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ST9905-LR031121 GEOTECHNICAL ENGINEERING REPORT BETHEL ROAD IMPROVEMENTS STATIONS 0+00 TO 67+00 & BOX CULVERT COPPELL, TEXAS HBC/Terracon Report No. 94035316 November, 2003 Prepared for: TranSystems Corporation Dallas, Texas - ll'erracan November 21,2003 'lrerracan 8901 Carpenter Freeway, Suite 100 Dallas, Texas 75247 (214) 630-1010 Fax: (214) 630-7070 TranSystems Corporation 3010 LBJ Freeway, Suite 990 Dallas, Texas 75234 Attn: Mr. Craig Bond Re: Geotechnical Engineering Report Bethel Road Improvements Stations 0+00 to 67+00 & Box Culvert Coppell, Texas HBC/Terracon Report No. 94035316 Gentlemen: In accordance with your authorization, HBCFFerracon has completed its Geotechnical Engineering Report at the above referenced site. The work was accomplished in accordance with the general scope outlined in HBCFFerracon's Proposal No. 00941762 dated December 21, 2000. Please do not hesitate to contact us if there are any questions. We stand ready to assist in any way during the design or construction phase of the project. We appreciate the opportunity to provide these services. Sincerely, H B C/'lFerracon · A~.~.L..~. ',, T. Nedl Lawrence, M.E.g-;~.... '.- --.~,~'~ Project Manager ~K,~ ~ ~ '~ ~~~ ~36389 R~p~ar;os, Or., Proudly Se~ing Te~s Austin B Dallas · Fort Worth B Houston · Texas Ci~ Consulting Engineers & Scientists Since 1965 www.terracon,corn TABLE OF CONTENTS Page PROJECT iNFORMATiON ..................................................... 1 FIELD OPERATIONS ................................................................................................................. 1 LABORATORY TESTING ........................................................................................................... 2 SUBSURFACE CONDITIONS .................................................................................................... 2 GROUNDWATER ....................................................................................................................... 4 ANALYSIS AND RECOMMENDATIONS .................................................................................... 5 5 Site Grading ......................................................................................................... Subgrade Preparation .......................................................................................... 5 Pavement Designs ............................................................................................... 6 Rigid - Concrete .............................................................................................. 6 Pavement Movements ......................................................................................... 8 Culverts ................................................................................................................ 8 Traffic Signal Foundations ................................................................................... 9 10 Existing Pavement Distress ............................................................................... Remedial Measures ........................................................................................... 11 LIMITATIONS ........................................................................................................................... 12 APPENDIX Figure 1 - Boring Locations (Sta. 0+00 to Sta. 24+00) Figure 2 - Boring Locations (Sta. 24+00 to Sta. 48+00) Figure 2 - Boring Locations (Sta. 48+00 to Sta. 66+00) Logs of Boring Key to Soil Symbols for Log of Borings - lrerracan " GEOTECHNICAL ENGINEERING REPORT BETHEL ROAD IMPROVEMENTS COPPELL, TEXAS PROJECT INFORMATION The project consists of reconstructing about 6,700 feet of Bethel Road in Coppell, Texas. The section starts at the Coppell city limits east of the intersection of Bethel Road and Highway 114 and extends east to 200 feet east of the intersection of Freeport Parkway and Bethel Road. It is anticipated that the reconstructed and new sections will be near the grades of the existing roadway. Three bridge-class concrete box culverts are also planned approximately 1,500 feet east of the intersection of Bethel Road and Freeport Parkway. We understand that about 3,000 feet of the existing roadway has experienced varying levels of distress in the areas of an existing sewer line and some of the distressed areas have had multiple repairs over the lifetime of the roadway. The distressed areas are reported to be in the south lane generally between Royal and Freeport Parkway. This section has been completely resurfaced and is currently exhibiting rutting and cracking in some areas. FIELD OPERATIONS Forty-seven borings were drilled along the above reference roadway and box culvert between October 9 to October 15, 2003 at the approximate locations shown on the Boring Location Diagrams in the Appendix. The results of the field exploration program are presented on the Logs of Boring in the Appendix. Borings R-9, R-10 and R-11 were drilled north of and adjacent to the existing roadway. Borings R-1 through R-6 and R-8 were drilled toward the northern edge of the existing roadway. Borings R-7 and R-14 were drilled north of the existing roadway within the intersections of Royal Lane and Freeport Parkway. Boring R-15 was drilled approximately 1,500 feet east of the Freeport Parkway intersection north of the existing roadway. These borings were drilled on approximate 500 feet spacing, with the exception of Boring R-15, for evaluating the subsurface conditions for the roadway reconstruction and expansion. Borings S-1 through S-32 were drilled slightly offset of the approximate centerline of the existing 10" sanitary sewer line on the south 1/2 of the eastbound lane. These borings were drilled to evaluate the existing fills above the sanitary sewer line. -'lrerracon 94035316 - 1 - A truck-mounted auger-drilling rig was used to advance the borings. Cohesive soils were sampled intermittently using thin walled tubes. The samples were extruded in the field, logged, sealed and packaged to reduce disturbance and maintain their in-situ moisture content during transportation to the laboratory. Boreholes through existing pavements were patched with sacrete prior to progressing to the next boring. LABORATORY TESTING The Logs of Boring and samples were reviewed by an experienced geotechnical engineer who selected representative samples for testing. Tests were performed by experienced technicians working under the direction of the engineer. A brief description of the tests performed follows. Atterberg Limits were performed on samples of the cohesive soils. These tests were used in conjunction with insitu moisture determinations to classify the soils and evaluate their volume change potential. Unconfined compression and hand penetrometer tests were performed on selected samples of the cohesive soils to evaluate the consistency and strength of these materials. The results of the laboratory tests are presented on the Logs of Boring in the Appendix. SUBSURFACE CONDITIONS The conditions encountered in each boring are depicted on the Logs of Boring in the Appendix. Descriptions of each strata with its depth and thickness are provided. A brief description of the stratigraphy indicated by the borings is presented below. Variable depths of pavements, most above base, were encountered at the surface of Borings R-1 through R-8, R-12 through R-15 and S-1 through S-32. The thicknesses and types of pavements systems are presented in the table below. Borings R-9 through R-lt were ddlled off-pavement, north of the existing roadway. Boring No. Pavement Type Pavement Thickness Base Thickness (in.) (in.) R-1 Asphalt 2 3 R-2 Asphalt 2 3 R-3 Asphalt 2 3 R-4 Asphalt 2 2 R-5 Asphalt 3 4 R-6 Asphalt 3 3 R-7 Concrete 8 · lrerracan · 94035316 - 2 Boring No. Pavement Type Pavement Thickness Base Thickness (in.) (in.) R-8 Asphalt 4 20 R-12 Asphalt 4 10 R-13 Asphalt 4 8 R-14 Concrete 5 19 R-15 Asphalt 4 12 S-1 Asphalt 2 12 S-2 Asphalt 21/2 8 S-3 Asphalt 2 6 (1) S-4 Asphalt 2 4 S-5 Asphalt 3 5 S-6 Asphalt 3 5 S-7 Asphalt 2 8 S-8 Asphalt 4 S-9 Asphalt 4 S-10 Asphalt 3Y2 S-11 Asphalt 3 3 S-12 Asphalt 3 3 S-13 Asphalt 4 4 S-14 Asphalt 4 4 S-15 Asphalt 4 S-16 Asphalt 3 3 S-17 Asphalt 3 3 S-18 Asphalt 2 3 S-19 Asphalt 21/2 3 S-20 Asphalt 4 S-21 Asphalt 4 -~ S-22 Asphalt 4 S-23 Asphalt 4 S-24 Asphalt 4 S-25 Asphalt 4 S-26 Asphalt 21/2 3 S-27 Asphalt 2 4 S-28 Asphalt 2 31/2 S-29 Asphalt 3 6 S-30 Asphalt 3 5 S-3t Asphalt 3 6 S-32 Asphalt 3 7 (1) An additional 1'4" of asphalt pavement was encountered beneath the base. ll'err can 94O35316 - 3 - Fill materials consisting of dark brown, light brown, grayish tan and tan clays and occasional gravel, sandy clays, shaley clays and silty clays were encountered beneath the pavement systems and extended to termination depths of 8 to 10 feet in Borings S-1 though S-32, to depths of about 2 feet below existing grades in Borings R-1 and R-12, and to a depth of about 6 feet in Boring R-15. They often contained gravel, asphalt and plastic fragments. The fill had geotextile fabrics in Borings S-I, S-4 through S-9, and S-30. They had Liquid Limits (LL) of 34 to 60 percent and Plasticity Indices (PI) of 17 to 38. They generally classify as CH and occasionally CL by the Unified Soil Classification System (USCS) and ranged from soft to very stiff in consistency. Dark brown to brown clays and sandy clays, with occasional sandstone pebbles, were present beneath the fill materials in Borings R-1 and R-12, beneath the pavement systems in Borings R-2 through R-8 and R-13 through R-15, and at the surface of Borings R-9, R-10 and R-11. They extended to depths of about 2 to 11Y2 feet in Borings R-2 through R-8 and R-11 through R-14, and to termination depths of about 8 to 10 feet in Borings R-l, R-9 and R-10. They were not observed in Boring R-15. They had LL's of 32 to 72 percent and Pl's of 14 to 42; classify as CH and CL by the USCS; and were typically stiff to hard in consistency. Tan, reddish tan and light brown clays, silty clays, sandy clays and silty sandy clays, some with calcareous nodules, were next encountered in the remaining borings and extended to termination depths of 10 to 20 feet below existing grades. Relatively loose light brown and tan sands and clayey sands were encountered within these clays in Borings R-14 and R-15. They had a LL's of 34 to 63 percent and Pl's of 17 to 37; classify as CH and CL by the USCS; and were generally very stiff to hard with the less cohesive soils being softer in consistency.. The clay soils (CH materials) encountered at this site are considered to be active to highly active while the silty clays (CL materials) are moderately active with respect to moisture induced volume changes. Active clays can experience significant volume changes (expansion or contraction) with fluctuations in their moisture content. GROUNDWATER The borings were advanced in the dry using auger drilling techniques, which provides relatively accurate short-term groundwater observations. Seepage was observed during drilling at a depth of 15 feet in Boring R-14. A groundwater level of 16 feet was measured at completion of this boring. Seepage was not observed in the remaining borings during drilling or at completion of drilling. Groundwater conditions can vary due to seasonal variations in the amount of rainfall and runoff. .ll'err can ' 94035316 - 4 - ANALYSIS AND RECOMMENDATIONS Site Gradin.q It is anticipated that the new sections and reconstruction will be near the grades of the existing roadway. Fills will be minimal. The on-site soils are suitable for use in general site grading. Imported fill material should be clean soil with a Liquid Limit less than 50 percent and no rock greater than 4 inches in maximum dimension. Prior to placing fill or preparing subgrades, proofroHing with heavy pneumatic equipment is recommended. In cut areas, the proofrolling should be performed after the final subgrade is established. Unstable, or pumping areas identified by proofrolling should be undercut to a firm subgrade. The resulting void should be backfilled with properly compacted fill material placed as indicated in this section. Fill materials and areas to receive fill should be free of vegetation, roots, debris, large rocks or other objectionable material. Prior to placing any fills, the subgrade should be scarified to a depth of 8 inches and uniformly compacted to a minimum of 95 percent of ASTM D-698 at or above the optimum moisture content as determined by that test. The fill materials should then be spread in loose, relatively horizontal lifts, less than 9 inches thick, and uniformly compacted to the same criteria. If fill is to be placed on existing slopes, either natural or man-made, that are steeper than six horizontal to one vertical (6:1), then the fill materials should be benched into the existing slopes in such a manner as to provide a minimum bench-key width of five feet. This provides a good contact between the two materials, breaks up potential sliding planes, and allows relatively horizontal lift placement. Final slopes should be as flat as practical to reduce the possibility of creep and shallow slides. Final side slopes in cuts or fills of less than five feet in height may be as steep as 2H:IV. Taller sections will require considerably flatter slopes, such that slopes 10 feet or more in height have a slope not steeper than 4H:IV. Roadway edges should be maintained a minimum of 5 feet, or equal to or greater than the height of the adjacent slope, away from the crest of slopes in order to reduce the effects of creep or shallow slides. Su__~_.qrade Preparation Subgrade materials at the site will typically consists of clay soils. These soils are subject to loss in support value with the moisture increases, which occur beneath pavement sections. They react with hydrated lime, which serves to improve and maintain their support value. lrerracan ' 94035316 - 5 - A minimum of 8 percent hydrated lime; by dry weight, is recommended for the site soils. The lime should be thoroughly mixed and blended with the top 8 inches of the subgrade (TxDOT item 260). Stabilization should extend a minimum of one foot beyond the edge of the pavement. Asphalt fragments and gravel within the surficial soils can hamper proper mixing of lime and soils. The subgrade should then be uniformly compacted to a minimum of 95 percent of ASTM D698 near, -1 to +3 percent, the optimum moisture content determined by that test. it should then be protected and maintained in a moist condition until the pavement is placed. Project specifications should allow a curing period between initial and final mixing of the lime/soil mixture. We recommend a minimum of three days for these soils. The availability of this curing period with lime is of considerable advantage in achieving proper pulverization of the soil. This pulverization is necessary to achieve uniform mixing of the soil with the lime. Pavement Desi.qns We understand the City of Coppell Subdivision Ordinance specifies that the minimum pavement design for a C4D Minor Arterial road to be at least 7 inches of 3,000 psi concrete with no flyash or an alternate design with a minimum flexural strength of 650 psi. Pavement sections for rigid (concrete) pavements following these guidelines are discussed below. Ri.qid - Concrete Rigid pavement sections were analyzed using the AASHTO procedures. The following design parameters were used in the rigid pavement analysis: 3000 PSI Concrete w/o Flyash Concrete Section Thickness 7 and 8 inches Initial Serviceability, Po 4.5 Terminal Serviceability, pt 2.5 Reliability, R 85% Overall Standard Deviation 0.34 Overall Drainage Coefficient, Cd 1 Load Transfer Coefficient 3.1 Modulus of Subgrade Reaction, k 150 psi/in 28-day Concrete Modulus of Rupture 450 psi 28-day Elastic Modulus of Rupture 3,320,000 psi Design Life 20 years 'lrerracon 94035316 - 6 - Based on the above parameters, the analysis yielded an 18-kip Equivalent Single Axle Load (ESAL) of 498,000 for a 7-inch section and 1,052,000 for an 8-inch section. The analysis assumed that the concrete pavement is placed on a minimum of 8 inches of lime stabilized subgrade as discussed in the subqrade preparation section. 650 PSI Flexural Concrete Concrete Section Thickness 7 and 8 inches Initial Serviceability, Po 4.5 Terminal Serviceability, Pt 2.5 Reliability, B 85% Overall Standard Deviation 0.34 Overall Drainage Coefficient, Cd 1 Load Transfer Coefficient 3.1 Modulus of Subgrade Reaction, k 150 psi/in 28-day Concrete Modulus of Rupture 650 psi 28-day Elastic Modulus of Rupture 3,586,000 psi Design Life 20 years Based on the above parameters, the analysis yielded an 18-kip Equivalent Single Axle Load (ESAL) of 1,692,000 for a 7-inch section and 3,591,000 for an 8-inch section. The analysis assumed that the concrete pavement is placed on a minimum of 8 inches of lime stabilized subgrade as discussed in the subqrade preparation section. Concrete quality will be important in order to produce the desired flexural strength and long term durability. All concrete pavements should contain a minimum of 6 _+1.5 percent entrained air. A mix design should be submitted by the contractor and correlations between flexural strengths and compressive strengths verified if concrete strengths will be controlled by compressive strengths. Due to construction over swelling clays, unreinforced pavement is not recommended. Portland cement concrete pavement types for the roadway can be either continuously reinforced concrete pavement (CRCP) or jointed reinforced concrete pavement (JRCP). Either type of reinforced pavement should perform similarly in this area. Reinforcing steel for either type of pavement should be properly designed. Proper joint placement and design is critical to pavement performance. Load transfer at all longitudinal joints and maintenance of water-tight joints should be accomplished by the use of tie- bars. Contraction joints should be sawed as soon as practical and preferably within 5 to 12 hours after placing concrete. Joints should also be properly cleaned and sealed as soon as possible to avoid infiltration of water, small gravel, etc. Regular maintenance should be anticipated during the service life of the pavement. Cracks or failures that develop should be properly sealed or repaired. 'lrerracon 94035316 - 7 ' Pavement Movements The clays encountered along the alignment are moderately active to highly active and subject to volume changes with fluctuations in their moisture content. The clays expand (heave) with increases in moisture and contract (shrink) with decreases in moisture. The movement at the center of the pavement typically occurs as post construction heave. At the edge of the pavement, both shrinkage and swell could occur due to seasonal moisture fluctuations in response to rainfall and evapotranspiration. The potential magnitude of the moisture induced movements is rather indeterminate. It is influenced by the soil properties, surface drainage, overburden pressures and to a great extent by soil moisture levels at the time of construction. The greatest potential for post-construction movement occurs when the soils are in dry condition at the time of construction. Based on TxDOT Test Method 124-E, potential active soil movements along the alignment are estimated to vary from about 1 Y2 to 3 inches. Larger movements could occur in some isolated areas. Flat grades should be avoided with positive drainage provided away from the pavement edges. A minimum grade of 0.5% and preferably 1% is recommended for all pavements. Culverts Three 5X10 bridge-class concrete box culverts are planned near the eastern limits of the project. Based on the conditions encountered in the boring near the proposed structures (Boring R-15), excavations will encounter clays, sandy clays sands and silty clays beneath the existing pavement system and gravel fill. These soils must be sloped or braced in the interest of safety. O.S.H.A standards for bracing and/or backslopes should be followed. The following design parameters should be reviewed once the grading plan is available. A maximum allowable bearing pressure of 1,800 PSF is recommended for design of structures founded in the natural clay, sandy clay, silty clay and sand soils. The lateral pressure appropriate for the design of the culvert and wing walls will be a function of the backfill material and the magnitude of any surcharge loads acting on the backfill. The lateral pressures presented are for an at-rest earth condition, which means that the below-grade walls are assumed to be rather rigid and very little, if any, deflection of the walls will occur. They assume a drained condition. 'lrerracan 94035316 - 8 - EQUIVALENT FLUID PRESSURES Backfill Material PressUre (PCf) On-site soils 90 Select fill, with Liquid Limit less than 35 and PI less than 15 65 Granular backfill with less than 3% passing No. 200 sieve and less than 30% passing No. 40 sieve, non-plastic 45 Surcharge loads should be included in the wall design where appropriate. A lateral pressure coefficient of 0.5 is recommended for uniformly distributed surcharge loads. A unit weight of 135 PCF is recommended for backfill over the culverts. Wall backfill materials should be placed in loose lifts, less than 9 inches thick, and uniformly compacted to a minimum density of 95 percent of ASTM D 698. Moisture content during placement of cohesive backfill should be within 0 to +5 percentage points of the optimum moisture content as measured in test method ASTM D 698. Granular backfill should not be water-jetted to achieve compaction and should be placed at a moisture content to allow the desired density to be achieved. Proper compaction of the backfill materials adjacent and over the culvert is most important below pavement areas. Inadequate compaction of the backfill could result in future settlement and pavement distress. Traff c Si.qnal Foundations Intersection traffic signals are planned in the areas of Borings R-7 and R-14. In general, foundation system for lightly loaded traffic signals usually consist of straight drilled shafts primarily designed for lateral support. Design parameters for straight drilled shaft foundations are discussed below. Straight drilled, reinforced concrete shafts should be situated at a minimum depth of 8 feet below existing grades. The straight shafts may be proportioned using an allowable bearing pressure of 2,000 pounds per square feet (PSF). lrerracon 94035316 - 9 - Settlement of properly constructed shafts should be primarily elastic and are estimated to be about 1 inch. An allowable passive pressure of 750 PSF is recommended in the clay and sandy clay soils, provided foundation concrete for the sign is cast directly against undisturbed, stiff native soils. This lateral resistance is considered to act on the projected diameter of the shaft. The top 5 feet of soil should be neglected. Potions of the shafts could experience tensile loads as a result of post construction heave in the clay soils. The shafts should contain continuous vertical reinforcing to resist the tensile loads. Excavation for the shafts should be maintained in the dry. Concreting should closely follow excavation to reduce potential caving and/or seepage problems. The concrete should have a slump of 6 inches plus or minus 1 inch and be placed in a manner to avoid striking the reinforcing steel during placement. Complete installation of the shaft should be accomplished in one day's operation. The drilled shaft design recommendations provided in this report are based on proper construction procedures, including maintaining a dry shaft excavation and proper cleaning of bearing surfaces prior to placing reinforcing steel and concrete. Drilled shaft installation should be inspected by qualified geotechnical personnel to help verify the bearing stratum and perform related duties. Existinq Pavement Distress As previously discussed in the Project Information section, pavement distress due to settlement has historically occurred above the sewer line on the south side of the existing roadway. Thirty-two borings (S-1 through S-32) were drilled in the soils above the sewer line. Based on the conditions encountered in the borings, fill soils which were variable in composition and consistency were encountered above the sewer line. The fill soils often contained asphalt, and plastic fragments and gravel. Geotextile fabric was encountered in 7 of the borings indicating it was placed to address the past settlement problems at various Locations. The settlement experienced may be attributed to several factors. These are: · The subgrade soils beneath the distressed pavements consists of relatively deep zones of fill. · The fills were variable in consistency and contains soft zones which appeared to be under compacted. -ll'erracan 94035316 - 10 - · The existing roadway consist of a flexible pavement system which is subject to frequent heavily loaded truck traffic. · Potential for sewer line leakage to increase the available moisture to the subgrade at isolated locations. Based on the condition encountered in the borings and the factors listed above, the magnitude of remaining movement is rather indeterminate. Additional settlement in the fills above the sewer line is likely due to the truck traffic in the area. Assuming the magnitude of truck traffic remains constant, the rate of settlement experienced would be expected to decrease over time. Remedial Measures Given the planned construction activities, removing the existing backfill and replacing it in a controlled manner is the most direct remedial action. While removing all the fill is the most desired action, this could result in damage to the sewer line. As an alternative, the following approach is presented. The line should be video inspected for damage, open joints, etc. If these are extensive, then complete removal of the backfill and reconstruction/repairing the line should proceed. If the line is in good condition, partial replacement of the backfill can be considered. The backfill should be excavated to a depth of about 2 feet above the top of the line. This is intended to provide protection to the line during replacement of the backfill. The 2-foot depth could need to be adjusted, based on the compaction equipment used. Within the depth of the excavation, all existing backfill should be removed. The site soils are subject to caving and must be sloped and braced on the interest of safety. Applicable OSHA standards should be followed. Sloping the excavation is considered preferable to trench boxes from the standpoint of achieving uniform compaction. Consideration should be given to installing a geogrid prior to replacing the backfill. However, for this to be effective, the excavation would have to extend several feet beyond the old ditch-line on each side to anchor the geofabric. All backfill should be placed following the recommendations in the Site Grading section of this section of this report. Prior to compaction to a minimum of 95 percent of ASTM D698 at or above optimum moisture, loose lifts thickness should be a maximum of 9 inches, or less depending on the compaction equipment being used. 1Ferracan 94035316 - 11 - LIMITATIONS HBC/Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. HBC/Terracon also should be retained to provide testing and observation during excavation, grading, foundation and construction phases of the project. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication any environmental assessment of the site or identification of contaminated or hazardous materials or conditions. If the owner is concerned about the potential for such contamination, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless HBC/Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing. 'lrerracan 94035316 kl~ APPENDIX 00+~1. 'VIS ~]NIIHOI¥1~I 00+9; 'V.LS EINI"IHOJ. VI~I O0+~'VIS ~NIIHO~Y~ LANE 0+i]I, 'VI 00+9C 'V.L$ 00+09 'VJ.S 3NI'IHOJ. VIN J..O:lpOl:ld -lO ON3 ~3NIIHO.LVI~I FREEPORT T PARKWAY lin' 00+09 'V.L$ 3NI1HOJ. VI~I Ld -~o~ LOG OF BORING :ROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. R- 1 Sta. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO. 94035316 Coppell, Texas DATE 10-14-03 SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth. Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger ¢ ~ m GROUNDWATER INFORMATION: m ~3 > ~ ~ No seepage observed Dry at completion. P- _ _= ~ - ~z ~ua-~- <~ ~ z ~. c. ~ ~~ ~o LL PL PI -z= o© ~ ~F: -,,< ~o ~,°~ DESCRIPTION OF STRATUM ,,2" asphalt and 3" road base = . Dark brown clay -with asphalt fragments ~2 ~ (FILL)~ Dark brown olay -- ?~P=2.0 25 72 30 42 6 P=1.75 BJ-I. at 10.0' 20 22 24 2~ 30N STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE ~.~ ' P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: CLIENT: BETHEL ROAD IMPROVEMENTS Sta. 0+00 to Sta. 67+00 and Box Culvert Coppell, Texas TranSystems Corporation Fort Worth, Texas BORING NO. R- 2 PROJECT NO. 94035316 DATE 10-14-03 SURFACE ELEVATION PAGE 1 of FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger GROUNDWATER INFORMATION: No seepage observed Dry at completion DESCRIPTION OF STRATUM ~nd 3" road base Dark brown clay Light brown and tan sandy clay -with calcareous nodules -with calcareous nodules B,H. at 10.0' N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION REMARKS: LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO, R- 3 Sta, 0+00 to Sta, 67+00 and Box Culvert PROJECT NO. 94035316 DATE 10-14-03 Coppell, Texas SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ~ ~,TTERBERG Continuous Flight Auger ~ LIMITS,¥o) ~ "~ GROUNDWATER INFORMATION:  ~ ~_ z~ L~ ~ ~ NO seepage obse~ed DW at comp~e~on o ~ ~ ~ o ~ DESCRIPTION OF STRATUM ~ ~ ~ LL PL PI ~ o ~ ~ ~;;~; x2" asphalt and 3" road base ~ Dark brown sandy olay ~ + 20 32 18 14 4 ~ '~P=4.5+ Dark brown sandy clay -with sandstone pebbles 6 ~ ~ ~P=4.25 Light brown and tan clay -with calcareous nodules 8 ~ ~P=4,0 Light brown and tan silty clay 10 ~ B.H. at 10.0' 18~ 20~ 22-- 24-- 26~ 28 3~ N STANDARD PENET~TION TEST RESISTANCE REMARKS; T - ~DOT CONE PENET~TION RESISTANCE ~ ~ P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY ~ RQD - ROCK QUALITY DESIGNATION LOG OF BORING ~ROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. R-4 Sta 0+00 to Sta. 67+00 and Box Culvert PROJECT NO. 94035316 ' DATE 10-14-03 Coppell, Texas SURFACE ELEVATION CLIENT: TranSystems Corporation FortWorth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger ATTERBERG I A LIMITS %) I ~ ~ GROUNDWATER INFORMATION: I co c~ LU ~ ~ NO seepage observed Dry at completion O < ~ c~e.~ O LL PL PI .~ ~o~ ,< oo.©~ DESCRIPTION OF STRATUM c~ ~o ~o z ~- ~- ~ ~ ..... ~t and 2" road base 13 51 25 26 Dark brown clay 2; 4 -- ~lP=4'5+ P=4.§+ 6 Light brown and tan silty clay 8 ~ Tan silty clay 12 18 20 22 24 26 28 N - STANDARD PENETRATION TEST RESISTANCE REMARKS: LOG OF BORING ~ROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. R-5 Sra. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO. 94035316 DATE 10-14-03 Coppell, Texas SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger ATTERBERG ~ LIMITS %) ~ ~ ~u GROUNDWATER INFORMATION: ~o ~ c~ '~ ~ ~ NO seepage observed Dry at completion o ~o 03 z ~- ~- ~ ~ ~ ~o LL PL PI ~ o3 ~ ~ ~ o© ~ DESCRIPTION OF STRATUM ~ ~halt and 4" road base 17 53 21 32 ~ Dark brown olay 2 -- -with calcareous nodules  P=4.5+ 17 112 19.4 7'.6 4 __ ~. ~P=4.5+ Light brown and tan clay -with calcareous nodules 6 ~P=4.5+ 1 P=4'5+ 1£ B.H. at 10.0' 12 14-- 16-- 18-- 20-- 22-- 24-- 26-- 28-- 30 N STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE p - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. R- 6 Sra. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO. 94035316 DATE 10-14-03 Coppeil, Texas SURFACE ELEVATION CLIENT: TranSystems Corporation FortWor[h, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ATTERBERG Continuous Flight Auger ~ ~~-~u GROUNDWATER INFORMATION: ~ ~ ~ ~ ~ > ¢ ~ No seepage obse~ed. DW 8t completion ~ ~ ~ ~ ~ ~ ~ LL PL PI ~ ~ ~ ~ ¢ ~ ~ DESCRIPTION OF STRATUM ,3" asphalt and 3" road base 2__~.~=~.52;=. 13 32 15 17 Dark brown sandy clay 4 ~P=2.75 26 96 4.1 6.5 6 8 ~P=1.75 ~2.2S ki~ht brown and tan clay B.H. at ~0.0' 20 22 24 2~ 28 30 N - STANDARD PENET~TION TEST RESISTANCE REMARKS: T - TXDOT CONE PENET~TION RESISTANCE ~ ~ P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY ~ RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. R- 7 Sta. 0+00 to Sra. 67+00 and Box Culvert PROJECT NO. 94035316 DATE 10-15-03 Coppe[I, Texas SURFACE ELEVATION CLIENT: TranSystems Corporation FortWorth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ATTERBERG Continuous Flight Auger ~ LIMITS, Fa) ~ x ~ ~ GROUNDWATER INFORMATION: o uJ ~ ~ No seepage observed. Dry at completion u o ~ z ~ ~ ~ ~ LL PL PI ~ o~ ~ ~ ~< o ~ DESCRIPTION OF STRATUM _ 4 8" concrete P=2.5 Dark brown clay P=2.75 4 P=2.25 6-- P=2.0 8-- P=2.75 12 ~ Light brown and reddish orange sandy clay 14-- · P=3.5 'i5 113 34 17 17 3.3 4.6 Light brown and tan sandy clay 2C B.H. at 20.0' 26 28 N - STANDARD PENETRATION TEST RESISTANCE REMARKS: LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. R- 8 Sta 0+00 to Sta 67+00 and Box Culvert PROJECT NO. 94035316 DATE 10-14-03 Coppell, Texas SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger A%I'ERB Eo,RG ~ ! LIMITS ~) ~ ~ GROUNDWATER INFORMATION: ~ ;~ ~X ~ ~ ~ NO seepage observed. Dry at completion . ~ ~ - o < ,:- DESCRIPTION OF STRATUM 4" asphalt and 20" road base P=2.0 Dark brown olay 23 104 3,3 6.9 P=2 =2,75 23 S3 2~ 37 U~ht brown and tan claYB.H, 0.0' N - STANDARD PENET~TION TEST RESISTANCE REMARKS: T - TXDOT CONE PENET~TION RESISTANCE P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALI~ DESIGNATION LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. R- 9 Sta. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO, 94035316 Coppell, Texas DATE 10-15-03 SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth, Texas PAGE 1 of FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger A~I'ERBERG ~ LIMITS %) ¢ ~ '" GROUNDWATER INFORMATION: ~- ~- z~ ~_ ~ ~ No seepage observed. Dry at completion. ~ ~~ <~ ~A~:~:8~ =5 a~:°>-~_ LL PL Pi ~z I1§~ ~ o°°~ DESCRIPTION OF STRATUM __ ~'~P=2.5 Dark brown clay ~P--2.25 25 101 2,4 3.2 B.H. at 8.0' 12 2O 22 2~ 3O N - STANDARD PENETRATION TEST RESISTANCE REMARKS: LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. R-10 Sta. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO. 94035316 Coppell, Texas DATE 10-15-03 SURFACE ELEVATION CLIENT: TranSystems Corporation FortWodh, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ATTERBERG Continuous Flight Auger LIMITS ~ ~ ~" GROUNDWATER INFORMATION: ~o ;~ ,,X, >LU ~ ~ No seepage observed D~y at completion L,J ~ ~ ~ LL PL PI ~ ~ ~ ~ ~ ~ ~ DESCRIPTION OF STRATUM P=4.0 Dark brown clay IP=4.5+ 6 IP=3'25 8 ~P=2.75 22 102 4.9 2.3 I P=4.5+ __ B.H. at 10.0' 12 14 16 20 22 24 26 28 30 N - STANDARD PENET~TION TEST RESISTANCE REMARKS: T - TXDOT CONE PENET~TION RESISTANCE ~ ' p - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY ~ RQD - ROCK QUALI~ DESIGNATION LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. R-11 Sta. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO. 94035316 DATE 10-15-03 Coppelk Texas SURFACE ELEVATION CLIENT: TranSystems Corporation For[Worth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ATTERBERG Continuous Flight Auger I I ~ LIMITS, ~/o) o ~ ~u GROUNDWATER INFORMATION: co z ~ ~ ~ ~ No seepage observed Dry at completion. ~ m z ~ ~ m m > I m m LL PL PI > o m - ~ o ~ DESCRIPTION OF STRATUM ~1p=4.5+ 17; 562432 Dark brown clay ~ P=4.5+ 4~ P=3.75 ~ ~=4.5+ - ~ Brown, light ~ray and tan clay ~0 ~ ~ .......... B.H, at ~0.0' 22 24 2~ 30 ~ TANCE N - STANDARD PENET~TION TEST RESlS REMARKS' T - TXDOT CONE PENET~TION RESISTANCE ~ ' P - POCKET PENETROMETER RESISTANCE R * PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. R-12 Sra. 0+00 to Sra. 67+00 and Box Culvert PROJECT NO. 94035316 Coppell, Texas DATE 10-15-03 SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): A~'ERBERG Continuous Flight Auger ~o ~: ~x >m ~ ~ No seepage observed Dryat completion. ~ ~~ O~ ~ ~o LL PL PI ~ o© ~ ~ <~ °o ~ DESCRIPTION OF STRATUM - 4" asphalt and 10" road base '~~I P=2~J Dark brown clay / Dark brown clay ~P=3.25 Light brown and light gray clay B.H. at 10.0' 22 2~ LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. R-13 Sra. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO. 94035316 DATE 10-15-03 Coppell, Texas SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ~ A~'MERBERG I Continuous Flight Auger  ~ LI ITS %1 ~ LU GROUNDWATER INFORMATION: co ~_ ~ ~' * ~ No seepage observed Dryatcompletion ~ ~Oo~, ¢ z = ~ =~ ~ o© ~ 8 ~ ~ ~ ~ z o~ ~ o~ DESCRIPTION OF STRATUM ~ ~ ~ 4" asphalt and 8" road base ~ ~ Dark brown clay 2~  P=I~ 25 100 2.3 6.0 4~ 6 ~1.75 P=1,75 --4.0 1~ 47 20 27 U~ht brown and tan clay lfl B.H. at ~0.0' 20 22 24 2~ N - STANDARD PENET~TION TEST RESISTANCE REMAR'KS: T - TXDOT CONE PENET~TION RESISTANCE p - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. R-14 Sta. 0+00 to Sta, 67+00 and Box Culvert PROJECT NO. 94035316 DATE 10-13-03 Coppell, Texas SURFACE ELEVATION CLIENT: TranSystems Corporation FortWorth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): continuous Flight Auger ~ ~ ~u GROUNDWATER INFORMATION: O~ ~ I- -~- Z~- ~ Z~ ~g Seepage observed at 150' Water at 16.0' at completiOnBoring caved-in at 16.0' LU m ~OzO ~ O p F- ~- ~ c~ ~_ LL Pt PI :~ ~o ~ ~-. ,,< co o~ DESCRIPTION OF STRATUM __ 4. 5 concrete and 19 road base __ P=3.0 Dark brown clay 4 ~P=1.75 22 105 4.2 11.9 ~ P=4.0 Light brown and tan clay  ]-an cla~ 12 -- -with calcareous nodules __ .~ Reddish tan clayey sand 1 4 -- - ~ Tan clayey sand , Light brown and tan sand 18 N=5 20 B.H. at 20.0' 22 30 N - STANDARD PENETRATION TEST RESISTANCE REMARKS; T - TXDOT CONE PENETRATION RESISTANCE H~ ' P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY a,~a,~ RQD - ROCK QUALITY DESIGNATION LOG OF BORING ~ROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. R-15 Sta. 0+00 to Sta. 67+00 and Box Culver[ PROJECT NO. 94035316 Coppel], Texas DATE 10-15-03 SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ' A~q'ERBERG Contfnuous Flight Auger ~ LIMITS %) ~ ~ .~ ~u GROUNDWATER INFORMATION: ~ ~ ,,X, ~u ~ ~ No seepage obsenced Dry at completion. ~ ° > o < ~ c~ ~O EL PL PI ~ ~ ~ ,2 ,< o© o_ DESCRIPTION OF STRATUM 4" asphalt, 12" road base and 2'-8" large gravel P=4.5+ 35 17 18 Dark brown clay -with tan sand (FILL) P=1.25 Light brown and tan silty sandy clay Light brown and tan sand P=3J:) Light brown and gray silty clay P=1.25 Light brown and tan silty sandy olay B.H. at 20.0' N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE ~..~ ' P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY ~ca,~ _o, RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S- 1 Sta. 0+00 to Sra. 67+00 and Box Culvert PROJECT NO. 94035316 Coppell, Texas DATE 10-13-03 SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Alq'ERBERG Continuous Flight Auger ~ ~ ~ GROUNDWATER INFORMATION: ,5 z 0: o- 5 5 - ~ o < .- o ~ LL PL PI ~ u°~ ~ o°-° DESCRIPTION OF STRATUM 2" asphalt and 12" road base 2 Dark brown clay 21 108 2.9 5.4 \ (FILL)/' __ ,~,,4 ~!P=1.75 Dark brown and tan clay (FILL) 4 ~ip=1,75 Dark brown and tan clay vu~.~ -with gravel and geotextile fabric (FILL) 6 ~.~iP=l.0 20 107 2.4 6.0 Dark brown and tan sandy clay ~t-~ -with gravel (FILL) B.H. at 8.0' 1( 12 14, 18 2O 22 24 26 28 3o N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE ~..~ ' P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY ~- RQD - ROCK QUALITY DESIGNATION LOG OF BORING ~ROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S- 2 Sta. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO. 94035316 DATE 10-13-03 Coppell, Texas SURFACE ELEVATION CLIENT: TranSystems Corporation Fo,tWodh, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger ~ LIMITS,'4) ~ ~m GROUNDWATER INFORMATION: ,,>, ~ ~ No seepage observed Dry at completion uJ ~ ~ O~ LL PL PI ~ Do g ~ ~ u ~ DESCRIPTION OF STRATUM c~ 2.5" asphalt and 8" road base 23 103 1.9 6.5 Dark brown and tan clay 2 -with gravel 19 45 2O 25 (FILL) 4 Dark brown and tan sandy clay i iP 10 --:-4~ =' -with gravel (FILL) 6 __ ~q~' P=1,25 8 -- ~l B,H. at 8.0' 1( 12 14-- 16-- 18-- 20-- 22 28-- 30 N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE p - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S- 3 Sra. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO. 94035316 DATE 10-13-03 Coppell, Texas SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger ATTERBERG ~ LIMITS %) ~ "~ GROUNDWATER INFORMATION: ¢ z > ~' ~ No seepage observed Dryat completion. o ~ ~ .o LL PL PI ~ o© ~ '~ .< o© 2 DESCRIPTION OF STRATUM 2" asDhalt and 6" road base vq Asphalt (FILL)_ ~t- P=2,5 Dark brown and tan clay -with gravel vq~- (FILL) B.H. at 8.0' 16 18 22 3~N STANDARD PENETRATION TEST RESISTANCE REMARKS: R - PERCENTAGE OF ROCK CORE RECOVERY LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S-4 Sta. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO. 94035316 DATE 10-13-03 Coppell, Texas SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ~l-FERBERG Continuous Flight Auger ~ ~ u~ GROUNDWATER INFORMATION: c~co c~ c~ LL PL Pi = o© ~ ~ .< ~ [ DESCRIPTION OF STRATUM ~ ..2" asphalt and 4" road base ~t'~P=2.25 Dark brown and tan clay 2 --~t~ -with asphalt v4~lP 45+ 21 48 19 29 ~ (FILL)/ --v4'~r~ = ' Dark brown and tan clay (FILL) 4 __ %t'~P=1.25 Dark brown and tan clay -with geotextile fabric 6 (FILL)  ilP=l.0 Dark brown and tan sandy clay (FILL) B.H. at 8.0' 1C 12 16 18 20 22 24 26 28 30 N - STANDARD PENET~TION TEST RESISTANCE REMARKS: T - TXDOT CONE PENET~TION RESISTANCE ~ ' P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY ~ RQD - ROCK QUALI~ DESIGNATION LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S- 5 Sra. 0+00 to Sra. 67+00 and Box Culvert PROJECT NO. 94035316 Coppell, Texas DATE 10-13-03 SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): A I I ~h[~ERG Continuous Flight Auger I ~ LIMITS %) ~ ~ u~ GROUNDWATER INFORMATION: LU ~ O < =. o ~ 8~© LL PL PI ~ ~3~: ~ oO~- DESCRIPT[ON OF STRATUM -- -- - 3" as~ohalt and 5" road base %~' Gravel and geotextile fabric 2 -- v ~- (FILL) ~4~' P=0.75 20 104 2.3 6.8 Dark brown clay gravel 4 %~' (FILL) %~ P=2.0 21 56 24 32 im P t o Dark brow~ and tan clay -with gravel and geotextile fabric 8 (FILL) __ B.H. at 8.0' ~0 ~2 ~4 2~ 2~ N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION LOG OF BORING ~ROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S-6 Sta. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO. 94035316 CoppelL Texas DATE 10-13-03 SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Wot[h, Texas PAGE 1 of FIELD DATA I LABORATORY DATA DRILLING METHOD(S): Alq'ERBERG Continuous Flight Auger ~ LIMITS %) ~ ~ GROUNDWATER INFORMATION: ~' z~ ~ ~ ~ NO seepage observed. