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ST0701-SY080501GEOTECHNICAL INVESTIGATION SOUTHWESTERN BOULEVARD BRIDGE COPPELL, TEXAS HENLEY JOHNSTON & ASSOCIATES, INC. englneering geosclence consultants (21 41 94 1-3808 jax (2 ] 4) 943- 7645 235 Morgan Aue., Dallas, Texas 75203.1025 GEOTECHNICAL INVESTIGATION SOUTHWESTERN BOULEVARD BRIDGE COPPELL, TEXAS For Halff Associates, Inc. Dallas, Texas INTRODUCTION In general accordance with notice to proceed with our Proposal, we have completed a Geotechnical Investigation at the proposed site of a new bridge on Southwestern Blvd. over Grapevine Creek in Coppell, Texas. This investigation supplements a previous investigation performed in 1990 for roadway. improvements along Southwestern Blvd. from Beltline Road to Freeport Parkway, including the new bridge. The results of that investigation are presented in our Report No. MJA 5688 dated 15 June 1990, and illustration from that report are included herein. Preliminary information as to the scope of this project was provided to this office by Mr. B. David Littleton, P.E., of Halff Associates, Inc. The project site is located in Coppell, Texas, in northwestern Dallas County. The locations of borings drilled for this investigation are indicated on Plate 1. We understand that the new bridge will be supported on auger-excavated, cast-in-place concrete, straight-shaft piers. Maximum column loads for each pier are expected to be less than 300 kips. PURPOSE AND SCOPE The purpose of this investigation was to develop specific geotechnical data at the site of the proposed bridge to supplement and confirm information in the 1990 geotechnical report. This was accomplished by means of subsurface exploration, laboratory testing and engineering and geologic analyses of the resultant data from two (2) core borings. HENLEY JOHNSTON & ASSOCIATES, INC. l enyineering geoscience consultants -1- This report presents the results of the basic field and laboratory data and provides recommendations to guide design and construction of bridge foundations. Recommendations to facilitate design and construction were made based on the geological conditions and geotechnical parameters obtained from this investigation. The interpretation of these data is considered appropriate to the extent that the investigated locations are typical of conditions present at the project site. FIELD INVESTIGATION The field or subsurface investigation conducted for this study consisted of advancing two (2) Nx-size core borings to depths of about 40 feet below existing ground surface. The borings were advanced by means of atruck-mounted rotary drilling rig which employs dry sampling techniques to advance the borings to about 10-foot depth and wash rotary techniques below that depth. The drilling was performed by aHenley-Johnston & Associates, Inc., drill crew. Approximate locations of the borings drilled for this study are indicated on Plate 1. The borings were located on the site by an HJA Geotechnical Engineer, using a measuring wheel, based on the plan provided by Halff Associates, Inc., referencing from existing landmarks (bridge abutment, roadway, fences, etc.). These locations should be considered accurate only to the degree implied by the method used. Samples of cohesive soils were obtained using conventional Shelby-tube sampling techniques (ASTM D 1587) whereby athin-walled tube is advanced into the formation by a rapid, continuous thrust from balanced hydraulic rams on the drilling rig. The unweafihered shale strata present below the cohesive soils were cored near- continuously using adouble-tube core barrel fitted with a tungsten carbide cutting bit. To augment information from the core samples, Texas Cone Penetrometer tests were performed at the top of the shale in general accordance with TxDOT Method Tex-132-E. HENLEY JOHNSTON & ASSOCIATES, INC. enyineering geoscience consultants -2- All soil samples and most shale core samples obtained from the borings were encased in polyethylene plastic to prevent changes in moisture content and to preserve in situ physical properties. The samples were classified by an experienced HJA Engineering Geologist as to basic type and texture, labeled as to appropriate boring number and depth, and placed in core boxes for transport to the laboratory. Groundwater was not observed to be present in the borings prior to the introduction of water into the core borings for use as drilling fluid. LABORATORY TESTING All soil samples were classified in accordance with the Unified Soil Classification System. Samples of primary materials (shale strata) were described using standard geologic terminology. Terms and symbols used on the "Log of Boring" illustrations are described on the enclosed sheet entitled "Legend, Lithology, Soil Consistency & Relative Rock Hardness." To aid in the classification process, Atterberg Limits, Dry Unit Weight and Moisture Content determinations were performed on representative samples. All of the above test data are summarized on Plate 2. Atterberg Limits also are presented graphically on the Plasticity Chart on Plate 3. The strength of each cohesive sample was estimated using a hand penetrometer. The results of these estimates are recorded graphically on the "Log of Boring" illustrations. Strength properties of selected soil samples and shale core samples were investigated by Unconfined Compression tests. In this test, axial load is applied to a laterally unsupported cylindrical sample until failure occurs within the sample. This test is conducted fairly rapidly (failure within about 10 minutes) and generally conforms to ASTM D 2166 for soil and ASTM D 2850 for shale. Elastic modulus values were interpreted from the stress-strain curves of the Unconfined Compression tests using a tangent modulus at 50 percent of peak strength. Results of the Unconfined Compression tests performed are summarized on Plate 4, and stress-strain curves for these tests are HENLEY presented graphically on Plates 5 through 14. ~oHNSroN & ASSOCIATES, INC. l