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Old Town-SY100621K( 00"_ L E /NFEL OER \ Bright People, Right Solutions. June 21, 2010 Project 110966 Mr. Brett Bristow, P.E. Freese and Nichols, Inc. 1701 N. Market Street, Suite 500 Dallas, Texas 75202 Subject: Old Town Coppell Infrastructure Improvements Coppell, Texas Dear Mr. Bristow: This letter provides pavement recommendations for roadway infrastructure improvements at Old Town Coppell in Coppell, Texas. The results of our analysis and recommendations are presented below. BACKGROUND INFORMATION The new roadways will consist of reinforced concrete pavement and will be constructed as presented in the City of Coppell standard construction detail for reinforced concrete. The standard construction detail presents 8- inches of reinforced concrete underlined by 8- inches of lime treated subgrade. Grading plans illustrating existing and planned grades were not provided. This analysis was performed based upon existing subsurface data collected from related Old Town Coppell projects. This includes a study conducted by Kleinfelder for the City Park Pavilion (Report 110996, dated May 20, 2010), and a study conducted by Terra -Mar for Bethel Road (Report DE03 -155, dated November 24, 2003). Copies of the logs and related laboratory testing data from these reports are attached. SUBSURFACE CONDITIONS Subsurface conditions within the roadway will be variable. The subsurface materials encountered within the existing borings consisted of a variety of materials, including fill (sandy clay and clayey sand with gravel), clay with sand, sandy clay, shaly clay with sand, and clayey sand. 110996 / DFW10L127 Copyright 2010 Kleinfelder Page 1 of 5 June 21, 2010 7805 Mesquite Bend, Suite 100, Irving, TX 75063 p 1972.868.5900 f 1972.409.0008 The subgrade materials are fine - grained, and vary in strength, but generally appear to be compact. Documentation concerning the compaction efforts of the existing fill was not available at the time of this report. Soft and loose zones may be present during construction and should be addressed accordingly. The clayey sand and clayey sand with gravel fill are predominately granular and have a relatively low potential to undergo volumetric changes with moisture fluctuations. The sandy clay fill, sandy clay and lean clay with sand soils are expected to have a moderate to high potential to undergo volumetric changes with moisture fluctuations. RECOMMENDED PAVEMENT THICKNESS Traffic data was not provided; however, traffic is anticipated to consist of passenger vehicles, single unit trucks, occasional trash and delivery trucks (5 per day), and seldom 18- wheelers (1 per month). If the traffic mix alters or traffic counts become available, Kleinfelder should be contacted to re- evaluate the pavement thickness values provided in this letter. The City of Coppell's standard pavement construction detail requires 8- inches of reinforced Portland cement concrete supported by an 8 -inch lime treated subgrade (subbase). Based upon our experience, the City's standard section will provided adequate support for the anticipated traffic. If significant areas of sand are exposed during construction, it may be necessary to utilize cement treatment in lieu of lime treatment, and may be listed as an alternate on the project plans and specifications. Material specifications are provided below. These material and construction specifications are based on the Texas Department of Transportation (TxDOT) Standard Specifications, 2004 Edition. • Portland Cement Concrete - TxDOT Item 360. Concrete should have a minimum flexural strength of 600 psi at 28 days (approximately 3,600 -psi compressive strength). Concrete should be steel reinforced and include joints to control the formation of temperature and shrinkage related cracks. Air entrainment is recommended. • Lime Treated Subgrade - TxDOT Item 260. Apply hydrated lime at an application rate of approximately 6 percent or 40 pounds of lime per square yard for the 8 -inch compacted thickness. The treated subgrade should extend at least 12 inches beyond the curb line to improve pavement edge support during dry/warm /windy periods. • Cement Treated Subgrade - TxDOT Item 275. Apply Portland cement at an application rate of 6 percent by the dry unit weight of the soil (as measured from the field samples). The treated subgrade should extend at least 12 inches beyond the curb line to improve pavement edge support during dry/warm /windy periods. 110996 / DFVV10L127 Page 2 of 5 Copyright 2010 Kleinfelder June 21, 2010 KLEINFELDER 7805 Mesquite Bend, Suite 100, Irving, TX 75063 p 1972.868.5900 f 1972.409.0008 ADDITIONAL CONSIDERATIONS The recommended pavement is intended to provide a sufficient thickness of structural materials, such that wheel loads are widely distributed. While the pavement may be structurally adequate, it can still experience cracking and movement due to the expansive subgrade. Therefore, moisture variations in the subgrade should be minimized to reduce expansive soil movements. Moisture changes within the subgrade and subbase must be minimized. The pavement and surrounding grades must have positive drainage that quickly removes surface water. Routine maintenance must be performed on pavement joints and crack to prevent the infiltration of surface water below the pavement, as this can create a pumping subgrade condition. Even with these precautions, some distress may still occur, which will require periodic maintenance, and their cost should be included within operational budgets. Landscape beds or islands should not be installed in the pavement areas. Such features provide avenues for water to enter into the pavement section and underlying soil subgrade. Water penetration usually results in degradation of the pavement section with time as vehicular traffic traverses the affected area. Above grade planter boxes, with drainage discharge onto the top of the pavement or directed into sewers, should be considered if landscape features are desired. Trees should be set back from the pavement such that the branches do not overhang the pavement once the tree has reached maturity. EARTHWORK The project site should be stripped of vegetation, roots, organic material, existing structure and utilities (if present) and other undesirable debris. Obstructions that could hinder preparation of the site should also be removed, with special attention given to tree stumps and associated root systems. A typical stripping depth is 4 to 6 inches, but the actual depth will vary and should be based on field observations. After stripping, the area should suitable for the support of construction equipment. Unsuitable areas (such as those with wet, soft, yielding, and /or pumping subgrade) should be corrected before construction proceeds. Proof rolling shall be required to detect areas of soft and /or pumping soil, and must be observed by Kleinfelder to assist with the identification of unsuitable soil. Proof rolling should be based upon TxDOT Standard Specification Item 216, and performed using a heavy tired vehicle weighing at least 25 tons, with the tires inflated to the manufacturer's specified operating pressure. The entire area should be proof rolled, with each succeeding pass offset by not greater than one tire width. Proof rolling should be performed within the building /foundation area, and also within flatwork areas, such as pavement, sidewalks, pads, etc. Unsuitable soil should be undercut and reworked, or otherwise improved in a manner that is suitable to the engineer. When fill is planned, 110996 / DFW10L127 Page 3 of 5 