence * * * Metal Frame * * * Pavilion Building Wood Frame * * * Columbarium Mortuary * * * Entrance Gate * * DRILLED SHAFT FOUNDATION SUPPORT General Design Considerations - Straight Drilled Shafts - Straight drilled reinforced concrete shafts situated in the medium dense sand may be used to support the proposed fence and entrance gate and the various building foundations. Straight Drilled Shaft Foundations should extend to a depth of at least 15 feet below the bottom of the fence or building grade beams, assuming the bottom of the fence or the structures will be constructed near existing grades. An allowable end bearing pressure of 7,000 psf is recommended for shafts bearing in the sand after a penetration of 15 feet below grade (F.S. 2.5+). An allowable side resistance of 375 psf may be considered to support axial loads after penetrating 8 feet below the final ground surface (F.S. 2+) The side resistance may be increased by 30 psf per foot of depth below the top of the sand. An allowable side resistance of 375 psf may be considered to resist uplift loads after penetrating 8 feet below the S:\DAOB072.000\ 125\reports\DA08072.rpt.doc Proposed One Story Building Dallas, Texas CTL Job No. DA07592-125 7 " final ground surface (F.S. 2+), and this side resistance may be increased by 30 psf per foot of depth below the top of the sand. Settlement of drilled shafts is estimated to be one inch, or less. Differential settlement between shafts is estimated to be less than one inch. The settlements of shafts will be primarily elastic with some of the settlement occurring during loading. The settlement response ofthe shafts will be impacted more by the quality of construction than by the response ofthe bearing stratum to the final structure loads. The drilled shafts should be spaced at a minimum spacing of 2.5 shaft diameters apart in order to utilize the maximum allowable bearing pressure and side resistance recommended. Closer spacing will require reduction in side resistance and possibly end bearing. A passive soil pressure may be considered to act on the shafts to resist lateral loads. A maximum allowable lateral resistance value of 1,000 psf is recommended in clay soils and 1,200 psf is recommended in sand below 10 feet from existing grade. Neglect the top 6 feet below the ground surface when considering lateral shaft resistance on straight drilled shafts. Due to the presence of highly plastic active clay soils at the site, we recommend that shafts be designed for a potential average uplift pressure of 1 ,000 psf to act on the top 8 feet of the drilled shafts. Structure dead load and side resistance in the deeper clays and medium dense to dense sands will provide uplift resistance. Construction Considerations - Straight Drilled Shafts Excavations for the shafts should be maintained in the dry. Groundwater was not encountered during the field exploration. Groundwater could be encountered at this site during and after periods of seasonal rainfall. The concrete should have a Slump in the range of 6 inches, plus or minus one inch. The concrete must be placed in a manner to avoid striking the reinforcing steel during placement. Higher slump ranges are typically required if the concrete will be placed by pumping. Compete installation of individual shafts should be accomplished within an 8 hour period in dry excavations and preferably as rapidly as possible in order to reduce deterioration of bearing surfaces and to reduce the chance of water accumulation at the bottom of the shaft excavation. S :\DA080n. 000\ 125\reports\DA080n .rpt.doc Proposed One Story Building Dallas, Texas CTL Job No. DA07592-125 8 7 General Design Considerations - Drilled and Underreamed Shafts As an option to the deeper straight drilled shafts, consideration may be given to use of drilled and underreamed shafts to support building structures and the fence and gate structures. These shafts could be subject to possible caving in some areas of the site due to sandy soils which can be encountered above the sands. The following recommendations are provided for drilled and underreamed shaft foundation design: Design Parameters Design Value Depth to Bottom of Underreams (1) 10 feet Bearing Stratum CLAY (CL-CH) (Stratum III) Minimum Underreamed to Shaft Diameter Ratio 2:1 Maximum Underreamed to Shaft Diameter Ratio 2.5:1 Maximum Allowable Bearing Capacity (F.S. = 2.5+) 4,000 psf . 11/ NOTE. Based on less than 2 feet of cut or fill to achieve final grades. The maximum allowable bearing capacity is based on a factor of safety of 2.5. Where the structure is subject to very temporary loads such as wind loads, the allowable bearing pressure may be increased by 15%. Where drilled and underreamed shafts are used, we recommend that the site grading plan be provided so that the shaft bottom elevation can be set below the bottom elevation of the planned building finish floor elevations. It is assumed that the fences will be constructed near existing grades. Where cuts or fills more that about 1.5 feet are required, CTL should be advised to determine ifthis will affect the recommended shaft depths. Foundation settlements will be primarily elastic with some of the settlement occurring during construction. Shaft settlement is estimated to be on the order of 1 inch, or less, with differential settlement of about75 percent of total settlement. In order to prevent the settlement effects of adjacent shafts, underreamed shafts should be spaced at least one underream diameter apart. The settlement response of the underreamed shafts will be impacted more by the quality of construction than by the response of the bearing stratum to the final structure loads. Vertical shaft reinforcing is recommended to be computed based on an average upward side pressure due to swelling of the expansive clay soils of 1,000 pounds per square foot (pst). This uplift pressure S:\DA08072 .000\ 125\reports\DA08072.rpt.doc Proposed One Story Building Dallas, Texas eTl Job No. DA07592-125 9 T should be uniformly applied over the perimeter of the drilled and underreamed shafts for a maximum depth of 8 feet from the top of the shaft. Permanent structure dead load forces may be considered to resist soil uplift pressures. Uplift pressure may also be resisted by soil pressure on top of the underream. A maximum allowable bearing pressure of 5,000 psf is recommended to resist uplift pressure on the top of the underream. The pressure has a factor of safety of two or more. A passive soil pressure may be considered to act on the shafts to resist lateral loads. A passive pressure of 1,000 psf may be considered to act on the sides of the drilled shafts below a depth of 6 feet. The pressures have a factor of safety of two or more. Underreamed shafts should be spaced at least one underream diameter apart in order to prevent the settlement effects of closer spacing. Construction Considerations - Drilled and Underreamed Shafts Excavations for the shafts must be maintained in the dry. Groundwater was not encountered in the borings at the time they were drilled. Groundwater is not anticipated to affect the construction of underream shafts founded at a depth of about 10 feet below the existing grades. However, seepage could be encountered at different depths if construction proceeds during a wet period of the year. In some cases, rapid placement of steel and concrete may permit underreamed shaft installation to proceed; however, if seepage rates reach a magnitude that does not facilitate the cutting of a clean underream with a proper bearing surface, or there is accumulation of water in the bottom of the shaft excavation, then some adjustment in the shaft depths may be required for proper installation. Test shafts can be drilled to verify the groundwater conditions before drilling on the site. Sandy soils could be encountered on this site near a depth of 10 feet. These soils could be subject to some sloughing and caving during drilling. Deeper shafts will encounter more sandy soils; therefore where cuts are required during site development, shafts to about 10 feet could encounter the deeper sands. Where caving is a problem during the installation ofthe underreams, the shafts will need to be extended as straight drilled shafts to depths recommended previously in Straight Drilled Shafts. The concrete should have slump of 6 inches, plus or minus 1 inch and must be placed in a manner to avoid striking the reinforcing steel during placement. Complete installation of individual underreamed S:\DA08072.000\ 125\reports\DA08072. rpt.doc Proposed One Story Building Dallas, Texas CTL Job No. DA07592-125 10 1P shafts should be accomplished within an 8 hour period in dry excavations and preferably as rapidly as possible in order to reduce deterioration of bearing surfaces. Allowable bearing capacity 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 underreamed shaft installations should be carefully observed by geotechnical personnel to help verify the bearing stratum, the total depth, the groundwater conditions, proper underreaming (belling) techniques, and to perform related duties. In addition to the above guidelines, the specifications from the Association of Drilled Shaft Contractors Inc., "Standards and Specifications for the Foundation Drilling Industry" or other recognized specifications for proper installation of underreamed shaft foundation systems should be followed. Drilled Shaft Supported Wall Footings or Wall Grade Beams The site exhibits potential vertical movements (PVM) on the order of several inches based on a dry moisture condition. All wall or gate grade beams, wall footings, cast-in-place walls or pier caps supported by drilled shafts should have a minimum void space of 6 inches below the member. This void will serve to reduce distress resulting from the swelling ofthe active soils. Structural cardboard void forms are an acceptable means of providing this void beneath cast-in-place structural members. Void forms must be maintained dry. Care must be exercised during concrete placement to avoid collapsing ofthe cardboard void boxes. A retainer is recommended on the sides ofthe voids to help reduce the possibility of the soil caving into the void spaces. It is recommended that wall or gate footings, pier caps, or grade beams be formed and not cast directly against the soil. Fill placed along the outside of structural members in landscaped or grassy areas should be on-site clays compacted in the moisture range of +1 to +4 percent to a minimum density of 94 percent of the maximum density determined by ASTM D 698. SPREAD FOOTING FOUNDATIONS Reinforced concrete spread footings can be considered as an alternate for support of the fence in areas where shallow sand is encountered during drilling the shafts. This condition was encountered in the area of Boring B-18 and could be encountered in other areas ofthe site. Shallow footing support S:\DA08072.000\ 125\reports\DA08072.rpt.doc Proposed One Story Building Dallas, Texas CTL Job No. DA07592-125 11 1r on clays or clayey sands is not recommended due to the possibility that the footings could experience excessive movement due to expansion of these soils. Footings supported on the sands could be subject some movement due to settlement. It is recommended that the footings not be supported on fill material. Any soft or loose layers existing at the bottom of the footing excavations should be undercut and replaced with lean concrete. It is recommended that footings be formed rather than be placed against the wall of the footing excavations. Design criteria for footings are recommended in the following table: FOOTING BEARING PRESSURES Material Type Recommended Maximum Allowable Estimated Footing Depth Net Bearing Footing (ft.) Pressure (pst) Movement (inches) SAND, (SP) - Stratum IV 3 (1) 3,700 (2) <1 (1) Depth below existing grades (2) Factor of Safety 2 Expected footing movement due to settlement is estimated to be on the order of one inch or less. This is based on a square footing size of about 2 to 3 feet with the maximum allowable bearing pressure. Higher loads resulting