engineering geoscience consultants -3- SUBSURFACE CONDITIONS The site of this investigation is along Southwestern Blvd. at the bridge over Grapevine Creek in Coppell, Texas. Primary sediments have been identified as shale strata of the Eagle Ford Formation of Upper Cretaceous Age. The specific types, depths, and thicknesses of materials penetrated by the borings are reflected on the "Log of Boring" illustrations. Clay and silty clay overburden soils were encountered from the ground surface to about At the two boring locations for this investigation, the near surface soils are slightly silty clays to about 8 to 9-foot depth and sandy clays below that level to about 14-foot depth. All of these clays are indicated to be low to moderate plasticity soils which are expected to be subject to small to moderate volume changes with variations in soil moisture content. The upper silty clays to about 4-foot depth are stiff to very stiff in consistency and dark brown in color. The silty and sandy clays below 4-foot depth are very stiff in consistency and light brown and gray in color. In one of the borings drilled in 1990, a granular layer was encountered below the clay soils. Below these overburden soils are shale strata of the Eagle Ford Formation. Typically, the shale is a calcareous weak rock, firm in rock hardness and dark gray in color. In the earlier borings, some bentonitic seams and hard limestone lenses were noted. Bentonitic seams and limestone lenses were not noted in the current borings. Groundwater was not observed to be present during the course of this investigation prior to the addition of water as drilling fluid. Typically, groundwater in this vicinity is perched on top of the unweathered primary formation and is contained within the sand and gravel zones overlying the shale strata and possibly in limestone lenses. Groundwater levels at this site can be expected to fluctuate with seasonal variations in rainfall. HENLEY JOHNSTON & ASSOCIATES, INC. engineering geoscience consultants -4- FOUNDATION CONSIDERATIONS Based on the results of this investigation we recommend that structural loads of the new bridge be supported on auger-excavated, cast-in-place concrete, straight-shaft piers based in the firm, dark gray shale below about 14 to 20=foot depth. The shale may be at lower elevations in areas where the creek has scoured deeper. We recommend that straight-walled concrete piers be based at least two (2) feet below the top of the firm, dark gray shale encountered about 14 to 20 feet below existing grade at the bridge location. For design of straight-walled concrete piers, allowable load intensities for end bearing and side shear stress transfer in the firm, dark gray shale have been developed utilizing the Unconfined Compression Test results and a Factor of Safety of 3, and may be summarized as follow: Stress Transfer End Bearing Side Shear, Compression Side Shear, Tension Dark Gray Shale = 8.0 tsf = 2.5 tsf = 1.2 tsf Side-shear stress transfer is limited to the perimeter portion of the pier shaft in intimate contact with the firm, dark gray shale, below the base of any temporary casing required to install the shafts. For design purposes, the upper two feet of the dark gray shale should be neglected in capacity computations. The side shear values provided are directly applicable only for isolated drilled shaft foundations separated in plan by a clear distance of at least two shaft diameters. If this spacing cannot be maintained for two piers, the side shear stress transfer should be reduced linearly from full side shear at two diameters clear spacing to 50 percent side shear at zero diameters clear spacing (tangential). If this spacing cannot be maintained for pier groups containing more than two piers, this office should be contacted so that additional studies based on the group geometry can be accomplished and reduced design values developed. HENLEY JOHNSTON & ASSOCIATES, INC. engineering geoscience consultants -5- Using the recommended allowable values herein, we estimate that settlement of pier foundation elements will be only small fractions of an inch. Such settlement is expected to occur as elastic deformation during construction and should be essentially complete at the end of the construction phase. Lateral Loads Lateral loads on shafts must be considered in the overall drilled-shaft foundation design. We recommend that the following values be utilized in LPILE for analysis of piers under lateral load. Depth Below Existing Undrained Shear Soil Unit Strain @ 50% Grade, ft Strength, psf Weight, pcf Stress, in/in 0 - 8 900 120 .0.010 8 -top of shale 1500 120 0.007 For firm, dark gray shale, we recommend utilizing a compressive strength of 200 psi. Seismic Soil Profile Type As defined in the International Building Code, 2003 Edition, Table No. 1615.1.1, it is our opinion that this site should be considered to be Site Class C, which is described as "Very Stiff Soil and Weak Rock" profile. CONSTRUCTION PROCEDURES Each pier installation should be vertical (within acceptable tolerances), placed in proper plan location and cleaned prior to concrete placement. Reinforcing steel cages should be prefabricated in a rigid manner to allow expedient placement of both steel and concrete into the excavation. It is essential that excavation of piers and the placement of both steel and concrete be completed in a continuous operation. In all cases, no portion of the stratum being counted on to provide structural support should be exposed to atmospheric conditions for more than eight (8) hours following the completion of excavation prior to the placement of concrete. HENLEY JOH NSTON & ASSOCIATES, INC. engineering geoscience consultants -6- Based on the information from this study, we anticipate that temporary casing will be required at this location to control seepage of groundwater and caving of overburden soils for piers excavated from the ground surface existing at the time of this investigation. Casing should be available on site for use as needed. When required, casing should be installed a sufficient distance into the bearing stratum to insure a watertight seal. After the satisfactory installation of any temporary casing required, shaft penetration may be excavated by machine auger within the casing in a conventional manner. In the event significant quantities of groundwater are encountered in the bearing stratum, concrete may be placed by pump or other approved underwater placement procedures. When the groundwater level is above the base of any temporary casing being utilized, extreme care should be maintained at all times to insure that the head of the plastic concrete is higher than the static groundwater level outside the casing. In actual practice, it is desirable that the head of the plastic concrete be appreciably above the static groundwater level prior to breaking of the seal between the temporary casing and the bearing stratum. Once the seal is broken, the temporary casing may be removed slowly in a vertical direction only (no rotation permitted), while additional concrete is elevated to the top of the casing and placed through a tremie in order to connect with the existing concrete contained within the lower portion of the shaft. In order to confirm compliance with specifications and acceptability of the bearing stratum, a qualified and experienced geotechnical observer from this office should be present at all times during foundation installation. EARTHWORK Earthwork recommendations are as follow: 1. Excavate and waste, or store for future use, organic topsoil; excavate and waste all deleterious materials present at the site. HENLEY JOH NSTON & ASSOCIATES,. INC. enyineering geoscience consuf[ants -7- 2. Scarify soils exposed in fill areas and transitional areas (cut to fill and fill to cut) to a depth of approximately eight (8) inches, add moisture (if required), mix and recompact to a dry density of at least 95 percent of the maximum dry density obtained by the Standard Proctor Compaction Test (ASTM D 698). The moisture content of the compacted soils should be maintained between optimum and plus four percent of the optimum value (determined from ASTM D 698) until covered by fill, pavement or floor slabs. 3. Place fill soils in loose lifts not exceeding eight (8) inches and compact to the moisture/density values specified in No. 2 above. 4. If it is necessary to import material, such select fill should be inert, inorganic sandy clay/clayey sand (more than 40 percent passing the No. 200 mesh sieve), with Liquid Limit less than 35 and Plasticity Index between 6 and 15. QUALIFICATIONS In the event that any changes in the nature, design or location of the proposed bridge are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this report modified or verified in writing. The analysis and recommendations submitted in this report are based in part upon the data obtained from two (2) core borings for this investigation and the information from a previous investigation which included two (2) core borings for the bridge structure. The nature and extent of subsurface variations at the site may not become evident until construction. If variations then appear evident, it will be necessary to reevaluate the recommendations of this report. It is recommended that the soil and foundation engineer be provided the opportunity for general review of final design drawings and specifications in order to confirm that earthwork and foundation recommendations have been properly interpreted and implemented in the design drawings and specifications. HENLEY JOHNSTON & ASSOCIATES, INC. ~ enyineering geoscience consuftan[s -8- We appreciate the opportunity to work with you on this project. Please call us when we can be of further service during later stages of design or during construction. ~'g~P;SE aF,rF~~~' Respectfully submitted, :* „ JOHN W~J~ ~BTON .. ~~,o :.~ 0968 • • ... :• Q, ~,'~s • ~isrEREO • •~,~~= 1~~ ~~~N` ~:N~- John W. Johnston, P.E. Henley-Johnston & Associates, Inc. JWJ HJA No.9757 16 May 2008 HENLEY JOHNSTON & ASSOCIATES, INC. engineering yeoscience consultants -9- LEGEND CORE BORING so~rN~ESrE RN e~~~EVgR~ BRIDGE 2 1 N SOUTHWESTERN BOULEVARD BRIDGE COPPELL, TEXAS BORING LOCATION PLAN 0 5o too 20o HENLEY-JOHNSTON & ASSOCIATES, INC. engineering geoscience consultants SCALE FEET HJA No.: 9757 PLATE 1 DATE: MAY 2008 SOUTHWESTERN BOULEVARD BRIDGE COPPELL, TEXAS SUMMARY OF INDEX PROPERTIES BORING NUMBER DEPTH (ft.) LL PI MC (%) DUW (psf~ UNIFIED SOIL CLASSIFICATION 1 0.0-2.0 23.9 1 2.0-4.0 48 28 26.6 96.0 CL 1 4.0-6.0 19.9 1 6.0-8.0 33 19 13.8 119.5 CL 1 8.0-10.0 26 13 9.8 CL 1 26.0-27.1 18.0 112.9 1 36.6-38.0 17.1 107.3 2 0.0-2.0 18.3 2 2.0-4.0 27 15 20.0 106.9 CL 2 4.0-6.0 45 25 15.5 115.2 CL 2 6.0-8.0 13.7 2 8.0-10.0 10.4 121.2 2 16.6-18.2 16.1 108.5 2 28.6-30.4 19.1 106.2 2 38.9-40.5 15.0 111.6 HENLEY JOHNSTON l 8 ASSOCIATES, INC. engineering ~eoscience consultants PLATE 2 70 60 50 X W ~ 40 H _U 30 !- Q ~ 20 10 0 SUMMARY OF ATTERBERG LIMITS BORING NUMBER SAMPLE DEPTH,ft. LIQUID LIMIT PLASTICITY INDEX UNIFIED SOIL CLASSIFICATION 1 2.0-4.0 48 28 CL 1 6.0-8.0 33 19 CL 1 8.0-10.0 26 13 CL 2 2.0-4.0 27 15 CL 2 4.0-6.0 45 25 C L 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT (LL) SOUTHWESTERN BOULEVARD BRIDGE COPPELL, TEXAS SUMMARY OF LABORATORY STRENGTH TESTS BORING NUMBER DEPTH (ft.) PEAK STRESS (psi) FAILURE STRAIN (%) TANGENT MODULUS (ksi) MATERIAL TYPE SOIL 1 2.0-4.0 28.1 9.7 1.13 CLAY 1 6.0-8.0 56.6 5.7 1.07 CLAY 2 2.0-4.0 47.2 10.4 1.85 CLAY 2 4.0-6.0 146.8 4.6 7.69 CLAY 2 8.0-10.0 74.9 6.3 1.38 CLAY ROCK 1 15.0-16.6 291.3 SHALE 1 20.0-22.0 366.7 SHALE 1 26.0-27.1 129.4 1.7 8.67 SHALE 1 32.0-34.0 283.5 SHALE 1 36.6-38.0 14.2 1.4 1.49 SHALE 2 16.6-18.2 412.4 2.1 28.49 SHALE 2 22.9-24.8 209.4 SHALE 2 28.6-30.4 103.1 1.7 11.36 SHALE 2 33.8-35.8 299.6 SHALE 2 38.9-40.5 21.8 2.0 1.02 SHALE iiENLEY JOIiNSTON ` 8 ASSOCIATES, INC. enRineerin~ ~eoscience consultants PLATE 4 BORING NO.: 1 DEPTH (FT): 2.0-4.0 CLAY, slightly silty, dark brown 30.0 25.0 20.0 W ~ 15.0 Q x Q 10.0 5.0 