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Asbury Manor-SY 940610 GEOTECHNICAL INVESTIGATION A.~b, ry FOR 12.69 ACRE TRACT 600 COPPELL ROAD COPPELL, TEXAS REPORT NO. B-94-0175 REPORT to BONHAM STATE BANK BONHAM, TEXAS 04-17-97 P03:49 IN by GEE CONSULTANTS, ENC. GEOTECHNICAL ENGINEERhNG AND ENVIRONMENTAL CONSULTA~NTS DALLAS, TEXAS June 10, 1994 G EOTECHNICAL ENGINEERING GEE Consultants, Inc. 2540 Glenda Lane · Suite 108 · Dallas, Texas 75229 · (214) 620-9791 · Fax (214) 620-9794 June 10, 1994 Mr. Warren Jamieson Bonham State Bank P.O. Box 609 Bonham, Texas 75418 RE: Report No. B-94-0175 Geotechnical Investigation 12.69 Acre Tract 600 Coppell Road Coppell, Texas Dear Mr. Jamieson: Submitted herein is a report summarizing the results of a geotechnical investigation performed at the above referenced project. This investigation was performed in general compliance with H.B.W. requirements. As your project develops, we would be pleased to assist you with material quality inspection and quality assurance testing. We thank you for the opportunity to provide you with our professional services. If we can be of further assistance, please do not hesitate to contact us. Respectfully submitted, GEE Consultants, Inc. Gar), G. Huang, Ph.D. Richard W. cc: Mr. Ron Smith - MCA Properties TABLE OF CONTENTS Introduction ........................................ 1 Site and Project Description .............................. 2 Field Exploration ..................................... 2 Laboratory Soil Tests .................................. 3 Description of Subsurface Soil Conditions ...................... - 4 Subsurface Water Conditions .............................. 4 Limitations ........................................ 5 Analyses and Recommendations ............................ 6 Recommendations for the Placement of Controlled Earthfill .......... 11 APPENDIX Plan of Borings Logs of Boring Symbols and Terms used on Boring Logs Unified Soil Classification System Bonham State Bank June 10, 1994 GEOTECHNICAL INV~TIGATION FOR 12.69 ACRE TRACT 600 COPPELL ROAD COPPELL, TEXAS REPORT NO. B-94-0175 I. INTRODUCTION This report transmits the findings of the geotechnical investigation performed at the above referenced site. The purpose of this investigation was to evaluate and develop the following: a. The subsurface soil stratigraphy and groundwater conditions at the test boring locations; b. The engineering and physical properties of the soils encountered at test boring locations; c. Requested recommendations for an integral slab and grade beam (waffle type) foundation system for the proposed project; and d. Recommendations for pier and beam foundations; e. Construction recommendations for the placement of additional shallow earth fills. The field exploration consisted of drilling fourteen (14) exploratory soil test borings for the purpose of collecting soil samples. Soil samples were collected at selected elevations within the test borings drilled. A site plan illustrating the outlines of the study area is provided in the Appendix of this report. GEE Consultants, Inc. Report No. B-94-0175 Page I Bo~Jaam State Bank June 10, 1994 Soil mechanics laboratory tests were performed on representative samples encountered to ascertain pertinent design parameters. The results of the field and laboratory program were then analyzed in order to prepare recommendations for integral slab and grade beam (waffle type) and pier and beam foundation systems as well as site preparation. II. SITE AND PROJECT DESCRIPTION The site of this investigation is generally located east of Coppell Road just- north of Parkway Boulevard in Coppell, Texas. (See attached Plan of Borings for site location.) The site surface'was generally rolling and covered with weeds and small to large trees. The adjacent property to the east and southeast is presently graded at a much lower elevation than the 12.69 Acre Tract under investigation. A well was noted at the site surface on the east end of the property. Present plans indicate that single family homes, one to two-story in height, are proposed. The foundations for these