in larger footings could experience larger settlements. Footings can develop lateral resistance by friction along the bottom of the footing and also passive pressure against footing keys below the bottom of the footings. Passive pressure against the sides of shallow footings is not recommended. A passive pressure of 625 psf (F.S. =2) may be considered for footing keys below the footing. A friction factor of 0.35 may be considered between the bottom of the footing and the underlying sand to resist sliding along the bottom of the footings. All foundation excavations should be observed for proper size and bearing material before placing reinforcing steel or placing concrete. Bearing surfaces should be maintained dry and free of any loose matarial prior to plaeament of eonerete. Foundation conerete should be placed as soon as practical after completion of the footing excavations, placement of reinforcing steel and after observations to verify condition of the bearing surface and proper steel placement. Exposed footing bearing surfaces consisting of sand should be protected with a 3 to 4 inch thick seal slab to preserve the exposed bearing surface and also to prevent additional drying of the bearing soils unless this requirement is S:\DA08072.000\ 125\reports\DA08072. rpt.doc 12 Proposed One Story Building Dallas, Texas eTl Job No. DA07592.125 T deleted by the geotechnical engineer. Results of the field investigation indicate that no groundwater is anticipated at the recommended footing depths. However, if seepage is encountered during footing construction, then it can probably be controlled by ditching, sumps, and pumping around the perimeter ofthe excavation. Berms around the perimeter of excavations may be used to divert surface runoff away from the sides of the excavations until completion of the footings. BUILDING STRUCTURE FOUNDATIONS The surficial soils present at this site consist of moderately plastic clay soil and dry clayey sands with low to moderately high swell potential. These soils can experience volume changes with fluctuations in their moisture contents. It is understood that the pavilion and columbarium will be light construction with either a wood frame or a light steel frame. Details of the mortuary construction are not known; however, it is anticipated that this will also be a lightly loaded structure similar to residential construction. Lightly loaded ground supported foundations on this site will be subject to post construction movement as a result of moisture induced volume changes in the near surface clays. Based on the stratigraphy encountered in the borings, the potential movement of ground supported foundations or floor slabs are estimated to be on the order of 2.5 to 3 inches without any type of building pad preparation. Recommendations for the building foundation systems are provided in the following sections. Structurally Supported Foundation and Floor System A structurally supported floor system is considered the most positive method to reduce floor slab movement due to expansion or contraction of the underlying soils. Typically this type of foundation would be used in areas which are very sensitive to movement. The foundation grade beams should be supported on drilled shafts, either straight drilled or drilled and underreamed, as recommended previously. Where the foundation is structurally supported, the grade beams should be supported above a minimum 6 inch void as discussed previously. A minimum void space of 12 inches should be provided between the final bottom of the floor system and the underlying subgrade. The ground surface beneath the floor system should be graded such that any water which infiltrates into the void space will flow to a common collection area and be removed from underneath the proposed structure. S :\DA08072 .000\ 125\reports\DA08072. rpt.doc Proposed One Story Building Dallas, Texas CTL Job No. DA07592-125 13 7 In no instance should any water be allowed to collect or pond below or around the perimeter of the structure. Where the building crawl space is below the exterior grades, this condition increases the possibility that water can infiltrate below the floor system. In order to reduce the possible infiltration of exterior surface water into voids, it is preferable that the finish floor and void areas below the floor be above the exterior grades. Areas below structurally supported floor systems should be ventilated to reduce humidity in the crawl space area. Conventionally Reinforced Monolithic Slab-on-Grade Foundations This type of foundation will be suitable for the pavilion and the columbarium. This type of system can also be considered for the mortuary, assuming the features ofthis building will not be very sensitive to movement. This type offoundation is typically used for light construction. This type offoundation can be conventionally reinforced or a post-tensioned monolithic slab-on-grade. The foundation should be designed by a structural engineer to withstand the estimated vertical soil movements outlined in this report. Settlement of the monolithic slab-on-grade foundation system supported on the site's natural soils should not be a concern due to generally low bearing pressure exerted by the foundation. Where fill is placed or the soils below the building will be moisture conditioned, settlement of compacted fill is estimated to be less than one inch assuming a compacted fill depth of less than about 5 feet. The building pad should be prepared in accordance with the recommendations contained in this report. Settlement response of the foundation system will be influenced more by the quality of construction and any fill placement than by soil-structure interaction. Some settlement is expected to occur as the foundation is loaded during the construction. In order for shallow foundations to perform properly on these sites, they must be designed to resist and tolerate the estimated potential movements. The slab-on-grade foundation system must be designed with sufficient stiffness to reduce potential differential movements to structurally acceptable levels. Where fill is required above grade to support the building foundations, it is recommended that this fill be a select fill. Based on the conditions encountered in the borings and the pad preparation guidelines provided in this report, foundation design criteria are provided in the following table. S:\DA08072.000\ 125\reports\DA08072.rpt.doc Proposed One Story Building Dallas, Texas CTL Job No. DA07592-125 14 7 CONVENTIONALLY REINFORCED MONOLITHIC SLAB-ON-GRADE DESIGN PARAMETERS Building Pad PVM Weighted Climatic Soil Borings Preparation (inches) Plasticity Rating Support Index (Cw) Index None 3.2 32 20 0.84 8-12 24" select fill on (Pavilion) 3.5 feet of Moisture 1.0 30 20 0.85 Conditioned clay 12" select fill on 10 ft. Pressure 1.0 32 20 0.84 Injection None 2.6 28 20 0.87 12" select fill on 4 B-4 feet of Moisture 1.0 28 20 0.87 Conditioned clay (Columbarium) 12" select fill on 10 ft. Pressure 1.0 28 20 0.87 Injected Clay None 2.6 29 20 0.86 12" select fill on 4 feet of Moisture 1.0 29 20 0.86 B-5 & B-6 Conditioned Clay (Mortuary) 24" select fill on 3 feet of Moisture 1.0 28 20 0.87 Conditioned Clay 24" select fill on 10 ft. Pressure 1.0 28 20 0.87 Injected Clay IJ PVM based on Test Method Tex-124-E, or swell test results Recommendations for the moisture treatment are included in the section MOSITURE CONDITIONED BUILDING PAD. Pressure injections should meet the requirements provided in the section PRESSURE INJECTION. Select fill should meet the requirements provided in the section SELECT FILL. It is recommended that a qualified engineering technician working under the direction of the project geotechnical engineer or structural engineer observe the grade beam excavations and placement of reinforcing steel prior to placing concrete. It should be verified that the foundation bearing areas are S:\DA08072 .000\ 125\reports\DAOB072. rpt.doc Proposed One Story Building Dallas, Texas CTL Job No. DA07592-125 15 7 level and free of loose soil, and/or debris prior to placing reinforcing steel and concrete. In no case should the exposed bearing surfaces become wet prior to placing concrete. Post-Tensioned Slab-on-Grade Foundation Various factors are required to evaluate this type offoundation system based on the Post-Tensioning Institute's CPTI) design methods. These include the Thornthwaite moisture index, moisture velocity, percent of clay fraction, depth to constant suction, suction value and predominant clay mineral. Design criteria for a foundation system designed in accordance with the current addition of the Post-Tensioning Institute's CPTI) manual, Design of Post Tensioned Slabs-on-Ground and engineering judgment are presented in the following table: POST-TENSIONED MONOLITHIC SLAB-ON-GRADE DESIGN PARAMETERS Differential Edge Moisture Movement, Ym Variation Distance, Boring Building Pad (inches) em No. Preparation (feet) Center Edge Center Edge None 1.5 2.3 5.5 4.75 B-12 Pad Preparation (Pavilion) to Reduce Potential 1.0 0.8 5.5 4.75 Movement to one inch None 1.4 2.0 5.5 4.75 B-4 Pad Preparation (Columbarium) to Reduce Potential 1.0 0.8 5.5 4.75 Movement to one inch None 1.4 2.0 5.5 4.75 B-5 & B-6 (Mortuary Pad Preparation to Reduce Potential 1.0 0.8 5.5 4.75 Movement to one inch Note: See previous table for various methods to reduce potential movement to one inch S:\DA08072.000\ 125\reports\DA08072.rpt.doc Proposed One Story Building Dallas, Texas CTL Job No. DA07592-125 16 ,. Grade Beam Support The grade beams bearing on the natural undisturbed soils or on properly compacted fill should be designed for a maximum allowable bearing pressure of 2,000 pounds per square foot. Grade beams should extend at least 6 inches into natural, undisturbed soils or into properly compacted fill soils. The beams should also extend a minimum of 15 inches below the final exterior grades. The exterior of grade beams around the perimeter of the structure should be carefully backfilled with on-site soils. The backfill soils should be placed at moisture contents between optimum and 4 percent above the soil's optimum moisture content. The exterior fill around the outside of the grade beams should be compacted to at least 93 percent ofthe maximum dry density as determined in accordance with ASTM D 698. The use of a free draining sand or gravel material as fill around the outside perimeter of the grade beams is not recommended. Consideration can also be given to supporting building structure grade beams on drilled shafts, either straight drilled or drilled and underreamed. Generally, the monolithic slab-on-grade foundation grade beams supported on drilled shafts do not have voids below the grade beams. The drilled shafts serve primarily to prevent downward movement due to settlement or shrinkage of soils around the perimeter ofthe foundation. Drilled shafts should be designed and constructed as recommended previously in this report. Monolithic Slab-on-Grade Construction Considerations The clay soils encountered at the site can be excavated using normal construction equipment. Foundation excavations should be observed by the geotechnical engineer or his representative to determine if the slab and grade beams will bear on satisfactory materials. Loose material should be removed from the bottoms of all foundation grade beam excavations. Soil exposed in the bottoms of all satisfactory fou ndation excavations should be protected against detrimental changes in conditions, such as disturbance, rain or excessive drying. Surface runoff should be drained away from excavations and not allowed to pond in structural excavations. Concrete for grade beams should be placed as soon after completion of the excavations as possible. It is recommended that all vegetation be stripped from the building pad areas. Where moisture conditioning is performed, the soils should be undercut the required depth. The subgrade soils should then be scarified to a depth of 8 inches and be re-compacted and the undercut soils replaced as recommended in the section MOISTURE CONDITIONED BUILDING PAD. Select fill should then be S:\DA08072. 