TANGENT MODULUS AT 50% ULTIMATE STRESS: 1.13 KSI 0.0 0.0 2.5 5.0 7.5 1 0.0 12.5 AXIAL STRAIN (%) SOUTHWESTERN BOULEVARD BRIDGE TEST TYPE: UNCONFINED COMPR ESSION TEST COPPELL, TEXAS (ASTM D 2166) UNCONFINED COMPRESSION TEST STRESS-STRAIN PLOT MO ISTURE CONTENT (%): 26.6 HENLEY-JOHNSTON & ASSOCIATES,INC. DRY UNIT WEIGHT (PCF): 96.0 engineering geoscience consultants HJA NO.: 9757 PLATE 5 DATE TESTED: 04/29/08 BORING NO.: 1 DEPTH (FT): 6.0-8.0 CLAY, slightly silty, light brown and gray 60.0 50.0 40.0 d W ~ 30.0 I- J Q X Q 20.0 10.0 TANGENT MODULUS AT 50% ULTIMATE STRESS: 1.07 KSI 0.0 0.0 2.0 4.0 6.0 8.0 1 0.0 AXIAL STRAIN (%) SOUTHWESTERN BOULEVARD BRIDGE TEST TYPE: UNCONFINED COMPR ESSION TEST COPPELL, TEXAS (ASTM D 2166) UNCONFINED COMPRESSION TEST STRESS-STRAIN PLOT MO ISTURE CONTENT (%): 13.8 HENLEY-JOHNSTON & ASSOCIATES,INC. DRY UNIT WEIGHT (PCF): 119.5 engineering geoscience consultants HJA NO.: 9757 PLATE 6 DATE TESTED: 04/29/08 BORING NO.: 2 DEPTH (FT): 2.0-4.0 CLAY, slightly silty, brown 50.0 40.0 W 30.0 Cl~, cn W J 20.0 X Q 10.0 TANGENT MODULUS AT 50% ULTIMATE STRESS: 1.85 KSI 0.0 0.0 5.0 10.0 15.0 20.0 AXIAL STRAIN (%) SOUTHWESTERN BOULEVARD BRIDGE TEST TYPE: UNCONFINED COMPRESSION TEST COPPELL, TEXAS (ASTM D 2166) UNCONFINED COMPRESSION TEST STRESS-STRAIN PLOT MOISTURE CONTENT (%): 20.0 HENLEY-JOHNSTON & ASSOCIATES,INC. DRY UNIT WEIGHT (PCF): 106.9 engineeringgeoscience consultants HJA NO.: 9757 PLATE 7 DATE TESTED: 04/29/08 BORING NO.: 2 DEPTH (FT): 4.0-6.0 CLAY, slightly silty, light brown and gray 150.0 125.0 100.0 ~ 75.0 H J Q X Q 50.0 25.0 TANGENT MODULUS AT 50% ULTIMATE STRESS: 7.69 KSI o. o 0.0 2.0 4.0 6 0 8.0 1 0.0 AXIAL STRAIN (%) SOUTHWESTERN BOULEVARD BRIDGE TEST TYPE: UNCONFINED COMPR ESSION TEST COPPELL, TEXAS (ASTM D 2166) UNCONFINED COMPRESSION TEST STRESS-STRAIN PLOT MOISTURE CONTENT (%): 15.5 HENLEY-JOHNSTON & ASSOCIATES,INC. DRY UNIT WEIGHT (PCF): 115.2 engineering geoscience consultants HJA NO.: 9757 PLATE 8 DATE TESTED: 04/29/08 BORING NO.: 2 DEPTH (FT): 8.0-10.0 CLAY, sandy, light brown and gray 80.0 60.0 t1 W ~ 40.0 J Q X Q 20.0 TANGENT MODULUS AT 50% ULTIMATE STRESS: 1 .38 KSI 0.0 0.0 2.0 4.0 6.0 8.0 1 0.0 AXIAL STRAIN (%) SOUTHWESTERN BOULEVARD BRIDGE TEST TYPE: UNCONFINED COMPR ESSION TEST COPPELL, TEXAS (ASTM D 2166) UNCONFINED COMPRESSION TEST STRESS-STRAIN PLOT MOISTURE CONTENT (%): 10.4 HENLEY-JOHNSTON & ASSOCIATES,INC. DRY UNIT WEIGHT (PCF): 121.2 engineering geoscience consultants HJA NO.: 9757 PLATE 9 DATE TESTED: 04/29/08 BORING NO.: 1 DEPTH (FT): 26.0-27.1 SHALE, calcareous, dark gray 150.0 125.0 100.0 d W ~ 75.0 J Q X Q 50.0 25.0 TANGENT MODULUS AT 50% ULTIMATE STRESS: 8.67 KSI 0.0 0.0 0.5 1.0 1.5 2.0 2.5 AXIAL STRAIN (%) SOUTHWESTERN BOULEVARD BRIDGE TEST TYPE: UNCONFINED COMPRESSION TEST COPPELL, TEXAS (ASTM D 7012 METHOD D) UNCONFINED COMPRESSION TEST STRESS-STRAIN PLOT MOISTURE CONTENT (%): 18.0 HENLEY-JOHNSTON & ASSOCIATES,INC. DRY UNIT WEIGHT (PCF): 112.9 engineeringgeoscience consultants HJA NO.: 9757 PLATE 10 BORING NO.: 1 DEPTH (FT): 36.6-38.0 SHALE, calcareous, dark gray 20.0 15.0 d. W ~ 10.0 J Q X Q 5.0 TANGENT MODULUS AT 50% ULTIMATE STRESS: 1 .49 KSI 0.0 0.0 0.5 1.0 1.5 2.0 2.5 AXIAL STRAIN (%) SOUTHWESTERN BOULEVARD BRIDGE TEST TYPE: UNCONFINED COMPRESSION TEST COPPELL, TEXAS (ASTM D 7012 METHOD D) UNCONFINED COMPRESSION TEST STRESS-STRAIN PLOT MOISTURE CONTENT (%): 17.1 HENLEY-JOHNSTON & ASSOCIATES,INC. DRY UNIT WEIGHT (PCF): 107.3 engineering geoscience consultants HJA NO.: 9757 PLATE 11 BORING NO.: 2 DEPTH (FT): 16.6-18.3 SHALE, calcareous, dark gray 500.0 400.0 d 300.0 W tY I- J ~ 200.0 X Q 100.0 TANGENT MODULUS AT 50% ULTIMATE STRESS: 28.49 KSI 0.0 0.0 0.5 1.0 1.5 2.0 2.5 AXIAL STRAIN (%) SOUTHWESTERN BOULEVARD BRIDGE TEST TYPE: UNCONFINED COMPRESSION TEST COPPELL, TEXAS (ASTM D 7012 METHOD D) UNCONFINED COMPRESSION TEST STRESS-STRAIN PLOT MOISTURE CONTENT (%): 16.1 HENLEY-JOHNSTON & ASSOCIATES,INC. DRY UNIT WEIGHT (PCF): 108.5 engineering geoscience consultants HJA NO.: 9757 PLATE 12 BORING NO.: 2 DEPTH (FT): 28.6-30.4 SHALE, calcareous, dark gray 125.0 100.0 D.. 75.0 W I- Cn J ~ 50.0 X Q 25.0 TANGENT MODULUS AT 50% ULTIMATE STRESS: 1 1.36 KSI 0.0 0.0 0.5 1.0 1.5 2.0 2.5 AXIAL STRAIN (%) SOUTHWESTERN BOULEVARD BRIDGE TEST TYPE: UNCONFINED COMPRESSION TEST COPPELL, TEXAS (ASTM D 7012 METHOD D) UNCONFINED COMPRESSION TEST STRESS-STRAIN PLOT MOISTURE CONTENT (%): 19.1 HENLEY-JOHNSTON 8 ASSOCIATES,INC. DRY UNIT WEIGHT (PCF): 106.2 engineering geoscience consultants HJA NO.: 9757 PLATE 13 BORING NO.: 2 DEPTH (FT): 38.9-30.5 SHALE, calcareous, dark gray 25.0 20.0 ~ 15.0 W _1 - ~ 10.0 X Q 5.0 TANGENT MODULUS AT 50% ULTIMATE STRESS: 1.02 KSI 00 0.0 0.5 1.0 1.5 2.0 2.5 AXIAL STRAIN (%) SOUTHWESTERN BOULEVARD BRIDGE TEST TYPE: UNCONFINED COMPRESSION TEST COPPELL, TEXAS (ASTM D 7012 METHOD D) UNCONFINED COMPRESSION TEST STRESS-STRAIN PLOT MOISTURE CONTENT (%): 15.0 HENLEY-JOHNSTON & ASSOCIATES,INC. DRY UNIT WEIGHT (PCF): 111.6 engineeringgeoscience consultants HJA NO.: 9757 PLATE 14 CLASSIFICATION CONSISTENCIES AND ABBREVIATIONS SYMBOLS HARDNESS DESCRIPTIONS abnt. abundant ang. angular FOR SANDS, GRAVELS, & SANDY SILTS wren. arenaceoUS rn (1974) & Th b P k H M ifi d f arg. argillaceous orn anson u rom ec , e od bdd. bedded Standard Penetration bd beddin g. g Consistency Resistance N bent. bentonite bldr. boulder Very Loose Less than 4 BT talc. Brazil Tensile calcareous Loose 4 to 10 m Dense 10 to 30 M di curb. carbonaceous e u Dense 30 to 50 cbl. c l cobble lomerate con Very Dense Greater than 50 g . g clst. claystone cmt. cemented FOR CLAYS & SANDY CLAYS dia. k diameter d k (COHESIVE SOILS) d . DUW ar Dry Unit Weight Modified from Peck, Hanson, & Thornburn (1974) EI. elevation ti t d P d St d fi fossil. fossiliferous on ene ra ar an Uncon ne frac. fracture Consistency Compression tsf Resistance N gyp. gypsiferous incl. inclusion Very Soft Less than 0.25 Less than 2 intbdd. interbedded Soft 0.25 to 0.5 2 to 4 jnt joint Medium Stiif 0.5 to 1.0 4 to 8 . lam. laminated Stiff 1.0 to 2.0 8 to 15 0 15 to 30 0 t 4 Stiff 2 LL Liquid Limit o . Very . 