residences will consist of integral slab and grade beam or pier and beam system. III. FIELD EXPLORATION Soil conditions at the project site were explored by fourteen (14) intermittent sampled borings. The locations of these borings were selected and located in the field by representatives of GEE Consultants, Inc. The approximate locations are shown on the Plan GEE Consultants, Inc. Report No. B-94-0175 Page 2 Borslaam State Bank June 10, 1994 of Borings in the Appendix of this report. Descriptions of the soils encountered in each of the borings and the depths at which samples were obtained are presented on the individual boring logs. Standard penetration tests (ASTM D1586) were performed on the soil and rock samples at the depth of sampling. This test is conducted by recording the number of blows required for a 140opound weight falling 30 inches to drive a split-spoon sampler the final one (1) foot into the soils. The disturbed samples were removed from the sampler, logged, sealed, and transported to the laboratory for further identification and classification.-' IV. LABORATORY SOIL TESTS Laboratory soil tests were performed on samples recovered from the test borings to verify visual classification and determine the pertinent engineering properties of the soils encountered. Atterberg limits and moisture content tests were performed on representative samples in order to classify them according to the Unified Soil Classification System. The results of all the laboratory and field tests are tabulated on the Logs of Boring presented in the Appendix. GEE Consultants, Inc. Report No. B-94-0175 Page 3 Bonham State Bank June 10, 1994 V. DESCRIPTION OF SUBSURFACE SOIL CONDITIONS The study area lies within the boundaries of the Eagle Ford Formation. This geologic unit is an upper Cretaceous age sedimentary rock of marine origin. It consists of predominantly gray shale in various stages of weathering with bentonite seams and calcareous deposits. The upper soils are alluvial deposits of the Elm Fork, a tributary of the Trinity River. Within the depths explored at the site, subsurface materials consisted generally of sand, clayey sand, silty shaley clay, sandy clay and clay. Fill materials were encountered at test boring location B-5. The fill consisted of sandy clays and clays with'broken 'glass and aluminum can pieces. The consistency of this fill varied from soft to very stiff. The near surface' sands and clayey sands were loose to very dense in relative density. The near surface silty shaley clays, sandy clays, silty clays and clays were soft to hard in consistency. Soft clayey soils or loose sandy soils were encountered at test boring locations B-1 through B-7. The depths of soft/loose materials at the test boring locations varied from 1.5 to 11.5 feet below the current existing grade. Gray shale was encountered at all the test locations, except boring location B-13, at depths ranging from 7 to 21 feet below currently existing grade. The shale generally becomes sandy with increasing depth. The particular subsurface stratigraphy at all of the test boring locations, as determined by exploration, are shown in detail on the Logs of Boring in the Appendix. GEE Consultants, Inc. Report No. B-94-0175 Page 4 Bo'nham State Bank June 10, 1994 VI. SLvBSURFACE WATER CONDITIONS At the time of the field exploration, groundwater was encountered at test boring locations B-l, B-8, and B-9 at depths of 10, 7, and 10 feet, respectively, below the existing ground surface. The subsurface water regime is subject to change with variations in climatic conditions and subsurface soil conditions. Future construction activities may also alter the surface and subsurface drainage characteristics of this site. Therefore, the depth to groundwater should be verified just prior to construction. If there is a noticeable change from the conditions reported herein, GEE Consultants, Inc. should be notified immediately to review the effect it may ,have on the design recommendations. It is not possible to accurately predict the magnitude of subsurface water fluctuations that might occur based upon short-term observations. VII, LIMITATIONS The professional services performed, the findings obtained, and the recommendations prepared were accomplished in accordance with currently accepted geotechnical engineering principles and practices. The possibility always exists that the subsurface conditions at the site may vary somewhat from those encountered in the boreholes. The number and spacing of test borings were chosen in such a manner as to decrease the possibility of undiscovered abnormalities, while considering the nature of loading, size, and cost of the project. If there are any unusual conditions differing significantly from those described herein, GEE GEE Consultants, Inc. Report No. B-94-0175 Page 5 ~ Bonham State Bank June 10, 1994 Consultants, Inc. should be immediately notified to review the effects on the performance of the designed foundations. The recommendations given in this report were prepared exclusively for the use of Bonham State Bank or their consultants. The information supplied herein is applicable only for the design of the previously described residential structures to be constructed at locations indicated at this site and should not be used for any other structures, locations or for any other purposes. GEE Consultants, Inc. is not responsible for the conclusions, opinions, or recommendations made by others based on the information submitted he~'ein. VIH. ANALYSIS AND RECOMMENDATIONS A. Soil Movements The subsurface investigation revealed the presence of non-expansive to highly expansive soils within the zone of seasonal moisture change at test boring locations. Potential vertical rise (PVR) calculations were performed on the critical soil strata encountered at test borings to provide quantitative information on the latent or potential ability of the soil to swell, and thereby increase the elevation of the ground surface. Potential soil movement calculations indicate differential vertical soil · movements to be as follows: Estimated Differential Area (Boring) Vertical Soil Movement (inches) B-i, B-2, B-4, B-5, B-6, B-8, B-9 B-10, B-il, B-13 1.25_-+ B-3, B-7, B-12, B-14 3.0_+ GEE Consultants, Inc. Report No. B-94-0175 Page 6 Bonham State Bank June 10, 1994 J. Supervision Supervision by the geotechnical engineer should be of such continuity during the grading operation, that the engineer can certify that all cut and filled areas were graded in accordance with the accepted specifications. K. Slope Control Embankment slopes should not exceed a ratio of three (3) horizontal to one (1) vertical for either fill or cut slopes. Any slope, existing or proposed, exceeding three (3) feet in height should incorporate stabilization methods to include erosion control, embankment stabilization and other slope control measures as required by the slope control specialist. GEE Consultants, Inc. Report No. B-94-0175 Page 15 Bo,.ham State BankJune 10, 1994 the piers in direct contact with the near surface silty clay and shaley clay in a vertical direction may be used by the structural engineer for design purposes. Extensions of the piers or pier caps should be the same diameter as the piers, and the cross section of the pier shaft should not be allowed to enlarge at the ground level. A "mushroom" at the top of the pier will allow very large uplift pressures to develop, and enlargement should not be allowed to occur. A six (6) inch void space should be provided between the concret6 grade beams and underlying surface soils. It is important that some type of soil retainer be provided to prevent the soils adjacent to the grade beams from sloughing into the void space. Additionally, care should be taken to insure that backfill soils placed adjacent to grade beams within the foundation area are compacted to between 95 and 105 percent of the maximum dry density as defined by the Standard Proctor Test (ASTM D 698). C. Pier Foundation Construction Normal construction procedures for this area of Texas should be employed in the installation of the drilled, cast-in-place, straight-sided piers. Concrete and reinforcing steel should be placed immediately after the excavation has been completed and inspected by a geotechnical engineer to assure compliance with design assumptions. This inspection should include but not limited to the verification of: a. Bearing stratum b. Minimum Penetration GEE Consultants, Inc. Report No. B-94-0175 Page 8 Bonham State Bank June 10, 1994 The subsurface soil conditions may differ from those encountered at the test boring locations, which could var3, the estimated soil movements. More movement may occur in areas where highly plastic clay layers are thicker and closer to the ground surface and/or water is allowed to pond for extended periods of time during or after construction. Construction techniques may also cause the aforementioned soil movements to change. B. Pier and Beam Foundation Systems The structural loads of the proposed single family homes may be shpported by auger excavated, straight-sided, cast-in-place reinforced concrete piers founded at least three (3) feet into the gray shale stratum encountered at test boring locations (except B-13), at depths of 7 to 21 feet below presently existing grade. These piers should be designed and proportioned using an allowable end bearing pressure of 11,250 pounds per square foot and a skin friction value of 1,750 pound per square foot of shaft area in direct contact with the gray shale below the recommended minimum penetration. We recommend a minimum pier depth of ten (10) feet. Care should be exercised to insure that piers are not founded on top of sand seams or calcareous seams. When designing the foundation piers, care should be taken to insure that an adequate amount of steel reinforcement is provided within the pier shafts to resist the tensile uplift forces exerted by the near surface expansive clays encountered at this site. An uplift swell pressure of 1,500 pounds per square foot acting on the upper portion of GEE Consultants, Inc. Report No. B-94-0175 Page 7 Bonham State Bank June 10, 1994 c. Cleanliness and removal of all smear zones d. Correct handling of groundwater seepage In no event should an excavation be allowed to remain open for more than four (4) hours. Concrete should not be placed if standing water exists within the excavated pier holes. Based on bore hole information, it appears that temporary casing will be required at some locations. A positive head of concrete should be maintained within the casing as it is being removed, to assure that water outside the casing is 15roperly displaced by concrete. Concrete placed in the excavation in excess of ten (10) feet in depth should be properly tremied to prevent separation of the aggregates. It is our opinion that foundation systems designed and constructed using the aforementioned criteria will have a factor of safety in excess of 3 against general shear type failure. D. Near Surface Loose/Soft Materials In the event that slabs are to be supported at grade or a waffle slab system is to be utilized, soft/loose materials encountered at test boring locations B-1 to B-7 and should be removed, replaced and properly compacted before the foundation slabs are constructed. Compaction of fill materials should follow Chapter IX of this report. GEE Consultants, Inc. Report No. B-94-0175 Page 9 Bonham State Bank June 10, 1994 E. Floor Slab System In order to completely immune the floor slabs from vertical movement due to possible heave of the subgrade soils, the slab should be structurally supported and physically separated from the subgrade by a void of not less than six (6) inches. The soil underlying the slab should be sloped to drain toward the outside of the proposed structures and water should not be allowed to pond in the void space. Alternatively, and at greater risk of experiencing foundation distress, floor slabs may be supported on properly compacted subgrade at existing grade and should be design for the estimated movements that could be expected at this site. F. 'Alternative Integral Slab and Grade Beam Foundation System Alternatively, the structural loads imposed by the proposed single family homes may be supported by an integral slab and grade beam (waffle type) foundation system. The slab may be post tensioned or conventionally reinforced and should be designed by a structural engineer to withstand the estimated vertical soil movements that could be expected at this project site. Grade beams founded at least 12 inches below the final grade within native soils or compacted fill may be designed using an allowable soil bearing pressure of 1,500 ! pounds per square foot. Also, a moisture barrier of polyethylene sheeting or similar material should be placed between the slab and subgrade soils to retard moisture migration through the slab. GEE Consultants, Inc. Report No. B-94-0175 Page 10 Bot0~am State BankJune 10, 1994 It should be understood slab on grade foundation involves greater risk of experiencing foundation distress when compared with pier and beam foundations. G. Further Investigation of Fill Material Field exploration revealed ten (10) feet of fill at test boring location B-5. This fill consisted of soft clay, sandy clays with pea gravel, as well as household waste. Based on the above information, we recommend test pits with a bac~khoe be performed in the area near test location B-5 to further determihe the extent and quality of the fill. H. Site Grading Site grading operations, where required, should be performed in accordance with the Recommendations for the Placement of Controlled Earthfill provided in this report. The site grading plans and construction should strive to achieve positive drainage around all sides of the proposed residences. Inadequate drainage around structures built on grade will cause excessive vertical differential movements to occur. GEE Consultants, Inc. Report No. B-94-0175 Page 11 Bonham State Bank June 10, 1994 IX. RECONhMENDATIONS FOR THE PLACEMENT OF CONTROLLED EARTHFILL A. Preparation of Site Preparation of the site for construction operations should include the removal and proper disposal of all obstructions which would hinder preparation of the site for construction. These obstructions shall include all abandoned structures, foundations, water wells, septic tanks, and all other debris. It is the intent of these recommendations to provide for the remo,eal and disposal of all obstructions not. specifically provided for elsewhere by the plans and specifications. B. Clearing Area to be Filled All trees, stumps, brush, roots, vegetation, rubbish, rocks larger than six (6) inches, and any other undesirable matter should be properly removed and disposed of. All vegetation should be removed to a depth of six (6) inches where the proposed fill will be and the exposed surface should be scarified to an additional depth of at least six (6) inches. It is the intent of these recommendations to provide a loose surface with no features which would tend to prevent uniform compaction by the equipment to be used. GEE Consultants, Inc. Report No. B-94-0175 Page 12 Bonham State Bank June 10, 1994 C. Compacting Area to be Filled After clearing and scarifying the area to be filled, it should be disced or bladed until it is uniform and free from large clods, brought to a moisture content within plus or minus three (3) percent of the optimum moisture content for sandy soils and between the optimum and five (5) percent above the optimum moisture content for clays and compacted to between 95 and 105 percent of the maximum dry density in accordance with ASTM D 698. D. Fill Materials Materials to be used for fill should be approved by the geotechnical engineer. There should be no roots, vegetation or any other undesirable matter in the soil, and no rocks larger than six (6) inches in diameter. E. Depth of Mixing for Fill Layers The fill material should be placed in level, uniform layers, which, when compacted, should have a moisture content and density conforming to the stipulations called for herein. Each layer should be thoroughly mixed during the spreading to insure the uniformity of the layer. The fill thickness should not exceed eight (8) inch loose lifts. GEE Consultants, Inc. Report No. B-94-0175 Page 13 Bonharn State Bank June 10, 1994 F. Rock There shall be no rock incorporated within the fill which exceed six (6) inches in its greatest dimension, and no large rocks will be permitted within 12 inches of the finished subgrade. G. Moisture Content Prior to and in conjunction with the compacting operation, each layer should be brought to the proper moisture content as determined by ASTM D 698 within plus or minus three (___3) percent of the optimum moisture content for sandy soils and between the optimum and five (5) percent above the optimum moisture content for clays. H. Amount of Compaction After each layer has been properly placed, mixed and spread, it should be thoroughly compacted to between 95 and 105 percent of the Standard Proctor Density as determined by ASTM D 698. I. Density Tests Field density tests should be made by the geotechnical engineer or his representative. Density tests should be taken in the compacted material below the disturbed surface. After each layer of fill, compaction tests, as necessary, should be made. If the materials fail to meet the density specified, the course shall be reworked as necessary. to obtain the specified compaction. GEE Consultant.s, Inc. Report No. B-94-0175 Page 14 p*olt IloddoD Log of Boring _ i~um~'er' R'I , L,o~.atioa ?age 1 of l: ~-~ i SEE PLAN OF BORINGS B-94-0175 ?.~'oject 12.69 ACRES AT 600 COPPELL ROAD, COPPELL, TEXAS %.. : Type ~ ~ ~. :~a s' STRATUM DESCRIPTION ' _" -' 5 5 ' _ ' IAN FINE SAND ' 4 : '~ 5 7 5--  6.0 i ? 26 TAN AND GRAY CLAYEY SAND 11 20 11 9 10 13 ~ -i : DARK GRAY SILTY SHALEY CLAY ~ . i ~ ; 14.5 15 _1['.)(~--~ 5o/ tRAY S~IALE 14 : .'. _ - became sandy from 18 feet 20 _..(;~ so/' 2~.o END OF 136'P. kq'd' ....................................... Completion Depth Date Water Observations 21.5' 5/26/94. Water encountered at 10 feet GEE Consultants, Inc. -- Number Location ....... Page I of 1 Log of Boring B-2 SEE PLAN OF BORINGS B-94-0175 'Project 12.69 ACRES AT 600 COPPELL ROAD, COPPELL, TEXAS T~ CLA~Y S~D  6.0 25 BRO~ AND G~Y CLA~Y SAND 21 19 8 11  9.0 D~ G~Y S~TY SH~EY CLAY 10 33 - wi~ iron seam~ 21 - GRAY SHALE ~6.0 END OF BO~G Completion Depth Date:~ Water Obser~'ations 16.0' 5/26/94 ~ NO water encountered GEE Consultants, Inc. Log of Boring Number Location Page I of II a-3 ': SEE PLAN OF BORINGS B-94-0175 12.69 ACRES AT 600 COPPELL ROAD, COPPELL, TEXAS Type '- INTERbllTYENT SAMPLING . ~ ~ Surface Elevation ' 3 i 15 26 12 14 DARK BROWN SANDY CLAY 4 { 10 3.o 12 TANNISH BROWN ~&,lU GRAY SILTY CLAY - with iron stains 20 27 64 22 42 9.0 29 GRAY AND TAN CLAY = ~. - with iron se. ams 11.5 - · GRAY SANDY SHALE 5 ' 15 i~..~_o./ ........................................................................ 5" , 15.5 END OF BORING Completion Depth Date I Water Observations 15.5' 5/26/941 No water encountered GEE Consultants, Inc. Number Locati~J~ .... Page I of 1 "Log bf Boring : ~nject 12.69 ACRES AT 600 COPPELL ROAD, COPPELL, TEXAS ~ 10~ 23 -.&:: ~ ~DDISH BROWN S~DY CLAY ~ '-~ . 4.0 5-- T~ S~D ~,./~ 38 7.O 24 52 25 27 ? GRAY ~D T~ S~TY CLAY  , - with kon se~ 1066 10.0 G~Y SHOE ~ I - b~e s~y from 14 feet : 3' 15.5 END OF BO~G ~ : Completion Depth Date Water Observations 15.5' 5/26/94 No water encountered GEE Consultants, Inc. Number Location Page I of 1 Log of Boring i B-5 SEE PLAN' OF BORINGS B-94-0175 P.'oject 12.69 ACRES AT 600 COPPELL ROAD, COPPELL, TEXAS : .. -= ........... : ........... T_yp* ........... · ? i ' ' ~. - hNTER3LrlTENT SAMI'LING ~ . -=. ~, -:~ ~' STRATUM DESCRIPTION '~: ' ' ' 5 I 7 20 8 12 .... REDDISH BROWN SANDY CLAY ~ ;..!, ::i! 7 - with pea ~ravel ~' j., :~: .... . CFiI1) ,~ 25 3.0 11 ~ -: ...... TANNISH BROWN AND REDDISH BROWN 5-- , ,I ,, ,~, SANDY CLAY ",, ,I, CFiJl) :!', ', ', · i,,, 6.0 · i:,,' DARK GRAY CLAY 5'...: ', '1 ". '! '- 3 - with broken glass 16 ,...,,: ,. ,.,i. - with alluminum can pieces - · ".:',. ;: ii i CFm) _.....-:?/~ 5 lO.O ~.'" '....~./,~/.~//~/. · BROWN SAND ...... with silty, clay 12.5" GRAY SHALE ! 15 :M'...~..., 50Z i 4" 15.5 END OF BORING Completion Depth Date i Water Observations 15.5' 5/26/94:: No water encountered GEE Consultants, Inc. Log of Boring ___ , Number Location PageIofl. B-6 gEE PLAN OF BORINGS B-94-0175 Proj'ect 12.69 ACRES AT 600 COPPELL ROAD, COPPELL, TEXAS -.~ >. .s-- o~ STRATUM DESCRIPTION fa 4 : 7 - ( REDDISH BROWN' CLAYEY SAND [ REDDISH BROWN SANDY CLAY 2. 14 - 9 27 - became tan from 7 feet 12 _2 . '~ 9.5 22 22 i TAN AND GRAY SILTY CLAY 77/ - with calcareous deposits 20 -('".;- ~6.o - GRAY SHALE _ 20 ?;~...~. __. _50] ......................................................................... · 3" 20.5 END OF BORhNG · . Completion Depth Date I Water Observations ~,1 20.s' 5/26/941 No water encountered GEE Consu_ltants, Inc. · Number Location --- Page I of 1. Log of Boring : B-7 ] SEE eLAN OF BORRqGS B-94-0175 Pr. oj'ect TEXAS 12.69.ACRES. AT 600 COPPELL ROAD, COPPELL, , 3 I Type · I · ,- INTERM1TrENT SAMPLhNG ? - >, ~-~ STRATUM DESCRIPTION -o .~ ~' .?. DARK BROWN CLAYEY SAND , ' " 12 22 9 13 · - , .... GRAY SILTY SHALEY CLAY 5 - with sand searm 10 ~ 29 42 DARK BROWN SHALEY CLAY 21 I ~' -- - with calcareous deposits from 15 feet .d ~. ................ g_l_.9...GRAY SHALE i 21.5 END OF BORING · l Completion Depth Date Water Observations ~. 21.5' 5/26/94 No water encountered GEE Consultants, Inc. · -- Number Location Page I of 1 L og of Boring i B-8 i~ SEE PLAN' OF BORINGS B-94-0175 ?roject 12.69 ACRES AT 600 COPPELL RD.M), COPPELL, TEXAS - ' ~NWERMITrENT SA_MPLING ..,2. DARK BROWN CLAYEY SAND 6 1.5 , · ., TPdN SAND 5 ~ 6.0 - ', .~ E REDDISH GRAY SAND 10~ }¢~ GRAY SANDY CLAY 14.0 ,, . . 15' [,. / ~ 74/ GRAY SHALE 24 20 .5.0Z ........................................................................ 3~ 20.5 END OF BORING ..: Completion Depth Date Water Observations ~ 20.5' 5/26/94 Water encountered at 7 feet GEE Consultants, Inc. I a-9 SEE PLAN OF BORINGS B-94-0175 ~ojec~ 12.69 ACRES AT 600 COPPELL ROAD, COPPELL, TEXAS '. Type DESC ION ';~ D~K G~Y SANDY CLAY 15 ~ ~ 82/ 15.0 18 ~ 2" ~ 20.5 END OF BO~G Completion Dep~ Date Waler Obse~ations 20.5' 5/26/94~ Water encountered at 10 feet GEE Co~ulmn~, Inc. i , Number Location Page 1 of I I Log of Boring I B-10 " SEE ~'L~'q OF BORmCS B-94-017S 12.69 ACRES AT 600 COPPELL ROAD, COPPELL, TEXAS: ~ Type - ~ ~~ S~L~'G ~ . ~ . ' ~ ~ Sudace Elevation ' ~ ~ BROWN S~DY CLAY _......,~ ~ ~ - with iron s~ ~ ~ I t,~ 74/ 7.o 15 GRAY S~TY SHOE 4 10 ' 86/ 15 - ': , i :X;...~.... 5:0;{ ~_ - became sandy from 15 feet :: ........ ~--" .... 1-5-.-5-" ~5 -6g'B~I~ ......................................... ._:: Completion Depth Date i Water Observations ~ 15.5' 5/26/94] No water encountered GEE Consultants, Inc. Number Location Page I of 1 ' Log of Boring ' B-11 i SEE PL.42q OF BORhNGS B-94-0175 ~djeci 12.69 ACRES AT 600 COPPELL ROAD, COPPELL, TEXAS · : i ] Type 1 i~..I ~ INTER311TrENT SAMPLING ~ ~ ~ Surface Elevation DARK BROWN ~D BROWN CLA~Y SAND : 9 10 18 12 6 15 3.0 .i D~ BRO~ FhNE SAND :?' ~. G~AY SHALE ~ ~ - withs~d ~6.5 END OF BORING _~,,': Completion Dep~ Date ' Water Observations ~.. 16.5' 5/26/94· No water encountered GEE Consultants, Inc. ..... Number Location Page 1 of 1 Log of Boring B-14 SEE PLAN OF BORINGS B-94-0175 l i .~'ejeet 12.69 ACRES AT 600 COPPELL ROAD, COPPELL, TEXAS: Type ] I I l o i I · ~ ~ INTF~RMTI~I'EN~F SAMPLING {~ ,.-: ' .= ~, ~ .-= i ! A Surfaee~levation :-'~ -= ~ ' ~ -~ ='"' & N/A ~ ~ g.~e STRATUM DESCRIPTION ' ?/:¢ ~//, 8 9 - '. -' >5:';9 Y ~4.3.:-? REDDISH BROWN SANDY CLAY ' -;~.'&<L 12 3.0 29 82 15 67 --' .~.~ LIGHT BROWN SILTY CLAY 5 : ~ 5.0 - ~ DARK BROWN SHALEY CLAY ~ - with calcareous deposits from 7 feet _"-..:(.-'~ 33 28 -/' '"-qu .- 39 20"')..:,...~ 54 : -~ ...... ! .......... _.2.1_.9_. GRAY SHALE i END OF BORING 21.5 ' .~- "i Completion Depth Dale' Water Observations Inc. ~ 21.5' 5/26/94 ] No water encountered GEE Consultants, Number Location Page I of 1 Log' of Boring ! B-12 ~ SEE PLAN OF BORINGS B-94-0175 12.69 ACRES AT 600 COPPELL ROAD, COPPELL, TEXAS ~ Type I : - : ,. INTERI~flTI'ENT SAMI~LING - ~ REDDISH BROWN SANDY CLAY - with iron stains TPuN SHALEY CLAY 19 - with iron stains 18 5-~ 5.0 DARK BROWN SHALEY CLAY ~' 22 - with calcium doposits 28 61 24 37 31 41 25 y, [ END OF BORING 20.5 ..: Completion Depth Date Water Observations ~, 20.5' 5/26/94 No water eneounterefl GEE Consultants, Inc. Number Location P~ltt I ~f l Log of Boring B-13 sv.E P~.n,~ .-~Jjcci 12.69 ACRES AT 60(I COPPELL ROAD, COPPELL, TEXAS ~ ..;i Surface Elevation I~N FINE SAND - with clay 15 ~ 31 ~5.0 26 DA~ BROWN ~ND G~Y SH~EY CLAY - with calcar~us de. sits from 15 feet 20~ 38 ; i 2~.5 END OF BORING ~.~ Completion Depth Date i Water Observations ~' 21.5' 5/26/94, No water encountered GEE Consultants, Inc. Symbols and Terms Used on Boring Logs SOIL OR ROCK TYPES Sand ': -- -- --: : ~ ~ ' Silt , Silty ;I l- Limestone : · .' '//,','~ ' ~/'~.. ' ' Tube Core Spoon ~ Recovery · ..,.. ,',.,,,/,/,,~ CONSISTENCY OF COHESIVE SOILS UNCONFINED COMPRESSIVE STRENGTH DESCRIPTIVE TERM (TON/SQ. FOOT) Very Soft Less than 0.25 Soft 0.25-0.50 Firm 0.50-1.00 Stiff 1.00-2.00 Very Stiff 2.00-4.00 Hard More than 4.00 RELATIVE DENSITY OF COHESIONLESS SOILS Std. Penetration Resistance Descriptive Term Relative Density Blows/Foot 0-10 Loose 0 to 40% 10-30 Medium Dense 40 to 709; 30-50 Dense 70 to 90% OVER 50 Very Dense 90 to 100~c SOIL STRUCTURE C',dcareous Containing deposits of calcium carbonate: generally nodular Sliekensided Having inclined planes of weakness that are slick and glossy in appearance 'Laminated Composed of thin layers of varying color and texture Fissured Containing shrinkage cracks frequently filled with fine sand or silt: usually more or less vertical Interbedded Composed of alternate layers of different soil types PHYSICAL PROPERTIES OF ROCK HARDNESS AND DEGREE OF CEMENTATION Very Soft or Plastic Can be remolded in hand: corresponds in consistency up to very stiff in soils Soft Can be scratched with fingernail Moderately Hard Can be scratched easily with knife: cannot be scratched with fingernail Hard Difficult to scratch with knife Very Hard Cannot be scratched with knife Poorly Cemented or Friable Easily crumbled Cemented Bound together by chemically precipitated material occurring in the interstices between allogenic particles of rock ---- quartz, calcite, dolomite, siderite and iron oxide are common cementing materials PHYSICAL PROPERTIES OF ROCK DEGREE OF WEATHERING Unweathered Rock in its natural state before being exposed to atmospheric agents Slightly Weathered Noted predominantly by color change with no disintegrated zones Weathered Complete color change with zones of slightly decomposed rock Extremely Weathered Complete color change with consistency, texture, and general appearance approaching soil GEE Consultants, Inc. SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS SYM- TYPICAL NAMES BOLS GW Welt graded gravels, gravel - sand mixtures, CLEAN tittle or no fines. GRAVELS GRAVELS (Little or (More than no fines) Poorly graded gravels or gravel - sand 50% of GP coarse mixtures, tittle or no fines. fraction is LARGER than the No. 4 GRAVELS GM Silty gravels - sand - silt mixtures. U.S. Sieve WITH FINES COARSE size ) ( Appreciable GRAINED amt. of SOILS fines) GC CLayey gravels, gravel - sand - clay mixtures. ( More than 50% of material is LARGER than SW Well graded sands, gravelly sands, little or no fines. No. 200 U.S. CLEAN SANDS Sieve size) SANDS (Little or (More than no fines) 50% of SP Poorly graded sands or gravelly sands, little or no fines. coarse , fraction is SMALLER than the No. 4 SANDS SM Silty sands, sand-silt mixtures. U.S. Sieve WITH FINES s i ze ) ( Appreciable amt. of fines) SC CLayey sands, sand-clay mixtures. Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts with slight p[assticity. SILTS AND CLAYS Inorganic clay of tow to medium plasticity, (Liquid limit CL gravelly clays, sandy clays, silty clays, Lean LESS than 50) clays. FINE GRAINED SOILS OL Organic silts and oganic silty clays of tow (More than plasticity. 50% of material is SMALLER than MH Inorganic si[ts, micaceous or diatomaceous No. 200 U.S. fine sandy or silty soils, elastic silts. Sieve size) SILTS AND CLAYS (Liquid limit CH Inorganic clays of high plasticity, fat clays. GREATER than 50) OH Organic clays of medium to high plasticity, organic silts. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. BOUNDARy CLASSIFICATIONS: Soils possessing characteristics of two groups are designated by combinations of group symbols. GEE Consultants, Inc.