000\ 125\reports\DA08072. rpt.doc Proposed One Story Building Dallas, Texas CTL Job No. DA07592-125 17 7 placed to the grade required for support of the foundation. The select fill should be placed and compacted as recommended in the section SELECT FILL MATERIAL. Soft surface areas identified during compaction will need to be undercut and re-compacted as recommended. Pressure injection of the building pad soils should follow recommendations provided in the section PRESSURE INJECTION. MOISTURE RETARDER A properly designed moisture retarder is recommended below on-grade building floor slabs where floor coverings or painted floor surfaces will be applied with products which are sensitive to moisture or if products stored on the building floors are sensitive to moisture. The use of polyethylene sheeting placed directly below the slab will serve as a moisture retarder, but may increase the possibility of cracking of the slab during curing. Procedures for installation of vapor retarders are recommended in AC1302, Section 3.2.3. CITY FEATURE AREA It is understood that an area will be constructed west of the pavilion which will consist of flatwork, planters, flag poles and possibly other landscape features which could be sensitive to movements. Based on the conditions encountered in Boring 8-11 and other borings in the area, some moisture conditioning of the soils which will be below this area is recommended in order to reduce the movement to more acceptable levels. The following table provides guidelines for moisture conditioning the soils to reduce future movement potential of the active soils below this area of the site. CITY FEATURE AREA Boring Subgrade Preparation PVM (inches) B-11 None 2.9 2 ft. of select fill over 2.5 feet of undercut and moisture conditioned clay soil 1.3 2 ft. of select fill over 3.5 feet of undercut and moisture conditioned clay soil 1.1 1 ft. of select fill over 10 feet of pressure injected clay 1.0 Z) PVM Calculated by TxDOT 124-E S:\DA08072.000\ 125\reports\DA08072.rpt.doc Proposed One Story Building Dallas, Texas CTL Job No. DA07592-125 18 ~ Recommendations for the moisture treatment are included in the section MOSITURE CONDITIONED BUILDING PAD or the section PRESSURE INJECTION. Moisture conditioning should extend about 3 feet outside the limits of the paved area. Select fill should meet the requirements provided in the section SELECT FILL. It is recommended that the areas around f1atwork should slope such that water will not pond next to the flatwork or other ground supported structures. Above grade planters should have sealed bottoms and drains to discharge excess water. Vertical moisture barriers can be considered if any areas next to flatwork will be heavily watered. These moisture barriers can consist of heavy polyethylene sheeting or other impervious materials which will prevent flow of moisture from very wet areas outside the f1atwork to below the structure. A depth of at least 4 feet below grade is recommended. Flatwork should have some slope to reduce the possibility of future ponding on the pavement surface due to soil movements. SELECT FILL The material used as select fill should be a sandy clay or clayey sand with a liquid limit of less than 40 and a plasticity index between 4 and 15. A minimum of 25 percent of the soil should pass the No. 200 sieve. The material should be spread in loose horizontal lifts, less than 9 inches thick, and be uniformly compacted to a minimum of 95 percent of the maximum Standard Proctor Density between minus one (1) and plus three (3) percentage points above its optimum moisture content as determined by ASTM 0-698. Prior to placing the select fill, the clays below the select fill should be moisture conditioned by undercutting, moisture conditioning, and re-compacting to the recommended depth, or pressure injection of the soils. It is recommended that the select fill placement begin immediately after the subgrade has been prepared by undercutting and moisture conditioning or pressure injection. Positive drainage must be provided away from the structure to reduce the ponding of water in the select fill. Care must be taken to make sure that backfill against the exterior face of grade beams consists of properly compacted on-site clay. The select fill should not extend outside the limits ofthe structure except under sidewalks or f1atwork constructed around the perimeter of the structure. S:\DA08072.000\ 125\reports\DA08072. rpt.doc Proposed One Story Building Dallas, Texas CTL Job No. DA07592-125 19 T MOISTURE CONDITIONING ON-SITE SOILS The existing clay subsoils, below the recommended select fill section, can be excavated to the recommended depth, moisture conditioned and placed back into the excavation in 8 inch loose lifts and re-compacted. The excavated soils should be moistened to between 2 and 5 percent above the optimum moisture content and compacted to a minimum of 95 percent of maximum density determined by ASTM D 698. The exposed subgrade should be scarified to a depth of 8 inches and re-compacted in a similar manner prior to replacing the moisture conditioned soils. Any unstable areas identified during compaction of the subgrade should be undercut to firm material and backfilled with properly compacted fill material placed as indicated in this section. PRESSURE INJECTION A set of General Specifications for this process are included in the Appendix of this report. Compliance with these specifications is essential if maximum benefits are to be gained. We recommend the injection process be observed on a full time basis by qualified personnel. Even with the best of techniques, average moisture increases of more than 2 to 3 percent are difficult to achieve with a single injection. Depending on the moisture levels existing prior to injection, multiple additional injections are often necessary to obtain or approach the desired moisture levels. Based on the soil conditions encountered at the time of drilling and sampling, the soils were hard and these soils may be difficult to be effectively injected. Based on the dry soil conditions encountered, a minimum of 3 injection passes over the injected area should be made prior to taking samples for moisture evaluations. When the active soils are dry and dense, multiple injections may be necessary and the desired moisture levels may not be achieved. Some of the soils on this site are dense and dry. Some re-hydration of these dry soils may occur after periods of significant rainfall; however, it is doubtful a significant depth of soil will be affected. The cost of the additional injections and testing and the impact on the construction schedule should be considered when using this technique to increase the soil moisture contents. Injections should extend at least 5 feet outside the perimeter of the buildings and to the outside limits of sidewalks around the perimeter of the buildings. It should be noted that the injected soils typically swell and the ground surface can heave some during and after pressure injections. The geotechnical engineer's representative should observe the injection S:\DA08072 .000\ 125\reports\DA08072.rpt.doc 20 Proposed One Story Building Dallas, Texas CTL Job No. DA07592-125 7 operations and a post-treatment evaluation should be performed to determine ifthe pressure injection operations have achieved the required results. Ifthe required results have not been achieved by initial passes, additional injections should be performed and the results evaluated again by the geotechnical engineer. The pressure injection operation and subsequent evaluation should be conducted in accordance with the General Specifications for Water Pressure Injection presented in Appendix A. SIDEWALKS AND FLATWORK Sidewalks and f1atwork around the structure can be subject to movement due to expansion of the dry shallow clay soils encountered during this investigation. Where sidewalks and f1atwork are constructed around the structures, they can be subject to unacceptable soil related movements. Where the near surface clays have become desiccated, they can be undercut a minimum of 3 feet, moisture conditioned and replaced with controlled compaction to reduce movement potential. Deeper undercuts may be necessary in any areas which will be very sensitive to movement. Procedures for undercutting and re-compaction of the clays have been discussed in this report for reducing soil expansive movements below a ground supported floor slab. Consideration can be given to placing about 8 inches of select fill above the clays after they are moisture conditioned and re-compacted. A sand cushion is not recommended below the sidewalks. Recommendations for f1atwork and side walks have been included in the section CITY FEATURE AREA. PAVEMENT RECOMMENDATIONS Subgrade Preparation On site surficial soil will generally consist of moderately plastic clays and sandy clay soils. Shallow cuts will generally extend into these soils. Clay soils will provide relatively poor subgrade support for pavements. Lime stabilization of clays and sandy clay soils will generally improve the support characteristics of the subgrade, in addition to enhancing the workability of the clays and reducing water infiltration into the underlying subgrade and potential movements under the pavements. The recommended subgrade support for the various pavement options is indicted in the section Pavement Thickness. After rough grading in planned pavement areas has been performed, it is recommended that all final soil subgrades be observed and sampled, to verify the most appropriate percent of hydrated lime for S:\DA08072.000\ 125\reports\DA08072.rpt.doc Proposed One Story Building Dallas, Texas CTL Job No. DA07592-125 21 7 the subgrade stabilization. For establishing project budgets, it is estimated that the subgrades can be stabilized to a depth of 6 inches with 8 percent (38 Ibs/sq.yd.) hydrated lime. It is emphasized that some sandy soils will be encountered either as natural sands or as fill soils. The limits ofthese sandy areas should be identified and they may need to be undercut and replaced with soils which can be lime stabilized. Optionally, reduced percentages of hydrated lime may be appropriate or light duty pavements can be placed on compacted sands with out stabilization. A final evaluation of areas which are not clays can be made after rough grading is completed. If borrow material from other areas of the site or off site are required to elevate pavement areas above the existing grades, the properties of these materials could vary from the near surface soils in the area of the exploration and should be evaluated. It is our recommendation that the subgrade be observed once rough grading is complete in order to provide more accurate recommendations for the subgrade stabilization. The stabilized soils should be compacted to a minimum of 95 percent of the maximum density in a moisture content range of +2 to +5 percent of the soilllime mixture's optimum moisture content as determined by ASTM 0698. Minimum stabilized subgrade depths of6 inches are recommended below the bottom of the proposed pavement. Stabilization of the subgrades should extend at least one foot outside the perimeter of the pavement. Project specifications should allow for a 48 hour mellowing period between initial and final mixing of the soils stabilized with hydrated lime. After initial mixing, the subgrade should be lightly rolled and maintained at a moisture content range at least 2 percent above its optimum moisture content until final mixing and compaction. The pH ofthe lime treated soil should be at least 12.4 at the time of final compaction. The following gradation requirements are recommended for the stabilized materials prior to final compaction: Minimum Passing 1-3/4" Sieve 100 Minimum Passing No.4 Sieve 60 S :\DA08072.000\ 125\reports\DA08072. rpt.doc Proposed One Story Building Dallas, Texas CTL Job No. DA07592-125 22 T All non-slaking aggregates retained on the No.4 sieve should be removed prior to