Loading...
SS9901-LR050705 (2)G I • GEOTECHNICAL ENGINEERING E • ENVIRONMENTAL CONSULTING GEE Consultants, Inc. E • CONSTRUCTION MATERIALS TESTING 10046 Monroe Drive Dallas, Texas 75229 & (214) 352 -5433 Fax (214) 352 -6972 July 5, 2005 Mr. Rick O'Dell City of Coppell 255 Parkway P.O. Box 9478 Coppell, Texas 75019 RE: Report No. C- 105 -0191 Subsurface Investigation Deforest Lift Station Coppell, Texas Dear Mr. O'Dell: The purpose of this report is to classify subgrade soils encountered below the bottom of an approximately forty (40.0) foot deep lift station excavation. In order to achieve the stated purpose, two (2) borings were manually advanced to depths of six (6.0) and eight (8.0) feet at test boring locations B -1 and B -2, respectively. The subsurface soils encountered at test boring location B -1 consisted of sandy clay to a depth of one (1.0) foot, underlain by clayey sand. The subsurface soils encountered at test boring location B -2 consisted of sandy clay to a depth of one (1.0) foot, silty clay from one (1.0) to two (2.0) feet, clayey sand from two (2.0) to six (6.0) feet, underlain by sand. (See Boring Logs). Groundwater was encountered at a depth of two (2.0) feet at test boring location B -2. Upon completion of boring advancement, the water level was noted at the surface of test boring location B -2. Moisture was encountered at a depth of two (2.0) feet at test boring location B -1. We appreciate the opportunity to provide our professional service to you on this project. We will be happy to discuss any additional questions. Very truly yours, GEE Consultants, Inc. A on . A n, M.S. ., E.I.T. Division Manager Geotechnical Engineering Division AJA:RWG /js Richard W. Gee, P.4 , o �% 5 ' President * r $ s. . ° ....................... or. ............................ po ° ° �� 67238 a pt t� A' IS g�4G`i °��� t cc: Mr. Robert F. Osterman, P.E. - Turner, Collie & Braden - Via Fax: (972) 735 -3001 3 „�,�';� ":. =_ z P 0 z U pp g r vi Arthur gouoiclyd s 0 .,.4 c .O W C tl V N .Q Q 4 j 0 Q 4-+ � r m U C� Number Location Page l of 1 Log of Boring B_1 SEE PLAN OF BORINGS C- 105 -0191 Project SUBSURFACE INVESTIGATION, DEFOREST LIFT STATION, COPPELL TEXAS , Type 0 INTERMITTENT SAMPLING ow _ 3 E _ E 0) b o Surface Elevation E0 °wv� N/A �� O b > a o .D r U '� 'Y iG I etl N am o Q d STRATUM DESCRIPTION a o z a to - BROWN AND TAN SANDY CLAY 27 28 15 13 -with sand layers - 1.0 BROWN CLAYEY SAND - -with moisture @ 2.0' _ 20 42 .25 5 - -no recovery from 5.0' to 6.0' 20 i 6.0 END OF BORING Completion Depth Date Water Observations GEE Consultants, Inc 6.0' 6/24/2005 NO WATER ENCOUNTERED Number Location Page 1 of 1 Log of Boring B_2 SEE PLAN OF BORINGS C 105 - 0191 Project SUBSURFACE INVESTIGATION, DEFOREST LIFT STATION, COPPELL, TEXAS , Type INTERMITTENT SAMPLING 6 u' ° ow o �' 3 w •� •� > one;, ° o � •� �, Surface Elevation CIO o N/A Q U c c _ a o o STRATUM DESCRIPTION a �, a z ;� .25 BROWN SANDY CLAY 21 -with gravel .25 1.0 BROWN AND TAN SILTY CLAY 28 34 15 19 .75 2.0 TAN AND GRAY CLAYEY SAND .25 22 48 .25 5 .50 .25 6.0 TAN SAND 24 41 - -no recovery from 7.0' to 8.0' 8.0 END OF BORING Completion Depth Date 8.0' 6/24/2005 I Water Observations WATER ENCOUNTERED 2.0'; 0.0' UPON COMP. GEE Consultants, Inc Symbols and Terms Used on Boring Logs SOIL OR ROCK TYPES 0 0 0 0 0 Gravel Relative Density , , , , Fill ::::::: Sandstone 0 to 40% 10 -30 X t 30 -50 Dense Sand - _ _ -- - Sandy 90 to 100% Shale Limestone X x x X x x X x x Silt Silty i ��� Clay Clayey Asphalt Shelby Tube Rock Core Split Spoon Auger No Recovery CONSISTENCY OF COHESIVE SOILS DESCRIPTIVE TERM Very Soft Soft Firm Stiff Very Stiff Hard UNCONFINED COMPRESSIVE STRENGTH (TON /SQ. FOOT) Less than 0.25 0.25 -0.50 0.50 -1.00 1.00 -2.00 2.00 -4.00 More than 4.00 RELATIVE DEN SITY OF COHESIONLESS SOILS Std. Penetration Resistance Descriptive Term Relative Density B lows/Foot 0 -10 Loose 0 to 40% 10 -30 Medium Dense 40 to 70% 30 -50 Dense 70 to 90% OVER 50 Very Dense 90 to 100% SOIL STRUCTURE Calcareous Containing deposits of calcium carbonate: generally nodular Slickensided 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 Well graded gravels, gravel - sand mixtures, CLEAN little or no fines. GRAVELS GRAVELS (Little or (More than no fines) GP Poorly graded gravels or gravel - sand 50% of mixtures, little or no fines. coarse fraction is LARGER than the No. 4 GRAVELS GM silty gravels - sand - silt mixtures. U.S. Sieve WITH FINES size) (Appreciable COARSE amt. of GRAINED fines) GC Clayey gravels, gravel - sand - clay SOILS mixtures. (More than 50% of material is SW Well graded sands, gravelly sands, little or LARGER than no fines. No. 200 U.S. CLEAN SANDS Sieve size) SANDS (Little or (More than no fines) SP Poorly graded sands or gravelly sands, little 50% of or no fines. coarse fraction is SMALLER than the No. 4 SANDS SM Silty sands, sand -silt mixtures. U.S. Sieve WITH FINES size) (Appreciable amt. of fines) Sc Clayey sands, sand -clay mixtures. Inorganic silts and very fine sands, rock ML flour, silty or clayey fine sands or clayey silts with slight plasticity. Inorganic clay of low to medium plasticity, SILTS AND CLAYS (Liquid limit CL gravelly clays, sandy clays, silty clays, j LESS than 50) lean clays. FINE GRAINED OL Organic silts and oganic silty clays of low SOILS plasticity. (More than 50% of material is MH Inorganic silts, micaceous or diatomaceous SMALLER than fine sandy or silty soils, elastic silts. No. 200 U.S. Sieve size) SILTS AND CLAYS CH Inorganic clays of high plasticity, fat (Liquid limit 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.