0 Greater than 30 Hard Greater than 4 It. light . MC Moisture Content ME Modulus of RELATIVE HARDNESS MODIFERS (ROCK) med. Elasticity medium (RELATED TO FRESH SAMPLE) min. minutes Modified from SCS EWP. Tech Guide No. 4 mod. moderately t nod. nodule Hardness Rule of Thumb Tes i l occ. ona occas part. particle Soft Permits denting by moderate Pen. Penetrometer finger pressure phos. phosphatic PI Plasticity Index Firm Resists denting by fingers but py. pyritized can be penetrated by pencil Qu Unconfined point to medium to shallow Compression depth (No. 2 pencil) Rec recover . rnd. ROD y rounded Rock Quality Mod. Hard Very shallow penetration of pencil point, can be scratched Designation by knife and in some sat. saturated instances cut with knife Sept. septarian sev. severely Hard No pencil penetration, can be sil. siliceous scratched with knife, can be sli sli htly broken by light to moderate . slk g slickensided hammer blows . T.D. Total Depth Hard Cannot be scratched by knife Ve v. very , ry wea. weathered can be broken by repeated heavy hammer blows SOUTHWESTERN BOULEVARD BRIDGE TEXAS COPPELL , SOIL CONSISTENCY, LITHOLOGY LEGEND , , & RELATIVE ROCK HARDNESS INC HENLEY-JOHNSTON & ASSOCIATES , . engineering geoscience consultants HJA No.: 9757 DATE: MAY 2008 SOIL Asphalt or Lignite Concrete I II I II Fill G W Gravel or Sandy Gravel well raded ~ / ` G P Gravel or Sandy Gravel - ~ oorl raded G M Silty Gravel or l d G S rave y Silty an G C Clayey Gravel or Clayey Sandy Gravel °~' ~ SW Sand or Gravelly Sand ~ *o well raded P Sand or Gravelly Sand oorl raded C M J Silty Sand or Silty Gravelly Sand C Clayey Sand or Clayey Gravelly Sand M L Silts, Sandy Silts, Gravelly Silts, or Diatomaceous Soils C ~ Low Plasticity Clays, Sandy Clays, or Gravell Clo s I O L Organic Silts or Low Plasticity ' ' ' Or anic Cla s M H Micaceous Clays or Diatomaceous Soil C H High Plasticity Clays u O High Plasticity Cl s i O i I I ay rgan c i ROCK S Limestone L - - S h Shale _I-t Marl S s Sandstone Z one Fracture 5 5 Weathered Zone S HENLEY-JOHNSTON & ASSOCIATES, INC. engineering geoscience consultants LOG OF BORING SOUTHWESTERN BOULEVARD BRIDGE PROJECT No.: 9757 BORING No.: ~ DRILL DATE: 04/08/08 METHOD: SHELBY TUBE /SPLIT SPOON TO 15.0', Nx CORE TO 40.0' COPPELL, TEXAS SHEET 1 of 2 LOCATION: SEE PLATE 1 GROUND ELEVATION: z STANDARD PENETRATION (BPF) + ~ ~ CORE INFILTRATION TEST E-- _ -- ~ °J w _ Q `J ° m ~ ~ J ~ ~ ~ MATERIAL DESCRIPTION a ~ > ~ ~'-~ a~ J W ~/ a J J ~' D °w w o W POCKET PENETRO~IElER READING X (tsf} 000000 ~ N ~ d' u7 CO CLAY, slightly silty, stiff to very stiff, dark brown X 2.5 X CLAY, slightly silty, with trace of 5.0 calcareous nodules, very stiff, light brown and gray X 7.5 X CLAY, sandy, very stiff, light brown and gray X t0.0 12.5 THD -- SHALE, calcareous, firm, dark gray 50-1-1/2~~ - 1 1 50 2" 15.0 - - - / = 17.5 - S.0 5.0 RQD = 100 20.0 -- 22.5 - - - - 10 0 10 0 RQD = 100 . . HENLEY-JOHNSTON & ASSOCIATES, INC. engineering geoscience consultants LOG OF BORING SOUTHWESTERN BOULEVARD BRIDGE PROJECT No.: 9757 BORING No.: ~ DRILL DATE: 04/08/08 METHOD: SHELBY TUBE /SPLIT SPOON TO 15.0', Nx CORE TO 40.0' COPPELL, TEXAS SHEET 2 of 2 LOCATION: SEE PLATE 1 GROUND ELEVATION: z STANDARD PENETRATION (BPF) + J ~ ~ ~ O R E INFILTRATION TEST ~ _-~ 1-- -~-' ~ ~ N W . J ° m ~ (/~ J n- Q (n MATERIAL DESCRIPTION Q-~ > '' ~ w N W ~ a w ~ ~ a °w w O w ~ POCKETPENED20AIETER READING X (ts() 0 0 0 0 0 0 .- N r'~ ~ to cD _ - SHALE, calcareous, firm, dark gray 27.5 - - - 30.0 - 32.5 - - 35.0 - 10.0 9.5 RQD = 95~ 37.5 -- 40.o TOTAL DEPTH: 40.0' 42.5 45.0 47.5 HENLEY-JONNSTON & ASSOCIATES, INC. engineering geoscience consultants LOG OF BORING SOUTHWESTERN BOULEVARD BRIDGE PROJECT No.: 9757 BORING No.: 2 DRILL DATE: 04/08/08 METHOD: SHELBY TUBE /SPLIT SPOON TO 15.0', Nx CORE TO 41.0' COPPEEL, TEXAS SHEET 1 of 2 LOCATION: SEE PLATE 1 GROUND ELEVATION: STANDARD PENETRATION (BPF) + J w o CORE INFILTRATION TEST ~ -- ~ ~ W ~ W ~ ° ~ )- (~ -' ~ Q (n MATERIAL DESCRIPTION Q ~ w ~ J~ W ~ o ~ ~ a ~ ~ v0 w ~ POCKET PENETROMETER READING X (tsT) 0 0 0 0 0 0 ~ N r~ a- u7 u7 CLAY slightly silty, with trace of , calcareous nodules, stiff to very stiff, brown X 2.5 X slightly silty with trace of CLAY 5.0 , , calcareous nodules, very stiff, light brown and gray X 7.5 X CLAY sandy very stiff light brown , , , and gray X t 0.0 12.5 -= calcareous, firm, dark gray SHALE = , X 15.0 - - THD 50=2" = -= 50=3/4" 17.5 _-_ - 6 0 5 2 RQD = 87~ - - . . - 20.0 _ 22.5 - - = 5 0 4 4 RQD = 887 . . HENLEY-JOHNSTON & ASSOCIATES, INC. engineering geoscience consultants LOG OF BORING SOUTHWESTERN BOULEVARD BRIDGE PROJECT No.: 9757 BORING No.: 2 DRILL DATE: 04/08/08 METHOD: SHELBY TUBE /SPLIT SPOON TO t5.0', Nx CORE TO 41.0' COPPELL, TEXAS SHEET 2 of 2 LOCATION: SEE PLATE 1 GROUND ELEVATION: z D STANDARD PENETRATION (BPF) + ~ w O ~ O ~ I \ INFILTRATION TEST F- -- ~ ,-~ IiJ ~ ~ ~ ° m (~ J ~ (~ MATERIAL DESCRIPTION Q -~ W ~ J~ W ~ a J ~ o ,~, O w ~ POCNEi PENETROf~IETER READING X (tsf) 0 0 0 0 0 0 ~ N ~ d' t.C) V] - = SHALE, calcareous, firm, dark gray 27.5 - 30.0 -_ - 0 10 8 7 RQD = 87~ . . 32.5 - - 35.0 - 37.5 -_ - 5 0 4 3 RQD = 86~ . . 40.0 - - TOTAL DEPTH: 41.0' 42.5 45.0 47.5 APPENDIX ILLUSTRATIONS -REPORT NO. MJA 5687 -10- m N i ~- N a. W z H m 3.28 3.08 2.68 2.~ 2.40 2.20 2.08 1.B8 a~e 1.~ z 1.48 C~ F.___ r~ v J 1 . L CJ 1. n ~.~ 6.~ 0.48 0.~ (p (p q e.~ m ['9 ~ CSJ m m C7 m m m ~ m -4 N m CO (D <t N m OJ (D -mot N m N N N --~ r. .--. .--. _-. STRESS (TSF) JOB # 5687 ~ Plate 9 • co 3. ze m ~ .--, 3.08 c~ m 2.60 = ~- 2.~ 0 2.48 2.20 2.00 1.60 ~ ~ ~ 1.60 z z H .~ ~ 1.48 cr 0 ~ M W , ^ ~,/ 1.28 1.08 0.68 0. UU 0.48 0.20 ® ~ . rp cp 6~ 6~ 6~ t(pp 66~~ m [~ lf7 N 6J [~ l17 N m [` lJ7 N m CT7 N N N N --+ .r .-r .