testing. The prepared subgrade should be protected and moist cured or sealed with a bituminous material until the pavement materials are placed. Finished pavement subgrade areas should be graded at all times to minimize ponding and infiltration of excessive moisture on or adjacent to the pavement subgrade surface. Flexible Base As an option to lime stabilization for pavement subgrades where small isolated areas will be paved on this site, consideration can be given to use of a crushed limestone flexible base material. This base material should be placed on a compacted subgrade. Prior to placing the flexible base, the subgrades should be proof rolled and then scarified to a depth of 8 inches. Clay subgrades, which will support the flexible base, should be compacted to a minimum density of 95 percent ofthe maximum dry density and in the range of plus 1 to plus 5 percent above the soil's optimum moisture content as determined by ASTM D 698. A minimum 5 inch flexible base thickness is recommended above the compacted subgrade in Light Duty pavement areas and a minimum 6 inches of flexible base is recommended in Heavy Duty pavement areas. The aggregate flexible base material should comply with the Texas Department Of Transportation, Standard Specifications For Construction Of Highways Streets And Bridges (TxDOT) Item 247, Grade 1 Type A guidelines. Aggregate base satisfying the requirements should be placed on the compacted subgrade. The flexible base should be moistened to within 2 percent of its optimum moisture content and compacted to at least 95 percent of the maximum density as determined by ASTM D 698 (Standard Proctor). The soil subgrade prior to paving should be uniform as practical in both moisture content and density. In all areas to be paved, subgrade earthwork operations should be performed under the supervision of qualified contractor personnel working in conjunction with the project geotechnical or materials testing engineer. Adequate field density tests should be performed on the final compacted subgrade throughout all areas to be paved. S:\DA08072 .000\ 125\reports\DA08072 .rpt.doc Proposed One Story Building Dallas, Texas CTL Job No. DA07592-125 23 T Pavement Thickness Pavement sections are recommended for the parking areas and driveways at this facility. These sections are based upon two (2) assumed traffic conditions at the site, which include 1) light automobile traffic in the parking areas and internal streets which will be subject to only automobile traffic and 2) areas subject to heavy traffic consisting of trash dumpsters and miscellaneous delivery trucks. Additionally, in any pad areas subject to loading of refuse (dumpster) trucks, a minimum 7 inch thick reinforced concrete pavement section on a minimum 6 inch thick lime stabilized subgrade or 6 inch flexible base is recommended. The following recommended pavement sections are based on general characterization of the subgrade soil and on the assumption that the subgrade will be prepared in accordance with the Subgrade Preparation subsection. Rigid Pavement Material Thickness, Inches Section Light Duty Heavy Duty Portland Cement 5.0 7.0 Concrete Lime Stabilized Subgrade or Flexible 6.0/5.0 6.0 Base Total Pavement 11.0/10.0 13.0 Section Pavement Material Recommendations Recommendations regarding material requirements for the various pavement sections are summarized below: . Reinforced Concrete - The concrete should conform to ASTM C-94 (Standard Specifications for Ready-Mixed Concrete). A minimum 28 day compressive strength of 3,500 psi is recommended for light duty pavement. Concrete for heavy duty pavement areas should have a 28 day compressive strength of 4,000 psi. The concrete should be placed with a slump and air entrainment consistent with the American Concrete Institute (ACI) guidelines for this region and climate. Adequate reinforcement should be used to maintain the pavement as an integral S:\DAOB072.000\ 125\reports\DAOB072.rpt.doc Proposed One Story Building Dallas, Texas CTL Job No. DA07592-125 24 9r structural unit in the event that cracks develop in the pavement. Control joints should not be spaced greater than 15 feet on center each way. · Pavement Reinforcina Steel: It is recommended that pavement reinforcement comply with the requirements of ASTM designation A615, Grade 60. SOLUBLE SULFATES Concrete that comes into contact with soils can be subject to sulfate attack. We measured water- soluble sulfate concentrations in four samples from this site. The soluble sulfate test results are presented on Figure 24. Concentrations were measured between 0.014 and 0.016 percent. Test results indicate that the near surface soils have generally low sulfate concentrations. Sulfate concentrations less than 0.1 percent indicate Class 0 exposure to sulfate attack for concrete that comes into contact with the subsoils, according to the American Concrete Institute (ACI). For this level of sulfate concentration, ACI indicates any type of cement can be used for concrete that comes into contact with the subsoils. Sulfate concentrations on the near surface soils were low enough that sulfate induced heave due to reactions with hydrated lime should not be a concern during or after pavement subgrade stabilization. EARTHWORK Site Preparation Before construction, care should be taken to see that any deleterious materials present are removed from the site. Excavations into the overburden soils could be made using conventional methods, consisting of varying sizes of backhoes, dozers or front end loaders depending on the depth of excavations. Care should be exercised during the grading operations at the site. The traffic of heavy equipment, including heavy compaction equipment, may create a general deterioration of the surficial clay soils. Therefore, it should be anticipated that some construction difficulties could be encountered during periods when these soils are saturated and that it may be necessary to improve, dry, remove or avoid the saturated soils. S:\DA08072 .000\ 125\reports\DA08072. rpt.doc Proposed One Story Building Dallas, Texas CTL Job No. DA07592-125 25 ~ Proper drainage should be established so that ponding of surface runoff does not occur and cause construction delays. Where seepage is encountered during construction, sloping excavation bottoms to a sump or a low point and use of conventional de-watering equipment may be necessary. Control of site surface drainage should be maintained at all times during construction so that drainage is directed away from open excavated areas. Proof Roiling It is recommended that all subgrade areas which are not undercut and moisture conditioned be proof rolled after rough grading is complete in order to verify the subgrade stability. Areas requiring fill should be proof rolled and then re-compacted prior to placing any fill. Proof rolling is generally accomplished using a heavy pneumatic tired roller. Other types of equipment may be used in limited access areas. Any soft areas identified should be undercut to firm material and replaced with compacted soils. Soft areas identified by proof rolling should be undercut to firm material. The resulting voids may be brought back to the required grades by either placing clean undercut clay soils or placing borrow soils exhibiting similar classifications to the removed soils. These soils should be compacted to the density and moisture content ranges recommended for clay fill soils. After proof rolling is complete, the subgrades should be prepared as recommended in the following sub-sections. Site Grading The on-site sandy clay soil may be used for establishing pavement grades in the area of any new pavement or flatwork and in open areas, if required. The on-site sandy clay soils will not meet requirements for select fill and are not recommended to be used in the building pad areas for above grade fill. The building pads should be prepared as recommended previously. Care should be taken that the fill materials and areas to receive fill are free of any vegetation, roots, debris, large rocks or other objectionable material. Areas requiring placement of fill should be stripped of any surface vegetation and organics. Prior to placing any fill, the sandy clay subgrades should be proof rolled and then scarified to a depth of 8 inches. Subgrades which will receive any fill material, should be compacted in the range of plus 1 to plus 5 percent above the soil's optimum moisture content to a minimum density of 95 percent of the maximum dry density determined by ASTM 0 698. Sandy clay fill material should be placed and compacted to the same moisture and density requirements as indicated for the subgrades. These S:\DA08072.000\ 125\reports\DA08072.rpt.doc 26 Proposed One Story Building Dallas, TexaseCTL Job No. DA07592-125 7 relatively high moisture levels are intended to reduce post construction heave of the re-compacted clays. Each lift of fill material should be uniform as to material, density and moisture content before beginning compaction. Clods or lumps of material should be broken down and the material mixed by blading, harrowing, discing or similar methods so that a uniform material of uniform density is secured in each lift. Water required to bring the material to the proper moisture content for compaction should be evenly applied through each lift by such methods as may be necessary. Any soft or spongy area or any areas of suspected unstable soils or existing fill material encountered during construction which will support new fill material should be proof rolled. Unstable areas identified by proof rolling should be undercut to a firm subgrade and backfilled with properly compacted fill material placed as indicated above. Earthwork operations should be performed under the supervision of qualified personnel working in conjunction with the project geotechnical engineer. Field density tests should be performed on the compacted subgrades and each lift of embankment fill. Care should be exercised during the grading operations at the site. The traffic of heavy equipment, including heavy compaction equipment, may create a general deterioration ofthe surficial fill material. Therefore, it should be anticipated that some construction difficulties could be encountered during periods when these soils are saturated and that it may be necessary to improve, remove or avoid the saturated soils. Utility Trenches Open cut trench excavations will be made during site utility installations. The subsurface conditions encountered were clay fill, sandy clay and deep sand. Utility trenches, excavations, and surface irregularities should be backfilled with properly compacted on-site materials or select fill. Compaction criteria should follow guidelines provided previously for clay fill or select fill. Current OSHA Code of Federal Regulations, stipulates than any excavation deeper than 5 feet in which workmen will enter, shall be shored, laid back to a stable slope, or be provided with some other means of protection. Prior to excavation, the contractor should provide a trench safety plan approved by a qualified professional S:\DA08072.000\ 125\reports\DA08072.rpt.doc Proposed One Story Building Dallas, Texas CTL Job No. DA07592-125 27 " engineer for excavations deeper than 5 feet. The minimum OSHA requirements for trench bracing regarding size and spacing of members are presented in 29 CFR 126, Subpart P, Appendices C thru F. Care should be taken to keep equipment and stockpiled materials a minimum distance equal to the depth of the excavation from the outside edge of any excavations to minimize possible slope failure caused by these surcharge loads. Erodibility In general, the site's natural soils, when exposed, will be subjected to surface erosion during construction. To reduce the effects of erosion, proper utilization and placement of hay bales, erosion filter fences, certain ground covers and construction grading should be considered. GENERAL DESIGN CONSIDERATIONS All grades must be adjusted to provide positive drainage away from the structure, pavements or flatwork. Water permitted