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Old Town- CS100621 I ` P Lo 4%0 1 KLE/NFELDER Bright People.Right Solutions. I 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. 1 110996/ DFW10L127 Page 1 of 5 June 21, 2010 Copyright 2010 Kleinfelder 7 805 MiesgLi:e Bend, Suite 100, Irving,TX 75063 p 1972.868.5900 fl 972.409.0008 ' ' 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 r 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 II 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 Iwm beyond the curb line to improve pavement edge support during dry/warm/windy periods. 110996 / DFW10L127 Page 2 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 N 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 I 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, I fl 110996 / DFW10L127 Page 3 of 5 June 21, 2010 Copyright 2010 Kleinfelder Pr KLE1NFELDER 7805 Mesquite Bend, Suite 100, Irving, TX 75063 P1972.868 5900 f 1 972.409.0008 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 Material Proctor Test Density Moisture Use Requirements Method Requirement* Requirement* On Site Soil: Standard Below Pavements No organics (ASTM D 698) 95+ % -2 to +3 (untreated) Lime Treated TxDOT Item 260 Standard Subgrade: No organics (ASTM D 698) 95+ % 0 to +4 % Below Pavements 1 *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 / DFW10L127 Page 4 of 5 June 21, 2010 Copyright 2010 Kleinfelder KLEINFELDER 7805 Mesquite Bend, Suite 100, Irving, TX 75063 In 1 972.868.5900 f 1972.409.0008 I LIMITATIONS Our services were performed in a manner consistent with that level of care and skill ordinarily exercised by other members of Kleinfelder's profession practicing in the same locality, under similar conditions and at the date the services are provided. Our conclusions, opinions and recommendations are based on a limited number of observations and data. It is possible that conditions could vary between or beyond the data evaluated. Kleinfelder makes no other representation, guarantee or warranty, express or implied, regarding the services, communication (oral or written), report, opinion, or instrument of service provided. This report may be used only by the Client and the registered design professional in responsible charge and only for the purposes 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 report. The work performed was based on project information provided by Client. If Client does not retain Kleinfelder to review any plans and specifications, including any revisions or modifications to the plans and specifications, Kleinfelder assumes no responsibility for the suitability of our ' recommendations. In addition, if there are any changes in the field to the plans and specifications, Client must obtain written approval from Kleinfelder's engineer that such changes do not affect our recommendations. Failure to do so will vitiate Kleinfelder's 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, I KLEINFELDER CENTRAL, INC. Texas Registered Engineering Firm F-5592 /19.f01 6 OF ..... Ctik7• HARBORTH mg Daniel M. Harborth, P.ko% Q� Marc . Miller, P.E. 106000 Geotechnical Engineer tio,< ,<7CfM8p,.`���i Senior Geotechnical Engineer \ SS,O .....�NCr� Attachments: Attachment A Kleinfelder Logs and Data from Main Street Park Improvements ' Attachment B Terra-Mar Logs and Data from Bethel Road and Coppell Road Reconstruction I 110996 / DFW10L127 Page 5 of 5 June 21, 2010 Copyright 2010 Kleinfelder KLEINFELDER 7805 Mesquite Bend, Suite 100, Irving,TX 75063 p l 972.868.5900 f 1972.409.0008 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 I "Ir I 1 I 1.•Ct1-,..-311 iSIA. cn o : E) a) csi N _. _ _ _ (r1 0..) > ril I . .i. .. ,, 1 . . ;.-- ....- . I • 1 ' . 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ANWMINNIONEMI / Plate 2 KLEINFELDER KEY TO LOGS OF BORINGS DRILLING AND SAMPLING SYMBOLS AND TERMS: • N Thin-Walled Tube Sample ® TxDOT Cone Penetrometer Test ti Auger Sample/Drilling © Bag Sample "` ® Split Spoon Sample&Standard Penetration Test Water Level Initial Measurement El 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. RQD : 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 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 CalcareousContaining 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 I LOG OF BORING NO. B-01 --� Project Description: Main Street Park Improvements IKLE//VFELOER Coppell,Texas Bright People_Right Solutions. Location: See Plan of Barings .,�� Approx.Surface Elevation: Not Provided x m a o a > o x cu cUn m E a a E E c'°� c L �' cn rn L -J V1 Cr) L II ? C O ❑ U @8 U E m LL E cn a m tY a a- a N m a' cj m m a o E a� ❑ -0 a a n a O O J a N c O Z ❑ c.1 Cn .c C O a O E c (D a a(-) MATERIAL DESCRIPTION `n _r/ 4.5+ SANDY CLAY, light brown to brown,hard 4 4.5+- - - - - 3.0 CLAY with sand,brown to light brown,firm to 48 18 30 72 21 1.75 very stiff 1111 � - 1.5 24 99 0.6 6.8 - 5 3.5 -becoming light brown with yellow-brown and 10 with occasional calcareous nodules below 7 feet 4.0 44 12 32 75 21 SANDY CLAY,dark yellow-brown,very stiff to • • stiff,with calcareous nodules ' 2.25 SANDY CLAY light yellow-brown to - 15 24 red-yellow-brown,stiff to very stiff with sand seams _, , I24 CLAYEY SAND,light yellow to orange-brown, lb ^ 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' _ _ _ _ _ _ _ _._._._._.. II I 111 Completion Depth: 25 ft. Latitude: 32.95259 00` Date Boring Started: 5/2/10 Longitude: -97.00626 Date Boring Completed: 5/2/10 Remarks: Groundwater seepage occurred at 18 feet during drilling. Logged by: H. Masood Project No.: 110996 Strata boundaries are approximate,and in situ transitions may be gradual. This Log of Boring is not intended for k 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. im k 1 I I LOG OF BORING NO. B-02 a".""*. Project Description: Main Street Park Improvements r fKLEINFELDER Coppell,Texas ILocation: See Plan of Borings Bright People.Right Solutions. Approx. Surface Elevation: Not Provided �� cn o E ' "5n ' > n @ E w 7 O > E 2° _ o� ai " n UO :a O R U > E. -0ro Oan Li- m C @ ru - 7 @n tl-N2 U N @ E to N ce u- 1-4 l @ c OY C >. d NN o EL.- Z o c m - _ ° " MATERIAL DESCRIPTION .. — tri -. 4.5+ SANDY CLAY with gravel,light brown to brown, 0 - ��// 3.5 hard to very stiff,with sand seams(FILL) _ - - - - 2.0' 3. - - - - - SANDY CLAY, light brown to brown,very stiff to - /4.5 hard 15 118 2.7 4.7 - p4.5+ 41 11 30 61 13 IL. _ 114.5+ 4.5+ SANDY CLAY,yellow-brown with occasional - 10 light brown,hard to very stiff,with calcareous nodules and sandy seams - 1 - 4.0 22 13 9 62 12 15 . ._.. _._._._._. ._._._._ - CLAYEY SAND,yellow-brown, medium dense to very dense T - 28 illi 1— 20 // 71 -with gravel from 23.5 to 25 feet - 25 • - - - - - - ' 25.0' •_._.___,___.___._._ _._._._._._.. IIIII , Completion Depth: 25 ft. Latitude: 32.95234 I 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 Logged by: H. Masood 20.6 feet at the end of the day. I Project No.: 110996 Strata boundaries are approximate,and in situ transitions may be 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 Iincluded by reference. I I LOG OF BORING NO. B-03 f"'%""------'"..•\Project Description: Main Street Park Improvements ( KLE/NFELOER Coppell,Texas \\ /,Bright People.Right Solutions. Location: See Plan of Borings I Approx.Surface Elevation: Not Provided w = U1 - '5. > o N :� 3 m > c . mw 0I aJ O m O 07 0 m L N w O > J E C ,C•— C m J in O N D_ a7 C- - -o 0 ' N 0 U Ern LL 0 a m 4 is tr " C CO y LL N a� Z, U tt m rn v c `o d Z a .E c m -liu = a " MATERIAL DESCRIPTION M D (73_0r 4.5+ CLAYEY SAND with gravel,light brown to 2.5 2.5 brown,medium dense,with light brown sand _ seams(FILL) 18 110 1.7 11.0 4 2.5 4.0, 33 _ 13- 20_ 41 14 �„ 4.0' - - • • SANDY CLAY,light brown to brown,very stiff to - 5 � hard - -�-•-•- -•-�-•-._._.. III* - 4.5 49 12 37 62 18 -with sand seams and calcareous nodules from ,I• 9 to 10 feet Nei - 10 4.5+_ - - - - io.o ._._._._,_._,_._._._ _._._._.-._.. SANDY CLAY,yellow-brown to light yellow-brown,hard I 7/_ %/ 4.5+ - 15 • _ / -gravel layer from 17 to 19 feet Il 28 SHALY CLAY with sand,yellow-brown to light - 20 brown,very stiff I •- •—•- —• 23.5'_._._._._._._._._._._ _._._._._._.. _ ../3( CL - 26 - - - AYEY SAND,yellow-brown to brown, - 25 pmedium dense,with occasional gravel zs.o r I I I I Completion Depth: 25 ft. Latitude: 33.21899 ' I 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 _ Strata boundaries 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. I Sheet 1 of 1 Percent Unconfined I Boring Sample Liquid Plastic Plasticity Passing Moisture Unit Dry Compressive Strain at Depth Content Weight Failure No. Limit Limit Index No.200 0 Strength 0 (ft.) Sieve (/o) (pcf) (tsf) (/0) B-01 2.0-3.0 48 18 30 72 21.0 IB-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 IB-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 I I I I I I • I (KLEINFELDER - Summary of Laboratory Results Project: Main Street Park Improvements Coppell, Texas Bright People.Right Solutions. \S„....... ........"- `�../ Project Number: 110996 Plate 7 . I KLEINFELCJER I Bright People.Right Solutions. IAbsorption Pressure Swell Test Results 1 Project Name: Main Street Park Improvements Location: Coppeli, Texas IMaterial Description: CLAY with sand, brown to light brown Project No.: 110996 Tested By: H. Masood I Boring No.: B-01 Date Tested: 5/10/10 Sample Depth (ft.): 9 to 10 Consolidometer ID: 2 I • Soil Classification Properties: Initial Final ILiquid Limit= 44 Load Applied (psf): 597 112 Plastic Limit= 12 Moisture Content(%) = 21.4 24.0 IPlasticity Index= 32 Wet Unit Weight(pcf) = 126.3 129.1 % Passing#200 Sieve= 75 Dry Unit Weight(pcf) = 104.0 104.0 I Maximum Measured Absorption Swell Pressure(psf)= 597 IOne-Dimensional Swell for Change in Moisture from Initial to Final(%)= 1.1 0 I 19 - _ ---* 7 e 6 - 3 I 3 ___._- _---_--.-.-__- ---- _V- ._-__ _--__ ----- - ------ - 4 ' 2 V J. 0 10 100 1000 10000 ISwelling Pressure,psf Plate 8 I hi 1 KLEINFELDER : \\,,,,...............r......_ Bright People.Right Solutions ' 1 Absorption Pressure Swell Test Results I Project Name: Main Street Park Improvements Location: Coppell, Texas Material Description: SANDY CLAY, light brown to brown Project No.: 110996 Tested By: H. Masood IBoring No.: B-02 Date Tested: 5/10/10 Sample Depth (ft.): 4 to 5 Consolidometer ID: 3 ISoil Classification Properties: Initial Final : Liquid Limit= 41 Load Applied (psf): 4662 112 Llln Plastic Limit= 11 Moisture Content(%) = 12.9 21.6 MI Plasticity Index= 30 Wet Unit Weight(pcf)= 133.0 142.2 "- % Passing#200 Sieve = 61 Dry Unit Weight(pcf) = 117.8 116.9 MN ini Maximum Measured Absorption Swell Pressure(psf)= 4,662 One-Dimensional Swell for Change in Moisture from Initial to Final (%)= 9.8 im 10 9 7 _ . r- 5 - -_ _. �t---w -= v_ �_ fp MI C/) 4 - , �.... .... 1 ' w 3 - , I I 1 - I : 0 ' ' 10 100 1000 10000 O MNI Swelling Pressure,psf II Plate 9 I I KLEINFELDER Bright People.Right Solutions IAbsorption Pressure Swell Test Results IProject Name: Main Street Park Improvements Location: Coppell, Texas Material Description: SANDY CLAY, light brown to brown Project No.: 110996 Tested By: H. Masood IBoring No.: B-03 Date Tested: 5/10/10 Sample Depth (ft.): 7 to 8 Consolidometer ID: 4 ISoil Classification Properties: Initial Final I Liquid Limit= 49 Load Applied (psf): 791 112 Plastic Limit= 12 Moisture Content(%) = 18.6 21.2 I Plasticity Index= 37 Wet Unit Weight (pcf) = 128.3 130.4 % Passing#200 Sieve = 62 Dry Unit Weight(pcf) = 108.1 107.6 I Maximum Measured Absorption Swell Pressure(psf)= 791 One-Dimensional Swell for Change in Moisture from Initial to Final (%)= 1.3 10 .. 9 " 5le LI U 4 --- MIN 3 ON ill 0 10 100 1000 10000 ISwelling Pressure,psf Plate 10 1 1 1 1 1 1 I I . Lu m o I o LL a o 0 a T M O • I �I� (�I I I t/ =- �� • ■� 1 1 I iii j gip IP iallik� v �, % mum pi./,itis, ,. Wo■ ,�-_ -' ' _� r. 1 .'ivfe r,R .. _._.. 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' — ' 'Ili .2 .c. j3T 1iiPliD J W ti I 11 L w w ii 1 I ` • r11 • Q11 � �e=I 1 I I. � xX C v 1 I � E,; a w l/ IIdz M JN 117 S' t' 1 1Yis' • crr el m > " {3 ° Eta O c ° 1a-r m 4 i•fi aU I ;II ; H o i,?11 I l�-`Aires.' a ¢ I . I O I B'.ii 1 1 § a B g Slq cd Ren nm'i} idc° I I II ', o �1 ` 10�3 11 �agz:. - F 1 •'1 i 00+1; VIS 3M1H41Yii I Ot 133HS 335 N E c O mg I z <m°. Ti -0- . J I I 1 ILOG OF BORING B-1 Project: Bethell Road Reconstruction -City of Coppell,Texas Project No.: DE03-155 Date: 11/03/03 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: ELEVATION) SOIL SYMBOLS MC LL PL. .200 DD P.PEN UNCON Strain I DEPTH SAMPLER SYMBOLS DESCRIPTION % '. PI % pci tsr tar % (fast) &FIELD TEST DATA —o FILL-Brown&tan sandy CLAY(CO 495_ WA1,/�1 4 .. .. .. •i' '9416.0Q' FILL-Tan clayey SAND(SC) ;.41114116)6.00 Y Y A 20/6.00' 14 5W8.00" - A+AP •seepage @ 4' —5 MOW j��i' .1218.00" — AA/ 20/6.00" .. .. ,... �.+. /A zus.00' _ 15!8.00" Tan S_,_f!4 D(SP) isis.00" —10 485— —15 Iilk 480— —20 • 475- - ' -25 470— _ 70- -30 466-- —35 460= Notes: Completion Depth: 10.0' FIGURE 5 TERRA-MAR,INC. 1 11111111111111, I ILOG OF BORING B-2 Project: Bethell Road Reconstruction -City of Coppell,Texas Project No.: DE03-155 I Date: 11/05/03 Elev.: 5031 Location: Station:27+90 Depth to water at completion of boring: Dry Depth to water when checked: During Drilling was: Dry I Depth to caving when checked: was: ELEVATION) SOIL SYMBOLS MC LL DO PL PI -200P,PEN UNCON Strain DEPTH SAMPLERSYMHOLS DESCRIPTION % % % % pcf tsf ter (feet) 8 FIELD TEST DATA . — r _ r.• +Hard dark brown sandy CLAY(CL) - 77 59 20 39 4.5+ 4.5+ I 500 4.5+ 4.5+ —5 r`.: Hard gray&brawn sandy CLAY wt calcareous nodules& iron stains(CL) 4.5+ ass I -10 ,. - —4.5+ h 490-r • p —15 485— —20 t• 400— I - -25 • 475— r —30 I I 470= —36 I Notes: Completion Depth: 10.0' II FIGURE 6 TERRA-MAR, INC. estommeamenelaamemisaiIVOMOVION I 111 LOG OF BORING B-3 Project: Bethel!Road Reconstruction -City of Coppell, Texas Project No.: DE03-155 Date: 11/05/03 Elev.: 513± Location: Station:4+60 Depth to water at completion of boring: Dry Ina Depth to water when checked: During Drilling was: Dry Depth to caving when checked: was: ELEVATION! SOIL SYMBOLS MC LL PL •200 DO P.PEN UNCON Strain DEPTH SAMPLER SYMBOLS DESCRIPTIONPI [feet) &FIELD TEST DATA �� % % % pcf tsf tsf -O ... .. .. .. .... ... .... rer ,Hard dark gray sandy CLAY w/some organics(CL) 4.5 13 46 17 29 4.5+ 4.5 ' 510- 4.5 4.5 Hard gray,light gray&orange sandy CLAY(CL) 4.5 505- •— ... :• Very stiff orange&tan sandy CALY wl calcareous nodules &iron stains(CL) 3.75 1 10 500- ' 495- -20 95'-20 490- -25 485- • -30 1 T 480- 1 -35 111 Notes: Completion Depth: 10.0' FIGURE 7 TERRA-MAR,INC. 1 Isuummilor r 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! SOIL SYMBOLS Mc LL PL •200 OD P.PEN UNCON Strain DEPTH SAMPLER SYMBOLS DESCRIPTION % % % PI % pa OD t E ts£ °/. (feet) &FIELD TEST DATA - Very stiff gray&reddish brown sandy CLAY(CL) 616.00" 14 26 14 121... ... 4S .... 510— 91e.00" f 8/:.�;; Very stiff gray,light gray&orange sandy CLAY(CL) / 8!6.00" 1016.00" 1016.00" —5 12/6.00" 1516.00" ... .. . . .. .... .... Light gray,tan&orange sandy CLAY(CL) 506= • / -10 I 500— —15 495— �' —20 490- -25 465—1111 30 480— —35 475— Notes: Completion Depth: 10.0' II FIGURE 8 TERRA-MAR, INC. I I LOG OF BORING B-5 Project: Bethell Road Reconstruction -City of Coppell,Texas Project No.: DE03-155 I Date: 11/05/03 Elev.: 494± Location; Station:42+10 Depth to water at completion of boring: Dry • Depth to water when checked: During Drilling was: Dry Depth to caving when checked: was: I ELEVATION! DEPTH SOIL SYMBOLS MC LL PL -200 DO P.PEN UNCON Strain SAMPLER SYMBOLS DESCRIPTION PI (feet) &FIELD TEST DATA _ % pcf tsf tsf % 0 +p+% ��lFILL Very stiff to hard dark brown CLAY w{calcareous 11 4.6+ 42 16( 26 4.5+ � nodules&limestone fragments(CH) �" : 102,5 4,5+ 3,7 2,9 Pio 4,6+ 490-• ��� A %/ Hard brownish gray&tan CLAY w/gravel&calcareous .10 41 16 25 i 102.5 4.5+ 9.6 ,3.9. -5 '� nodules(CH) 4.5t I la Hard brownish gray sandy CLAY,blocky,wi calcareous a•� nodules&gravel(CL) . r 4.5+ F Hard light gray sandy CLAY wl iron stains&calcareous 4.5+ 485- --� •deositsLCL� ... .. .. .. .... ... .4 g+., .... J -10 Hard tan CLAY w/calcareous deposits&gravel(CH) 15 41 16 25 4,5+ Ng4 _ 11111 . Brown cemented SAND IIDark gray weathered SHALE 460- _-Z-Z -15 —'= .,-ter i�660°122-.°00,°.: .. .... .. i 9012.009029 0: Gray cemented SAND w/interbedded weathered shale ... layer 073- ..... T20 =_ 14r1� - Dark gray SHALE I ' — 17 113.2 4.0 20.0 2.8 470- =— -25 ••5012.00" f 7_,--------- 5011-00" "' -- -- 17 113.3 15.5 1.9 I465- -30 =:-4.7---7:•.50/1.00" -.7.:-..T.-= 5011.00" -_- - 16 113.0 19.5 2.6 ' 460- __ -35 v==..50!1.00" -- -- 3011.00" 16 113.1 32.9 2.4 ON Notes: Completion Depth: 50.0' IFIGURE 9 TERRA-MAR, INC, I 1 LOG OF BORING B-5 IN Project: Bethell Road Reconstruction -City of Coppell,Texas Project No.: DEO3-155 ELEVATION/ - SOIL SYMBOLS MC LL PL PI .200 00 P.PEN UNCON Strain DEPTH SAMPLER SYMBOLS DESCRIPTION {feet) &FIELD TEST DATA % % % % pct tsf tsf __'ii:=I) Dark gray SHALE -_ I 455 40 •'6011.00" 6010.30" • I .7-....77=-:..- r.-2-.. .. 17 112.9 41.8 2.8 450 -_-;t:: -slickensided,w/trace pyrite @ 44' I 45 ....1...-;:::;::::::- •6070.50" - 60/0.50" 17 109.6 32.9 2.7 I 445 77:::-- --1:: 50 -_'..6010.60" 6010.50" I 440 • 55 I 111 435 60 um 65 P 430 425 79 420 75 Notes: Completion Depth: 50.0' I or FIGURE 10 TERRA-MAR, INC. 1 I I LOG OF BORING B-6 ' Project: Bethell Road Reconstruction-City of Coppell,Texas Project No.: DE03-155 Date: 11/03/03 Elev.: 500± Location: Station:_44+00 rr Depth to water at completion of boring: Depth to water when checked: was: Depth to caving when checked: was: rELEVATION/ SOIL SYMBOLS MG LL PL PI -200 DD P,PEN UNCON Strain DEPTH SAMPLER SYMBOLS DESCRIPTION % % % % pcf tat tat (feet) _ &FIELD TEST DATA . I 500—0 _ 3"Asphaltic Concrete,18"Road Base POO FILL-Stiff to very stiff brown&tan CLAY w/shale& 0/6+ 1.3 '10.2 i - :': limestone fragments, asphalt,fine gravel&some root 2.3 ; +; fibers(CH) 15 2.5 *i1 495-5 *it,. 15 15 t17.8 4.5+ 1.2 10.9 ��4 2.76 I /� •• 3,5 •.1 trt 3.5 ted 2.5 490-10 ��� Afr �_ ar �i�i T •••• Stiff tan&gray sandy CLAY(CL) 1.s 485-15 15 116.3 57.4 :'Y,0 if:0 KA Dark gray weathered SHALE 1.75 480--20 -,4744-44- 7—. ,r,,-. as 1`�.,,..n..-'y`y l`{ ' - kF' I I F F6.$011.$0^ 50/1,25° Dark gray SHALE wf fossil seams 470—30 .•$0/1.25^ 5010.50^ 18 107.3 35:2 2.1 465-35 6•50/1.00^ 50/0,75" , 15 116.6 44.4 27' Notes:TCompletion Depth: 55.0' FIGURE 11 .......--... TERRA-MAR, INC, I ILOG OF BORING B-6 Project: Bethell Road Reconstruction-City of Copps'',Texas Project No.: DE03-155 I ELEVATION/ SOIL SYMBOLS MC LL PL PI -200 OD P.PEN ANCON Strain DEPTH SAMPLER SYMBOLS DESCRIPTION % pcf tsf tsf % (feet) &FIELD TEST DATA �.� .7._;.:__=II Dark gray SHALE w/fossil seams III 460 40 —_--• 5W1.00" --_-- 5010.50" 455 48 _-• • 5011.00' 5010.75" _—_ 15 119.0 26.9 22 450 50 71-11 --▪ • 5010,75" I 11! !0,50° 60 445 55 •4 60/0.76" , 50/0.76" NM I III I 440 60 435 65 I lb Irs 430 70 425 75 Notes: Completion Depth: 55.0' II FIGURE 12 TERRA-MAR,INC. IIII 1 KEY TO LOG TERMS & SYMBOLS Symbol Description Symbol Description II Strata symbols Misc. Symbols ,�V'V4 Fill - -- Water table ��♦���� when checked ilCLAY, Boring continues •;::!: : sandy I '/ SAND, Soil Samplers clayey Thin Wall ' Shelby Tube IISAND • Standard 2Penetration I J CLAY Test / l 1/1 TED Cone I / Penetration Test SAND, .-. cemented Rock ii Core li r-4 ,c' SHALE, 74'-7- weathered { MP SHALE ■ Asphaltic 1 UM Paving o I Notes: 1. Exploratory borings were drilled on dates indicated using truck mounted drilling equipment. 2. Water level observations are noted on boring logs. I Pm 3. 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) PE = plasticity index P.Pen.= hand penetrometer (tsf) -200 = percent passing #200 4. Rock Cores RBC = (Recovery) sum of core sample recovered divided by length II of run, expressed as percentage, RQD = (Rock Quality Designation) sum of core sample recovery 4u or greater in length divided by the run, expressed as percentage, IIFIGURE 13 TERRA-MAR, INC. IP I APPENDIX A I I � DE03-155 TERRA-MAR I NM I I 45 40 — — I 35 - T o 30 d c 25 0 0 I o 20 _N O 2 15 - . 111 10 I 5 - --s—Liquid Limit --u--Plastic Limit I 0 - 0 1 2 3 4 5 6 7 8 9 10 Lime Additive(%) I 30 25 — - Ix 20 -a c A' 15 - U fa lII Q- 10 MIN 5 I 0 , , 1 1 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 Abies Ln-Dallas,Tx 75229 Ilib 1 Nov, 14. 2003 3: 12PM ANA-LAB NO 2/5 P. 2/2 „1. y North Texas Region 1801 E. Lamar Blvd,# 118--Arlington, TX 78011 `'?:''` 817/281-5404 FAX 817/281-7115 ' MR COM' r1 i TERS THE CQ PLPTS SERvlae LAB 61 I11/14/2003 Sample Deee>+i•tion Taken. Pro eet Received Mail .3 9233. DE03-x55 B2/1-2 11/07/2603 219865 11/11/20oa / / OE Parameter Results Units RQL An4Y2ed By Soluble Sulfate ND 1, mg/kg 228 11/13/2003 Y@0 Total Solids 8T.$ t ,0,1 21/7.1/2003 TDD , ..w• '"!39232 DE03-155 B3/1-2 11/01/2co3 229565 11/11/2003 / / im Parameter . Results Units EBL Analysed 73y Soluble Sulfate ND * ' mg/kg 322 11/13/2205 ma Total Bolide 90.1 4,1 11/11/2003 TDD 139233 D} 03-155 B4/1-2 ., 11/.o7/a;dp� i' 229865 11/11/2003 / / 7. Parameter Results Delta SQL Analysed 5y Soluble sulfate ND a mg/kg 214 11/13/2003 PG0 Total Solids 89,2 t 0.1 11/11/2003 TDD II I I I I I I I , `0to1:,n,, C ° Shipping: Y 9P MEMBER Q,. .I,,�,,,,,dyA Corporate Shl in ; 265©Dudley Rd,, KA ore TX 75682 -- ht! ;//www.arta•lab.com �v.r' 1I» ::'+.ie Corporate Mailing; P,0,Box 9000, Kilgore, TX 756$3.9009 -• 803/984-0561 -- FAX 843/984-6914 L ci a �• iln y NM"' AD.orin rarlt4a.-t f. rl?r1(1R AOL •�� NOV, 18, 2003 11 : 16AM ANA-LAB N0. 361 P. 2 11' -n , North Texas Raglan 1601 E.Lamar Blvd,#116—Arh tons TX 76011 _ ; 8171261-6404 PAX 817/261-7115 COTTi .!411--, , TEFtB THE COMPLETE BErivice LAB was 11/I8/2003 Sample neacxi 'bion Taken Project tteeeived Mail 639230 DB03-156 B1/1-2 11/07/2003 229855 11/ 1/2003 / / 1 mram@ter Results Unite SQL Analysed BY I Soluble Sulfate545 * mg/kg207 11/13/2003 $00 Total Bo11da 96.7 # o 11/21/2003 TDb I I I I I I I I I I I I '"',Coos Corporate Shl plug: 2800 Dudley Rd., Kilgore, TX 7482 -- nttpWwww,ana-lab.com MEMBER II 4 •t;.I , i"' .'''4e Corporate Mailing: P.O.sox 9000, Kilgore, TX 758638000 -- 9031984.0551 •- FAX 903484-6914 ACM NELAP•.ccredited #0200£3 I I I I I I I APPENDIX B I 1 k I I I I I Io[03ne5 TERRA-MAR I 1 ,---, t- z a - i o l d P ' o o cn z a &-+m \ . a o 1 w II 73 d I E.) � mto – �+ 0C _a ,az CD a • X S'-: -C. m•U O. • mm C . . (.1 m LJ 3 m II II ►Zr m O C pal doh uowaQ pZ:i eut}}lag sal°M / ' -c; 'PMH o 6uollsua.td ° III I °� • oo . m o (0S+2'o+S)6-8 ® N v, m / MI (oo+t t•ois)2—e oil, = a m c }aaatn s -'Dd o ..r m m o y 0 CO 6.+S VbIS)L-e V s C — •o cL rn • - N oP8 Hp (LZ - 136-8s — • a c x a - o . Pool! IIa4°4LV. . >,o IIII poob }laddoo • (0 -t-0£'DtS)S–s o- o p7 .- m m auo-I yoo� ° .c m .c . v�- a ptm+- ! (00+9 o °o l 4, LI; C (s0+13T.D+s)£—a® 0 s c I I . a= g a (Oa 1 6S'D�5)Z-8• X =– C V I �amm.tnd laodasi j ., o a 't�o • m m v I 0 v) arm • C oa L E O co .- 0 p tz 0 u O c t– ; .c. 111 Iii, LL) 'd• Y I /" . • Cd, ui f DAOZf Z C a O ...y D- 1 " I I • Z C N O J 7 O oo+sz �s oo+os 'mss o o . °o 0 • Oa 0 o 1 II _ _ _La =tniaP) 1 CGti 0 fa c °' r • 0 o E+ •. i a 0 a 3 m m c,..) 111 0 O C 0. W a 0 0 0 0 - Z a ° ° Q �. G004-0Z • 2S 0 00+sr *B1S ., _ 0 0 • 0 0 0 0 0 0 0 0 o - c (.¢_=oaP) G-14 a; o -• a d ca O VU7 OQ+qT 'B i5 QQ+Q; '*1S .—(. �aP) 2-1 W D, .0 ' w :7 w V a • L. (,OT =711daPr97-1 P 0 a tw oo+O r ''Bis ao+SE -vls a ., H y Y 0 0 0 y, ..) IllOJ 0 m V 0 0 0 0 0P.1 R7 043 ' CZ =4444?) S-� m go • . '"0. L ..m. Qo+s 'mss • oo+os. �s o 0 o a ,, a I O .+ 0 O 07 .- V.. N • 0 0 Q a o o 0 O O m a ro 'L a a+ m, to I • m —� 7 00+0 'g1S o0'l 'BIS 0 0 0 5 o °' 1 I f f I J I I 1 I 1 J Z,- e 0 Z o iv . m G o Q iv d' ro m . .0 }O 0 • -71 • I I I LOG OF BORING NO. B-1 (St.49 +25)* CLIENT:City of CoppeII LOCATION:Coppell,Texas JOB NAME:Sewerline Backfill(Bethel Rd.-Grapevine Creek to Royal) RIG TYPE:CME-75 DRILLING CONTRACTOR:CoraTest LOGGED BY:MC I SURFACE CONDITIONS:Asphalt DATE DRILLED:12/11/97 GROUND ELEVATION:509,5* JOB NO.: 1345 PAGE 1 OF 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S):Solid Auger GROUNDWATER INFORMATION:No groundwater t r :e a encountered duffing dating. -17t a o w t t 8 g �K N SAMPLE TYPE il r.r` w Z 5 3 v,'E g 6 g u u z a ST Shelby Tube RC Rock Can 5$Spit Spoon = a, O s 02 5 t: n 2 y g n CT Cuttings TC IND Cone CS Cairom.%Spoor. a 4 E 6 -°"-'"8 O aY, d 5 g a a n n v+ E a t s 2 n - e. a. Pn GEOTECHNICAL DESCRIPTION 4'asp -it;2 base material a.,..•. FILL-CLAY,with sand and gravel,stiff to very stiff,moist, - - Si 0.0-2.0 ST P=1.75 18 107 71 • •, dark brown,light brown and gray I - °•, -brown and light brown 0.5'.to4' • ►•• z 31 • *" 32 2.0-4,0 ST P=2.25 42 12 30 ► • I •. • P•t • °••V -gray and light brown below 4' ► • • * I — 5 — S3 4.0-6.0 ST P=2.0 1$ 45 °•°� •• • t . a M - 34 6.0-8.0 ST P=1.5 20 103 • ► r ►•• • C Boring terminated at a depth of 8-feet . Elevation and station values obtained from the plan prepared by HOR Engineering,Inc.dated May 1995. —10-- - I - I —15— I - N•STANDARD PENETRATION TEST RESISTANCE REMARKS: Borehole backfilled with son cuttings and FIELD T-THD CONE N RESISTANCE i P-POCKET PENETRATIONO RESISTANCE patched with asphalt. TEST R-PERCENTAGE OF ROCK CORE RECOVERY RQD-ROCK QUALITY DESIGNATION Patton, Burke & Thompson Figure-3 I i . Ii I LOG OF BORING NO. B-2 (St.39+00)* • CLIENT;City of Coppell LOCATION:•Coppell,Texas JOB NAME: Sewerline Eackfill (Bethel Rd.-Grapsvino Creek to Royal) RIG TYPE:CME-76 DRILLING CONTRACTOR:CoreTest LOGGED BY:MC I SURFACE CONDITIONS;Asphalt DATE DRILLED: 12/11/97 GROUND ELEVATION: 505.5' JOB NO,:1345 ' PAGE 1 OF 7 I FIELD DATA LABORATORY DATA DRILLING METHOD(S):Solid Auger A $ GROUNDWATER INFORMATION:No groundwater •t A e encountered during dr7Gng. 1 .1 LL � wa 2 d K C g y o g F t 1r 8 g a v SAMPLE TYPE d i;h v i •' :i v v o a ST Shelby Tube RC Rock Con SS SeKt Spoon • a00 z0 vt.„ A 9 j n CT Cuttings TC THD Cone CS Ce@torolo Spoon .,- .o c to n w zI=aEa X o g a a z a°i GEOTECHNICAL DESCRIPTION I 4,5'asphalt;4' base material • •F FILL-CLAY,with sand,medium stiff to stiff,moist.Baric ` I - • * brown and brown SI 1.0-2.0 ST P=1.0 21 104 • I> r •.•• ..light brown below 2' e S2 2.0-4.0 ST P=3.0 17 107 I,•• -with wood pieces at 2'to 4' I - ••• •• • -wood pieces encountered at 4'to 8' • • • • — 6 —S3 4.0-6.0 ST P=1.0 •`• • * • • ••. . • ■ - • •.'`.:I. - -S4 6.O-8.O ST 1 e • • P e - - - f`• Boring terminated at a depth of 8-feet • Elevation and station values obtained from the plan prepared by NOR Engineering,Inc.dated May 1995. —10— • I1 - — I II -15— • I I N-STANDARD PENETRATION TEST RESISTANCE REMARKS: Borehole backfilled with sail cuttings and FIELD T•11-1D CONE PENETRATION RESISTANCE P-POCKET PENETRATION RESISTANCE patched with asphalt. TEST R-PERCENTAGE CF ROCK CORE RECOVERY ROD-ROCK QUAUTY DESIGNATION Patton, Burke &Thompson Figure-4 II I A' I 111 , LOG OF BORING NO. 3-3 (St.38+O5)* _ CLIENT:City of CoppeII LOCATION:Coppell,Texas JOB NAME:Sewerline 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:505• JOB NO.: 1345 • PAGE 1 OF 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S):Sa&d Auger r t x ?g GROUNDWATER INFORMATION: o groundwater t F X o encountered during drafting, g, v+ IIIitc3t w w t f g '6 SAMPLE TYPE t ll y w s z U V z a ST Slwlby Tube RC Ronk Caro SS Split Spoon a a DO0 E°,. ., a — g N 2 CT Cuttings TC THD Cone• CS Ca6(amta Spoon - c ai o v) tPEacs �2 o d g 2 04 z y GEOTECHNICAL DESCRIPTION ,� ; 4'asphslf~2 to 3"base material P • FILL-CLAY,stiff to very stiff,moist to very moist,dark • T Si 1.0-2.0 ST P=1.5 24 95 60 17 33 "•' brown and light brown P • P•P . -with calcareous deposits P • - -S2 2.0-4.O ST P=2.76 • P • • P • - - - •- P•• -with scattered gravel below 4-' I • -- 5 —S3 4,0-6.0 ST P=3.25 19 101 P•. r . • • • P • • P • - -S4 6.0.8.0 ST P=2.75 20 103 P • • P • $•• Boring terminated at a depth of 9-feet • • Elevation and station values obtained from the plan - _ • prepared by FOR Engineering,Inc.dated May 1995. • • IIII - • ti a —15— • . - _ — i N•STANDARD PENETRATION TEST RESISTANCE REMARKS: Borehole back-Med with soft cuttings and FIELD T•TND CONE PENETRATION RESISTANCE with P•POCKET PENETRATION RESISTANCE patchedasphalt. TEST R-PERCENTAGE OF ROCK CORE RECOVERY ROD-ROCK QUALITY DESIGNATION Patton, Burke &Thompson Figura-5 I I il LOG OF BORING NO. B-4 (St. 36+00)* II CLIENT: City of Coppell LOCATION:Coppell.Texas JOB NAME:Seweriine Sackfiii(Bethel Rd.-Grapevine Creek to Royal) RIG TYPE:CMI_75 DRILLING CONTRACTOR:CareTest LOGGED BY: MC I SURFACE CONDITIONS:Asphalt DATE DRILLED:11111197 GROUND ELEVATION: 533* JOB NO.: 1345 PAGE 1 OF 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S):Solid Auger Ig $ GROUNDWATER INFORMATION:No groundwater t g $ ro encountered during drilling. P ...1 Lux a p W 01 t m $ 6 SAMPLE TYPE r` z ; V ur j 6 CE . J.7 z cc ST Shelby Tuba RC Rock Co, SS Spit Spoon a a a m is 0 V.a H r 7 — N ? j CT Cuttings TC TMD Cane CS CaTifeml•Spoon a o N x s a d cr.. g GEOTECHNICAL DESCRIPT ION 4 'asphalt 2' base rnateria4 • 0.•,.1 FILL-CLAY,with sand and scattered gravel,very stiff, • moist,dark brown to light brawn -S1 1.0.2.0 ST P=2.75r•o+ • a • •• • •light brown,with calcareous deposits below 2' 3 • • 4 -S2 2.0-4.0 ST P=3.5 18 107 `•• . • e - a••c -with scattered gravel below 4' F • • • — 5 —S3 4-0-6.0 ST P=3.5 16 101 •••• • • • 4 a•.• -graveily below 6' • r • y -SQ 6.0-8.0 ST P=3.0 18 b••• • v a • • r Boring terminated ata depth ol.8-feet - ' Elevation and station values obtained from the plan I _ - - prepared by NOR Engineering,Ins.dated May 1995. — 10_ I - 1 -15- I I g-STANDARD PENETRATION TEST RESISTANCE REMARKS: Borehole backfilled with ea cuttings end Flab T•THD CONE PENETRATION RESISTANCE P-POCKET PENETRATION RESISTANCE patched with asphalt. TEST a-PERCENTAGE OF ROCK CORE RECOVERY ROD-ROCK DUALITY DESIGNATION Patton, Burke &Thompson Figure-6 I I ILOG OF BORING NO. B-5 (St. 30+30) I CLIENT: City of Cappetl LOCATION:Coppelf,Texas JOB NAME:Sewerline Backfin(Bethel Rd.-Grapevine Creek to Royal) RIG TYPE:CME-75 DRILLING CONTRACTOR:CoreTest LOGGED BY:MC . I SURFACE CONDITIONS:Asphalt ELGROUNDEVATION: DATE DRILLED:12/11197 i ENATION:505• , JOB NO.: 1345 PAGE 1 OF 1 i ., FIELD DATA LABORATORY DATA 1 DRILLING METHOD(S):Solid Auger $ • GROUNDWATER INFORMATION:No groundwater X a encountered during drilling. w XX at 0. 6 O V1 ttt 8 E. N v SAMPLE TYPE li m g er 3 3 y U W AL1 F j v v a ST Shatby Tuba RC Rock Care SS Solt Spoon , a i a"-. 1.::Uri: pn 0 0 N 5 j 'g CT Cutting• TO THD COM CS California Spout I E o = a =' Q a o u ii...: 2 E a o g 1 • o°r GEOTECHNICAL DESCRIPTION 8.6'asphalt • • FILL-CLAY,medium stiff to stiff,light brown,brown Si 1.0-2.0 ST P=1.6 18 103 39 13 26 59 ••6• -with scattered gravel 1'to 2' D • • e P a a G -S2 2.0-4.0 ST P=1.0 19 '.a e - >•• M • • • C • '6 f b •A I — 5 — 93 4.0-6.0 ST P=0.75 23 100 • 9. . . • e • 4 IF C • p • • • • • • I - I S4 6.0-8.0 ST P=2.0 22 107 a • • • • • • a - '• a -hard beEow 8' • • . • i, . I -95 8.0-10.0 ST P=4.0 22 97 • • • • • • • • • • — 10— • • o • 6 • - • • S6 10.0-12.0 ST P=4.0 19 110 •••I -light brown sand below 11' • • a Boring terminated at a depth of 12-feet • Elevation and station slues oI tained front the plan I - -1 • prepared by HDR Engineering,Inc..dated May 1985. • I —ts— I - - • N-STANDARD PENETRATION TEST RESISTANCE REMARKS: Borehole beckfdled with soil cuttings and FIELD T•THD CONE PENETRATION RESISTANCE P•POCKET PENETRATION RESISTANCE patched with asphalt. TEST It•PERCENTAGE OF ROCK CORE RECOVERY ROD-ROCK nt1AL:TY DESIGNATION IPatton, Burke &Thompson Figure-.7 I LOG OF BORING NO. B-6 (St.25+27)* CUENT:City of Coppell LOCATION: Coppell,Texas JOB NAME: Sewerlins 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:506.5* JOB NO.: 1345 PAGE 1 OF 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S):Solid Auger at GROUNDWATER INFORMATION:No groundwater o encountered during drilUmg. W 8 >_ 2 z O 6 SAMPLE TYPE tli"'U ST Shelby Tuba RC Rock Core SS Spilt Spoon Oh w o y O = y g Z CT CutNnga TC THD Coc• CS California Spoon (na w z F d:s s 2 n F3 5 r h GEOTECHNICAL DESCRIPTION 3'asphalt >•ei FILL-CLAY,with sand,very stiff.dry to slightly moist,light • • brown and dark brown S1 1.0-2.0 ST P=3.0 15 115 •I•1 • • • • • D`Q,4 52 2.0-44 ST P=3.0 15 114 • • C • • • • • `.`. SAND,silty,fine grain,loose,moist,light brawn and brown • a — 5 —S3 4.0-5.0 ST 9 ••• • • d • P • V 10 • 1,4'11 q • -with clay deposits • • • • S4 7.Q41-5 SS N=3 12 • • • • • e • • • • • e S5 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. —15- - N-STANDARD PENETRATION TEST RESISTANCE REMARKS: Borehole backfitted with soil cuttings end FIELD T-THD CONS PENETRATION RESISTANCE P-POCKET PENETRATION RESISTANCE patched with asphalt. TEST R•PERCENTAGE OF ROCK CORE RECOVERY RCD-ROCK QUALITY DESIGNATION Patton, Burke &Thompson Figure-8 I I LOG OF BORING NO. B-7 (Sf.15-{-90)* • , I CLIENT: City cif Coppell LOCATION:Coppell,Texas • JOB NAME:Sewerline Backfill(Bethel Rd.-Grapevine Creek to Royal) RIG TYPE:CME-75 DRILLING CONTRACTOR:CoreTest LOGGED BY:MC . 1I SURFACE CONDITIONS:Asphalt DATE DRILLED:12/11197 GROUND ELEVATION:497.54 JOB NO.: 1345 PAGE 1 OF 1 I FIELD.DATA LABORATORY DATA DRILLING METHOD(S):Solid Auger i ---T GROUNDWATER INFORMATION:No groundwater t X W m encountered during drifting. v1 c`i x d y H W �tntt g g C f — P, v SAMPLE TYPE w - 5 3 m p E. - V Z ¢ ST Shelby Tuba RC Rack Coto SS Spat Spoon i z Y ml"--t8 296E- iii r 2 F,, q z a CT Cuttings TC THD Cans CS California Spoon I a y q tis n _ g g q Ti GEOTBCNIdICAZ DESCRIPTION ' i._rx 8`ssphak ✓ e FILL-CLAY,sandy,with gravel,medium stiff to very stiff, - S1 0.5-2.0 ST P=1.5 16 107 22 13 9 60 ••*• moist,light brown and gray • - •- r••a • 4 6 • e - -S2 2.0-4.0 ST P=1.0 18 109 ' • • • • . • a - - •°y -with ferrous stains below 4' r • I. 1 5 — S3 4.0-6.0 ST P=3.0 '►•e' I - - • - • • • • • f ••`1 • s -54 5.0-8.D ST P=4.0 15 108 ° • .1 • Om Boring terminated at a depth of 84eet • Elevation and station values.obtained from the plan WV • _ prepared by HOR Engineering,Inc.dated May 1995. —10 • — II -'15— I i N•STANDARD PENETRATION TEST RESt5TAlYCE • REMARKS: Borehole backfilled with soil cuttings end FIELD T-THD CONE PENETRATION RESISTANCE - P-POCKET PENETRATION RESISTANCE patched with asphalt. TEST R•PERCENTAGE OF ROCK CORE RECOVERY ROD•POCK QUALITY DESIGNATION _ Patton, Burke & Thompson Figure•9 I I I 1 LOG OF BORING NO. B-8 (St.11 +00)* I CLIENT:City of Coppet( LOCATION:Coppell,Texas JOB NAME: Sewerfne Backfill(Bethel Rd.-Grapevine Creek to Royal) RIG TYPE CME-76 DRILLING CONTRACTOR:CoreTest LOGGED BY:MC . 1 SURFACE CONDITIONS:Asphalt DATE DRILLED: 92111!97 GROUND ELEVATION:501.4' JOB NO.: 1346 PAGE 1 OF 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S):S&Ed Auger I X GROUNDWATER INFORMATION:No groundwater $ E g encountered during drilling. z t t z g 6 tdrur ~ 2 n SAMPLE TYPE t v ILI Ci x H H w w Vi , O 0 Z c ST Sholby Tuba RC Rock Corr SS Spit Spoon F i 00 0 a VI a H . rtl CT Cuttings TO THD Can• CS C•irornls Spoon a e n. 2 mm f-a.o C 6 o g S O a tto o to Ei:a is et 2 n ri a. a. a ao GEOTECHNICAL DESCRIPTION , m in 5'asphalt:2'base material - • • FILL-SAND,clayey,loose,moist,brown and light brown - - • I 51 1.0-2.0 ST P=1.0 12 °••• '►•1 • r • • • • - -S2 2.0-4.0 ST 12 26 .•,41 • • • • • L••' -with gravel below 4'' • • • • • 6 -S3 4.0-6.0 ST P=1.0 23 15 8 •° I . I • -^' )0• • • • 4 -• • • • - . • • a - -54 6.0-8.0 ST 11 • • • • • • • • ► . • ! F • • R I I ••• 55 8.0-10,0 ST 7 • • ► • • •°• 10 a Boring Terminated at a depth of 10-feet 4 • Elevation and station values obtained from the plan - - prepared by HDA Engineering,inc.dated May 1995. - —15--, 1111 i - 1 - - _ L N-STANOARO PENETRATION TEST RESISTANCE REMARKS: Borehole backfllied with sol cuttings and li FIELD T-TND CONE PENETRATION RESISTANCE P-POCKET PENETRATION RESISTANCE patched with asphalt. TEST RADE ROCK dUA�TY OCK CORRTlON � E COY ii Patton, Burke &Thompson Figura-10 1 U, I I LOG OF BORING NO. B-9 (St,B+ 50)* I CLIENT:City of Copped LOCATION:Coppell.Texas • JOB NAME:Sewerline Backfill(Bethel Rd.-Grapevine Creek to Royal) RIG TYPE:CME-75 DRILLING CONTRACTOR:CaraTest LOGGED BY:MC SURFACE CONDITIONS:Asphalt DATE DRILLED: 12/11/97 GROUND ELEVATION:496` JOB NO,: 1345 PAGE 1 OF 1 FIELD DATA LABORATORY DATA DRILLING METHOD(SI:Solid Auger g GROUNDWATER INFORMATION:No groundwater t u., X t p encountered during drilling. m d ' if' 1 w w t F m 0 E t g 6, SAMPLE TYPE O .4 w 3;a v uUi j w = V o z 0 ST Shelby Tub. RC Rock Cora SS Spat Spoon _ --, 002.. F- a e F- P o '4 CT Cuttings TOMO Cons CS wrongs Spoon I 0. � ? �1p0.O N Y � N N Z a var o w -, 0.zs - o c. . _ N. GEOTECHNICAL DESCRIPTION 5"asphalt • FILL-SAND,clayey,very loose to loose,moist,brown end 51 0.5-2.0 SS N=8 12 •• light brown • r• I S2 2.0-3.6 5S N=2 15 •• OUP • • . s _ . R • 5 53 4.0-5.5 5S N=2 17 •• s • ' • • • S4 5.5-7.0 S5 N=3 14 ••_ • r Ow • 111111 @onng terminated at a depth of 8-feet r Elevation and station values obtained from the plan prepared by HDR Engineering.Inc.dated May 1995. — 10 I in , ..". ■ I —15 I ill N•STANDARD PENETRATION TEST RESISTANCE REMARKS: Borehole backfilled with soa cuttings and FIELD T•TND CONE PENETRATION RESISTANCE p•POCKET PENETRATION RESISTANCE patched with asphalt. TEST P P•R QCK QK QL1ALIQOTY CKK tCORE RECOVERY ION Patton, Burke &Thompson Figure-11 I 1/4 1 LOG OF CORING NO. B-10 (St.27 +00) • I CLIENT:City of Coppeil LOCATION:Coppell,Texas JOB NAME: Sewerlino Backfi l(Bethel Rd.-Grapevine Creek to Royal RIG TYPE CME-75 DRILLING CONTRACTOR:CoreTest LOGGED BY:MC O SURFACE CONDITIONS:Concrete DATE DRILLED: 12/11/B7 GROUND ELEVATION:NA JOB NO.: 1345 PAGE 1 OF 1 FIELD DATA LABORATORY DATA DRILLING METHOD(SI:Solid Auger K GROUNDWATER INFORMATION:No groundwater *. 1o encountered during drilling. m m 1 P , O , W q cs s_ 8 g E g z ". t SAMPLE TYPE tZt �'N°!w zIli "' O s ST Sha by Tuba RC Rock Caro SS Spit Spoon J W S0}yV 0 V y 00O x0 w a )-- G S W w tnj CT Cuttings TO THD Con• CS Caifontta Spoon k g cast..•-C o :- z is n a¢i n g z" e:zr,7 3 o a a it GEOTECHNICAL DESCRIPTION .4:. 7' concrete • • �• ALL-SAND,clayey to silty,very loose to loose,moist, •. reddish brown to light brown and brown 1.0-25 N=3 15 24 •• v 11111 ••' • • r 2.5-4.0 N=9 15 27 12 15 • e • 6 5 4.0-5.5 N.--10 17 44 .° . Iill ` , • 5.5-7.0 N=4 15 •• r • • s • iii 7.0.8.5 N=7 17 •• .• . • • • tlr +• 10 • • Boring terminated at a depth of 10 feet • a This boring located at Bethel School Drive. ▪ III —15 ▪ ■ . N-STANDARD PENETRATION TEST RESISTANCE REMARKS: Borehole backfilled with eosl cuttings and FIELD T-THD CONE PENETRATION RESISTANCE with concrete. P•POCKET PENETRATION RESISTANCE patched TEST fi-PERCENTAGE OF ROCK CORE RECOVERY ROD-ROCK QUALITY DESIGNATION Patton, Burke & Thompson Figure- 12 ▪ MB I • UNIFIED SOIL CLASSIFICATION SYSTEPI I , DIVISIONS TYPICAL MAJOR ' GRAPH I LETTER ®ES6 DESCRIPTIONS KN GRAVEL ELL GRADED GRAVELS,GRAVEL- > o ca SAND MIXTURES,LITTLE OR NO • AND CLEAN c e o=c,c FINES I GRAVELLY GRAVELS ., o POORLY-GRADED GRAVELS, GRAVEL SOILS b 'I GP SAND MIXTURES, LITTLE OR NO COARSE `� °� ® FINES GRAINED 3 , $', 1:'' ��anp�6aq SILTY GRAVELS,GRAVEL-SAND- I SOILS MORE THAN S0% L 3 GM SILT MIXTURES OF COARSE GRAVELS F FRACTION pt RETAINED ON NO. WITH FINES CLAYEY GRAVELS,GRAVEL-SAND- 4 SIEVE ..-",,e1 GC CLAY MIXTURES IMORE THAN 50% SAND :.: WELL-GRADED SANDS, GRAVELLY OF MATERIAL IS AND • SW SANDS,LITTLE OR NO FINES • LARGER THAN NO. SANDY CLEAN SANDS z•••'-. ,•.`� '� 200 SIEVE SIZE ... POORLY-GRADED SANDS,GRAVELLY • SOILS : � : `' ' SP SAND,'LITTLE OR NO FINES �`r''� 3-�f�r MORE THAN 50% :;/.-;-•-•.:..."--1-...;:-...-•... ", - SILTY MISANDS ,.. ,SAND-SILT OF COARSE FRACTION . - .=. • PASSING SIEVE ES ENG ON'NO.4 SANDS• EWITH / �,� ?�- CLAYEY SANDS,SAND -CLAY SC MIXTURES SI III 1 GYORGANIC SILTS ANO VERY FINE SANDS,ROCK I!! lirCLAYEY S4LT5 Wlfli SLIGHTOUR SILTY CR CLAYEY TtdE nOR SILTS LIQUID LIMIT ,iiII!!II 7 _ FINEINORGANIC CLAYS OF LOW TO MEEKUM ANDGRAINED LESS THAN CL PSASTIC! Y,GRAVELLY CLAY5,SANDY SOILS CLAYS 4 50 CLAYS,SILTY CLAYS.LEAN CLAYS I I . A 0 ORGANIC SILTS AND ORGANIC SILTYV / �� 01, CLAYS OF LOW.PLASTICITY N MORE THAN 60% INORGANIC SILTS,MICACEOUS OR OF MATERIAL IS MH DIATOMACEOUS FINE SAND OR SMALLER THAN ;. SILTY SOILS NO.200 SIEVE SILTS AND LIQUID LIMIT INORGANIC CLAYS OF HIGH III SIZE CLAYS GREATER THAN :;e:ijii)1 CH PLASTICITY;FAT CLAYS So •j ./J3 fJ////J g ORGANIC CLAYS OF.MEDIUM TO f /,-„,./ ..., OH . HIGH PLASTICITY,ORGANIC SILTS 6///, i,,,,,�` � PEAT,HUMUS,54VAMP SOILS YVITH HIGHLY ORGANIC SOILS � ,"� �� HIGH ORGANIC CONTENTS zti ^itri r ASPHALT . . e s FILL 1 O 4 f 4 1 �I I- 1 ,I LIMESTONE _V SHALE SANDSTONE .t1' .4,�'•4••4 CONCRETE I .ft;H::::,II CHALK Patton, Burke & Thompson Figure 13 1 INIIIIIIIii siiiimiii7 I 111 , (40 , 1 i • • ' ' ' . - • . • Patton, Burke &Thompson • I 0555 Newkirk Street e S!.iite 530 I • . • .• ' 1 i i . • • "! : " " ; .i • ' ' . . .• . . : . .. Dallas,T x.sts'-'75220 . . 135 - --+ ---1-, --..-t •'."; -i-4-'4-".—÷---1-' '''-" -E" -- CURVE NUMBER C-1 1 i • .• MAXIMUM DRY D I -I. ' .• -I ••• ! . . • - .r. , 1 . 'r'''i' '` -"I•' ", '. ' . . PCF f--1 -S. . _if . : ,•.: i• , - . 4 il • !,---1 OPTIMUM MOISTU?--..--•-'- " i • i 4.5 0 DRY WEIGHT IIII s... o: _h_..r 4...4.. ' . •I : .. i I .1.__.1 .1...,_ 1 ...._ i -_:. .,1 I ''' '. i..i_._.___['! _...1.._,-'._+_1......1.....! . ' L I " . 1"—F-7' - " ' "''- ....-. ----- 1 • • -. ! .. ' , . ----1-.1--• 1"-T 7-7 • F 't•1•-1--- • , 1 ; • L L 1 1 i • -I' -;•• . •l• -L. 1,- •• -1,^4..••--4-- 1 .. „ L . I 1 ; i l ' ' i I ' , -I----r- : 1, . 425 I ! , i l• 7—.1 --i-• I .-1-.......... ., . 1 1 I : ' .,:, _.___, -.. t . .. • :_,C+....T—.. 7.- .-. F.: . . ... :... _;... .., . ..,1 1 1 1. ,- . i . 1 [ 1.-, . , • . c 1 • ; . 1- 1 -1 - - ,-- . i T-1--1--- • 1 . i • 1 . : • 1 • 4- - •4.- ..- ; -,-. ; 1 . • .__v ..._ 1 -rt i. .1.-11....h 420 i f 4 • 4.--- 1 cr. ,-- ...,.. • i 1 ' . Pm I I p ' • 1' I r 1 ' 1..] r 't -- "-?0' -1. 1.I I 'HI- SII- : - .- , . ' 1,..: ..,.. ..i. .... I.,Li -i-."1-1 -,--... 1- 1 • ;, ---, 1-4.- -- / • :.....:.-- 1 ' I ' .- ....i..._,..r....:... _ . .., : ;....i_i_ .,; .1._ . .......4.. .i. ......i... _ •--4 — -,. , ...,—__• _ --.- - --j...,... i 1....1...: f 1 115 ,. . . .i.,,i._4_..; ...1..-r..... : ..i._. —.. ..1.... ..4 ____F.i_' .....j... _1._ .. .',.....L...i frf ___ . 4-..- 4..I j...__. .4 1 • 1 1 ., 1 ' • '. V I , ..1... .." .1C ..,ek- - , -t. i . • 1 i - • .I . i (112) • 74; i . . .I r tz--- e 11 — .....i. 0. . , • 110 : • .. ' „..--. . : - , 1 i : ''' . . ...'.- • • .2 . • . .. ' . . .- • . I OP 405 . - - . • • 1 t . . . • • • • • :. I I • i 400 rn- ca )-• i • , • . . . . ..... .. • . . ! . • , , .... . . .. • ,: .. , . • . ... , • . .: • • . • i . . . . - ' • .' . . - ' • • "-• '' ' • Le .. • in vs ' - • • 0 a io l 1 1 1 15 20 25 30 36 MOISTURE CONTENT% v ty,, *-- • \ , -- N. • .SampleDescription Composite Sample LIQUID UMIT • 13-1. tr') B-7 .0-69 PLASTICITY INDEX % Location GRAVEL . % • SAND Compaction Test Procedure A.STAi P 698 SILT AND CLAY • ••% . . Compaction • PBT JOB 1345 5 Test Results FIGURE 14 I Ili I I .. 'i " 7�' c;•r� �`t- ; i- k t^ � 3,e;4� w�any 0+25 - 1(0') 3+00 - 1(0') 6+757+00 - 1(0) • 7+25 1(2) 7+50 - 1(Z) 8+00 - 1(0) • 8+50 9+00 B-9,4(0-7') • - - 1 (0) . 11+00 13-8,5(0-10) • 11+50 - 1 (6) •• I 11+90 . 12+50 1 (-) 15+00 - 1 (-) 15+25 - 1 (1') ;? 15+50 1 (3'• . I 15+75 - 1 (5') 15+90 6-7,4(0-8) ; 16+50 - 1 (4) • 17+50 - 1 (6') r. 1 19+00 - 1 (8') 19+25 1 (2) 19+50 1 (4) • 20+00 - 1 (6) 20+50 - 1 (8) •` 1 • 21+00 - 1 (10) 22+00 1 (t) • 22+25 - 1 (3') ' 22+50 - 1(5') : '. • 22+80 V - 1 (7) f 23+00 - 1 (87 m i 25+00 - - . 25+27 ' B-6,5(0-10') - 27+00 - 1 (0') ' • 27+50 - i (3') 29+00 - 1 (1) • ' NI 29+25 - • 1 (3) 1 In 29+50 - • 1 (4') .. 29+75 - 1 (6') • - 30+00 - 3(2',4',7) 30+30 B-5,6(0-12') 31+00 - 1 (10) • 31+05 • - 1 (8) • 31+10 - 1(6) . 31+15 - 1 (4) . 31+20 - 1(2') ' 33+75 - 3(1',3',5') - 34+50 - ' i (07* 36+00 9-4,4(0-8) 4(o'*,2',4',6) . 37+50 - 1 (0)* 38+05 8-3,4(0-87 - 39+00 13-2,4(0-8) 4(0',*1',3',5) 40+50 - 1 (0) m 43+00 - 3(1',31 5') - a..ra.a tests on y not spec;Ica ly or a.a . Summary of Samples • Sewerline Backfill • • Bethel Road(Grapevine Creek-Royal Lane) ' Job No. 1345 _ Coppell,Texas Patton,. Burke & Thompson Figure 15 1 -'�4 n it sy; ,�;4 ;:z.0-11'cfW kl :1 t4 a9.ty ':.•,•9e.500 ,: I 43+50 - 2(04*, 3,) 44+50 1 (5') 45+00 - 1 (0')* 45+50 1 (8') I 46+00 - (0"',2',4',6') 46+50 1 (0') 48+00 - 1 (0)' in 49+25 3-1,4(0-8') 1 (2') 49+50 - 2(0",4') 49+75 - 1 (6') 50+00 - 4(2',4',6', 8') 41+00 - 1 (0')* • • 52+50 - 1 (0)* at 53+00 -- 4(1',3',5', 7') 53+17 3(3',5',7) 54+00 - 1 (0')' 58+05 - 1 (2) • 58+12 - 1 (3) 58+17 - 1 (5' 58+20 - 1 (7) • 58+30 - 1 (9) 58+50 - 5(2',4',6',8', 10') ` ' 62+00 - i (1') 62+15 - 1 (3') r 62+30 - 1 (5') 62+35 _ 1 (7) 63+00 4(2',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+00 3(1',3',5). • *-S'ubgrede tests only(not-specifically for the backfill) I ms Summary of Samples ISewerline Backlit! Bethel Road•(Grapevirte Creek-Royal Lane) Job No. 1345 Coppell,Texas Patton, Burke &Thompson Figure 15 I in p 02-04-1999 04:14FM FROM PATTON, EURKE & THOMPSON TO 9723043570 P.02 • . WI's PRO TORS PBT MOD OMC SAMPLE DATE. L STATION(depth) DESIGNATION!+ (pd) (%) DESCRIPTION A 118.7 11.4 Itght brown clayey SAND 1/16/96 0 .25,3+00, 1123/90 6+75(0'),7+00(1) 2/6/98 15+25(1), 15+50(3), 16+50 (4'), 17+50(6), 19+00 (8 B 116,7 14.8 light brown and lig-ht 3/6/95 43+00(1',8',5) I gray sandy CLAY 3/14/96 36+00(0), 37+50 (0), 39+00 (0'),40+50(0'), 43+50 (0 49+50 (0'), 69+00(1'. 3',5',7) 5128/96 63+40 (2),63+50 (4),63+75(6'),64+00(8) I G 116.3 13.6 brown sandy CLAY 1/25196 8+00 (0) 2/6/95 15+75 (5') 2/12/96 22+00(1),22+25(3'),22+50(5'),22+80 (7'), 23+00(8 2/20/96 27+00(0'),27+50 (3') 1 2/27196 31+00 (10), 31+05(8'),31+10(61, 31+15(4),21+20 0 114.4 6.6 light brown and tan 1123/96 6+75 (0'),7+00(1) I ' SAND 1/25196 8+00 (0') 1130/96 12+50 (), 15+00(-) E 104,1 20.2 light gray and brown 2/7/96 19+25(2'),19+50(4),20+00(6),20+50 (8'),21+00(1 P CLAY 2/29/96 33+75(1',3',5') 314/96 36+00(2',4',6') 3/12/96 56+50(2',4',6',8', 10') • 4/3/96 25+00 (2',4'),30400(2',4) 5/17/96 43+50(3'),44+50(5'),45+50 (8) 5/23/96 58+20 (7) F 111.5 16.6 dark brown sandy CLAY 2122/96 29+00(1),29+25(3),29+50 (4'),29+75 (6), 30+00(7 3/5/96 39+00(1',3',5) I 3/6/96 43+00(1',3', 5) 3/7/96 46+00(2', 4',6') 3/11/96 50+00(2',4', 6',8),53+00(1',3'.5', 7') 3/14/96 34+560(0), 45+00 (0'),46+50(0'),46+00(0),52+50 I 54+00(0') 5/23/96 58+05(2),56+12(3'),58+17(5'),58+3Q (9) 5/24/98 62+00(1),62+15(3'),62+35 (7) . I G 101.4 24.8 dark brown CLAY 3(13!96 63+00(2',4',6', 8') 3115.196 73+00.(1', 3',5') 5/20/95 49+25(2'),49+50(4),49+75(8), 50+00 (8') 5121/96 53+17(3', 5',7) 5/24/96 62+30(5') SUMMARY OF Mil PROCTORS Sewerline B8tcitnli Bethel Read(Grapevine Creek Royal Late) Job No.134$ , copal,Tem • Patton, Burke& Thompson Figure IS ITOTAL P.02 • I I . . I I 1. I X120 Q. � .. ._. MI 'V ❑ I . 115 o p FM" o o 1 L 110 .____._____-_ - ____.__ . _____---.. CI I E 105 .._._________ __.�_©._________.-__ I A 100 1 I " i { 1 ! 't I 1 I i 0 5 10 15 20 25 30 I Optimum Water Content (%) IA o B " C 7D • E o l= AG X PBT I ' I NOTE: D-primarily"sand" ' A, B, C, F AND PBT-primarily"sandy clays" E and G-primarily"clays" �.. Plot of EWA and Pers Proctor Values Sewerline Backfill Bethel Road(Grapevine Creek-Royal Lane) Job No. 1345 Coppeli,Texas .4 Patton, Burke& Thompson Figure 17 I I ' I I 0 - . •P Ix o - - fa A 0 ••••• IICD %-- = -6 — • 0 0 A I Cil S ... -10 -----_________,____ --, a I -12 , i , i ). I , 1 i 1 1 . 90 95 100 105 . 110 115 120 Dry Density(pcf) o BA rz B-2 v 9-3 v B-4 0 8-50 B-6 A B-7I 1 a.) PBT test results I • - . . . 0 1153 IN WM ASSAIIS VI 14( 0 I _ mg ut MOS 0 2 Mil - --- ---- in----III•—•--- i...... - NI 000 Er IMO NIS= .1.1 I CD cu ..4. 4- -----.---.-.... ..= .. mi. . IIII Wil if 121 I=A= , V . *J. I --- ---- —.-- 0 ea .. - 1111.10-1011 0 Da -11*---.1*----- -.-0---.---.----- UK IA 00 . . -8 I -10 - I I 1 gewl I I al I 90 95 " 100 105 110 115 120 IDry Density(pcf) • I b.) EVVI test results Depth versus Dry Density P Sewerfine Backfill Bethel Road(Grapevine Creek-Royal Lane) I Job No.134$ Patton, Burke&Thompson Coppell,Texas Figure 18 . I I I t I • ID - e • o.i 1 c • 4-# ' Q - 60 4.4 CIV, 1 • ct '' A 0 0 -1 $ -_._. .____..._.. ____-.___.-____ -____ . V. . I -12 + 1 1 1 4- 1 , 1 I 1 5 10 15 20 25 30 35 Water Content(%) • I . a 3-1 a B-2 • 8-3 • B-4 • B-& o B-6 • B-7 4 13-8 + 13-9 . I . a.) PBT test results I . 0 - a. • •MOM• . • a -10 F . 1 t .r I 1 •t• 1 t 1 5 10 15 20 25 30 35 IEWP.s Water Content(%) I b.) Mil test results Depth versus Water Content I Sewerline Backfill- Bethel Road(Grapevine CreekRoyal Lane) I Job No.1345Coppeif,Texas Patton, Burke&Thompson Figure 19 I IIION 11111111111•1 ID A0 n_ p 0 s 0 0 ' -4 _-_.-_._.___-_----____-_-4.-__......______--__..._._., cu w. 0 • v w R -10 0 I -12 f 85 90 95 100 105 • Percent Compaction (%) I . 51 64 a6-2vB-3v6-4oB-5oB-& s &7 I • a.) PBT test results,using EWI's Proctor values I 0 etas em' s _ -------______ -.—__._ a_040,42, .. . 0000¢1230' w .4. --�.�._.-._.._._._ ... tie e. �®s -6 —.-______.._ ._-_—-- .0.416411— I13) d. -- --..- 1 aseree - e e I -10 { 1 . 4 i t 85 90 95 100 105 EWI`s Percent Compaction (%) Pli b,) EWl test results .-, Depth versus Percent Compaction Sewerline Backfill r Bethel Road(Grapevine Creek-Royal Lane) Job No.1345 Cappelli Texas II Patton, Burke&Thompson Figure 2Q I ' Specttic Site Comparison of PST and EWI test results . PST EWE I Comparison Station depth water density %proctor average Station depth water density K proctor average Area sfeet) (%) (pct} c%) Proctor (feet) %J (pct) t%1 Proctor II /i 15+90 1 16 107 91,7 15+00 to 15+75 1 • 11.9 • 114.6 . 98.2 j (8-7) 3 18 109 93.4 92 5 3 13.1 1128 96.7 97,3 8 15 108 92 5 5 15.1 112.9 97.1 I C. 25+27 1 15 115 99 98.5 ► +00 to 27+50 1 15.1 114.2 98.2 97,8 (13-6) 3 15 114 98 3 15.3 113 2 97.3 III F- 30+301 18 103 92 0i+00 to 30+00 1 16.8 107.8 96.7 (6-5) Cs 23 , 100 90- 5 17.6 108.5 97.3 Z9 71 22 107 96 92.7 • 7 17.3 106.9 95.9 96.7 22 97 ' 87 9 18.1 107.8 86.7 19 110 98.7 11 17.9 107.6 96.7 IV 36+00 2 18 107 103 100 x-+00 2 22 190.8 . 96.8 97,3 (13-4) 4 16 101 97 4 21.5 101.9 97.9 IvE 39+00 1 21 104 93 94.5 49+00 1 16.5 108.2 87.1 97.7 (9-2) 3 17 107 96 3 17.7 109.5 982 VI �-1 49+25 1 18 107 96 942 50+00 1 17 108.2 87 96.4 I `r(3-1) 7 20 103 92.4 7 18 106.8 85.8 w • I . 110 . tr . ti Iii O o C • U ` e. a N sr la tn Q 80 t lil llf IV V Vi , IComparison Area ■ PBT 0EWI Site Comparison Areas I Sewerline Backfill Bethel Road(Grapevine Greek to Royal Lane) Coppeil,Texas Figure 21 I I I 1 1 1 1 i 1 APPENDIX C 1 I 1 1 1 F 1 DE03-155 TERRA-MAR F I TABLE 1 C -TRAFFIC DATA FOR BETHEL AND COPPELL ROADS I THOROUGHFARE LOCATION DATE COUNT 24-HOUR . i I Bethel Road West;of Coppet! 4/18/01 E-W 7,584 `oad 1 West Of Coppell Bethel Road R1oad 4/05/00 E-W 7,461 1 IBethel Road West of1Denton 04/05/00 E-W 3,540 Tap \d I \ Coppell Road North of ParkW \/ 07/09/01 N-S 2,689 Boulevard 'c\\ Iit South of Minyard Coppell Road Drive 07/11/01 N-S 4,442 I Coppell Road Ruby Road to 10/26/00 N-S 5,325 Sandy Lake Road I I Bethel Road to i Coppell Road Southwestern Road 09/05/02 N-S 2,280 I I I ITERRA-MAR Bethel and Coppell Roads TRAFFIC DATA FIGURE d� = Coppell,Texas --11080 Ables Lana /1-1 I ''t - Dallas.Texas 75229 Draw" by Date Revised Scale Project No. lV_ (972)aee-8800 RKS Nov.20,2003 NA .I DE03-155