-~ STRESS CTSF) MASON-JOHNSTON 8~ ASSOCIATES, INC. GEOLOGISTS-ENGINEERS DALLAS. TEXAS SOUTHWESTERN BLVD. BRIDGE STRESS-STRAIN PLOT DATE= 5-17-90 JOB # 5687 Plate ZO MASON-JONNSTON d ASSOCIATE S• INC~ OALLA~. TEXAS OE OI OL~818 SOUTHWESTERN BLVD. PARK WEST COMMERCE CENTER COPPELL, TEXAS SUMMARY OF CLASSIFICATION TESTS Boring Depth LL PI -200 MC UDW Unified Soil Number Ft. o _ (% passinctl % (pcf} Classification 1 1.0-2.5 59 33 33.9 86.3 CH 1 1.0-2.5 56 11 4o LIME 1 1.0-2.5 56 10 6% LIME 1 1.0-2.5 56 11 8o LIME 1 2.5-4.0 33.1 87.1 1 5.5-7.0 30.5 1 10.0-11.5 24.6 1 13.0-14.5 26.8 2 0.0-1.5 53 28 34.6 83.9 CH 2 3.0-4.5 31.9 90.2 2 6.0-7.5 52 30 25.3 CH 2 9.0-10.5 24.7 2 12.0-13.5 25.9 2 13.5-15.0 25.4 3 1.0-2.5 29.2 3 4.0-5.5 28.0 3 7.0-8.5 24.5 3 11.5-13.0 34 19 CL 3 13.0-14.5 46.1 12.8 4 4.0-5.5 56 30 25.9 97.1 CH 4 5.5-7.0 28.2 4 7.0-8.5 29.6 4 8.5-10.0 28.6 4 10.0-11.5 26.8 4 11.5-13.0 25.6 5 14.0-15.5 30 16 16.0 113.7 CL 6 9.0-10.5 26 13 18.8 108.4 CL 6 14.0-15.5 23.2 7 2.5-4.0 18.1 7 5.5-7.0 21.4 7 8.5-10.0 22.9 7 11.5-13.0 17.7 110.8 7 13.0-14.5 41 23 21.9 CL 8 2.5-4.0 41 24 20.7 CL 8 7.0-8.5 24.3 8 10.0-11.5 22.3 8 13.0-14.5 20.8 9 0.0-1.5 43 25 23.7 98.8 CL 9 0.0-1-5 45 7 4% LIME 9 0.0-1.5 44 6 5o LIME 9 0.0-1.5 44 5 6o LIME 9 3.0-4.5 28.0 9 6.0-7.5 22.0 9 12.0-13.5 19.3 107.4 9 13.5-15.0 59.4 19.0 iG ir~E EA: Plate 2 u~ 1 ~~ ~ I~ OLZ~ HHZ~ l ~~~E 08f AL4 A~# ~ H5~ ph; ui t~ ~_ HEM ~ in ~ } qZi l.T Z ~ L17 lSl g ~ a ~ a Zlt A pI4 ~ ~ 0k y~ _ r L~-Z ~ ~~ s ° ~ h~ -~ ~ h/l p g/E Z/1 8/S hlE 1 h/I-1 ZJl-i Z cw~ ~ o t E H .-1 h 5 Z 6 ~i7 81 ~ Z{ w ~~. et hZ HE 1F{g 13M l.9 '~i3N i .i 1t13~a3d m ~' ~ ~ s m ~ w m m r' m i _., ~ r a ~ ~ m ~ ~ rv m m w cs m n rv m c9 I fV W n m r I J_ x s ~a N N -~ Z_ ~ ~ Q fU m m m m rv m MASON - J O M H S T O M d A S S O C IA T E 5~ I N C.. (j A ~ (. A ~"". T E% A$ eeo. o,..sT 7 SOtTTHWESTERN BLVD. BRIDGE COPPELL, TEXAS Boring Depth Qu ME Strain Number f( t.} tsf ksi ( °~ Description 5 19.0-19.4 54.1 SHALE, firm to mod. hd., w/occ. v. th in L.S. lenses, dk. gray 5 24.4-25.3 22.4 35.2 2.1 SHALE, firm to mod. hd., dk. gray 5 25.7-26.4 37.8 SHALE, firm to mod. hd., dk. gray 5 33.0-33.8 38.0 SHALE, firm to mod. hd., dk. gray 5 36.1-36.7 29.3 30.6 2.1 SHALE, firm to mod. hd., dk. gray 5 38.7-39.5 43.6 SHALE, firm to mod. hd., dk. gray 5 43.6-44.8 37.4 SHALE, firm to mod. hd., dk. gray 5 46.0-46.7 30.1 40.7 1.5 SHALE, firm to mod. hd., d}:. gray 5 55.2-56.1 42.8 SHALE, firm to mod. hd., dk. gray 5 57.1-57.9 22.2 16.2 2.0 SHALE, firm to mod. hd., dk. gray 6 22.0-23.1 53.0 SHALE, firm to mod. hd., w/occ, v. th in L.S. lenses, dk. gray 6 23.7-24.4 47.5 24.4 2.1 SHALE, firm to mod. hd., w/occ, v. th in L.S. lenses, dk_ gray 6 27.8-28.7 37.1 SHALE, firm to mod. hd., dk. gray 6 34.0-34.5 17.4 25.9 1.8 SHALE, firm to mod. hd., dk. gray 6 38.3-39.0 46.6 SHALE, firm to mod. hd., dk. gray 6 43.7-44.6 53.0 SHALE, firm to mod. hd., dk. gray 6 46.8-47.8 19.9 31.3 1.2 SHALE, firm to mod. hd., dk. gray 6 54.6-55.8 55.1 SHALE, firm to mod. hd., dk. gray 6 56.7-57.3 29.8 57.9 1.4 SHALE, firm to mod. hd., dk. gray Plate 4 m 9.~ '- ; 9.09 ~ n CV ~ .-, 8.48 •~ m ~ li m 7.89 ~~ o v H 7.28 1Z U t`-- 6. ~ F-- z ~ w ~ -- 6.09 z r+ w o .. 3 v 5.48 ~I-w ~ c.~ z ~ 4.89 Z Z ~ t- ,~ --, ~ c~ >-- --, ,~ 4.28 cr ono ~ m o ~ ~ 3.i~ 3.8~ 2.40 1.89 1.29 0.t~ 0.~ v N (p C~ CO -a N W 0.7 fD -C N tq ~-. .-r .-ti .--~ 61 m m W m m m ~ m STRESS CTSF) MASON-JOHNSTON 8~ ASSOCIATES,INC. GEOLOGISTS-ENGINEERS DALLAS, TEXAS SOUTHWESTERN BLVD.-PARK WEST STRESS-STRAIN PLOT DATE= 5-11-98 JOB # 56B8 - Plate 5 y m ctl f9 m °~ m ~ n m ~~ o ~. n v ~ a~e t- t- z =w t ~ ~-- H Z w 3 U ~ F-- L1.1 H C_.7 Z ~ Z ~ ~'" F--1 (n [~ }- H 0 ~ 0 m 0 6.48 6.~ 5.~ 5.~ 4.~ 4.48 4.~ 3.~ 3.20 z H 2.60 ~ t.._ 2.40 2.00 1.~ 1.29 0.69 0.48 0.00 a~ as m as m m m ~ m m m m m cv .--. m m w r~ cD v m cv --. m --: --: .-: m m m m m m m m m m STRESS CTSF) MASON-JOHNSTON S ASSOCIATES,INC. GEOLOGISTS-ENGINEERS DALLAS. TEXAS SOUTHWESTERN BLVD.-PARK k~EST STRESS-STRAIN PLOT DATE 5-11-98 JOB # S68B Plate 6 ^ { m ~rj 9.60 r-, t.n ~ 9. ~ . m ~ ~-, ~' ~-+ t~ 8.40 .. ~ ~ II T'' 7.60 ~ ~ II o U 7.20 d. T2 v I--- 6. ~ I-- z ~ ~ 6.00 H z t~ W O .. 3 v 5.48 ~ H ~ ~ r~ z ~ 4.80 z Z ~ F- ,_, r--~ ~ ~ ~ ~ I-- tY] (.J~ 3.68 3.08 2.48 1.~ 1.29 e. ~ e. ~ m m~~~~ m m m m m c~ .-. m m o~ n ~ ~ v m cv --, w .-. .-: .-; m ~ m m c9 m m m m m STRESS CTSF) MASON-JOHNSTON g ASSOCIATES,INC_ GEOLOGISTS-ENGINEERS DALLAS. TEXAS SOUTHWESTERN BLVD.-PARK WEST STRESS-STRAIN PLOT DATE= S-II-90 JOB # 5688 Plate 7 U7 9.68 to r, I ~' m , 9. ~ ~ ~ ---+ ~ cn 6.48 ~ II ~ 7. ~ o-- r-. ~ L.L II (_.) 7. ~ ~ a~e `J ~... 6.69 = W L7 h- 6. ~ H Z Q~ w ~ v .. 5.4E . H (~ C~Z~ 4.6E Z Z ~ I- ~ H (n m o ~ ~ 3.68 3. H8 2.4E 1.88 1.29 0.69 0 Bg . m m m m m ~, m a~ m as m m m iv m m r~ n cc~ u~ v m cv .-, css --~ --. --+ m m as m m m m m m m STRESS CTSF) MASON-JOHNSTON ~ ASSOCIATES,INC. GEOLOGISTS-ENGINEERS DALLAS, TEXAS SOUTHWESTERN BLVD.-PARK WEST STRESS-STRAIN PLOT DATE 5-].1-90 JOB # 5688 Plate 8 [~ co m c~ ~-- W 0 u~ z H 0 m 1.~ 1.50 I.40 1.30 1.20 1.10 1.80 0.90 a~e 0.60 z 8.70 ~ rnrn H . IJCI 8.50 B. 48 0.3H 0.20 0.10 0.89 ~ ~ ~ o ~ ~ ~ ~ ~ m m m m [O m D [~ v ~ (17 U-7 N ~ (D m D m m m N N N --~ --~ --~ STRESS CTSF) MASON-JOHNSTON 8. ASSOCIATES,INC.I GEOLOGISTS-ENGINEERS DALLAS. TEXAS j SOUTHWESTERN BLVD. BRIDGE STRESS-STRAIN PLOT DATE: 5-17-98 JOB # 56H7 p1atP ll 3.20 t~ Lf~ + 3.00 ~ j 2.60 = 2.60 -- w 0 2.40 2.20 2.00 1.88 ~ 1.60 z z '-' ~ 1.48 r.~ o f-- m ~ 1.20 1.08 0.80 0.68 0.48 0.20 0 08 . © ~ maa a~ a~ ~ ~ m ¢~ ~ m ~ m -mot N m W CD ~t N m m (O -~t N m N N N .-+ r-+ ..-~ --~ .--1 STRESS CTSF) MASON-JOHNSTON 8~ ASSOCIATES, INC. GEOLOGISTS-ENGINEERS DALLAS, TEXAS SOUTHWESTERN BLVD. BRIDGE STRESS-STRAIN PLOT DATE 5-17-~SB JOB # 5687 Plate 12 ^ ^ N I m N ~-- w 0 co C.~ z --~ 0 m 3.20 3.60 2.80 2,60 2.48 2.20 2. B6 1.60 a~e 1.~ z 1.40 ~ F- (1~ 1.20 1.00 0.60 0.68 0.48 0.29 0 09 . ~ ~ ~ ~ ~ ~ ~ m m ~ ~ ~ ~ m -~ m (D N CD ^t' m CD N 0.7 -t m v v v CT7 C~ N N N .-. .-. STRESS CTSF) ?late 13 i f 3 3 -4 tl~ ~ 3,20 m ~ m 3.09 -~r m 2.80 = f-- 2.60 w 0 2 49 2.20 2.00 tD . 1.69 ~ a~e c.~ 1-~ z z --~ H ~ 1.4-0 ~ o t- Q7 U7 1.~ 1.~ e. ee e. 6g e.4e 0.29 09 0 . °m ~ mm ~ ~ m m ~ ~ m ~ `~ m ^w N m W CO v N m QJ CO Y N m N N N --+ r.+ ---~ --+ --~ STRESS CTSF) MASON-JOHNSTON 8~ ASSOCIATES.INC. GEOLOGISTS-ENGINEERS DALLAS, TEXAS SOUTHWESTERN BLVD. BRIDGE STRESS-STRAIN PLOT DATE= 5-17-90 JOB # 5687 t O~ -~- cn v- E-- W 0 to z O (1] I.68 1.58 1.40 1.30 1.20 1.10 1.~ 0.~ B.~ z ~-, -~ 0.70 (z F--- (I) 0.60 0.58 0.40 0.~ 8.20 8.10 0.80 ~ ~ ~ m ~ ~ m ~ ~ m ~ ~ m ~ N m C7~ fD '~Y N m W Ca ~t N m N N N --~ .--+ .r ~-+ --+ STRESS (TSF) Plate 15 m • 1.60 to ~ 1.59 ~ 1.4A = 1.39 ~- ~'-~ 1.29 1.10 1.09 CD 0.90 a~ ~ 0.~ z Z ~ 0.70 '-' ~ O -- m ~ 0.66 0.50 0.4-0 0.38 0.20 0.10 09 0 . m ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ m [~ U') N m [~ Lf') N W [~ Lh N m Cn N N N N ~--~ ~ ~--~ ~--~ STRESS CTSF) MASON-JOHNSTON g ASSOCIATES,INC. GEOLOGISTS~ENGINEERS DALLAS. TEXAS SOUTHWESTERN BLVD. BRIDGE . STRESS-STRAIN PLOT DATE= 5-17-98 JOB # 5687 Plate 16 ^ MASON - JOHNSTON 8 ASSOCIATES, INC. DALLAS. TEXAS KEY TO CLASSIFICATION USED ON LOGS GW ° ~ Gravel or Sandy Gravel ° 0 well-graded GRAVEL GP ~ Gravel or Sandy Grovel AND ~ poorly -graded GRAVELLY GM .' Silty Gravel or SOILS },, silty Sandy Gravel .; COARSE GC ~ Clayey Gravel or clayey Sandy Gravel GRAINED ,~ SOILS ~.o SW o°° Sand or Gravelly Sand ~ well -graded o 0 00 SAND S P Sand or Gravelly Sand AND poorly -graded SANDY SOILS SM silty sand or Silly Gravelly Sand S C Clayey Sandy or Clayey Gravelly Sond ML Slits, Sandy Siltc,Gravelly Sllir, or Diatomaceous Soils (-OW CL' Lean Clays , Sandy Clays, PLASTICITY or Gravelly Clays i ,. y i OL ~ ~ ll ~~~ ' ~ ~ Orgonfc Sflfs or L O l Si FINE ~,, eon rgon c Ifs GRAINED SOILS M N Micaceous Clays or ` Diatomaceous Soil NIGH CH Fat clays PLASTICITY OH ~' Fot Organic Clays ~~ FILL v> Reworked Soil or other ~ Miscellaneous Fill Materials Classification based on Casagrande System (Proc. ASCE June, 1947 ) MR50N-JONNST~N i R550C.~ tNC. LQG QF BQR I NG GEQTECHNICRL C~NSULTRNTS DRLLAS~ TEXRS SOUTHWESTERN BLVD. ~'~ 1 0~' 1 PARK WEST COMMERCE CENTER GROUND ELEV. 0.6 DRTE ~ 5--10-98 BI]R I NG N~. 1 PRGJECT~ TYPE j LDCfl71QN~ SEE PUN STANDARD PE NET RATION(BPF Z 0 CARE INFILTRATION TEST ~ ` z -- F-- CL W W W D lL ~-' a Ci] ~ ~ Ut ''' J W ~ ~ Ul MRTER I RL DESCRIPTION ~-- ~ > f-- W W J W W l~ ~°.~ J _ ca ~ i¢,, > ¢ PRCKE'f PENETRQHETER RERD l NG X~ 75F' m m m m cn m rs m - ry~ T L^ In r m .1. CO "'~' : stiff ver CLAY d k a , y , ar gr y X 2.5 x 5.0 x CLAY, very stiff, sandy, light tan X and light gray 7-5 CLAY, very stiff, sandy, tan X and light gray e .0 1 CLAY, hard, tan and light gray x 12.5 X x 15.0 TOTAL REPTH ~ 14.5 i 17.5 20.0 22.5 i MRSON-JOHNSTON t R55OC. r INC. LQG Qf 6QR 1 NG GEO7ECHNICRL CON5UL7RNT5 DRLLR5~ TEXAS SOUTHWESTERN BLVD. ~~ 1 °~ 1 PARK LEST COMMERCE CENTER GR°uND ELE'~/. e.e DR7E ~ 5--1~--~ H°R i NG N11. Z PROJECT 558'3 7YPE~ $Qj LDCR710N~ SEE PLAN p r STANDARD DE NETRATION IBPF Z O CDRE INFILTRATION TEST ~ z a w W W D L~ -~ o m >-- l11 ~ ~' ~. [L Lfl MRTERIRL DESCRIPTION '- ~ > ~- J W W L,_ ~°, ; ~ o 6 ~, e w a POCKE7 PENETROMETER RERD I NG Xr 75F' ~ m m m m m m m - rv r*i s u+ to r- m CLAY stiff ra y , , g X 2.5 X x 5.8 CLAY, very stiff, light tan X CLAY, very stiff, slightly sandy, X 7 5 w/limestone pebbles, light tan . and light gray X 10.8 X CLAY, hard, tan X 12.5 x x 15.6 TOTAL DEPTH = 15.0 17.5 28.0 i 22.5 HRSdN-JdHNSTON i R55dC. ~ I Nc. LQG ^F" 8QR I NG GEdTECHNICRL CON5lJL7RNT5 DRLLRS~ TEXRS FOR 5F-IEE7 1 pE 1 ' SOUTHWESTERN BLVD. GRduun ELEV. e.e PRRK WEST COMMERCE CENT~FR DRTE~ 5--10-'90 6DRIN Nd. 3 PRdJEC7 ~ 5f7$$ TYPE LOCRT 1 dN STANDARD PE NETRATIOH (8PF Z CORE INFILTRATION TEST ~ = f-- -- W W ~ L~ -~ o m ~ Ul ~ w .~ w ~ Lfl MRTERIRL DESCRIPTI^N '- ~ > ~-- J W W l~ W ~ a o Q W > e ¢. PdCKET PENETRdHE7ER RERD I NG X~ TSF' m m m m m m m m ~ rv m s to to r m CLAY, stiff, gray X 5 2 . CLAY, very stiff, light brown X 5.0 X CLAY, very stiff, tan and light X gray 7.5 X 18 0 X . CLAY hard sandy tan and li ht , , , g ra X g y CLAY e tiff t d 12.5 , v ry s , very san an y, x " " " SAND ver cla e tan 22/6 ,35/6 ,34/6 , y y y, 15.0 TOTAL DEPTH ~ 14.5 17.5 20.0 22.5 MRSGN~JGHNSTGN i R55GC.. I Nc. LQG ^F 60R I NG GEG7ECHNICRL C°NSllLTRNTS DRLLRS~ TEXR5 SOUTHWESTERN BLVD. ~~ 1 G~ 1 PARK WEST COMMERCE CENTER GR^UND EtEY. 8.0 DR7E ~ 5--i~-~ BDR I NG NO . 4 PROJECT ~ A TYPE ~ LQCRT I °N ~ ~./+N STANDARD vENETRATION (BVF) z CORE INFILTRATION TEST ~ ~ F- 1- CL W W W D 1i Ja tl7 ~ r lJl ~ J D.. ~ tz L1l MflTER I RL DE5CR I PT I ON ~ ~ > }-- W W ___1 W W L~ ~,, J m o 8 W~ > w a PGCKE7 PENETR^ME7ER RERD ING X~ T5F' m ID t9 t9 m m m m --~ rv m ~- Ln La r m ASPHALT ~ SASE MAT^L.RIAL 2.5 CLAY, hard, dark gray X 5.0 X x 7.5 ~ ' CLAY, vexy stiff, gxay X CLAY very stiff sli htl sand , , g y y, tic; X CLAY ver stiff sand tan and X 10.0 , y y, , light gray X 12.5 CLAY, hard, slightly sandy, tan and light gray X X 15.0 TOTAL DEPTH = 14.5 17.5 20. 22. liFL4DN-JOHNSTON i A550C.r INC. L(]Ci DE BORING GEOTECHNICAL CONSULTANTS DALLAS. TEXflS SOUTHWESTERN BLVD. BRIDGE 5~~' 1 °~ 3 COPPELL TEXAS GRauNO ELEV. 0.0 DATE ~"~~ HDRING ND. 5 PRAJECT~ 5fi87 7YPE~ ~E LDCATION~ SEE PLJt1J n STANDARD PENETRATION(BPFj Z D CURE INFILTRATION TEST ~ z ~-~- ~. W ~ LWi --' o ~ ~ 1x71 Ln '~' --~ ~ ~ L~fl MRTER I AL DE5CR I PT I NN - `- W >~- W W W IWi W ~ ~ W e ~ POCKET PENETRtJliETER READ 1 NG Xr T5F' m~~mm~mm ~ N rn ~- to to r m ASPHALT ~ CLAY, hard,sandy,w/gravel,brown X ~ 2 5 ~ FILL . ~• SAND & GRAVEL,sli.clayey,tan ~ FILL L CLAY, hard, dk.gray X FILL 5.0 & GRAVEL, tan FILL, ~ CLAY hard sandy brc~rn ~ , , , FILL ,~, X 7.5 ~ v X n c L X ~ 10.8 v n L J 12.5 ~ CLAY , v .stiff ,sandy , l t . brcxarl X 15,0 _ SHALE, firm to rr~d .hard , calcareous 17.5 - ti'/occ _ v. thin lirr~stone lenses, dk.gray - S.0 S. 20,8 - bentonitic lamination - - bentonitic lamination bentonitic lamination 22.5 = SHAD firm to rrnd .hard calcareou _ , , dk.gray HRSON-JDNNSTDN i flSSDC.r INC. LdG ~F' BAR I NG GEDTECHNICRL CDNSULTRNTS DRLLRS~ TEXRS SOUTHWESTERN BLVD. BRIDGE G ou ~~,, 3 0.0 ~ COPPELL TEXAS DRTE= ~~~ 6DRING ND, 5 PRONECT~ 5~7 TYPE CORE LDCRTIDN~ SEE PUN r $TAN04R0 PE NE7RATION (8Pf) Z CARE ZMFILTRA710N TE57 E-- = ~)-- [L W W W p L~ --~ o m ~ >-- Lfl ~ '1' .J ~ ~ ~ Lfl MRTER I RL DESCR I PT I ~N ~ ~" ~ >>- W W J W W Li °w a o ~ w e W m PDCKE7 PENETRDHETER RERD I NG X. T5F' mm~m~mmm - rv r~ s t,+ to r- m - 10.6 B 7 27.5 . 30.6 -- 32.5 -- thin hard limestone lenses thin bentonitic clay Tense 35.0 _- thin bentonitic clay Tense 10.0 10.0 37.5 = bentonitic clay layer (1") 40.0 - thin hard lirr~stone layer 42.5 -_ 45.8 _- _- bentonitic clay seam i 0.0 10.0 47.5 =_ fat non cam eons t~ v.sli. c careous erect _ - low angle fracture hard li e t 2" b d 1 _ m s ) one an ( / ~. . NRSI]N-JOHNSTON i Rssac.. INC. LQG aF BQR 1 NG GEQTECHN 1 CRL fDNSLlLTRNTS F'DR . DRLLRS. TEXRS SOUTHWESTERN BLVD. BRIDGE SHEET 3 0~ 3 COPPELL TEXAS GR^uuD ELEV. e.e DRTE~ 5-9-98 BARING ND. 5 PRRLIEC7 ~ 5687 TYPE ~ (~E LOCRT I ()N ~ $EE PLAN 1~ STANOARO PENETRATION (8PF) Z CORE ZNFIL7R.4710N TE57 ~ z ~--- W W D LL -' c] ~ ?~- U7 ~ ~'' -~ ~. ~ Lll MATER I RL DESCR l PT I dN ~ '- ~ >~ J W W l,_. W '-' o ~', W e ~ Pi]CKE7 PENETRDHETER RERD I NG X~ 75F ~~mm~m~~ - rv F~ ~- to w r~ m _ thin hard limestone lense , 52 5 . - alternatin thin seams of hard 55 9 _ _ g limestr~ne and calcareous shale . = 8.5 8. 57.5 - alternating thin seams of hard = limestone and calcareous shale 6H.0 - TOTAL I~PTN s 613.5 62.5 65.0 67.5 7H.8 72.5 riRSDN-JDHNSTDN i R55DC.. I Nc. LCJG ^F BORING GEDTECHNICRL CDNSllLTRNTS DRLLRS~ TEXRS SOUTHWESTERN BLVD. BRIDGE sx~ET 1 DF' 3 COPPELL TEXAS GROUND ELEV. 0.0 DRTE~ ~~~ BORING ND. 6 PRDLIECT~ 56$7 TYPE CARE LDCR7IDN~ SEE PLAN rnn r STANDARD PENETRATION (BPF) Z ~ ILRE INFILTRATION TEST !~- z -- ~- a W W W p LL o m ~ ?-- Lfl ~ J EL ~ [L L!1 MRTER I RL DESCR I PT I RN ~ W W J W W L~ w° J ~ o ~ ~~,, > e cr POCKET FENETRDNETER RERDlNG X. T5F' m m m m m m m m - rv r1 ~' is to r m ~ Read base material v Y, C irm w/wea.L.S. gravel 2.5 O a , , ~ y X Y, v.s i ,san y,gray X 5.0 CLAY, v.stiff,sandy,tan & lt. gray X X 7.5 .X CLAY, firm sandy silty tan lb. 0 , , , X 12.5 a, v. dense w/clay tan SANS & GRAVEL 48 15. e °aa ~~ : , , q ao~~ a~ .oo oo~ o. 000 00 17. s o~ o °o ~ o 00 0 0 00 0 0 00 0 20.0 - -- S'1-IALE, firm t~ rrnd .hard calcareo occ. v. thin limestone lenses _- trace o~ybentonitic clay 22.5 bentonitic clay seam (1/2") e an 10 0 10 ,, = n~~e fractures;40°s~ick~i~ l i a . . MRSpN-JOHNSTpN i R55pC.. INC. LQG QF BC]R I NG GEdTECHN I CflL C~N511LTRNTS D(~LLRS~ 7EXA5 SOUTHWESTERN BLVD. BRIDGE sNEET 2 °~- 3 COPPELL TEXAS GRpuND ELEV. 0.e DRTE~ 5-9-98 HDRING Np. 6 PRpJECT~ 5$87 TYPE CARE LOCRTIpN~ SEE PLAN STAND aRD PENETgATION (BPF) z D ~QRE INFILTRATION TEST ~ = ~ ~ D. W W W ~ l~ o m ~ r l!l ~ J a E ~ LI1 MFi7ERIRL DES~RIP7IQN ~ > ~ W W J W W l~ J .-~ ~ o ~ y e ¢ PpCKET PENETRpMETER READING Xi 7Sf m m m w m m m m -- rv ~ s ~n to r m trace of bentonitic cla = y law angle fracture 27.5 - F SNAT firm t ~d h d l _ , ., o rr . ar careous ,ca d~~'' gray 30.0 -_ tr nt ce f b nite a o e o 32.5 = - 1H 0 9 ~' 0 _ - ~ thin haate~d limestone lerLGes . . _ ~ trace of bentoni.te _ i 37.5 _ bentonitic clay laminae 4e. e - tonitic clay band 42.5 = 9.5 9. 45.0 = 47.5 tonitic clay _ MR5DN-JDHNSTDN i A55DC.~ INC. LOG ~F BORING GEDTECHNICRL CONSULTRNTS FOR DRLLRS. TEXRS SOUTHWESTERN BLVD. BRIDGE 51-rE~r 3 DF 3 COPPELL TEXAS GROl1ND ELEV. 0.0 DRTE~ 5-9'90 6DRING N0. 6 PRaJECT~ 5687 TYPE CORE LacRTION~ SEE PLI~N STANDARD PENETRATION (BPF) z CORE ZN FIETRATION TEST !r O ~ w -Fj PLICKE7 PENETRDHETER = o J MRTER I RL DESCR i PT I lJN ~ w° (~,, RERDING X~ 75F F- ~ Cq CL ~ F- --~ ~ m 67 L9 m L9 67 [9 67 w w ~-- ~ - - SF3~LE , f inn to mod .hard , dk .gray = non-calcareous,firm shale bed -- le fracture law an 52.5 =- g _ - 10.0 10.0 55.0 = - alternating thin seams of hard to - v_hard limestone and calcareous 57.5 = shale T0T1~L DEPTH ~ 59.0 60.8 62.5 65.0 67.5 70.0 72.5 HRSpN~JIlNNSTQN i R550C.~ INC. LAG ^F 6C7RING GEQTECHNICRL CQNSllLTRNTS FQR DALLAS 7EXA5 SOUTHWESTERN BLVD. ~~ 1 °f' 1 PARK WEST COMMERCE CENT~R GRauNn ELEV. e,g DR7E ~ 5--18-88 B17R 1 N N0. 7 F'RO~EC7~ TYPE LOCR710N~ In~ C STARD aRD vENET Ra710t+(BPF Z URE INFIlTR4TI0N TEST !r ~ ~ [L W W W ~ L~ --' ~ ~ ~ Lfl w ~ ~ tz l!1 MRTER I RL DESCRIPTION F-- ~ W !~~l W~ w° J o 8 w ~ e PRCKE7 PENE7RQMETER RERD I NG Xi 75F' m [9 6i m m m m m - rv r*t s VI to r m ASPHALT SASE MA'TE~tIAL v 2 5 ~ . CLAY, very stiff, dark gray X 5.0 X CZ.AY, very stiff, brown X 7, 5 X 10 0 X . CLAY, very stiff, sandy, light X tan and light gray 12.5 CLAY, very stiff, very sandy, tan and light gray X X 15.0 TDT~tL DEPTH ~ 14.5 17.5 28.6 Z2.5 MRSDN-JDHNSTDN ~ R55DC.r INC. LOG ^E BARING GEDTECHNICRL CDNSULTRN75 DRLLRS. TEXR5 SOUTHWESTERN BLVD. ~~ 1 °~ 1 PnRK WEST COMMERCE CENTER GR^uND ELEV. e.e DRTE~ 5-10-90 HDRING ND. 8 PROJECT 5688 TYPE SOIL LDCR7IDN~ SEE PLAN STANDARD PENETRATION(BPF Z CARE ZNFILTRATION TEST ~ z F- F- a. w o ~.. -~ o Cfl ~ (n ~ ~' w [L ~ Ln MRTER I RL DESCR I PT I t]N ~ `- ~ > -- w w w tL °w J _ o ~', w e ~ POCKET PENETROMETER RERD I NG X. T5F' m m m m w m m m -- f V f'7 ~ T l.A L~ !'~ m ASPHALT, crushed J BASE 1~IA`T'FRTAT n (. J 2.5 very stiff dark gray CLAY , , X X 5.0 X 7.5 CLAY, very stiff w/limestone part. X gray X 1A.8 w/limeston ver stiff sand CLAY X y , y , tan & lt ra articles lt . g y p , . hard sandy w/limestone CLAY 12.5 , , p~bles, tan & light gray X X 15.6 TOTAL DEPTH ~ 14.5 17.5 20.8 22.5 MRS~N-J~HNSTON i R550C.. INC. LOG ^F BAR I NG GEfl7ECHNICRL CONSULTRNT5 F'~R DRLLRS~ TEXRS SOUTHWESTERN BLVD. ~~ 1 of i PARK WEST COMMERCE CENTER GRnuND ELEV. 8.0 DRTE ~ 5-1~-90 6I]R I NG N0. 9 PRAJECT~ $688 7YPE~ SOIL LGCR710N~ S~ PL!-N STANDARD PENETRATION(BPF Z CDRE INFILTRATION TEST ~ = 1- F- [L W w w o w --~ o C>7 ~ >- (n u~ w ~ Q. ~ w in MRTER I RL DESCR I PT I []N ~ ~ > F- J W w w w -~ ~ o B ~ e ~ PACKET PENETROMETER RERD ING X~ T5f m m m m Qi m m m - r~ f'1 s Ln tD r m dark ra stiff QTY X g y , , very li ht d iff 2.5 g , san y, CLAY, very st gray and tan X QUAY, very stiff, slightly sandy, X w/limestr~ne pebbles, light tan 5.0 and light gray X X 7.5 X X 10.0 sandy, tan and very stiff CQ ~Y , , li ht gray X g 12.5 Q,py~ stiff, very sandy, tan and X light gray 18/6" 14/6" -}-10/6" , , 15.0 ~ TOTAL DEPTH = 15.8 17.5 20. 22.