to pond in planters, open areas, or areas with unsealed joints next to the structures can result in on-grade slab or pavement movements which exceed those indicated in this report. It is emphasized that predictions of moisture related differential movements indicated in this report are based on empirical calculations and previous experience. In some cases movements can exceed those predicted, particularly when unusual sources of water become available to any underlying clays. Exterior sidewalks and pavements supported above the on-site clays are subject to possible post construction movement. This movement typically occurs due to expansion of shallow clays which support sidewalks, flatwork and pavements, particularly in areas which are subject to irrigation water or surface runoff. Flat grades should be avoided to prevent possible ponding, particularly next to the buildings due to soil movement. Positive grades away from the buildings should be used for sidewalks and flatwork around the perimeter of the building in order to reduce the possibility of lifting of this flatwork, resulting in ponding next to the structures. Where movement ofthe flatwork is objectionable, procedures recommended in the section sidewalk and flatwork should be considered to reduce soil expansive movements. The potential for movement of the flatwork will be greatly increased if the surficial clays have become desiccated due to seasonal drying prior to construction. These soils were in a generally dry condition at the time of this investigation. S:\DA08072.000\ 125\reports\DA08072.rpt.doc Proposed One Story Building Dallas, Texas CTL Job No. DA07592-125 28 " Joints next to the building should be thoroughly sealed to minimize the infiltration of surface water. Where concrete pavement is used, joints should also be sealed to prevent the infiltration of water. Since some post construction movement of pavement and flatwork may occur, joints around the building should be periodically observed and resealed where necessary. Roof drains should be discharged well away from the structures, by closed pipe systems. It is recommended that roof drains not be allowed to discharge on concrete flatwork or pavement areas next to structures. Gutters and down spouts should carry runoff water a minimum of 5 feet from the completed buildings. Care should be taken to insure that joints around the structures are sealed to prevent the infiltration of water. landscaping should be planned to avoid the application of significant irrigation water adjacent to the structures. Care should be taken to maintain the moisture conditions constant around the perimeters of pavements, flatwork and foundations. Plumbing and water lines which pass through slabs should be pressure tested prior to placement of concrete. DESIGN REVIEW AND CONSTRUCTION OBSERVATIONS In order to evaluate design consistency it is recommend that CTl be provided the opportunity for a general review ofthe final foundation and site preparation plans and specifications, to determine that the recommendations presented in this geotechnical report have been properly interpreted. To minimize potential schedule changes this review should be provided before the documents are in the final review stage. Construction observation by a geotechnical engineer or experienced geotechnical technician, in CTL's opinion, is essential to help verify that the construction is in accordance with the intent of the recommendations provided in this report and the project plans and specifications. Observations during construction should include: . Verification of bearing strata for installation of foundations; . Observation of clean-out of drilled shaft excavations; . Observation of reinforcement placement; . Observation of concrete placement; . Observation and testing of subgrades for pavements and buildings S :\DA08072.000\ 125\reports\DA08072. rpt.doc Proposed One Story Building Dallas, Texas CTL Job No. DA07592-125 29 .9r . Observation and testing of fill materials in structural areas, and . Evaluation of site groundwater conditions. QUALIFICATIONS OF RECOMMENDATIONS The findings and recommendations presented in this report are based on the assumption that subsurface conditions do not vary appreciably from those encountered at the borings. The subsurface information presented in this report does not constitute a direct or implied warranty that the subsurface conditions at the boring locations can be directly interpolated or extrapolated. Subsurface conditions which are different from those disclosed by the borings may be found during construction. This report was prepared by CTL to aid in the evaluation of the site and to assist in site preparation and design ofthis project. We have developed our conclusions and recommendations in accordance with generally accepted professional geotechnical engineering principles and practices. We make no other warranty either express or implied. Our conclusions are based on the results ofthe field exploration, laboratory tests, and our interpretation of subsurface conditions. If conditions prior to or during construction appear different from those described in this report, we should be notified so that we may review and verify or modify our recommendations. The reproduction of this report, or any part thereof, supplied to persons or agencies other than the client should indicate that this study was made for design purposes only and that verification of the subsurface conditions for purposes of construction activities (i.e., excavation, groundwater conditions, access, etc.) are the responsibilities of others. S:\DA08072.000\ 125\reports\DA08072. rpt.doc Proposed One Story Building Dallas, Texas CTL Job No. DA07592-125 30 ..--------...---- "tIa::o ::000 O"tll '-"tI1 mmz a'G) -il z -.., 0 Om)> . >< A 0)>00 )>oos:: o m ~ s:: -....J 0 r;-> ;0 ~ - N )> 01 I a m z -i m ;0 FREEPORT PARKWAY ;:u C OJ -< ;:u o )> o C--- ~ )( ~ ~xt ~ I I ~ III UI I I )( .x. x I I . J::=a - OJml .~ OXO ;:U'""C(,) -I)> o- r zO-f ,,~ m- m G);:u- xC"') )>0 "tl~ G) 'm -fz Ocn 00 ~)> m -1"tl ;:U"TI o"tl Z :::0:::0 -< -<0 0 CJ~ oS:: ~~ 2m " p, G) 0 c C"') :::0 ~ m ..... 0 z ~ r- ~ r- r r- r- ~ .., Q, CI c; ;,1 I - I Iii LOG OF BORING NO.: B-1 7 CLIENT: City of Cappell LOCATION: Coppell, Texas PROJECT NAME: Rolling Oaks Memorial Center RIG TYPE: Mobile B-57 DRlWNG CONTRACTOR: MH Drilling LOGGED BY: MH, MLL SURFACE CONDITIONS: grassy, level DATE(S) DRILLED: 1/21/08 GROUND ELEVATION: N1A PROJECT NO.: DA08072-125 FIELD DATA LABORATORY DATA DRILLING METHOD(S): 4" Solid Flight Auger ';11. ~ ';11. ci ';11. III GROUNDWATER INFORMATION: Dry during drilling and after ~ ..J ..: w ';11. ~ t: III 0: 0 completion. z III X W ~ III >< :2 :2 ~ (.) w ';11. w en 0 ~ Z 11. IX: ';11. 0 >- C) 11. ~- (.) III W 0 ~ ~ ~ REMARKS: Boring was backfilled with cuttings at the completion z 11. (.) :2 ..: i 0 ~ w ~ ~ 0 i ~ w (.) of drilling. ~ ..J III W en (.) ::i 0 z 0 ~ w w W IX: Z - ::i (.) 0 z ii: IX: X ..J ..J ~ ;:, W ..J 0 i= i= z III 11. 11. 0 ~ 0 ..J III 0 ~ ! :Ii ..J III ~ I 5 III ~ ;:, (.) ..J 11. (5 a :5 z (5 w :i w i z GEOTECHNICAL DESCRIPTION Q ii: :E 0 ::i 11. 11. ;:, III 0.0-1.0 ST P=2.0 21 CLAY, very stiff to hard. dark gray brown (CH) 1.0-2.0 ST P=2.5 2.0-3.0 ST P--4.5 21 105 1.4 60 24 36 'I 3.0-4.0 ST P=3.75 4.0-5.0 ST P=4.5 16 16 5- 7 7.0-8.0 ST P=4.5 15 114 1.5 56 23 35 67 CLAY, with calcareous nodules, hard, grayish brown to light brown (CH) 9 9.0-10.0 ST P--4.5 11 124 8.9 CLAY, SANDY, with calcareous deposits, hard, grayish brown to 10- orangish brown (Cl) 13 13.5-15.0 55 N=30 4 30 :.:.i~}~( SAND, with traces of clay, dense to very dense, dry, light yellowish .:.{:.::~:~:.: :~t::{:~? brown (SP) 15- :.:.:::.~./:. ::{\:~~~~:: ...~....:.~.~:: ::{:)~:r: 18.5-20.0 55 N=61 .::f)::f;t 20 20- Boring was terminated at a depth of 20 feet 25- -3v FIELD TEST SAMPLE TYPE N. PENETRATION TEST RESISTANCE - BLOWS/INCHES AC = Auger Cuttings ST = Shelby Tube p. POCKET PENETRATION RESISTANCE - TONs/SQ FT R. ROCK CORE RECOVERY - % CS = California Sampler SS = Standard Split Spoon ~. ROCK QUALITY DESIGNATION - % _ D' nUlIcuo:-r RC = Rock Core TC = THO Cone CTL I Thompson Texas, LLC FIG. 2 ..- - ..... - ..... r- r ..... r ... C) ~ 'g.1 ~ - I i N - .. I en - LOG OF BORING NO.: B-2 7 CLIENT: City of Coppell LOCATION: Coppell, Texas PROJECT NAME: Rolling Oaks Memorial Center RIG TYPE: Mobile B-57 DRILLING CONTRACTOR: MH Drilling LOGGED BY: MH, MLL SURFACE CONDITIONS: grassy, level DATE(S) DRILLED: 1/21/08 GROUND ELEVATION: N1A PROJECT NO.: DA08072-125 FIELD DATA LABORATORY DATA DRILLING METHOD(S): 4" Solid Flight Auger ~ u.. ~ ci ~ II) GROUNDWATER INFORMATION: Dry during drilling and after I- ....I ...: w ~ ~ I- f1I a: 0 completion. u.. z m % w &&. f1I ><- :I :Ii I- 0 W ~ w in 0 I- Z 11. II: ~ e 0 > C!I w 0 ~ 11. ...: ~ 0 f1I REMARKS: Boring was backfilled with cuttings at the completion z 11. 0 :I ...: :E 0 e :.:: w ~ I- 0 :E ~ N W 0 I- ....I f1I W in 0 ::::; ci z 0 of drilling. &&. w W W II: Z - ::::; 0 0 z ii: II: % ....I ....I I- ::I W ....I e i= i= f1I Z ell l- e l- II 11. e f1I ....I 5 ~ ~ ::I 0 11. ! ....I ~ W 0 ..J (5 ~ a z (5 w ~ W ....I :E z GEOTECHNICAL DESCRIPTION e ii: :I e f1I ::::; 11. 11. ::I II) 0.0-1.0 ST P=2.5 21 51 22 29 CLAY, very stiff to hard, dark gray brown (CH) 1.0-2.0 ST P=3.0 2.0-3.0 ST P=4.5 18 3.0-4.0 ST P--4.5 4.0-5.0 ST P--4.5 5 -5- ST P--4.5 CLAY, hard, yellowish brown (CH) 5.0-6.0 7.0-8.0 ST P=4.5 ~ 8 Boring was terminated at a depth of 8 feet 10- 1-15- -20- -25- vv FIELD TEST SAMPLE TYPE N. PENETRATION TEST RESISTANCE - BlOWSIINCHES AC = Auger Cuttings ST = Shelby Tube p. POCKET PENETRATION RESISTANCE - TONSlSQ FT R. ROCK CORE RECOVERY - % CS = California Sampler 55 = Standard Split Spoon RQD. ROCK QUAUTY DESIGNATION - % _a'n......""T RC = Rock Core TC = THO Cone T. CTl I Thompson Texas, llC FIG. 3 LOG OF BORING NO.: B-3 ~ CLIENT: CIt)< of Coppell PROJECT NAME: Rolling Oaks Memorial Center DRlWNG CONTRACTOR: MH Drilling SURFACE CONDITIONS: grassy. level GROUND ELEVATION: N1A - - - FIELD DATA r- ~ IL t CI w Z 0. W ~ l- I- ...J tI) IL W W w :i' .... ...J l- I- 0. 0. e 0. . . ...J W ~ ~ w e u: 0.0-1.0 ST P=3.5 1.0-2.0 5T P=4.5 2.0-3.0 5T P--4.5 3.Q.4.0 ST P=4.5 4.0-5.0 ST P--4.5 5- - LABORATORY DATA "i!- lL "i!- c:i "i!- tI) I- ...J ..: w "i!- ~ a: 0 z tI) aI W IL tI) ~ . ::E I- 0 w "i!- iii 0 Z 0. Ir "i!- e 0 ~ 0 ~ 0. ...: !: 8 ::E ...: i e :.:: 0 0 i ~ .. w 0 w iii 0 ::::i 0 z 0 Ir Z - ::::i 0 0 z u: Ir ;:, W ...J e i= i= z III l- e tI) tI) ...J 5 tI) tI) ;:, 0 ~ ~ 0 ...J (5 a ~ ~ z (5 i z ::E e tI) ::::i l1. l1. ;:, tI) , 15 13 115 35 49 1~ ~ ~.: /. /.' y.: 7.3 a'~ -%.'l. 15 20 3.2 - 7.0-8.0 ST P--4.5 r- 9.0-10.0 ST P--4.5 10 122 10- - 13.5-15.0 55 N=39 6 - 15- - : 18.5-20.0 55 N=50 - 20- r- ,-. .., lL Cl ;1 .. I i g ~ Uj 25- .- "" FIELD TEST N. PENETRATION TEST RESISTANCE - BLOWS/INCHES p. POCKET PENETRATION RESISTANCE - TONSISQ FT R. ROCK CORE RECOVERY - % ~~. ROCK QUAUTY DESIGNATION - % _ CTl I Thompson Texas, llC LOCATION: Coppell, Texas RIG TYPE: Mobile B-57 LOGGED BY: MH, MLL DATE(S) DRILLED: 1/23/08 PROJECT NO.: DA08072-125 DRILLING METHOD(S): 4" Solid Flight Auger GROUNDWATER INFORMATION: Dry during drilling and after completion. REMARKS: Boring was backfilled with cuttings at the completion of drilling. GEOTECHNICAL DESCRIPTION CLAY, very stiff to hard, dark grayish brown (CH) 3 SAND, CLAYEY, with calcareous nodules, hard, orangish brown (5C) 11 ::'.;M;~~:: .........."::: ..~:.,:.. .. ...:.::..:~:.: :",;~.~,::",:':. : '~:",","': "~ ~ .;.''':' ..... ,i;~l ::tH-f: ',. '.~:":". SAND, with traces of clay, dense to very dense, dry, light yellowish brown (5P) 20 Boring was terminated at a depth of 20 feet SAMPLE TYPE AC = Auger Cuttings CS = California Sampler RC = Rock Core ST = Shelby Tube SS = Standard Split Spoon TC = THO Cone FIG. 4 23.5-25.0 55 N=45 ::~:':.~:.:": ;...;.....: ~,'m~;: ": ~.~.:.:~.::: ::..~/.;:~:: :.:~.;..;:{:? ........... : ~....:.".::: '.\:'::::~'. .:........ ::=.j'l:{}:: :~:.~J{{ .:.{:.=:;:::.: "~~ ::.";.', :.::~~~~~:: :\}:~{( .....:..."....: :~:{:.t~:~:~ ::..~~.~.~:~:: 13.5-15.0 55 N=42 4 - 15 r- 18.5-20.0 55 N=50 ,.- 20 ,.- r- .- ,.... ~ ci, ! I i I Ii; 25 3 FIELD TEST N. PENETRATION TEST RESISTANCE. BLOWSIINCHES p. POCKET PENETRATION RESISTANCE - TONSlSQ FT R. ROCK CORE RECOVERY - % RQD. ROCK QUALITY DESIGNATION - % . CTl I Thompson Texas, llC SAND, with traces of clay. dense to very dense, dry, light yellowish brown (SP) 12 Boring was terminated at a depth of 25 feet SAMPLE TYPE AC = Auger Cuttings CS = California Sampler RC = Rock Core 25 ST = Shelby Tube SS = Standard Split Spoon TC = THO Cone FIG. 5 .- ~ .- ~ ..- r- LOG OF BORING NO.: B - 5 7 CLIENT: City of Coppell PROJECT NAME: Rolling Oaks Memorial Center DRlWNG CONTRACTOR: MH Drilling SURFACE CONDITIONS: grassy, level GROUND ELEVATION: N1A FIELD DATA 'i1 l- t-:' u. z ::i w l- I- Z CI w 0 Z lL 0 W ~ I- W I- ..J CI) U. W W W 0:: ::i ..J ..J I- :) lL lL 0 l- I- CI) lL ! ! ..J 0 W W 0 ii: ::I! 0.0-1.0 ST P=1.5 22 1.0-2.0 ST P=4.5 22 2.0-3.0 ST P=2.0 24 3.0-4.0 ST P--4.5 17 4.0-5.0 ST P--4.5 18 5 7.0-8.0 ST P=4.5 9.0-10.0 ST P=4.5 10 13.5-15.0 55 ..- N=27 3 15 r- 18.5-20.0 55 N=63 r- 20 r- .- 23.5-25.0 55 N=58 ~ (!I c; !I I i N ... I ~ rn 25 LABORATORY DATA 'i1 u. C ;It. CI) I- ...J W ;It. w- a.: 0 II) ~ lD U. II) >< ::I! ::I! 0 w ;It. w ii) 0 0:: > lL 'i1 ..: 0 0 II) ~ lL ~ 8 ::I! t-:' i 0 li:: 0 i ~ N W 0 ii) 0 ::i 0 z 0 z ::i 0 (3 z ii: 0:: w ...J 0 i= i= II) Z ell 0 ...J :5 CI) :l :) 0 ~ ~ 0( 0 ..J a z 0 ...J ...J i z 0 ::i lL lL :) CI) 102 111 2.9 47 21 26 71 14 11 3 26 FIELD TEST N. PENETRATION TEST RESISTANCE - BLOWS/INCHES p. POCKET PENETRATION RESISTANCE - TONs/SQ FT R. ROCK CORE RECOVERY - % R~.ROCKQ~U~DE.~TI~-% . CTLIT~psonTexas,LLC 0.7 :.:/~(::':. :..:........; :::.\~.~:::.:: i~~; :.:.:~.~.:::~.:. :~:.t(? '~"./.." :::.\~./:: ?JJ~~~ : ~...:."."': ..:y:.::::;.... ..........- .:...... :~.::...::: ..:~:y:... :...:...:: .:::.,::. ::.:~::.,:~:":. LOCATION: Coppell, Texas RIG TYPE: Mobile 8-57 LOGGED BY: MH, MLL DATE(S) DRILLED: 1/21/08 PROJECT NO.: DA08072-125 DRILLING METHOD(S): 4" Solid Flight Auger GROUNDWATER INFORMATION: Dry during drilling and after completion. REMARKS: Boring was backfilled with cuttings at the completion of drilling. GEOTECHNICAL DESCRIPTION CLAY, sandy, some shallow roots, stiff to hard, grayish brown, becoming olive brown and yellowish brown (CL) -passing No. 270 sieve =69% 14 SAND, with traces of day, medium dense to very dense, dry, light yellowish brown (SP) 25 Boring was terminated at a depth of 25 feet SAMPLE TYPE AC = Auger Cuttings CS = Califomia Sampler RC = Rock Core ST = Shelby Tube 55 = Standard Split Spoon TC = THD Cone FIG.6 - LOG OF BORING NO.: B - 6 7 CLIENT: City of Coppell LOCATION: Coppell, Texas PROJECT NAME: Rolling Oaks Memorial Center RIG TYPE: Mobile B-57 DRlWHO CONTRACTOR: MH Drilling LOGGED BY: MH, MLL SURFACE CONDITIONS: grassy, level DATE(S) DRILLED: 1/24/08 GROUNDELEVATION:WA PROJECT NO.: DA08072-125 .... FIELD DATA LABORATORY DATA DRILLING METHOD(S): 4" Solid Flight Auger 'Jl. I&. ~ r:i ~ II) GROUNDWATER INFORMATION: Dry during drilling and after I- ....I .- I- ..: w ';1. ui Ii 0 I&. Z III > III completion. w II. III ~ W ~ ~ % I- 0 W ~ 1i5 0 ~ Z 11. iii: ';1. 0 0 ~ C) w 0 ~ lL ..: 3E 8 REMARKS: Boring was backfilled with cuttings at the completion z 11. 0 ~ ..: i 0 :lC W ~ I- 0 i ~ N W 0 of drilling. I- ....I III W 1i5 0 :J 0 z 0 II. W W W iii: Z :J 0 (3 z Ii: iii: % ....I ~ I- :J W ....I 0 i= i= z 011 11. 0 I- 0 ....I II) 0 l- II) 5 ~ III :J lL ! :::E ....I ~ W :s 0 ....I W i5 ! a z i5 w "" ....I i z GEOTECHNICAL DESCRIPTION 0 III Ii: ~ 0 :J lL lL :J III .... 0.0-1.0 5T P=3.0 FILL, day with sand and some gravel, very stiff, grayish brown, brown 1.0-2.0 5T P=2.5 20 44 20 24 63 2.0-3.0 51 P=2.5 24 102 0.7 CLAY, with calcareous deposits, very stiff to hard, dark grayish brown (CH) 3.0-4.0 51 P=3.75 19 4.0-5.0 5T P=4.5 18 5 7.0-8.0 51 P=4.5 9 9.0-10.0 51 P=4.5 14 114 7.2 CLAY, with sand, calcareous deposits and pebbles, hard, yellowish 10 brown (CL) .... .... .... .... 13.5-15.0 55 N=30 14 18.5-20.0 55 N=33 :::.{~:~::~::: :'..:.'.'::: ....:... ::..~::.~.::::~.:: ...........:....,' !~~ :.";-:'.:..::~., ::'~':.~'.:.~:. ::j:-){ !~fi :::.~:)~t 25 15 SAND, with traces of clay, medium dense to very dense, dry, light yellowish brown (5P) 20 23.5-25.0 55 N=60 ~ lL I:) ci. ! .:. I i N I Ii) 25 Boring was terminated at a depth of 25 feet FIELD TEST N" PENETRATION TEST RESISTANCE - BLOWS/INCHES p.. POCKET PENETRATION RESISTANCE - TONSlSQ FT R"ROCKCORERECO~-% ROO" ROCK QUALITY DESIGNATION - % .. SAMPLE TYPE AC = Auger Cuttings CS .. California Sampler RC = Rock Core ST" Shelby Tube SS = Standard Split Spoon TC .. THD Cone CTl I Thompson Texas, llC FIG. 7 - - - ,.... r r r i r r r I i ; ..- i I r .... ,..... A. C) ~ ci :1 ... r I i r I ..- '" ... I 51 Iii LOG OF BORING NO.: B -7 7 CUENT: City of Coppell LOCATION: Coppell, Texas PROJECT NAME: Roiling Oaks Memorial Center RIG TYPE: Mobile B-57 DRlWNG CONTRACTOR: MH Drilling LOGGED BY: MH, MLL SURFACE CONDITIONS: grassy, level DATE(S) DRILLED: 1/21/08 GROUND ELEVATION: N1A PROJECT NO.: DA08072-125 FIELD DATA LABORATORY DATA DRILLING METHOD(S): 4" Solid Flight Auger 'J! II- 'J! ci 'J! IIJ GROUNDWATER INFORMATION: Dry during drilling and after ..... ....I ..: w 'J! ~ Ii:: IIJ 0.: 0 completion. z III Z W II- IIJ >< ~ ~ ..... u w ';/t. w ii) 0 It: > ..... Z ll. ';/t. .....- e u IIJ c:J W 0 ~- ll. ~ ~ REMARKS: Boring was backfilled with cuttings at the completion z A. U ~ ..: i e :.l: w ~ l- ii) 0 :i ::i ~ w u of drilling. ..... ....I IIJ W U 0 Z 0 II- W W W It: Z - ::i u U z i:L: It: Z ....I ....I ..... :;) W ....I e ti i= z 011 ..... e IIJ ..... I A. e IIJ ....I :5 j :;) 0 A. ~ ....I ~ I :5 u ....I W w i5 a z z i5 e IIJ i:L: ~ e ::::i A. A. i :;) IIJ GEOTECHNICAL DESCRIPTION 0.0-1.0 ST P--4.0 16 . FILL, CLAY, with sand and gravel, hard, dark brown 1 1.0-2.0 5T P=4.0 CLAY, with sand, hard, dark brown becoming brown and grayish brown (CH) 2.0-3.0 5T P--4.0 3.0-4.0 5T P=4.5 'I 4.0-5.0 ST P=4.5 18 107 2.8 52 22 30 70 ~5- I 7.0-8.0 5T P=4.5 ~~ 8 10- 15- -20- -25- -3- FIELD TEST SAMPLE TYPE N '" PENETRATION TEST RESISTANCE - BLOWS/INCHES AC '" Auger Cuttings ST '" Shelby Tube P '" POCKET PENETRATION RESISTANCE - TONS/SQ FT R-ROCKCORERECOVERY-% CS '" California Sampler SS '" Standard Split Spoon ~ '" ROCK QUAUTY DESIGNATION - % _ DI n""""1:T RC '" Rock Core TC '" THD Cone CTl I Thompson Texas, llC FIG. 8 - r- - ,.- -- ..- r- r- r- r r- r- .-- ... A. r- (!I ci, ~ N ... ,.- I i N ... I 9 Iii LOG OF BORING NO.: B - 8 7 CLIENT: City of Coppell LOCATION: Coppell, Texas PROJECT NAME: Rolling Oaks Memorial Center RIG TYPE: Mobile B-57 DRlWNG CONTRACTOR: MH Drilling LOGGED BY: MH, MLL SURFACE CONDITIONS: grassy, level DATE(S) DRILLED: 1/24/08 GROUND ELEVATION: N1A PROJECT NO.: DA08072-125 FIELD DATA LABORATORY DATA DRILLING METHOD(S): 4" Solid Flight Auger ;f!. II. 't!. C ;f!. ~ ....I GROUNDWATER INFORMATION: Dry during drilling and after ...: w iii .... U) ;f!. cL 0 completion. II. z ~ III W II. U) X ~ :Ii ~ .... 0 w 't!. w iii 0 Z l1. a: 't!. e u > C!) w 0 ~- l1. ...: ~ 8 U) REMARKS: Boring was backfilled with cuttings at the completion z l1. U ::E ...: i e :.:: w ~ .... 0 i ~ N W 0 .... ....I U) w iii u ::::i 0 z 0 of drilling. IL w W w a: z - :i u <3 z u: a: % ....I ~ .... ::) W ....I e i= i= z III ! e .... e ....I U) 0 .... U) 5 5 U) ::) l1. ::E ....I ~ w :5 u ....I 0 3: a z 0 w ~ w i z GEOTECHNICAL DESCRIPTION e u: ::E e U) ::::i l1. l1. ::) U) 0.0-1.0 ST P=2.0 16 28 13 15 . FILL, CLAY, sandy, stiff, gray brown 1 1.0-2.0 ST P=1.5 ~ CLAY, with sand, hard, grayish brown (CH) 2.0-3.0 ST P--4.0 20 3.0-4.0 ST P--4.5 4.0-5.0 ST P--4.5 19 5- 7.0-8.0 ST P=4.5 8 10- 15- 1-20- 1-25- 1-3 FIELD TEST SAMPLE TYPE N. PENETRATION TEST RESISTANCE - BLOWS/INCHES AC = Auger Cuttings ST = Shelby Tube p. POCKET PENETRATION RESISTANCE - TONS/SO FT R. ROCK CORE RECOVERY - % CS = California Sampler SS = Standard Split Spoon RQD. ROCK QUALITY DESIGNATION - % RC = Rock Core TC = THD Cone T. - CTL I Thompson Texas, LLC FIG. 9 r- r- - - - - - - ,- .., ... ,- CI ci, ~ N ... 0 r- ~ ~ i N - ... I 9 Ii) LOG OF BORING NO.: B-9 7 CLIENT: City of Coppell LOCATION: Coppell, Texas PROJECT NAME: Rolling Oaks Memorial Center RIG TYPE: Mobile B-57 DRlWNG CONTRACTOR: MH Drilling LOGGED BY: MH, MLL SURFACE CONDITIONS: grassy, level DATE(S) DRILLED: 1/23/08 GROUND ELEVATION: NlA PROJECT NO.: DA08072-125 FIELD DATA LABORATORY DATA DRILLING METHOD(S): 4" Solid Flight Auger ~ II- ~ e" ~ I/) GROUNDWATER INFORMATION: Dry during drilling and after I- ...J .-: w ~ ui l- I/) a: 0 completion. II- z ~ CD % w li- I/) >< :E :E I- 0 W ~ W ii) 0 I- Z lL ar:: ~ e 0 > C) w 0 ~ lL .-: 3!: 8 U) REMARKS: Boring was backfilled with cuttings at the completion z lL 0 ::IE .-: i e ll:: w ~ I- 0 i ~ N W 0 I- ...J U) W ii) 0 ::::i ci z 0 of drilling. II- w W w ar:: z - :i 0 (; z i.: ar:: % ...J ...J l- ':;) W ...J e j::: j::: Z 011 l- e I/) l- lL lL e I/) ...J :5 U) U) :;) 0 lL ::E ::E ...J ~ W :s :s 0 ...J W is ~ a z is w ~ ~ i z GEOTECHNICAL DESCRIPTION e i.: ::E e :i lL lL :;) I/) 0.0-1.0 ST P=2.5 ~ CLAY, with traces of sand and occasional gravel, very stiff to hard, dark grayish brown (CH) 1.0-2.0 ST P=2.5 25 61 24 37 ~ 2.0-3.0 ST P=2.5 ~ 3.0-4.0 ST P=3.0 20 ~ 4.0-5.0 ST P=3.5 28 86 -0.2 52 22 30 1-5- I 7.0-8.0 ST P=3.0 29 8 CLAY, sandy, with calcareous nodules, very stiff, grayish brown to orange brown, yellow brown (Cl) 9.0-10.0 ST P=3.0 21 109 1.3 ~10- 12 SAND, dayey, stiff, gray and orangish brown (SC) . . 13 115 0.7 .~. : 1-15- ~ 17 \r~ SAND, with traces of clay, dense, light yellowish brown (SP) 18.5-20.0 55 N=41 12 ::'{'.~'::r:: 20 20- Boring was terminated at a depth of 20 feet 1-25- >-3;; FIELD TEST SAMPLE TYPE N .. PENETRA110N TEST RESISTANCE - BLOWS/INCHES AC = Auger Cuttings ST = Shelby Tube p.. POCKET PENETRA110N RESISTANCE - TONS/SQ FT R" ROCK CORE RECOVERY. % CS = California Sampler 58 = Standard Split Spoon ~~.. ROCK QUALITY DESlGNA110N - % RC = Rock Core TC = THO Cone . ,.- CTl I Thompson Texas, llC FIG. 10 ,..... .- ,....... .-. r- .- ,.-. r ,,- i ,,- ,- ~ - (!I cil ! .:. ,,- I ~ .. i .-. i ~ Ii) LOG OF BORING NO.: B - 10 7 CUENT: City of Coppell lOCATION: Coppell, Texas PROJECT NAME: Rolling Oaks Memorial Center RIG TYPE: Mobile 8-57 DRlWNG CONTRACTOR: MH Drilling lOGGED 8Y: MH, MLl SURFACE CONDITIONS: grassy. level DATE(S) DRillED: 1/24/08 GROUNDElEVATION:WA PROJECT NO.: DA08072-125 FIELD DATA LABORATORY DATA DRilLING METHOD(S): 4" Solid Flight Auger ~ IL ~ Q ~ f!? .J GROUNDWATER INFORMATION: Dry during drilling and after ~ w ~ ~ I- m IL 0 completion. IL z 1JI % w IL m >< :IE ::l! I- 0 w 'oft. w in 0 0: > I- Z IL ~ ~ e 0 Ul C) W 0 ~ II. 35 8 REMARKS: Boring was backfilled with cuttings at the completion z IL 0 ::l! ~ i e lII:: w ~ I- 0 i ~ N W 0 I- .J Ul w in 0 ::::; 0 z ~ of drilling. IL w W W 0: Z - ::::; 0 (3 z ii: % .J .J I- ::) W ..J e j:: j:: Z 011 l- e III l- lL II. e Ul ..J 5 Ul Ul ::) 0 IL :I :I ..J 0 ~ I <( <( z 0 .J W ~ ~ w a ..J ..J i z 0 GEOTECHNICAL DESCRIPTION e ii: :I e ::::; II. II. ::) Ul 0.0-1.0 ST P=4.5 17 CLAY, with sand and shallow roots, hard, dark grayish brown (CH) 1.0-2.0 ST P=4.5 2.0-3.0 ST P--4.5 17 3.0-4.0 ST P=4.5 4.0-5.0 ST P=4.5 18 -5- 7.0-8.0 ST P=4.5 17 ,.~ 8 10- 1-15- 20- 25- -3 FIELD TEST SAMPLE TYPE N'" PENETRATION TEST RESISTANCE - BLOWSlINCHES AC '" Auger Cuttings ST '" Shelby Tube P '" POCKET PENETRATION RESISTANCE - TONSlSQ FT R '" ROCK CORE RECOVERY - % CS '" California Sampler SS '" Standard Split Spoon . ~ '" ROCK QUAUTY DESIGNATION - % _ D' nuucuCT RC '" Rock Core TC '" THO Cone .- CTL I Thompson Texas, LLC FIG. 11 ..- ,.- ,.... ,.- ..- ..- r ..- ..- r- ..- r r t .... IL CI cil , ... r I I i N r I , ~ en - LOG OF BORING NO.: B -11 7 CLIENT: City of Coppell LOCATION: Coppell, Texas PROJECT NAME: Roiling Oaks Memorial Center RIG TYPE: Mobile B-57 DRlWNG CONTRACTOR: MH Drilling LOGGED BY: MH, MLL SURFACE CONDITIONS: grassy, level DATE(S) DRILLED: 1/23/08 GROUND ELEVATION: N1A PROJECT NO.: DA08072-125 FIELD DATA LABORATORY DATA DRILLING METHOD(S): 4" Solid Flight Auger 'i1- ... ~ ci ~ III GROUNDWATER INFORMATION: Dry during drilling and after ..... ..J .....- W ~ ~ ..... III 0: 0 completion. ... z III % w ... III >< w 2 2 ..... 0 w ~ w iii 0 It: . >- ..... z a.. ~ e 0 C!) w 0 ~ a.. ...: :i!: 8 III REMARKS: Boring was backfilled with cuttings at the completion z a.. 2 ...: ~ e ~ 0 N W W ~ ti w iii 0 ~ :J ~ d z 0 of drilling. ..... ..J 0 0 ... w w W It: Z - :J 0 (j z ii: It: ::r ...J ..J ..... ::I W ...J e i= i= CI) Z ell ..... e ..... a.. a.. e III ..J :5 III ~ ::I 0 a.. J 2 ...J ~ - ~ 0 ...J W is a z is w ~ ~ z GEOTECHNICAL DESCRIPTION c ii: ::l! C :J a.. a.. ::I III 0.0-1.0 ST P=3.0 19 CLAY, clay with sand and roots, very stiff to hard, grayish brown (CH) 1.0-2.0 ST P=4.5 2.0-3.0 ST P=4.5 17 108 1.4 55 23 32 71 -passing No. 270 sieve =70% 3.0-4.0 ST P=4.5 4.0-5.0 ST P--4.5 16 1-5- ~ 7.0-8.0 ST P=4.5 20 102 2.9 58 23 35 73 8 CLAY, with calcareous nodules, hard, yellowish brown to grayish brown (CL) 9.0-10.0 ST P=4.5 18 -10- 11 .:~~ :::.(. SAND, with traces of clay, very dense, moist, light yellowish brown ......... :::.1t~~::: (SP) 13.5-15.0 SS N=60 ~{::!~~~ 3 ::.;.~:~.~~:~. 15 -15- Boring was terminated at a depth of 15 feet -20- 25- f-3_ FIELD TEST SAMPLE TYPE N. PENETRATION TEST RESISTANCE. BLOWS/INCHES AC = Auger Cuttings ST = Shelby Tube p. POCKET PENETRATION RESISTANCE - TONSlSQ FT R. ROCK CORE RECOVERY - % CS = California Sampler SS = Standard Split Spoon RQD. ROCK QUAUTY DESIGNATION - % _ .., n......,~ RC = Rock Core TC = THO Cone T. CTl I Thompson Texas, llC FIG. 12 ..- ..- - ..- ..- ..- r r r- r- r- ..- r- .... lL r- (!) ci !I N ... i r 0 I i r- I cD LOG OF BORING NO.: B - 12 T CLIENT: City of Coppell LOCATION: Cappell, Texas PROJECT NAME: Rolling Oaks Memorial Center RIG TYPE: Mobile B-57 DRlWNG CONTRACTOR: MH Drilling LOGGED BY: MH, MLL SURFACE CONDlnONS: grassy, level DATE(S) DRILLED: 1123108 GROUND ELEVATION: N1A PROJECT NO.: DA08072-125 FIELD DATA LABORATORY DATA DRILLING METHOD(S): 4" Solid Flight Auger ~ !&. ~ C ~ ~ ..J GROUNDWATER INFORMATION: Dry during drilling and after ..: w ~ iii I- fIl Ii 0 completion. !&. z Gj III % w !&. fIl ><" ::E ::E I- (J W ~ w in 0 It: > I- Z 4. ~ ..: c (J fIl (!) W 0 ~ 4. ~ 8 REMARKS: Boring was backfilled with cuttings at the completion z 4. (J ::E ..: i e ~ w ~ I- 0 ~ N W 0 I- .... fIl W in 0 i ::::i c:i z 0 of drilling. !&. w W W It: z - ::::i 0 (j z ii: It: % .... .... I- :J W .... e j:: j:: z oil 4. 4. e l- e .... fIl 0 I- ! :Ii ..J fIl ~ ~ 5 ~ ~ :J 0 ..J 4. W 0 a z 0 w :i i z GEOTECHNICAL DESCRIPTION e ii: ::E e fIl ::::i 4. 4. :J fIl 0.0-1.0 ST P=1.5 19 . . FILL, CLAY, sandy, stiff, gray and yellowish brown 1 1.0-2.0 ST P=2.0 21 107 1.4 CLAY, with sand, stiff to hard, grayish brown (CH) 2.0-3.0 ST P=2.0 21 3.0-4.0 ST P--4.5 - 4.0-5.0 ST P=4.5 19 108 3.3 55 23 32 5- 7.0-8.0 ST P--4.5 18 9.0-10.0 ST P=4.5 18 108 3.3 59 23 36 8.2 10- 13.5-15.0 SS N=26 14 ........ 5 16 12 4 22 :"';~.~"::~:' SAND, with traces of clay, medium dense to very dense, moist, light f-15- ~:t,:f{~; yellowish brown (SP) :'\':'.~:~:: ::';':'~'.:.~:. .:.-::::::): 18.5-20.0 55 N=53 ::.\~.:::~':. ... ~"'.'.:.~'.. '-20- ::"~::'.~'~:{: ;i~ ::.:~.~.:.t. 23.5-25,0 SS N=67 :::ti:~~:: :::.~~r? 25 -25- .:....;.. Boring was terminated at a depth of 25 feet -3w FIELD TEST SAMPLE TYPE N. PENETRATION TEST RESISTANCE - BLOWS/INCHES AC = Auger Cuttings ST = Shelby Tube p. POCKET PENETRATION RESISTANCE" TONSISQ FT R. ROCK CORE RECOVERY - % CS = California Sampler SS = Standard Split Spoon RQD. ROCK QUAUTY DESIGNATION - % RC = Rock Core TC = THO Cone T .; TNn - CTL I Thompson Texas, LLC FIG. 13 .-- r- r- r- r- r- r ~ r- r- r- ., lL r Cl c; -:.1 ... r- i ~ I i N r- ... I Iii LOG OF BORING NO.: B -13 " CLIENT: City of Coppell LOCATION: Coppell, Texas PROJECT NAME: Rolling Oaks Memorial Center RIG TYPE: Mobile B-57 DRlWNG CONTRACTOR: MH Drilling LOGGED BY: MH, MLL SURFACE CONDITIONS: grassy, level DATE(S) DRILLED: 1/23/08 GROUND ELEVATION: N1A PROJECT NO.: DA08072-125 FIELD DATA LABORATORY DATA DRILLING METHOD(S): 4" Solid Flight Auger ~ IL 0 ';Ie. ci ';Ie. U) GROUNDWATER INFORMATION: Dry during drilling and after ..... ....I ...: w ';Ie. !!! ..... U) Ii 0 completion. IL z >< III ~ W IL U) w :E :E ..... 0 w ';Ie. w ii) 0 ... Z Q. It: ';!. 0 0 > CI w 0 ~ Q. ...: !; 2 U) REMARKS: Boring was backfilled with cuttings at the completion z Q. 0 :E 1-: i 0 lil: W ~ ..... ii) 0 i ::i ~ w 0 of drilling. I- ....I U) W U 0 Z 0 IL W W w It: Z - ::i 0 U z ii: It: ~ ....I ....I ..... :;) W ....I 0 i= i= z 011 Q. Q. 0 ..... 0 ....I U) 0 I- U) 5 U) U) :;) Q. ! :I ....I ~ ~ :5 :5 0 ....I W ~ w 15 a z z 15 0 ii: :E 0 U) ::i Q. Q. i :;) U) GEOTECHNICAL DESCRIPTION 0.0-1.0 ST P=2.0 23 66 25 41 . . FILL, clay with sand, stiff, grayish brown, yellowish brown . 1.0-2.0 ST P=1.5 . . . 2.0-3.0 ST P=2.0 23 . . . 3.0-4.0 ST P=1.5 . . 4 4.0-5.0 ST P=2.0 23 CLAY, with calcareous nodules, very stiff, yellowish brown to grayish 1-5- brown (CH) 7.0-8.0 ST P=2.5 ~ 8 Boring was terminated at a depth of 8 feet -10- -15- 20- 25- 1--3 FIELD TEST SAMPLE TYPE N - PENETRATION TEST RESISTANCE - BLOWSIINCHES AC = Auger Cuttings ST = Shelby Tube P - POCKET PENETRATION RESISTANCE - TONS/SQ FT R-ROCKCORERECOVERY-% CS = California Sampler SS = Standard Split Spoon ~~ - ROCK QUALITY DESIGNATION. % RC = Rock Core TC = THO Cone - r- CTL I Thompson Texas, LLC FIG. 14 LOG OF BORING NO.: B -14 7 ...... CLIENT: City of Coppell LOCATION: Coppell, Texas PROJECT NAME: Roiling Oaks Memorial Center RIG TYPE: Mobile B-57 DRlWNG CONTRACTOR: MH Drilling LOGGED BY: MH, MLL SURFACE CONDITIONS: grassy. level DATE(S) DRILLED: 1/23/08 GROUNDELEVATION:WA PROJECT NO.: DA08072-125 FIELD DATA LABORATORY DATA DRILLING METHOD(S): 4" Solid Flight Auger ~ u. ~ C "af- t/) GROUNDWATER INFORMATION: Dry during drilling and after I- ...J ...: w ~ ~ r- l- t/) a: 0 completion. u. z u. t/) >< ::IE ID % w ::IE I- 0 w "af- w in 0 D: >- I- Z Q. ~ ...: 0 0 t/) C) w 0 ~ Q. !!: 8 REMARKS: Boring was backfilled with cuttings at the completion z Q. 0 ::IE ...: i 0 li:: W ~ I- 0 i ~ N W 0 of drilling. I- ...J t/) w in 0 :::i ci z 0 ...... u. w w W D: Z - :::i 0 (j z ii: D: % ...J ...J I- ::I W ...J 0 ~ ~ U) Z 011 Q. Q. 0 l- e ...J 0 l- t/) 5 t/) t/) ::I Q. ~ ! ...J ~ ~ :5 :5 0 ...J i5 a z i5 w w i z GEOTECHNICAL DESCRIPTION e ii: ::IE 0 t/) :::i Q. Q. ::I t/) 0.0-1.0 ST P=2.5 22 CLAY, with sand and iron oxide nodules, very stiff to hard, grayish brown, orange (CH) 1.0-2.0 ST P=3.0 2.0-3.0 ST P=3.0 22 r- 3.0-4.0 ST P=4.5 4 4.0-5.0 ST P=4.5 18 108 3.8 53 23 30 72 CLAY, sandy, with calcareous nodules and deposits, hard, yellowish -5- brown, orange brown (CH) r- 7.0-8.0 ST P--4.5 9 r ST 114 5.5 SAND, clayey with clacareous nodules and deposits, hard, yellow 9.0-10.0 P--4.5 8 'f/.: -10- brown and gray (SC) . . r- . . 13 ::.~:?(. SAND, w~h traces of clay, very dense, dry, light yellowish brown (SP) 13.5-15.0 55 N=55 2 ::..~):{:t - 15- .': '.~~'. "~~ :;.,:;. ...... ': {.~.::~:2-.: ..:~ :.~.~'. ......... ..... :"':../.~': -.:', ::.'~'. ;....::......: ::;:"::'::? 18.5-20.0 55 N=54 . ",;., .' ....~.~.: ::{{:~:':: 20 ...... 20- Boring was terminated at a depth of 20 feet r- 25- r- ... Q, CI <:i. ~ ":' I i ~3v I en FIELD TEST N. PENETRATlON TEST RESISTANCE - BLOWSIINCHES p. POCKET PENETRATION RESISTANCE. TONSlSQ FT R. ROCK CORE RECOVERY. % RQD. ROCK QUAUTY DESlGNATlON - % . al nlAlCtJCT T. _ SAMPLE TYPE r r- AC = Auger Cuttings CS = California Sampler RC = Rock Core ST = Shelby Tube SS = Standard Split Spoon TC = THO Cone CTL I Thompson Texas, LLC FIG. 15 - .,,-- ,.... ,.... ,- ,..- ,.... ,-. ,- I'""' r- ,.-- .... -25- A. ell I' i -3_ I tii ,.... r- LOG OF BORING NO.: B - 15 7 CLIENT: City of Coppell PROJECT NAME: Rolling Oaks Memorial Center DRlWNG CONTRACTOR: MH Drilling SURFACE CONDITIONS: grassy, level GROUND ELEVATION: N1A FIELD DATA t- &&. ~ t- o W Z IL W ~ t- t- ....I U) &&. W W W ~ ....I ....I t- t- IL IL 0 IL ~ ! ....I W W 0 U) ii: 0.0-1.0 ST P=3.5 1.0-2.0 5T P--4.5 2.0-3.0 ST P=4.5 3.0-4.5 55 N=46 -5- 6.5-8.0 55 N=46 -10- -15- -20- LABORATORY DATA ~ &&. ~ ci ~ l!? ....I ...=- w ~ ~ a: 0 z U) III W ... U) x ::E ::E t- o W :.l: W ii5 0 Z IL a:: 0 c ~ ~ ...=- 0 0 ~- IL :! 2 ::E ...=- i 0 li:: 0 0 i ~ w 0 w ii5 0 ::::i 0 z 0 a:: z - ::::i 0 0 z ii: a:: ::J w ....I C j::: j::: z oll t- o ....I U) 0 U) 5 U) U) ::J ~ ! :5 :5 0 ....I 6 a z z 6 ::E 0 ::::i IL IL i ::J U) 15 34 15 19 45 . . 3 FIELD TEST N . PENETRATION TEST RESISTANCE - BLOWSIlNCHES p. POCKET PENETRATION RESISTANCE - TONSfSQ FT R. ROCK CORE RECOVERY - % ~~ -r:;~OCK QUALITY DESIGNATION - % _ r- CTL I Thompson Texas, LLC LOCATION: Coppell, Texas RIG TYPE: Mobile B-57 LOGGED BY: MH, MLL DATE(S) DRILLED: 1/24/08 PROJECT NO.: DA08072-125 DRILLING METHOD(S): 4" Solid Flight Auger GROUNDWATER INFORMATION: Dry during drilling and after completion. REMARKS: Boring was backfilled with cuttings at the completion of drilling. GEOTECHNICAL DESCRIPTION SAND, clayey, some roots, very stiff, orange brown, yellowish brown, orange brown (5C) 3 ';I.: ~~;<: ."/. '~':": SAND, clayey, with traces of clay, dense, light yellowish brown (SC) 8 Boring was terminated at a depth of 8 feet SAMPLE TYPE AC = Auger Cuttings CS = California Sampler RC = Rock Core ST = Shelby Tube 55 = Standard Split Spoon TC = THO Cone FIG. 16 - ,..... - ,.- ,.... - ,.... - ,.- ,.... ,.... ,.... - ..., Go " ci. ! .. i I i .. 0- J Ii) LOG OF BORING NO.: B - 16 7 CUENT: City of Coppell LOCATION: Coppell, Texas PROJECT NAME: Rolling Oaks Memorial Center RIG TYPE: Mobile 8-57 DRIWNG CONTRACTOR: MH Drilling LOGGED BY: MH, MLL SURFACE CONDITIONS: grassy, level DATE(S) DRILLED: 1/24/08 GROUND ELEVATION: NlA PROJECT NO.: DA08072-125 FIELD DATA LABORATORY DATA DRILUNG METHOD(S): 4" Solid Flight Auger ..,. LL ..,. c- ..,. UJ GROUNDWATER INFORMATION: Dry during drilling and after ~ ...J ..: w ~ ~ II) ..,. 0.: 0 completion. IL z III ~ W LL II) >< :Ii :Ii ~ u w ..,. w ii5 0 Z IL D: ..,. C U > C) w 0 ~ IL ...: 3!: 8 UJ REMARKS: Boring was backfilled with cuttings at the completion z IL U :Ii ~- i c lll: W ~ ~ 0 ~ N W U ~ ...J II) w in u i :J ci z 0 of drilling. LL w W W D: Z :J u (3 z iL: D: :i ...J ...J ~ :;) W ...J C i= i= z oil IL IL C ~ C ...J II) 0 ~ II) :5 ~ ~ :;) IL ! ! ...J ~ - U ...J W W (5 a z z (5 c iL: :Ii C :J IL IL i :;) UJ GEOTECHNICAL DESCRIPTION 0.0-1.0 ST P=2.5 . FILL, SAND, clayey, some sandy clay, with roots, very stiff, light . brown, reddish brown (SC) 1.0-2.0 ST P=2.0 12 43 19 24 45 . 2 2.0-3.0 ST P=4.5 3.0-4.0 ST P--4.5 17 CLAY, with sand and calcareous nodules, hard, grayish brown (CH) 4.0-5.0 ST P--4.5 -5- 7.0-8.0 ST P=4.5 17 8 Boring was terminated at a depth of a feet -10- 15- 20- 25- -3: FIELD TEST SAMPLE TYPE N" PENETRATION TEST RESISTANCE - BLOWSIINCHES AC = Auger Cuttings ST = Shelby Tube p. POCKET PENETRATION RESISTANCE - TONS/SQ FT R. ROCK CORE RECOVERY - % CS = California Sampler SS = Standard Split Spoon ~~~:OCK QUAUTY DESIGNATION - % RC = Rock Core Te = THD Cone - CTL I Thompson Texas, LLC FIG. 17 - ,..... ~ ,.... ,.... ,..... ,.- r ,.- r ,.... ,.... ,.- r , 1 r ..- LOG OF BORING NO.: B - 17 1r CUENT: City of Coppell PROJECT NAME: Rolling Oaks Memorial Center DRIWNG CONTRACTOR: MH Drilling SURFACE CONDITIONS: grassy, level GROUNOELEVATlON: N1A FIELD DATA ..... I&. :i' ..... c:J w z a. w ~ ..... ..... ... ~ I&. W W :t" ... ... ..... ..... a. a. c a. ! ::I ..J W ~ W c ii: 0.0-1.0 ST P=2.5 1.0-2.0 ST P=4.5 2.0-3.0 ST P=4.5 3.0-4.0 ST P--4.5 4.0-5.0 ST P=4.5 5 7.0-8.0 ST P=4.5 10 15 20 .., A. Cl dl ~ "';' '" 5i ~ '" i N i ~ rij 25 LABORATORY DATA <fe. I&. <fe. C ~ II) ..... ..J ...: w <fe. w' a: 0 z II) ~ lD W I&. II) tf ::I ::l! ..... 0 w <fe. iii 0 z a. II: <fe. c 0 >- 0 ~ a. ...: 3!; 8 (I) ::E ...: i c ~ 0 0 i ~ N W 0 w iii 0 ::::i 0 z 0 II: Z - ::::i 0 U z ii: II: ::::I W ..J e i= i= z III ..... e ..J (I) 0 (I) ~ ~ 5 (I) (I) ::::I 0 ... i5 a :5 :5 z i5 i z ::E c ::::i a. a. ::::I (I) 19 23 13 10 59 11 8 FIELD TEST N. PENETRATION TEST RESISTANCE - BLOWS/INCHES p. POCKET PENETRATION RESISTANCE - TONS/SO FT R. ROCK CORE RECOVERY - % RQD. ROCK QUALITY DESIGNATION - % r- CTL I Thompson Texas, LLC 3 lOCATION: Coppell, Texas RIG TYPE: Mobile B-57 lOGGED BY: MH, Mll DATE(S) DRillED: 1/24/08 PROJECT NO.: DA08072-125 DRilLING METHOD(S): 4" Solid Flight Auger GROUNDWATER INFORMATION: Dry during drilling and after completion. REMARKS: Boring was backfilled with cuttings at the completion of drilling. GEOTECHNICAL DESCRIPTION CLAY, sandy and calcareous deposits, very stiff to hard, yellowish brown, orange brown, medium brown (el) 8 Boring was terminated at a depth of 8 feel SAMPLE TYPE AC = Auger Cuttings CS = California Sampler RC = Rock Core ST = Shelby Tube 55 = Standard Split Spoon TC = THO Cone FIG. 18 ~ - ,..... ,..... ,.- - i ,.... I i r ,..... ..- r r ~ Cl (!) '!J.I .:. ,- I i ..- ... I ~ Ui ,.- LOG OF BORING NO.: B - 18 7 CLIENT: City of Coppell LOCATION: Coppell. Texas PROJECT NAME: Roiling Oaks Memorial Center RIG TYPE: Mobile B-57 DRlWNG CONTRACTOR: MH Drilling LOGGED BY: MH, MLL SURFACE CONDITIONS: grassy, level DATE(S) DRILLED: 1/23/08 GROUNDELEVATlON:WA PROJECT NO.: DA08072-125 FIELD DATA LABORATORY DATA DRILLING METHOD(S): 4" Solid Flight Auger ;t!. ... ;t!. ci ;t!. m GROUNDWATER INFORMATION: Dry during drilling and after I- ...l ....... W ;t!. iii ?- m a: 0 completion. ... z ... m >< > 2 II) % w 0 w ;t!. w 2 I- << W US 0 >- I- Z Q. ;t!. e 0 i w 0 ~ Q. 1-- 3!: 8 m REMARKS: Boring was backfilled with cuttings at the completion Q. 0 2 ....... i N e :.:: w ~ I- 0 i ~ w 0 I- ...l m w US u ::i d z 0 of drilling. ... w w w << z - ::i 0 (; z ii: << % ...l ...l I- ::J W .... e i= i= z 011 l- e m I- ! Q. e m .... :5 m m ::J 0 Q. 2 ...l ~ ~ S S 0 ...l W is a z is w ~ i z GEOTECHNICAL DESCRIPTION e ii: 2 e ::i Q. Q. ::J m 0.0-1.0 ST P=4..5 .~... SAND. clayey, hard, orange brown (Se) 1.0-2.0 ST P--4.5 10 119 4.5 39 17 22 41 . ~'.' . y. . 2.0-3.0 ST P--4.5 '0< 3 3.0-4.5 55 N=19 ~~ SAND, with traces of clay, medium dense to very dense, yellowish brown (SP) 5- 6.0-7.5 55 N=28 3 14 ttWi ..:.....:.. ..~...../.~... ....::.:;.:~... 8.5-10.0 55 N=21 ;~.~~:j}i 1-10- ......... ~.i!::N~t. ::...:..~.~... i;:~:jf~ ":.<.<. 13.5-15.0 SS N=41 4 46 :"'~~'.\::':. :':;~\.::} 1-15- ':~'~::.::\ ::{..~.;{ :::.~~;t~~~:: ..~.".'.'."'.. ::.~~.::.~::':. :.-:':.:.~.~:., "~' :.",,'. ;"':'.':; 18.5-20.0 55 N=62 :j";:~:~:' .:.::::....:...: 20 20- Boring was terminated at a depth of 20 feet 1-25- -3u FIELD TEST SAMPLE TYPE N. PENETRATION TEST RESISTANCE - BLOWS/INCHES AC = Auger Cuttings ST = Shelby Tube p. POCKET PENETRATION RESISTANCE - TONS/SQ FT R. ROCK CORE RECOVERY - % CS = California Sampler 55 = Standard Split Spoon ~~ ~OCK QUAUTY DESIGNATION - % _ AI nWCl/"T RC = Rock Core TC = THO Cone CTL I Thompson Texas, LLC FIG. 19 - ..- SOIL CLASSIFICATION CHART MAJOR DIVISIONS SYMBOLS TYPICAL ~ GRAPH LETTER DESCRIPTIONS WEll-GRADED GRAVELS, GRAVEl- ..- CLEAN GW SAND MIXTURES, LITTLE OR NO GRAVEL GRAVELS FINES AND POORLY-GRADED GRAVELS, GRAVELLY (LITTLE OR NO FINES) GP GRAVEL - SAND MIXTURES, LITTLE - SOILS OR NO FINES COARSE GRAVELS WITH GM SilTY GRAVELS, GRAVEL - SAND - - Sll T MIXTURES GRAINED MORE THAN 50% FINES SOILS OF COARSE FRACTION RETAINED ON NO. (APPRECIABLE AMOUN GC CLAYEY GRAVELS, GRAVEL - SAND- 4 SIEVE OF FINES) CLAY MIXTURES . . . . . . . . . . . . . . . . . . ........ . ........ . . . . . . . . . . WEll-GRADED SANDS, GRAVEllY ........ . SW . . . . . . . . . . . . . . . . . . SANDS, LITTLE OR NO FINES CLEAN SANDS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SAND . . . . . . . . . MORE THAN 50% AND (LITTLE OR NO FINES) ~fil!II~:I' OF MATERIAL IS SP POORLY-GRADED SANDS, ,.-. LARGER THAN NO. SANDY GRAVEllY SAND, LITTLE OR NO 200 SIEVE SIZE SOILS FINES . . . . . . . . '. . . - MORE THAN 50% SANDS WITH SM SilTY SANDS, SAND - SilT OF COARSE FINES . . MIXTURES FRACTION PASSING ON NO.4 APPRECIABLE AMOUN SC CLAYEY SANDS, SAND - CLAY ,.- SIEVE OF FINES) MIXTURES INORGANIC SilTS AND VERY FINE ML SANDS, ROCK FLOUR, SilTY OR - CLAYEY FINE SANDS OR CLAYEY SilTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF lOW TO SILTS CL MEDIUM PLASTICITY, GRAVEllY AND LIQUID LIMIT CLA YS, SANDY CLAYS, SILTY FINE LESS THAN 50 CLAYS, LEAN CLAYS GRAINED CLAYS SOILS OL ORGANIC Sll TS AND ORGANIC SilTY CLAYS OF lOW PLASTICITY INORGANIC SilTS, MICACEOUS OR MH DIATOMACEOUS FINE SAND OR MORE THAN 50% SilTY SOilS OF MATERIAL IS SMALLER THAN SILTS NO. 200 SIEVE SIZE CH INORGANIC CLAYS OF HIGH AND LIQUID LIMIT PLASTICITY GREATER THAN 50 ~ CLAYS 1!f!ff;!!; ORGANIC CLAYS OF MEDIUM TO - z OH 0 HIGH PLASTICITY, ORGANIC SILTS 5 /f//f/f// / // // // Ll. 1ii en PEAT, HUMUS, SWAMP SOilS WITH ,.- ~ HIGHLY ORGANIC SOILS PT 0 HIGH ORGANIC CONTENTS ...J 0 en CTL I Thompson Texas, LLC Figure - 20 - ..- Boring Depth Dry Unit Initial Final Surcharge Vertical Swell Soil No. Weight Water Water Pressure Swell Pressure Description Content Content - (ft) (pet) (%) (%) (pst) (%) (pst) 8-1 2-3 105 20 22 300 1.4 2,000 CLAY, (CH) ..- 8-3 4-5 115 13 16 550 3.2 5,000 SAND, clayey and calcareous (SC) - 8-4 3-4 105 20 21 425 0.6 CLAY, slightly sandy (CH) 8-4 9 -10 111 17 20 1,150 3.0 10,000 CLA Y,sandy (CL) - 8-5 3-4 111 17 20 425 2.9 5,000 CLAY, sandy (CL) 8-9 4-5 86 28 28 550 -0.2 CLAY, slightly sandy (CH) 8-11 2-3 108 17 18 300 1.4 2,000 CLAY, sandy (CH) ,.... 8-11 7-8 102 20 23 900 2.9 5,000 CLAY, sandy (CH) 8-12 4-5 108 19 22 550 3.3 10,000 CLAY, sandy (CH) ,..- 8-12 9 -10 108 18 21 1,150 3.3 10,000 CLA Y, sandy (CH) 8-14 4-5 108 18 22 550 3.8 10,000 CLAY, sandy (SC) ,...... 8-18 1-2 119 10 16 200 4.5 5,000 SAND, clayey (SC) r- r r r - Test Type: ASTM 0-4546 B ,...... Job No. OA08072-125 ':~.;'-:: :!~:~~!! <<<<We..We. .<<<0 SWELL TEST Rolling Oaks Memorial Center Freeport Parkway Coppell, Texas ,..... Figure 21 .- - - .- .- 20 .- PI (%) 15 ,.- ,.- 10 r- ,..... r ,< Lime vs PI 35 30 25 5 o 0.0 5.0 10.0 Lime (0/0) 15.0 r Location: B-2 Depth: 1-4 feet % Lime r- ,.... r- Material: CLAY, very stiff to hard, dark gray brown (CH) PI 33 25 19 15 12 9 o 2 4 6 8 10 " LIME (vs PI) SERIES TEST Rolling Oaks Memorial Center Freeport Parkway Coppell, Texas ,..... Job No. DA08072-125 .~" ' CTLITHOMPSON !!Ill --.------- Figure 22 "..... "..... ..... - ,..... "..... 11 "..... :r: a. ,..- 10 ,..... ,.- r- r Lime vs pH 13 12 9 8 0.0 5.0 10.0 Lime (%) 15.0 r- ; Location: B-2 Depth: 1-4 feet 0/0 Lime ,.- r ,.- Material: CLAY, very stiff to hard, dark gray brown (CH) RH 8.19 12.14 12.32 12.39 12.44 12.5 o 2 4 6 8 10 ~ LIME (vs pH) SERIES TEST Rolling Oaks Memorial Center Freeport Parkway Coppell, Texas ,.- Job No. DAOS072-125 .~ CTLITHOMPSON !rrrr- -- ----- Figure 23 - 9 Boring Depth Soluble Soluble Sample Sulfates Sulfates Description r- (ft) (%) (ppm) B-2 1-4 0.012 120 CLAY (CH) - B-9 0-1 0.016 160 CLAY, with sand (CH) ,.... 8-10 1-2 0.012 120 CLAY, with sand (CH) B-17 0-1 0.014 140 CLAY, sandy (CL) ,.- ..... ,.- ,-. ,"'-" ,... ,.- ,,-. Test Type: TxDOT TEX-145-E SOLUBLE SULFATE TEST ,-. ,-. Rolling Oaks Memorial Center Freeport Parkway Cop pel!, Texas Job No. DAOS072-125 " :~~THO~!~~ Figure 24 ,....... - - - - - ,..... ,..... r 7. ,..... 8. - 9. ..- ..- GENERAL SPECIFICATIONS FOR WATER-PRESSURE IN~ECTION STRAIGHT PIPE ARRANGEMENT 1. Injection process shall be observed on a full time basis by a qualified inspector under the direction of the owner's designated geotechnical engineer. 2. A surfactant (wetting agent) shall be added to the water. The amount of surfactant used should be in accordance with the manufacturer's recommendations. 3. The lower portion of the injection nozzle shall consist of a hole pattern that will uniformly disperse the mixture throughout the entire depth. 4. Injection pressures should be adjusted to disperse as large a volume of water as possible within a pressure range of 50 to 200 pounds per square inch. 5. Injection pipe shall be forced downward (not jetted or washed) in 12 to 18 inch intervals, injecting to refusal at each interval for a total depth of at least 7 feet in the building area. Refusal will be determined on site by the inspector. 6. Spacing for the injections not to exceed 5 feet on center each way, and injections shall be carried at least 5 feet or the limits of any sidewalks outside building lines. Subsequent injections should be offset from initial locations in a pattern that maximizes distribution of the mixture. Post-treatment evaluation shall be based on in-situ moisture contents, hand penetrometer values and one-dimension laboratory swell tests conducted by the owner's Geotechnical Engineer. Soil samples used for laboratory swell tests shall be undisturbed samples retrieved by using a thin-walled seamless tube sampler to a depth equal to the specified injection depth. Sampling shall be at a rate of one sample boring per 2,500 square feet of treated area or a minimum of 3 per building pad area. Sample borings shall be taken at an equal distance from injection points. Continuous tube samples shall be obtained from the entire treated depth. Samples shall be extruded from the tube and sealed to prevent moisture loss, and be protected from disturbance. One-dimensional swell tests shall be performed from each sample boring. A swell test should be performed on soil samples generally from the following intervals: 0 to 2 feet, 2 to 4 feet, 4 to 7 feet, and 7 to 10 feet. The swell tests shall be conducted in accordance with ASTM 0 4546-85 Method A without the swell pressure determined. Test results shall be reported for a swell under a single surcharge load simulating overburden pressure after construction of the building. Moisture and hand penetrometer determinations will be made on one foot intervals in all borings. 10. The average swell from each boring where swell tests are performed shall not exceed 1.0 percent; and no swell test from the boring shall have a swell of more than 2.0 percent. - 11. Where swell criteria is not met in anyone of the borings, determination of the building pad area to be reinjected will be made by the project geotechnical engineer. Retreatment and acceptance testing will be performed over the entire injection depth of the area reinjected. ,..... r- r GENERAL SPECIFICATIONS WATER-PRESSURE INJECTION STRAIGHT PIPE ARRANGEMENT (Continued) 12. Final acceptance, by the owner, shall be based on an evaluation of the test data by the Owner and the project geotechnical engineer. 13. It shall be the responsibility of the contractor to make the injected area accessible for sampling by pumping standing water off the pad and providing equipment to pull the drill through wet, soft areas, if required. ,-. 14. The surface of the injected area should be sealed or otherwise protected against moisture loss and deterioration, particularly during periods when rapid surface drying will occur. Sealing of the pad surface should proceed immediately by placing select fill above the injected soils. Prior to placing the select fill, the surface of the injected soils should be scarified to a depth of 6 inches and recompacted to a minimum density of 95 percent of the maximum density determined by ASTM D 698 in a moisture range of +1 to +5 percent of the soils optimum moisture content. - - r r ! r r i r r- r r- r- S:\DA08072.000\ 125\reports\DA08072. rpt.doc Proposed Rolling Oaks Memorial Center Freeport Parkway Coppell, Texas CTL Project No. DA08072-125 2 ",..... . :~~~~~:~ CTL I Thompson, Inc. 7306 S. Aiton Way Centennial, Colorado 80112 Phone: 303-825-0777 (corporate) Fax: 720-488-4148 CTL I Thompson, Inc. 1971 West 12th Avenue Denver, Colorado 80204 Phone: 303-825-0777 Fax: 303-825-4252 CTL I Thompson, Inc. 5240 Mark Dabling Blvd. Colorado Springs, CO 80918 Phone: 719-528-8300 Fax: 719-528-5362 CTLIThompson, Inc. 234 Center Drive Glenwood Springs, CO 81601 Phone: 970-945-2809 Fax 970-945-7411 CTLIThompson,lnc. 4001 Automation Way Unit 201 Ft. Collins, Colorado 80525 Phone: 970-206-9455 Fax 970-206-9441 - .. - - - - r- . . III " " CTLIThompson, Inc. 4718 N. Elizabeth Street Suite C-2 Pueblo, Colorado 81008 Phone: 719-595-1287 Fax: 719-595-1292 . . CTL I Thompson Texas, LLC 10575 Newkirk Street Suite 780 Dallas, Texas 75220 Phone: 972-831-1111 Fax: 972-831-0800 . CTL IThompson Texas, LLC 8900 Shoal Creek Blvd., Bldg. 400 Austin, Texas 78757 Phone: 512-832-8883 Fax: 512-832-8886 CTL I Thompson Materials Engineers, Inc. 22 Lipan Street Denver, Colorado 80223 Phone: 303-825-0777 Fax: 303-893-1568