June 21, 2010 Copyright 2010 Kleinfelder KLEINFELDER 7805 Mesquite Bend, Suite 100, Irving, TX 75063 p 1972.868.5900 f 1972.409.0008 proof rolling should occur before the fill is placed. After proof rolling, and before fill placement, the subgrade should be scarified to a depth of 8 inches, and recompacted to the specified density and moisture content. MATERIAL REQUIREMENTS AND VERIFICATION TESTING Table 1 provides material, moisture, and density requirements for a variety of materials and applications. Compaction of each lift should be continuous over its entire area. The maximum allowable aggregate size for these materials is 2 inches. Fill should be placed in loose horizontal lifts not exceeding about 8 inches, with the intent of providing a compacted lift thickness of 6 inches. If fill placed along slopes, the fill should be placed in horizontal lifts that are benched into the slope. TABLE 1 - MATERIAL AND COMPACTION REQUIREMENTS Material Use Material Requirements Proctor Test Method Density Requirement* Moisture Requirement* On -Site Soil: Below Pavements No organics Standard (ASTM D 698) 95+ % -2 to +3 % (untreated) Lime Treated Subgrade: TxDOT Item 260 Standard 95+% 0 to +4 % Below Pavements No organics (ASTM D 698) Based upon Maximum Dry Density and Optimum Moisture Content The material should be a consistent with regard to type and moisture content. Clods should be processed and mixed, and water should be evenly applied, so that each lift has a uniform moisture and density. Each lift should be tested to confirm it has the specified moisture and compaction. One moisture /density verification test should be performed for every 5,000- square -feet of compacted area, or for every 150 - linear foot of utility backfill. For smaller areas, a minimum of three verification tests should be provided for every lift. Subsequent lifts should not be placed until the exposed lift has the specified moisture and density. Lifts failing to meet the moisture and density requirements should be reworked to meet the required specifications. The specified moisture content must be maintained until compaction of the overlying lift, or construction of overlying flatwork. Failure to maintain the moisture content could result in excessive soil movement, and can also have a detrimental effect on overlying plastic concrete. The contractor must provide some means of controlling the moisture content (such as water hoses, water trucks, etc.). Maintaining subgrade moisture is always critical, but will require the most effort during warm, windy and /or sunny conditions. Density and moisture verification testing is recommended to provide some indication that adequate earthwork is being provided. However, the quality of the fill is the sole responsibility of the contractor. Satisfactory verification testing is not a guarantee of the quality of the contractor's earthwork operations. 110996 / DFW101-127 Page 4 of 5 June 21, 2010 Copyright 2010 Kleinfelder KLEINFELDER 7805 Mesquite Bend, Suite 100, Irving, TX 75063 p 1972.868.5900 f 1972.409.0008 LIMITATIONS hat our services were performed in a manner consistent with t r members of Kleinfelder s on le racting n the d same ordinarily exercised by othe pr locality, under similar conditions and at the date the ed r o a a limited number O Y umberof conclusions, opinions and recommendations are between or beyond the observations and data. It is possible that conditions could vary between warranty, data evaluated. Kleinfelder the service, co mmunication represe (oral or written), report, express or implied, regarding opinion, or instrument of service provided. This report may be use only and only for the the Client and the registered design professional in responsible c har g stated for this specific engagement within a reasonable time from its issuance, but in no event later than two (2) years from the date of the Clreport. eShnot work retain Kleinfelder to based on project information provided by Client. If review any plans and specifications, including any revisions or modifications to the tans and specifications, Kleinfelder assumes no responsibility for the suitabil ityof and p changes in the field to the pans recommendations. In addition, if there are any from Kleinfelder's engineer that such specifications, Client must obtain written app ndations. Failure to do so will vitiate Kleinfelder's changes do not affect our recomme recommendations. We appreciate the opportunity to provide you with our services. If you have any questions or wish to discuss, please contact us at (972) 868 -5900. Sincerely, KLEINFELDER CENTRAL, INC. Texas Registered Engineering Firm F-559 c OF rp�% Q Daniel M. Harborth, PA Geotechnical Engineer ................:.. kr' HARBORTH 0 ....................... •� 105000 : Q : / IM'` " - L Marc . Miller, P.E. Senior Geotechnical Engineer Attachments: Attachment A Kleinfelder Logs and Data from Main Street Park Improvements Attachment B ell Road Reconstruction Terra -Mar Logs and Data from Bethel Road and Copp 110996 / DFW10L12 Copyright 2010 Kleinfelder ,,, mr Page 5of5 7pnr; Mesquite Bend, Suite 100, Irving, TX 75063 June 21, 2010 p 1972.868.5900 f 1972.409.0008 Plate 2 KLEINFELDER KEY TO LOGS OF BORINGS DRILLING AND SAMPLING SYMBOLS AND TERMS: Thin - Walled Tube Sample ® TxDOT Cone Penetrometer Test Z Auger Sample /Drilling ® Bag Sample ® Split Spoon Sample & Standard Penetration Test Q Water Level Initial Measurement E[] Continuous Core Sample -Y Water Level Subsequent Measurement Hand Penetrometer An indicator of fine - grained soils consistency. Reported as tons per square foot (tsf). Core Recovered Length of rock core recovered as a percent of the total continuous core sample length. ROD Rock Quality Designation (RQD) is a measure of the integrity of recovered core samples. Reported in percentage as the sum of core pieces greater than 4 inches in length. Blow Count Indicator of soil or rock density /consistency, and correlates to the soil strength. Blow count columns used to report values for both the SPT and the TxDOT Cone Penetrometer. Each column refers to the number of hammer blows required to advance the split spoon sampler or cone 6 inches. Note that the seating blows (first 6 inch drive) are not reported. For the SPT the "N" value is the sum of the values for the second and third drive. In cases where resistance was high during the first, second or third drive, the number of inches of penetration for 50 blows of the hammer is reported. RELATIVE DENSITY CONSISTENCY OF COARSE - GRAINED SOILS OF FINE - GRAINED SOILS Penetration Relative Hand Penetrometer Consistency Resistance Density Readings, tsf (see Note) Blows /foot Having wide range in grain sizes and substantial intermediate particle sizes Poorly graded Predominantly one grain size, or having some intermediate size missing 0 -4 Very Loose <1 Soft 4 -10 Loose 1 -2 Firm 10 -30 Medium Dense 2 -3 Stiff 30 -50 Dense 3 -4 Very Stiff over 50 Very Dense >4.0 Hard Note: Some clays may have lower unconfined compressive strengths because of planes of weakness or cracks within the soil. The consistency rating of such soils are based on penetrometer readings. TERMS CHARACTERIZING SOIL STRUCTURE: Fissured Containing cracks, usually more or less vertical Laminated Composed of thin layers of varying color and texture, typically horizontal Interbedded Composed of alternate layers of different soil types Calcareous Containing appreciable quantities of calcium carbonate Well graded Having wide range in grain sizes and substantial intermediate particle sizes Poorly graded Predominantly one grain size, or having some intermediate size missing Slickensided Having inclined planes of weakness that are slick and glossy in appearance GENERAL DEGREE OF WEATHERING: Unweathered Rock in its natural state before being exposed to weathering agents Slightly weathered Noted predominantly by color change with no disintegrated zones Weathered Complete color change with zones of slightly decomposed rock Severely weathered Complete color change with consistency, texture, and appearance approaching soil SUBSURFACE CONDITIONS: Soil and rock descriptions on the boring logs are a compilation from field data as well as from laboratory test results. The stratification lines represent the approximate boundary between materials and the actual transition can be gradual. Water level observations have been made in the borings at the times indicated. Note that fluctuations in groundwater level(s) may occur due to variations in rainfall, hydraulic conductivity of soil strata, construction activity, and other factors. Copyright 2010 Kleinfelder Plate 3 LOG OF BORING NO. B -01 Project Description: Main Street Park Improvements Coppell, Texas Location: See Plan of Borings Approx. Surface Elevation: Not Provided r KLE/NFIELIOHR \ Bright People. Right Solutions. wrata oouncanes are approximate, and in situ transitions maybe gradual. This Log of Boring is not intended for bidding or estimating purposes. Boring log(s) should not be reproduced separately from the engineering report unless said report is specifically Plate 4 included by reference. 4 u o ° o m o U) U (1) n 3: - ti o _ E x W o - ma aa) L >_ � d a a o c o u c u S @ o U m a� a ti E a�i m Q m N acv - L ° U a m U) a o c °� J a a Z in _ Li m = a `� MATERIAL DESCRIPTION 4.5+ SANDY CLAY, light brown to brown, hard 4.5+ _ 3.0 _ 2.0' 18 'Td '72 21 _ _ CLAY with sand, brown to light brown, firm to 48 1.75 very stiff — 5 1.5 24 99 0.6 6.8 3.5 - becoming light brown with yellow -brown and with occasional calcareous nodules below 7 feet — 10 4 — ........... 44 12 32 75 21 SANDY CLAY, dark yellow- brown, very stiff to ......... - stiff, with calcareous nodules _ 2.25 _ 14.0' — . ........... SANDY CLAY light yellow -brown to 15 24 red - yellow- brown, stiff to very stiff with sand seams 24 _ 19.01 _ _ _ _ _ _. . . . . . . ... . .. CLAYEY SAND, light yellow to orange- brown, _ - 20 medium dense, with sand seams - light yellow -brown gravel layer at 22 feet - with yellow -brown shaly clay seams below 23.5 23 feet - 25 — ..— _. _ 25.0 _ _. ....... ........... _ Completion Depth: 25 ft. Latitude: 32.95259 Date Boring Started: 5/2/10 Longitude: - 97.00626 Date Boring Completed: 5/2/10 Remarks: Groundwater seepage occurred at 18 feet during drilling. _ogged by: H. Masood 'roject No.: 110996 wrata oouncanes are approximate, and in situ transitions maybe gradual. This Log of Boring is not intended for bidding or estimating purposes. Boring log(s) should not be reproduced separately from the engineering report unless said report is specifically Plate 4 included by reference. LOG OF BORING NO. B -02 Project Description: Main Street Park Improvements Coppell, Texas Location: See Plan of Borings Approx. Surface Elevation: Not Provided r KL INFELOER \� Bright People. Right Solutions. auata oounoanes are approximate, anti to situ transitions maybe gradual. This Log of Boring is not intended for bidding or estimating purposes. Boring log(s) should not be reproduced separately from the engineering report unless said report is specifically Plate 5 included by reference. o at o U) N E 3 o _ o o E - _ E x at -° m 0) C c C m > In c ai L d 0 o d E E a C 2 O 0 J - 0 J 2 .T- N m° O O U N d E m N c [] E cn 0 C o N Y m N d N a Z 0 2 m T N d c O N J d O a O Z O . N •= C m 0- " MATERIAL DESCRIPTION 6' 4.5+ SANDY CLAY with gravel, light brown to brown, 3.5 hard to very stiff, with sand seams (FILL) - _ 2.0' 3.5 SANDY CLAY, light brown to brown, very stiff to - _ _ _ _ 4.5 hard 15 118 2.7 4.7 4.5+ 41 11 30 61 13 - 5 4.5+ _ ... _ 9.0' 4.5+ SANDY CLAY, yellow -brown with occasional _ _ _. - 10 light brown, hard to very stiff, with calcareous - nodules and sandy seams 4.0 22 13 9 62 12 - 15 _ 16.0 CLAYEY SAND, yellow- brown, medium dense to very dense 28 - 20 71 -with gravel from 23.5 to 25 feet - 25 - - - -. _ 25.0' ._ _. _. _. _ _ Completion Depth: 25 ft. Latitude: 32.95234 Date Boring Started: 5/2/10 Longitude: - 97.00645 Date Boring Completed: 5/2/10 Remarks: Groundwater seepage occurred at 21 feet during drilling. Water at _ogged by: H. Masood 20.6 feet at the end of the day. 'roject No.: 110996 auata oounoanes are approximate, anti to situ transitions maybe gradual. This Log of Boring is not intended for bidding or estimating purposes. Boring log(s) should not be reproduced separately from the engineering report unless said report is specifically Plate 5 included by reference. LOG OF BORING NO. B -03 Project Description: Main Street Park Improvements Coppell, Texas Location: See Plan of Borings Approx. Surface Elevation: Not Provided KLE //VFELOER Bright People. Right Solutions. wrara oounaanes are approximate, and in situ transitions maybe gradual. This Log of Boring is not intended for bidding or estimating purposes. Boring log(s) should not be reproduced separately from the engineering report unless said report is specifically Plate 6 included by reference. n n o U U at E o a y o E E a > c c.� rn r Q) CL LO C � 0 -� J N U) Cc ° O U a) � a a „ E — M ti EE m a L) i U % C'! Cr m . N a a) 2 m U m m U a - o c _6 d Z ' D o .. c .@ = a " MATERIAL DESCRIPTION `� 4.5+ CLAYEY SAND with gravel, light brown to 2.5 brown, medium dense, with light brown sand seams (FILL) 2.5 18 110 1.7 11.0 2.5 4.0' 33 13 20 41 14 _ . _ SANDY CLAY, light brown to brown, very stiff to .0 . - 5 hard 4.5 49 12 37 62 18 - with sand seams and calcareous nodules from 4.5+ 9 to 10 feet -10 ... ... 10.0' .- - - - - - - - - -- - SANDY CLAY, yellow -brown to light yellow- brown, hard 4.5+ - 15 - gravel layer from 17 to 19 feet _ _ 19.0' SHALY CLAY with sand, yellow -brown to light 28 _ _ . ... . . _ _ _ _ _ _ _ _ 20 brown, very stiff _ 23.5' CLAYEY SAND, yellow -brown to brown, 26 . _ _ _ _ _ - 25 - ......... medium dense, with occasional gravel 25.0' . _ _ _. -. . _ Completion Depth: 25 ft. Latitude: 33.21899 Date Boring Started: 5/2/10 Longitude: - 96.72292 Date Boring Completed: 5/2/10 Remarks: Groundwater seepage occurred at 25 feet. Water at 23 feet during Logged by: H. Masood drilling. Project No.: 110996 wrara oounaanes are approximate, and in situ transitions maybe gradual. This Log of Boring is not intended for bidding or estimating purposes. Boring log(s) should not be reproduced separately from the engineering report unless said report is specifically Plate 6 included by reference. Sheet 1 of 1 Boring No. Sample p Depth (ft) Liquid Limit Plastic Limit Plasticity Index Percent Passing No. 200 Sieve Moisture Content ( /o) Unit Dry Weight (Pcf) Unconfined Compressive Strength tsf) Strain at Failure M B -01 2.0-3.0 48 18 30 72 21.0 B -01 4.0-5.0 24.0 99 0.6 6.8 B -01 9.0-10.0 44 12 32 75 20.7 B -02 3.0-4.0 15.0 118 2.7 4.7 B -02 4.0-5.0 41 11 30 61 12.7 B -02 14.0 - 15.0 22 13 9 62 12.0 B -03 2.0-3.0 18.0 110 1.7 11.0 B -03 3.0-4.0 33 13 20 41 14.0 B -03 7.0-8.0 49 12 37 62 17.5 Plate 7 r KL EAIVFEL OER Bright People. Right Solutions. Absorption Pressure Swell Test Results Project Name: Main Street Park Improvements Location: Coppell, Texas Material Description: SANDY CLAY, light brown to brown Project No.: 110996 Tested By: H. Masood Boring No.: B -02 Date Tested: 5/10/10 Sample Depth (ft.): 4 to 5 Consolidometer ID: 3 Soil Classification Properties: Initial Final Liquid Limit = 41 Load Applied (psf): 4662 112 Plastic Limit = 11 Moisture Content ( %) = 12.9 21.6 Plasticity Index = 30 Wet Unit Weight (pcf) = 133.0 142.2 % Passing #200 Sieve = 61 Dry Unit Weight (pcf) = 117.8 116.9 Maximum Measured Absorption Swell Pressure (psf) = 4,662 One - Dimensional Swell for Change in Moisture from Initial to Final ( %) = 9.8 10 9 8 7 6 5 4 3 2 1 0 0 3 I 1 I I I -_ -- - I I I I I I I I I I I I I ----- r - --r--r- �-7-I-ri ------ -I---I-•r•I-r-I-I- ------ r -r -I __ ....._J.....J..__L__1_.1_J_J.J. I I I I I I I ....__...J_ I .... _.._L._1..1.J_J_1- I I I I I _-- _...._1_..._J.._.L__1__L.!_. I I I ay - _I- }-- 1 "'-- I I I ...•I -_- r• ... -r -d_ . •------ --�-...-r --- r--T--r•i•r T- ------•- • ----------- ;-----r-••r--r--r-i-- ..... I I I I I I I I I I I I I I I ..I...I- L.IL I I I I I I J _........F.....4... a.._I.. _I.. F.I..I. I I ..........f.....4... a...I.. J..L. I. I I I I •_...... _.4.....L....1...I.. I I 1T �1'I - T1 I I I -- 'I' 'I' 'I 'T'I "I I 1 I I I I -- ' 'r 'I "r 'I - "I "I'r _.. ......L.....I...J_- _L_.I_.L.L.I 1 I I I ..___--- ..L - - - - - __.J ... I,_J..L.L !. I I I I _...L...J ... I__J..L_L.I. ihy'y•'t -- "'- I \ 1_ 0 ...._1___J..l_J_J_I_iJ I I I I I I I ______L_L - -- T--r-. ^ - r - ----- ....�__•-- -I----r--T--r•r- r * �--- -----•�----r--r--r-T-i-r- 1 1 - I 1 10 100 1000 10000 Swelling Pressure, psf Plate 9 KL E/NF'EL DER Bright People. Right Solutions, Absorption Pressure Swell Test Results Project Name: Main Street Park Improvements Location: Coppell, Texas Material Description: CLAY with sand, brown to light brown Project No.: 110996 Tested By: H. Masood Boring No.: B -01 Date Tested: 5/10/10 Sample Depth (ft.): 9 to 10 Consolidometer ID: 2 Soil Classification Properties: Initial Final Liquid Limit = 44 Load Applied (psf): 597 112 Plastic Limit = 12 Moisture Content ( %) = 21.4 24.0 Plasticity Index = 32 Wet Unit Weight (pcf) = 126.3 129.1 % Passing #200 Sieve = 75 Dry Unit Weight (pcf) = 104.0 104.0 Maximum Measured Absorption Swell Pressure (psf) = 597 One - Dimensional Swell for Change in Moisture from Initial to Final ( %) = 1.1 10 9 8 7 6 5 4 3 2 1 0 0 3 I I 1 I I I I I I I I i r I I I -- , -r. I I I -; r - r -r 1 I I I ~ I I I I I I I I 1 . - r - - - I r - 1 1 I - - - - - •I - -- 'I "! - - - - I -- - P - - 1• r I• "I -- - - - - - - --- --J.._.L -J 1.J.J.J. I I I - - - - - - - • -J --..J. -L J- 1 I I I I I .....---J I I I I I I I -- ---- - r - -- --r---r--r--r-i-r•r- I I I I I --- -- ----i--- .. r- 1 I -- - -•- --- i--...I----r--t-- r i- .. . I. . . . L . . I. . L . L -I _ ......... V... _. i... J...I...I..F.�.l. I I ....... .........4... .F.F.I. -r .... ......4.....4...x...1...1..4... - ---r - - - r - i - r - rtI I I I I I I - - - - • - I ---- I --- I -- I -- I I I I I ... •r --- r -- r - r - r - I _. .......L.__..L...J..' -IL - I I I I ---------- L. I ....L...J...I.....L I .L.I. I I I ..........L.....L--- J.._L.J L. _ + + + I +i I I I -- .. I• •I -- I -- I - + - I I I I I I I I I -- _., -_H .Lfr y.. I I I I 1 I I I I I I i' I _ . - •'I' --- r -.-r- I t I I I - ---- t• -- • - r ..- r -- 1"r-�-rr . I I I I . r• --- r -- ^r-r--r-r_ - I _ i J 10 100 Swelling Pressure, psf 1000 10000 Plate 8 ( E/JNFEL OER \ Bright People. Right Solutions. Absorption Pressure Swell Test Results Project Name: Main Street Park Improvements Location: Coppell, Texas Material Description: SANDY CLAY, light brown to brown Project No.: 110996 Tested By: H. Masood Boring No.: B -03 Date Tested: 5/10/10 Sample Depth (ft.): 7 to 8 Consolidometer ID: 4 Soil Classification Properties: Initial Final Liquid Limit = 49 Load Applied (psf): 791 112 Plastic Limit = 12 Moisture Content ( %) = 18.6 21.2 Plasticity Index = 37 Wet Unit Weight (pcf) = 128.3 130.4 % Passing #200 Sieve = 62 Dry Unit Weight (pcf) = 108.1 107.6 Maximum Measured Absorption Swell Pressure (psf) = 791 One - Dimensional Swell for Change in Moisture from Initial to Final ( %) = 1.3 10 9 8 7 6 5 4 3 2 1 0 0 N 3 C� I I I I I I I �I "� I I I I 1 ... . -- -.I I I I I I I ---- - r' -- r -- r�-r-I-r� --- •• 1---• I I - r - 1 - r - I - I -- ----r--•r--1'r-r-1. --------J----- ! . ...---...J.-- •_ -4 _} a 4 _ 1 •+ 4 I I I I --- - -`,._ .I.._I_- I• -1 - }•1 _I....._._......... I. - --------- i------1----r--r-r-i-r-r ........... I I I 1 I I r _.i_...r•-r--r-i• rr- I I I I I --------- ...... ..... L.. J _ _L I 1 1 I I I I I _........ ... .... ... .1_ 1...1........1....E I I I I I I I I L L .. ..L I I I I I I _ - - I I I I ......... F..... }... a...L-- 1.- }.}.1 ............ I 1 I I I - - - - I I I I I I I.....I--- J.-- I-- J..I. - }.1. 1 I I I .......... 4.....}... a...l..- I..}.� - --•-r---r --r -�-r-r r 1 I I I I I I ...---- • I . 1 I I ..---• I r -- 1--r - r •1 . ......... L ..... I ... J ... L._I_.L.6. I .......... L ..... L ... J ... 1..J..L.L.1. .......... L ..... L ... J ... L . t L.'. • T ­te - - � j -� I — 11 — i 1 I .I- _L.I. -1 7I I I I 10 100 Swelling Pressure, psf 1000 10000 Plate 10 1 I 1� N milli WE OEM Im rng uralr) 1 1 ��1 ♦� `now- Iai Ir I'm 1*1rT ! E111Ira rho C �rf'.•7 [a'7 � fi► f �?� ( �i w• _ M [4� i Irir1 �ill C p� Yil F�7 ( �r,• ♦ �1� � �i � ^ � • � !C7 IY.t1 �Ql,,'YL'L:'t Flit { ■7w�C►.1 } �.� l' • r >i .'' [".''rtr �► Q ©Walk r i iii i� ►� MAI FINS HT V IkjSGaI �� L rj 'Y 1i11t" L1 Fi � ,, t��w ►:�ra1 �1 r�t 1!J t7 [7l�ii'C■3 1 . 11£x7 L3�7 i rR1 •' � j� �fi1 y �� �1 �J�7��r) — Z — l 1 .i / U / U ---_-'' `._-_---- --_-_- 1 zs; i� � �-- Et MRS n.q --_---_-_~_--'.~__---_--_-_ -__- ��- | ' | ------ - � ^'------' In CL �| �� y �| - � V 133HS 33S N 'R VIS 3mnHDM - - - - - - - - - 9t 133H5 3,3F 00+ t I vis 3 N 111101YN dd 0�� li e � 1 L.._. 9 j IL io ni 1 1 � b I � � � �� � Hd o L i `� � .� � �x� dl 1 e_� � � AVhINki'dd 1l1Od33Hj � }J�, � �� � � + lach e—k 00+9 YZ 3WHOVY4 �j 13.11AS 33S C C U 0 z ¢m L34 CD . 0 k LU -1 uu LL � N z W b z p ° Zt L33HS 33S 0049D NnHDIVW VAS : 3 -- -Qo --- � r, r m LL. IL 0 i 1 a c l { 1 r ( 1 rr CL IX tl. CL W vrom O C ! 10 - ( H3 8 J_ _ 00 +t; VAS 3NnH0i'm 01 A NS 33S cc E c . � O z Q m LLI LA! J LOG OF BORING B -1 Project: Bethell Road Reconstruction - City of Coppell, Texas Project No.: DE03 -155 Date: 111D3103 Elev.: 497± Location: Station: 52 +80 Depth to water at completion of boring: Dry Depth to water when checked: During Drilling was: 4.0' Depth to caving when checked: was: ELEVAT(ON! SOIL SYMBOLS MC LL PL •200 DD P.PEN UNCON Strain DEPTH SAMPLER SYMBOLS DESCRIPTION % % / P) % PCf tsf tsf feet & FIELD TEST DATA ° FILL - Brown & fan sandy CLAY (CL) 4 4P5 UfS.00° FILL -Tan cif SAND (SC) 1 firs.o0^ 20M.00!' 6016.00" - seepage @ 4' 5 490 1016.00 z2016.00" 2216.00" __. .....-- _---- __.__........ —._—_ 1016.00° Tan SAND (SP) 1516.00" 15/6.001 10 485 15 480 20 475 z5 47D 30 465 35 4601 LW Notes: ( Completion Depth: 10.0' TERRA -MAR, INC. FIGURE 51 LOG OF BORING B-2 Project: Bethell Road Reconstruction - City of Coppell, Texas Project No.: DE03 -155 Date: 11/05/03 Elev.: 503± Location: Station: 27 +90 Depth to water at completion of boring: Dry Depth to water when checked: During Drilling was: Dry Depth to caving when checked: was: ELEVATION! SOIL SYMBOLS MC LL PL -200 DD P.PEN UNCON Strain DEPTH SAMPLER SYMBOLS DESCRIPTION % % % PI per tst tst feet &FIELD TEST DATA 4a - t 7 d dark brown saner CLAY (CL) 17 59 20 39 4.5+ 4.5+ 500 a.5+ 4.5+ 5 _ Hard gray & brown sand LAY w/ calcareous nodules & iron stains (CL) 4,5+ 495 4.E+ 490 15 485 20 480 25 475 30 470 35 Notes: Completion Depth: 10.0' TERRA -MAR, INC. FIGURE 61 LOG OF BORING B -3 Project: Bethell Road Reconstruction - City of Coppell, Texas Project No.: DE03 -155 Date: 91/05103 Elev.: 513± Location: Station: 4+60 Depth to water at completion of boring: Dry Depth to water when checked: During Drilling was: Dry Depth to caving when checked: was: ELEVATIONi SOIL SYMBOLS MC LL PL •200 DD P.PEN UNCON Strain DEPTH SAMPLERSYMBOLS DESCRIPTION % % % Pl % pcf tsf tsf feet 8 FIELD TEST DATA .. .. .. ... •4.5• .... ° Hard dark gray sandy CLAY w/ some organics (CL) 13 46 V 29 4.5+ 4.5 5i0 4.5 4.5 5 Hard gray, light gray & orange sandy CLAY (GL) -- 4.5 Very stiff orange & tan sandy CALY vat calcareous nodules & iron stains (CL) ' 75 500 fs 495 2° 490 25 485 30 4so 35 Notes: Completion Depth: 10.0' FIGURE 71 TERRA -MAR, INC. LOG .OF BORING B -4 Project: Bethell Road Reconstruction - City of Coppell, Texas Project No.: DE03 -155 Date: 11/05/03 Elev.: 512± Location: Station: 7+75 Depth to water at completion of boring: Dry Depth to water when checked: During Drilling was: Dry Depth to caving when checked: was: ELEVATION/ DEPTH SOIL SYMBOLS SAMPLERSYMBOLS DESCRIPTION MC =/, LL % PL /, PI -200 % DO Pcf P.PEN tsf UNCON tsf Strain feet 8 FIELD TEST DATA Q - - _.__.-- - - - ,._...._—.,_. —..__ Very stiff gray & reddish brown sandy CLAY (CL) ... .. .. .. .... ... ..... ...... .... 8!6.00" 14 26 14 12 4.5 510 916.00" . — ..... _ —_ -- - .. -.- — _ 6/s.00^ ' Very stiff gray, fight gray & orange sandy CLAY (CL) 816.00" 816,00" 10!6.00" 1016.00" 5 1216.00" 15/6.00" M Light gray, tan & orange sandy CLAY (CL) sas 10 saa 15 495 20 490 26 485 30 480 35 475 Notes: Completion Depth: 10,0' FIGURE 8 TERRA -MAR, INC. LOG OF BORING B -5 Project: Bethell Road Reconstruction - City of Coppell, Texas Project NO,: DE03 -155 Date; 11/05/03 Elev.: 494± Location: Stati on x ,422+1,0 Depth to water at completion of boring: Dry Depth to water when checked: During Drilling was: Dry Depth to caving when checked: was: ELEVATION/ DEPTH SAMPLER SOIL SYMBOLS SYMBOLS DESCRIPTION MC /, LL % PL % PI -200 % DD Pcr P.PEN lst UNCON tst Strain feet & FIELD TES7 DATA ° FILL Very stiff to hard dark brown CLAY w( calcareous a.6+ - nodules & limestone fragments (CH) »z '6 i s a.6+ 1q 102.6 4.6+ 3.7 21 4.6+ 490 Hard brownish gray & tan CLAY wl gravel & calcareous 1'0' 41 16 25 102.5 4.5 +' 9.6' 3.9 5 nodules (CH) a.a+ ______________ Hard brownish gray sandy CLAY, blocky, wl calcareous 4.s+ ........... nodules & gravel (CL) 4'5+ Hard light gray sandy CLAY wl iron stains & calcareous a.6+ . 485 de osits --- -- - - - - -- 4.5 +. sD _L - --- Hard tan CLAY w/ calcareous deposits & gravel (CH) 16 41 15 25 4.6+ Br own cemented SAND —_ — — — — _ — — - -_� Dark gray weal er SHALE 480 15 411 20 6012 a' tayer Cray cemente wl interbedded weathered shale C f 1 I I ! _l' �Darkgray _ —_--_`---_—{....... I..I....�...�.....� ...... �...,� 17 1 1 1 1 1113.21 4.0 1 20.0 1 2.8 1 47Q 25 5012.00" 6011.00" Et< mmmmum •mil I 465 30 80!1.00" 50/1.00" nmmmmmim �� 1 460 35 .0" .00" I Notes: Completion Depth: 50.0' TERRA -MAR, INC. FIGURE 91 LOG OF BORING B -5 Project: Bethell Road Reconstruction - City of Coppell, Texas Project No.: DE03 -165 ELEVATION/ SOIL SYMBOLS SYMBOLS DESCRIPTION MC LL ° !o PL PI -200 DD P.PEN UNCON Strain DEPTH Pee! SAMPLER &FIELD TEST DATA % % % Pcf tsf tsf Dark gray SHALE -- 5010.80•' - - == 17 112.9 41.8 2.8 450-. - slickensided, w/ trace pyrite tt@ 44' 45 —= 6010.50" 17 109.6 32.9 21 445- _ -- 50 6D10.60" 440 55 435 60 430 65 425 7D 420 76 Notes: Completion Depth: 50.0' FIGURE 10 TERRA -MAR, INC. LOG OF BORING B -6 Project: Bethell Road Reconstruction - City of Coppell, Texas Project No.: DE03 -155 Date: 11/03/03 Elev.: 500± Location: Statiow..44 +09 Depth to water at completion of boring: Depth to water when checked: was: Depth to caving when checked: was: ELEVATION/ SOIL SYMBOLS MC LL PL -200 Do P.PEN UNCON Strain DEPTH SAMPLER SYMBOLS DESCRIPTION / % / PI % pcf tsf Of tact a FIELD TEST DATA aoo 0 3" Asphaltic Concrete, 18" Road Base _ _ ^ FILL Stiff to very stiff brown & tan CLAY wI shale & 4.6+ 1.3 M2 limestone fragments, asphalt, fine gravel & some root 2s fibers (CH) 16 215 495 5 15 117.8 4.6+ 1.2 10.9 2,76 1.5 3.6 2.5 490+10 t ✓ f tan & gray saner CLAY (CL) , .. is . ...... .... Stif 485 15 1 15 ` 4 I! 116.3 87A 2.0 Dark gray weathered SHALE — — — — ^ — _ _ I ... I - - I - - I - . I .... I ... I' ' `....' ' 20 1 A112 sorl.5o tlT LE w/fossil seams _ _= son,2s 5011.26" 6010.50" 18 1 1 1 1 1107-31 1 35.2 1 2.1 1 5011.00" 6010.76" 15 1 1 1 I 1116.61 1 44.4 I 23 J I Notes: Completion Depth: 55.0' FIGURE 111 TERRA -MAR, INC. LOG OF BORING B -6 Project: Bethell Road Reconstruction - City of Coppeil, Texas Project No.: DE03 -155 ELEVATION/ DEPTH feet SOIL SYMBOLS SAMPLER SYMBOLS 8 FIELD TEST DATA DESCRIPTION MC % LL / PL / P� •200 % DD pct P.PEN tsf UNCON tsf Strain - - Dark gray SHALE w/ fossil seams 460--40 — = Wl.00 455--45 -- 5011.00" — 15 119.0 26.9 2.2 450--50 —_ -- 5010,75" 445--55 6010.76" - SOl0.75" 4Ad 60 435--65 430--70 425--75 Notes: Completion Depth; 55.0' FIGURE 12 TERRA -MAR, INC. Symbol Description Strata symbo 0 Fill CLAY, sandy clayey SAND CLAY SAND, cemented SHALE, weathered SHALE Asphaltic Paving KEY TO LOG TERMS & SYMBOLS Symbol Description Misc. Symbols �- Water table when checked Boring continues Soil Samplers Thin Wall Shelby Tube f7l Standard ILX�I Penetration Test m TED Cone Penetration Test m Rock �J Core �otos L. Exploratory borings were drilled on dates indicated using truck mounted drilling equipment. ?. Water level observations are noted on boring logs. t. Results of tests conducted on samples recovered are reported on the boring logs. Abbreviations used are: DD = natural dry density (pcf) LL = liquid limit (%) MC = natural moisture content PL = plastic limit (%) Uncon.= unconfined compression (tsf) PI = plasticity index P.Pen.= hand penetrometer (tsf) -200 = percent passing #200 Rock Cores REC = (Recovery) sum of core sample recovered divided by length of run, expressed as percentage. RQD = (Rook Quality Designation) sum of core sample recovery 4" or greater in length divided by the xun, expressed as percentage. FIGURE 13� TERRA -MAR, INC. APPENDIX A DE03 -155 1 CMM#4- l°`a4r` 45 40 35 30 _r c 25 0 U 0 20 +. V) a 15 10 —0 Liquid Limit 5 —*— Plastic Limit 0 0 1 2 3 4 5 6 7 8 9 10 Lime Additive ( %) 30 25 x 20 Q v c 15 U :ti. 0 10 5 0 0 1 2 3 4 5 6 7 8 9 10 Lime Additive ( %) Soil Description: Dark Brown Clay with calcareous nodules and LIME/PI SERIES TEST RESULTS limestone fragments BETHEL & COPPELL ROAD RECONSTRUCTION Sample No.: COPPELL, TEXAS Boring B -5; 1 to 2 feet TERRA -MAR, INC. 11050 Ables Ln - Dallas, Tx 75229 Nav, 14, 2003 3:12PM ANA -LAB No, 2/5 P. 212 THE OOMPLETrt SERVICE LAB I& Noah Texas Region 1 ao1 E, Lamar Blvd, # 116-- Arlington, TX 76011 8171261 -6404 FAX 8171261.7115 TBRS 11/14/2003 Sam le Desor� tion Taken Pra eCt Received Mail ';39231, DE03 -155 132/1 --2 11/11 parameter 7teaulCa f7nity ,2Q>., Atta�.ysefl E y Soluble sulfate ND 228 11/13/2003 FAD Total Solids 87'.6 & 0 1 11/11/2003 TDB . ;39232 DE03 -155 E3/1 -2 229965 11/11/2003 2aramater Resulto Units EQA Analyzed Dy soluble sulfate ND + mg /kg 22Z 11/13/z00a F�0 Total solids 90.1 0.1 11/11/2003 TDD "139233 DE03 -155 :i B4 / 1 - 2 11/11/2003 Parameter Resulty Urlito 8QL Araal.yeed By I soluble Sulfate NA mg /kg 2 24 11/13/2003 rr.0 Total b - QI do 89,a 011 11/11/2004 TDD i 1 60 �x Aepp 14wq. yfi� vi� Corpolat0 Shipping: 2600 Dudley Ftd„ 0gora, TX 75652 -- http : / /www,ana- lab.com Corporste Malilm PA Box 9000, Kilgore, TX 75563.9004 - 80319944551 -- FAX 903/984 -5914 n�r:t ap:�rr.o,� :fay �n�nn� T r� NOV. 18, 2003 11 16A ANA - LAB N0, 361 P. 2 North Texas Region 1601 E, Lamar Blvd, # 116 -- Arlington, TX 76011 8171251 -6404 PAX 817/261 -7116 ® , „ R I TERS TMG GDMPLtTe Smivl m LAB 11/18/2003 Sam Za Description Taken — Proj ect Xaceived mail 639230 DE08 -158 BI/1 -2 11/07/2003 22sees 11/11/2003 Parameter Results Unite HQ7' Analyzed By Sv1ubla Sulfate $45 mg /kg 207 11/13/2003 5'20 Total Bolidtl 96.7 o,1 11/11/2003 TDD i tiy " �fs Corporate Shipping: 2600 Dudley Rd., Kilgore, TX 74* -- httpJ /VAvW.0na- Iab.00m P45 ! Corporate Mailing: P.O. box 9000, Kilgoro, TX 75663 -8000 9031904 -- PAX 903/684.6914 NELAP- accredited 1102008 MEMBER m APPENDIX B DE03 -155 TERRA -MAR i i i r 1 i h ' I I m L U- � c d a P-4 O U s im m � m'V CL CD -pd do uo lued •pd euf� }ia8 t� ' ^I9 v i m+ o v N to N u m � m ( 00 +L 1'o }S)8 —B P. u a }aa }S >PDd o C m y m lu . S r. m °. tc (LZ +SZ'p }S)9 - 8 PDa2{ liaddoD W 3 rn D CL a c x a pool ge4o4jN, a pool I{addo0 (0£ +0£'D�5)S -8 t°n ° a � 3 c m m 4D 8UDI qz>o -� -' Q CTE7+- i oC a ° ADMMJDd 4j.odeei j a acv ,- d M c a � L u o 0M M m LO � M 0 O Cl V- m L U- i N v v_� i.,. •� i ,} is LOG OF BORING, NO. B -1 (St.49 + 25) CLIENT: City of Coppell LOCATION: Coppell,, Texas JOB NAM=: Sewerline Backfill (Bethel Rd.- Grapevine Crack to Royal) RIG TYPE: CME -75 DRILLING CONTRACTOR: CoreTest LOGGED BY: MC SURFACE CONDITIONS: Asphalt DATE DRILLED; 12/11/97 GROUND EL VATION: 509.5' JOB NO.: 1345 PAGE 7 OF 1 FIELD DATA LABORATORY DATA DRILLING METHOWS): Solid Auger w GROUNDWATER INFORMATION: No groundwater i p encountered duiing drlling. w m SAMPLE TYPE ? U W U v ar ST Shelby Tutor RC flock Com SS Split SPoon w � os in CT Cuitl:+gs TC TtiD Cone C's Caifarnlc oa Spo, GEOTE014NICAL DESCRIPTION o m m a Q z y a a S _ p v v t-a a" r 4' asphalt; 2 base material FILL - CLAY, with sand and gravel, stiff to very stiff, moist, S1 0.0 -2.0 ST P =1.75 18 107 71 P • dark brown, right brown and gray + P • • • -brown and light brown 0.5'.to 4' S2 2.0 -4.0 ST P =2.25 42 12 30 0 P P • • • ♦ -gray and light brown below 4' 5 S3 4.0 -6.0 ST P =2.0 18 49 P ++ P • ♦ P S4 6.0 - 8.0 ST P-1.5 20 103 • P • P • Boring terminated at a depth of 8 -feet ' Elevation and station values obtained from the plan prepared by HDR Engineering, Inc. dated May 1995. 10 75 N • STANDARD PENETRATION TEST RESISTANCE REMARKS: Borehole backflled with will Cuttings and FIE T - THD CONE PENETRATION RESISTANCE P - POCKET PENETRATION RESISTANCE patchod with asphalt. TEST RQIp ROCK QUAI DESIGNATION! Patton, Burke & Thompson Figure " 3 I LOO OF BORING LSO. B -2 (St.39 + 00) CLIENT: City of Coppell LOCATION: Coppell, Texas JOB NAME; Seweriine 6ackfill (Bethel Rd.- Grapevine Creek to Royal) RIG TYPE: CME -75 DRILLING CONTRACTOR: CoreTest LOGGED BY: MC SURFACE CONDITIONS: Asphalt DATE DRILLED: 12/11/97 GROUND ELEVATION: 605.5` JOB NO— 1345 PAGE 1 OF 7 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Solid Auger x GROUNDWATER INFORMATION: No groundwater �t o encountered during drilling. Q Q $ N SAMPLE TYPE ' g r a � 3 � Q w rc v v z rX ST Shethy Tub. RC Rock Cons SS Spit Spoon p p z ¢ o p o H .4 CT Cutt7n9s TO THD Cone CS C.0fomlo Spoon ° a d 0 GEOTECHNICAL DESCRIPT - ION 4.6' asphalt; 4' base materia ° F11 - CLAY, with sand, medium stiff to stiff, moist dark ~ ` brown and brown Si 1.0 -2.0 ST P =1.0 21 104 0 • • • C fight brown below 2' S2 2.0 -11.0 ST P =3.0 17 107 ° with wood pieces at 2' to 4' `• wood pieces encountezed at 4 to 8' 6 S3 4.0 -6.0 ST P =1.0 91 41 84 6.0 -8.0 ST 17 o • • e • • Boring terminated at a depth of 84;iit Elevation and station values obtained from the plan prepared by HDR Engineering, Inc. dated May 1995, 1a 1s N - STANDARD PENETRATION TEST RESISTANCE REMARKS: Borehole backfslled with soil cuttings and FIELD T • THD CONE PENETRATION RESISTANCE P - POCKET PENETRATION RESISTANCE patched with asphalt. TEST �VERY O,UAUTY R - ROCK DESIGNATION Figure - 4 Patton, Burke & Thompson LOG OF BORING NO. B -3 (St.38 +05)* CLIENT: City of Coppell LOCATION: Coppell, Texas JOB NAME: Sewerline Backfiii (Bethel Rd.- Grapevine Creek to Royal) RUG TYPE: CME -75 DRILLING CONTRACTOR: CoreTest LOGGED BY: RAC SURFACE CONDITIONS: Asphalt DATE DRILLED: 12111/97 GROUND ELEVATI00l: 605 JOB NO.: 1345 PAGE 1 OF 1 FIELD DATA LABORATORY DATA DRILLING MMOD(S): Solid Auger X X GROUNDWATER INFORMATION: go groundwater m encountered during drilling. W X •� tier �' t= z g N SAMPLE TYPE a + J 0 o a ST 5heth Tube RC Rock Coro SS Spot Spoon Y a 0 9 z z O F N 0 CF Cuttings TC TND Cope' CS Ca6fam!■ S poon g c• o � m � a s d S w GEOTECHNICAL DESCRIPTION o 10 v z i a if 4' asphalt; 2 to V base material • F1LI -CLAY, stiff to very stiff, moist to very moist, dark S1 1.0 -2.0 ST P =1,5 24 99 50 17 33 •'• brown and light brown 0 • - with calcareous deposits s S2 2.0.4.0 ST P =2.76 • '• - with scattered gravel below 4' 5 S3 4,0 - 6.0 ST P =3.26 19 101 • • • S4 6.0.8.0 ST P =2.75 20 103 •• • • v eortng terminated at a deptn or a -Teet • Elevation and station values obtained from the plan prepared by HDR Engineering, Inc. dated May 1995. 1— 10 t5 Patton, Burke & Thompson Figure - 6 i LOO OF BORING NO. B -4 (St, 56 +00)x' CLIENT: City of Coppell LOCATION: Coppell, Texas JOB NAME: Sewerfine Backfill (Bethel Rd.- Grapevine Creek to Royal) RIG TYPE: CME -75 DRILLING CONTRACTOR: CoreTest LOGGED BY: MC SURFACE CONDITIONS: Asphalt DATE DRILLED: 12/11197 GROUND ELEVATION: 503* JOB NO.: 1345 PAGE . 1 OF 1 FIELD DATA LABORATORY DATA DRILLING METHOD(Sl: Solid Auger X GROUNDWATER INFORMATION: No groundwater X m encountered during drilling. SAMPLE TYPE s i in'm n w z U U ST Sharby Tuba RC Rook Con SS Spkt Spoon a a pOQ � o h H j CT Cuttings TC THD Con* CS Cafomla Spoon - GEOTEGHNiCAL DESCRIPTION It rz n. c mmf-ao O Q J O o Q 4" asphalt; 2' base rnateria4 • FILL - CLAY, with sand and scattered gravel, very -tiff, • • moist, dark brown to light brown S1 1.0.2.0 ST P =2.75 +tl r tl Q light brown, with caicaraous deposits below 2' S2 2.0 -4.0 ST P =3.5 18 107 • 0 r * - with scattered gravel below 4' 6 S3 4-0 -6.0 ST P =3.5 16 101 • ►• v gravelly below 6' • r $4 6.0 -8.0 ST P =3.0 18 •. 8or ing terminated at a depth of .8-feet Elevation and station values obtained from the plan prepared by HDR Engineering, Inc. dated May 1985. 10 15 STANDARD PENETRATION TEST RESISTANCE REMARKS: Borehole backfilied with soil cuttings and FIELb T - TND CONE PENETRATION RESISTANCE P - POCKET PENETRATION RESISTANCE p etched with - sphalt. TEST !RCENTA QUALOITY RO CK COR RE COVERY rtgttra Patton, Burke & Thompson o LOG OF BORING NO. B -5 (St. 30+30)* CLIENT: City of Coppell LOCATION: Coppell, Texas JOB NAME: Sawarline Backf ll (Bethel Rd-.Grapevine Crkek to Royal) RIG TYPE: CME -75 DRILLING CONTRACTOR: CoreTest LOGGED BY: MC SURFACE CONDITIONS: Asphalt DATE DRILLED: 12111!97 GROUND NATION: 505• JOB NO.: 1345 PAGE 1 OF 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Solid Auger aR GROUNDWATER INFORMATION: No groundwater p encountered during drdGng. 4 3Z X O O y ff w C 9 SAMPLE TYPE Z F sn ih y w a � -' °¢ ST Shatby Tuba RC Rock Con SS Spat Spoon A j W N J CT Cutdngr TC THD Cons CS C•afornfa Spoon c < ° ~ m d ° g z ° GEOTECHNICAL DESCRIPTION o m a y z1=a¢¢ ci a L. y 8.5` asphalt Jr a • FILL - CLAY, medium stiff to stiff, light brown, brown S1 1,0 -2.0 ST P =1.5 18 103 39 13 26 59 •° -with scattered gravel 1' to 2' P 0 S2 2.0 -4.0 ST P =1.0 19 i • •° a a 4 5 S3 4.0 -6.0 ST P =0.75 23 100 '. • S4 6.0 -S.0 ST P =2.0 22 107 • 0 • • • •' • hard below 8' S5 8.0 -10,0 ST P =4.0 22 97 • .° • 10 ° s S6 10.0 -12.0 ST P 19 110 • • light brown Sand below 11' Boring terminated at a, epth of 12 - feet • Elevation and station values ol�tainad from the Ptan prepared by HDR Engineering, Inc,. dated May 1995. 15 N - STANDARD PENETRATION TEST RESISTANCE REMARKS; Boreholo backfilied with soil Cuttings and FIELD p • POCKET PENETRATION RESISTANCE patched with asphalt. TEST AQD ROCK QUAL DESIGNATEON� Patton, Burke & Thompson r Igure � LOG OF BORIN N®. S - (St.25 +27)* CLIENT: City of Coppell LOCATION: Coppell, Texas JOB NAME: Sewedine Backfill (Bethel Rd.-Grapevine Craek to Royal) RIG TYPE: CME -75 DRILLING CONTRACTOR: CoreTest LOGGED BY: MC SURFACE CONDITIONS: Asphalt DATE DRILLED: 12/11/87 GROUND NATION: 506.5• JOB NO.: 1345 PAGE 1 OF 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Solid Auger a°- GROUNDWATER INFORMATION: No groundwater E+ p encountered during drilling. J LL U $ w y to - SAMPLE TYPE z D v C v ST Showy Tula RC Rack Core SS Split Spaat Ru s'3Z)t' __3 CT Cuttings TC THD Con. CS Ca6fomia spoon h o ° a y GEOTECHNICAL DESCRIPTION a E a�� 3' ashalt p sa ry s FILL - CLAY, with nd, vetiff, dry to sli m ghtly oist, right brown and dark brown S1 1.0 -2.0 ST P =3.0 15 115 7 S2 2.0 -4.0 ST P =3.0 15 114 ♦ SAND, sifiy, fine grain, loose, moist, light brawn and brown • ♦ b S3 4.0 -6.0 ST P • • • with clay deposits S4 7.0 -B_5 SS N =3 12 •• S8 8.5 -10.0 SS N =2 9 • • • • • 10 Boring terminated at a depth of 10 -feet • Elevation and Station values obtained from the plan prepared by HDR Engineering, Inc, dated May 1995. 1 6 N - STANDARD PENETRATION TEST RESISTANCE REMARKS Borehole backfitled with toil cuttings and FIELD T - THD CONE PENETRATION RESISTANCE P etched with asphalt. P . POCKET PENETRATION RESISTANCE TEST p OF ROCK ` RE COVERY ROCK QUALITY DESIGNATION ?i Patton, Burke 9,- Thompson ) v 4 i 1 `l I LOO OF BORING NO. B -7 (St.15 + 90) * CLIENT: City of Coppell LOCATION: Coppell. Texas JOB NAME: Sewerline Backfill (Bethel Rd.- Grapevine Croak to Royal) RIG TYPE: CME - 75 DRILLING CONTRACTOR: CoreTest LOGGED BY: MC SURFACE CONDITIONS: Asphalt DATE DRILLED: 12/11/97 GROUND ELEVATION: 497.5' JOB NO.: 1$45 PAGE 1 OF 1 FIELD. DATA LABORATORY DATA DRILLING METHOD(S): Solid Auger GROUNDWATER INFORMATION: No groundwater t p encountated during drilling. J tu 0. SAMPLE TYPE r '' "� Z Z v Z ¢ ST Shelby Tube RC Rack Cara SS Split Spoon y - 0z er p ZI N y z CT CuttIngs TC THO Cons CS CsHfamia Spoon o fl g GEOTECHNICAL DESCRIPTION y c q z =s ilo 6' asphalt ° FILL CLAY, sandy, with gravel, medium staff to very stiff, S1 0.5 - 2.0 ST P -1.5 16 107 22 13 9 60 '° ° moist light brown and gray S2 2.0 -4.0 $T P=1.0 16 108 • C ° -with ferrous stains below 4' 5 S3 4.0 -6.0 ST P =3A a� • ° S4 5.0 -8.0 ST P =4.0 15 108 s a w ° ° Boling terminate at a depth of 8 -feet Elevation and station values, obtained from the plan prepared by HDR Engineering. Inc. dated May 1995. 1a 15 N - STANDARD PENETRATION TEST RESISTANCE REMARKS: Borehole backfilied with soil cuttings and FIELD T - THD CONE PENETRATION RESISTANCE P - POCKET PENETRATION RE p atched with asphalt. p TEST RC1D� OCKQUAL DESIGNATON Patton Burke &. Thompson Figure . a i r , t i i 1 LOG OF BORING NCB. 6 (St. 11 + 00) � CLIENT: City of Coppell LOCATION: Coppell, Texas JOB NAME: Sewerffne Backfill (Bethel Rd.- Grapevine Crpek to Royal) RIG TYPE: CME -76 DRILLING CONTRACTOR: CoreTest LOGGED BY: MC SURFACE CONDITIONS: Asphalt DATE DRILLED: 12111197 GROUND ELEVATION: 501.4* JOB NO.; 1346 PAGE 1 OF 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Solid Auger X GROUNDWATER INFORMATION: No groundwater o encountered during drilling. � h d C1 . 0 J SAMPLE TYPE tu cn � 2 z Q ST ShoWy Tub• RC Rock Cots SS Spit Spoon S h tL H -t 4-. o O a 9 J O w •• in o ❑ �j' t= N y 5 stl � CT Cuttln TC THD Con. CS Caltorma Spon a o GEOTECHNICAL DESCRIP'TION A :E y rL o $ c Rk CA zi =ao�� o O :3 Z S ° v+ 5' asphalt, 2' base material FILL - SAND, clayey, loose, moist, brown and light brown s S1 1.0 -2.0 ST P =1.0 12 e • S2 24-4.0 ST 12 26 • • • P O a -with gravel below 4' 6 S3 4.0 -6.0 ST P=1.0 23 15 8 • • • • e P Sri 6.0 -8.0 ST 11 • t �• • S5 8.0 -10.0 ST 7 • • • 10 Boring Terminated at a depth of 10 -feet • Elevation and station values obtained from the plan prepared by HDR Engineering, lnc. dated May 1995. i5 N - STANDARD PENETRATION TEST RESISTANCE REMARKS: Borehole backfilled with soil cuttings and FIELD T - THD CONE PENETRATION RESISTANCE P - POCXET PENETRATION RESISTANCE p atched with as phalt. TEST O VERY not) ROCK QUAL ITY DESIGNATION Patton, Burke & Thompson Figure - 10 l' i r , S , , L. e LOG OF BORING NCB. B -9 (St.8 +50)� CLIENT: City of Coppell LOCATION: Coppeli, Texas JOB NAME: Sewerline Backfiif (Bethel Rd: Grapevine Creek to Royal) RIG TYPE: CME -75 DRILLING CONTRACTOR: CoreTest LOGGED BY: MC SURFACE CONDITIONS: Asphalt DATE DRILLED: 12111/97 GROUND ELEVATION: 496` JOB NO.: 1345 PAGE 1 OF 1 FIELD DATA LABORATORY DATA DRILLING METHCD(Sl: Solid Auger GROUNDWATER INFORMATION: No groundwater q encountered during drtMng. U 0. y ci a F- � F 0 w L C t � � � O 6 SAMPLE TYPE w z w a,wa*zV 3: tn` V w 5 W w M V C V z O p ST Sheihy Tubi, RC Rock Care SS Split Spoon = y , J CT Cuttings TC THD Cons CS Catifatnt• Spoon f o w m o a Ci zrd a� w r a a• GEOTECNNICAL DESCRIPTION Q a 5" asphalt • •• FILL -SAND, clayey, very teose to icose, moist, brown and $1 0.5 -2.0 SS N =8 12 • lightbrown • s S2 2.0-3.5 SS N =2 15 • • • r • e • 5 $3 4.0 -6.5 SS N =2 17 r ° . S4 5.6 -7.0 SS N =3 14 � • • • • Boring terminated at a depth of 8 -feet . Elevation and station values obtained from the plan prepared by HDR Engineering, Inc. dated May 1995. 19 15 N • STANDARO PENETRATION TEST RESISTANCE REMARKS: Borehola backfilled with soil cuttings and 9 FIELD T • THD CONE PENETRA7ION RESISTANCE p - pOCKET PENETRATION RESISTANCE patched with asphalt. TEST o F ROCK ROD ROCNKC D£StGNATION� Patton, Burke & Thompson Figure -11 i L t . LOG OF BORING NO. B -1 0 (St.27 + ofd) CUENT: City of Coppell LOCATION: Coppeli, Texas JOB NAME: Sewerlino Backi - al (Bethel Rd.- Grapevine Creek to Royal) RIG TYPE: CME -75 DRILLING CONTRACTOR: CoreTest LOGGED BY: MC SURFACE CONDITIONS: Concrete DATE DRILLED: 12/11/97 GROUND ELEVATION: NA J08 NO.: 1345 PAGE 1 OF 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S). Solid Auger X GROUNDWATER INFORMATION No groundwater ki o encountered during drilling. w � `U tz CJ 3 - , $ r_' H U SAMPLE TYPE w tu ° Z v u tt ST Shclby Tub► RC Rock Care SS Spit Spoon T .j CL rL ° p 2 u a J O ur •' N p Q 5 ;: W r N 0 a e6 CT Cutdrigs TC THD Cone CS Csttfumta Spoon GEOTECHNICAL DESCRIPTION CL E - ` 0IIt " arc cr ° ° g z ° a h rL � o � a. y :j 7' concrete P FILL - SAND, ciaycy to silty, very loose to loose, moist, P e reddish brown to light brown and brown S1 1.0 -2.5 SS N =3 15 24 P ♦ P • S2 2.5 -4.0 SS N=9 15 27 12 16 a S3 4.0 -5.5 SS N=10 17 44 • s e 5 S4 5.5 -7.0 SS N =4 15 P 0 • 6 • 6 SE 7.0 -8.5 SS N =7 17 • T ee P • P • e ► P 10 Boring terminated at a depth of 10 feet This boring located at Bethel School Drive- - 1S N - STANDARD PENETRATION TEST RESISTANCE REMARKS: Borehole backfilled with soil cuttings and FIELD T - THD CONE PENETRATION RESISTANC P - POCKET PENETRATION RESISTANCE p etched with concrete, TEST O ROCK RQD� ROCK DEStGNATION� Patton, Burke & Thompson rlgura r` i UNIFIED SOIL CLASSIF'ICATION SYSTEM i Patton, Burke & Thompson Figure 13 SYMBOLS TYPICAL MAJOR DIVISIONS GRAPH LETTER DESCMPT ION GRAVEL Gw WELL- GRADED GRAVELS, GRAVEL - AND CLEAN C� CJ o, n . o, o SAND MIXTURES, LITTLE OR NO FI G GRAVELS V o G P POORLY- GRADED GRAVELS, GRAVEL MIXTURES, COARSE SOILS � DSO � ea , o' , d> ar - SAND LITTLE OR NO GRAINED SOILS MORE THAN 60% a o SILTY GRAVELS, GRAVEL - SAND OF COARSE SILT MIXTURES FRACTION GRAVELS GC CLAYEY GRAVELS, GRAVEL - SAND - RETAINED ON NO. WITH FINES 4 SIEVE CLAY MIXTURES 4 MORE THAN 50% SAND °'''" S�� WELL GRADEs7 SANDS, OF MATERIAL IS AND No SANDS, LITTLE OR © FINES LARGER THAN N0. SA CLEAN SANDS ° " "" "' "" `;: : '_'`' SGT POORLY- GRADED SANDS, GRAVELLY 200 SIEVE SIZE SOILS SAND .'LITTLE OR NO FINES �: SILTY SANDS, SAND - SILT MORE THAN 5096 OF COARSE I .. _, ', FRACTION PASSING ON'NO. 4 SIEVE SANDS WITH FINES 3 __.- Effi. ..�� CLAYEY SANDS, SAND - CLAY MIXTURES ANIC SIL75 ND VERY FINE SANDS, ROCK INORGANIC � M L FLOUR. SILTY OR CLAYEY FINE SANDS OR - JJJ CLAYEY SALTS VATH SLIGHT PVISTKXTY FINE GRAINED SILTS L I QUI D LESS ESS THAN HAN AND so mp ll ffi l / INCRGANICCLAYS CL OF LOW TO MEDIUM PLASTr — GRAVELLY CLAYS, SANDY SOILS CLAYS CLAYS, SILTY CLAYS. LEAN CLAYS �� ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW. PLASTICITY MORE THAN 50% MH INORGANIC SILTS, M)CACEOUS OR OF MATERIAL IS DIATOMACEOUS FINE SAND OR SMALLER THAN SILTY SOILS NO. 200 SIEVE SILTS AND LIQUID LIMIT INORGANIC CLAYS OF HIGH SIZE CLAYS GaEAT THAN 50 �' CH PLASTICI T Y, FAT CLAYS f / �fl /fj /j ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS n � L� PEAT, HUMUS, SWAMP SOILS WITH PT HIGH ORGANIC HIGHLY ORGANIC SOILS CONTENT'S a ASPHALT a o e s FILL LIMESTONE SHALE SANDSTONE CONCRETE CHALK Patton, Burke & Thompson Figure 13 140 ! Patton, Burke & Thompson 10555 Newkirk Street •» i Suite 530 Dallas, Ten,tts 75220 136 c .y -_ - *.. r _.. ..,... i_ .._t_..._. . . CURVE NUMBER (' -1 MAXOAUM DRY DE 11 S CF i L I i• - OPTIMUM MOISiU 4 . 5 DRY WEIGHT 130 125 �' - i --- �' r•• ' -- "t ' �.�. ........_ ., J. .......s- .. 120 ­— { r ( /1Z 1!0 j. ' s PBT JOB 1345 compactloin Test Results FIGURE 14 105 - 0 5 10 ' l i 15 20 25 30 35 MOISTURE CONTENT% N to Sample Description Composite SamOl a UQUID LIMIT B - j6 8-7 PLASTICITY INDEX Location GRAVEL % SAND % Compaction Test Procedure AS.1:H 11 698 SILT AND CLAY _.. PBT JOB 1345 compactloin Test Results FIGURE 14 9 +DO - 1 (5) 11 +00 B-8, 5 (0 -10) 1 (7) 0 +25 - 1(0'} 3 +00 - 1(0) 6 +75 B-6, 5 CO -10') 1(0� 7 +00 - 1(1� 7 +25 - 1 (27 7 +50 - 1 ( 2 ') i 8 +00 - 1 ( 0 7 t 8+50 B -9, 4 (D - 71 - 1 9 +DO - 1 (5) 11 +00 B-8, 5 (0 -10) 1 (7) 11 +50 - 1 ( 11 +90 - - 12 +50 B-6, 5 CO -10') - 154.00 - 1 ( 15 +25 - 1 (31 15 +50 - 1 (3) 15 +75 - 1 t t 15 +90 8-7,4(0-S) - 16 +50 - 1 ( 17 +50 - 3 ( 4', 7) 19 +DD B-5, 6 (0 •12) - 19 +25 19+50 - 1 (4) 20 +00 - 1 ( 20 +50 - 1 (4) 21 +00 - 1 (2) 22 +00 - 3 (1', 3', 5) 22 +25 - 1 ( 22 +50 - 1 (5) 22 +80 - 1 (7) 23 +00 - 1 ( 25 +00 - - 25+27 B-6, 5 CO -10') - 27 +00 - 1 ( 27 +50 - 1 (31 29 +00 - 1 ( 29 +25 - 1 ( 29+50 - 1 (4� 29 +75 - 1 (6) 30+00 - 3 ( 4', 7) 30 +30 B-5, 6 (0 •12) - 31 +00 31 +05 31 +10 - 1 (6) 31 +15 - 1 (4) 31 +20 - 1 (2) 33+75 - 3 (1', 3', 5) 34 +50 - 1 ( 36 +00 8•4, 4 (0 - 8) 4 (0' - , 2', 4', 6) 37 +50 1 (07 38 +05 B -3, 4 (0 - 8) - 39+00 4 (0',* 1', 3', 5) 40 +50 l(0) 43400 3 1', 3' S _ u ra a tests on y not specs ica ly or ! e a tll M Job No. 1345 Cuppell, Texas Patton, Burke & Thompson Figure 15 i W. 43 +50 - 2 (0' *, 3') 44 +50 45 +00 45 +50 46 +00 - 4 (0'*, 2', 4', 6) 46 +50 - 1 (0) 48 +00 - 1 (0)` 49 +25 B-1,4(0-8) 1 (2� 49 +50 - 2 (0", 4) 49 +75 - 1 (61 50 +00 - 4 (2`, 4', 6', 87 52 +50 - 1 (0 )` 53 +00 4 (1', 3'. 5'. 7? 53 +17 - 3 (3', 5', 7) 54 +00 - 1 (o)* 58 +05 - 1 (2) 58 +12 - 1 (3) 58 +17 - 1 (5) 5 8 +20 - 1 (7) 58 +30 - 1 (9) 58 +50 - 5 (2', 4', 6', 8', 10� 62 +00 62 +15 62 +30 62 +35 - 1 (7) 63 +00 - 4 ( 4', 6 ', 8 ') 63+40 - 1 (2) 63 +50 1 (4) 63 +75 - 1 (6) 64 +00 - 1 (8) 69 +00 - 4 (1', 3', 5', 7) 73 +40 - 3 1' 3- 02 -04 -1958 04Z14PM FROM PATTON, BURKE & THOMPSON TO F ®T ' MDD I UMC SAMPLE 9723e43570 P . 02 A 116.7 11.4 ffght brown clayey SAND 1/16196 0+25,3+00, 1123!9$ 6 +75 (0), 7 +00 (1) 2f6M 15 +25 ( , 15 +60 (3),16+50 (4), 17+50 (6),19+00 t3 116.7 14.8 light brown and light 916195 43 +00 (1', $A% 5) gray sandy CLAY 3114196 3$ +00 (03 , 37 +50 (0), 39+00 (0), 40 +50 (0'), 43 +50 49 +50 (0), 69-x00 (1'. 3', 5', 7) 5/26195 63 +40 (2), 63 +$0 (4), 63 +75 (6), 64 +00 (8) C 116.3 13,6 brown sandy CLAY 1/25196 8 +00 (0') 216195 15+75(5) 2/1219$ 22 +00 (1), 22+25 (3), 22 +50 (5), 22 +80 (7), 23 +00 2/20156 27 +00 (0'), 27 +50 (3) 2127 /�e 31 +00 (10), 31 +05 (8'), 31 +10 (6), 31 +15 (4), 21+2C D 114.4 6.6 light brown and tan 1/x3/96 6 +75 (0), 7 +00 (1) SAND 1125196 5 +00 (0') 1/30/9-5 12 +50 (-),15+00 (•) E 104,1 20.2 light gray and brown 217/95 18 +25(2'), 19+50 (4), 20-i•00 (5), 20+50 (8), 21 +00 CLAY 2129196 33 +75 (1', 3', 5 ) 3/4/96 36 +00 (2', 4', 6 ) 3!12196 58 +50 (2', 4', 6', S', 10) 4/3155 25 +00 (2', 4), 30 +00 (2', 4 ) 5/17196 43 +50 (3), 44 +50 (5), 45 +50 (a) 55/23/96 58+20(7) F 111.5 16.6 dark Drown sandy CLAY 2122155 29 +00 (1), 29+25 ($}, 29+50 (4), 29-+75 (6y, 30 +00 315195 39 +00 (1', 3', 5) 3/6196 43 +00 (1', 3', 5) 3/7/96 46+00 (2', 4', 6) 3/11196 60-00 (2', 4', 6', 8), 53 +00 (1', $', 5', 7) 3114196 34 +560 (0) , 45 +00 (0),45+50 (0), 46 +0a (0), 52 +50 54+00(0) 5123196 56 +05 (2), 58-12 (3), 5$ +17 (5), 65+30 (Q) G 101.4 24.8 dark brown CLAY 3113156 e3 +00 (2', 4', 6', 8) 3f l5196 5120195 49+25 (2'), 49 +54 (4), 49 +75 (6), 50 -00 (8) 6121 /M 59 +17 (3', 5', 7) 5!24 158 62 +30 (5) =Sathel R K�F l Oe QRS ewotl rie E1alcli[i ;mpev ine Crook - Royal Lana) 38b No. 1345 cox l f�tt az Pattarr, surke c3rrlpson is�aar�s 1 TOTAL. P.02 ..� I r t; i a r m P 1; o Of-4 » -- —... _.__ _ .. _ _ .. _ .. _.._..__ _..- .._-.... CL rr 0 A , e _1 s - 12 90 95 100 105 110 115 120 Dry Density (pcfl e &7 a 8-2 B-3 v " , a B-6 o B-6 a B-7 a.) PBT test results 0 r sr am w low W e �e not ■a am W G1 _.._..._.... �• .--- ir.ec_.u�mme.�._�.�. #.�. --- ....._mom..___....... � irew ar ms own ea asN 8� no IN Aa _10 90 95 100 105 110 116 120 Dry Density (pcf) b.) EWI test results Depth versus Dry Density Sewerline Backfill Bethel Road (Grapevine Creek - Royal Lane) Jab No. 9345 Coppeil, Texas Patton, Burke Thompson Figure U ,� i '. L ,� i i .. �-- Specitic Site Comparison of PBT and EM lest results PST EWI Comparison Station depth water density % proctor average Station depth water density % proctor average Area feet % flREQ Proctor feet -Proctor I 1 16 107 9i,7 to 15+75 1 11.9 114.6 98.2 r( (13-7) 3 18 109 93.4 92.5 1 15400 3 13.1 112-8 98.7 97.3 6 15 108 92.5 5 15.1 112.9 97.1 I G 25+27 1 1S 115 99 98.5 to 27 +50 1 15.1 114.2 98.2 97.8 3 15 114 98 L�W 3 15.3 113.2 87.3 III 30 +30 1 i8 103 92 to 30 +00 1 M8 107.8 96.7 (6 -5) 23 100 90- 5 17.6 108.5 97.3 7 i 22 107 96 927 7 17.3 106.9 95.9 96.7 9 22 97 87 9 18.9 107.8 807 ` 19 110 98.7 11 17.9 107.6 96.7 IV 35 +00 2 18 107 103 100 +00 2 22 100.6 96.6 97.3 (5-4) 4 16 101 97 4 21.5 101.9 97.9 V 394.00 1 21 104 93 94.5 9+40 1 16.5 108.2 97.1 97.7 (8 -2) 3 17 107 96 1 3 17.7 109.5 982 V1 49+25 1 18 107 96 94.2 1 17 108.2 97 96.4 7 20 103 92.4 7 18 106.8 95.8 r ((0 - 1) O ' U O L. O ° ° Q) a o - - -- :_--_- _-- ........__..____-- a ._ -__� -- IL i a� a Q 80 ! II LII IV V Vi Comparison Area CPB7 - EWI Site Comparison Areas Seweriine flaekfiil Bethel Road (Grapevine Greek to Royal Lane) Co ell, Texas APPENDIX C DE03 -155 [ — t:KKw -roman TABLE 1 C -TRAFFIC DATA FOR BETHEL AND COP€'ELL ROADS TERRA -MAR Bethel and Coppell Roads TRAFFIC DATA FIGURE Coppell, texas 17060 ADles Lane Dallas Texas 75229 Drawn Dy Date Revised Sca'e Project No. p (972)488 -8800 RKS Nov, 20 2003 NA DE03 -155 _ = u — —_= -- ' THOROUGHFARE LOCATION DATE COUNT 24 -HOUR I Bettie{ Road Westof Coppell 4118/01 E -VV 7,584 _ Road Bethel Road West 4f Coppell 4/05/00 E -W 7,461 Road ' t West ofiDenton Bethel Road Tap Road 04/05/00 E -W 3,540 � i Coppell Road North of Parkway Boulevard 07/09/01 N -S 2,689 Coppell Road South of Minyard `` •07/11101 N -S l 4,442 ` Drive Coppell Road Ruby Road to 10/26/00 N -S 5,325 3 Sandy Lake Road I I Coppell Road Bethel Road to Southwestern Road 09/05/02 N -S 2,280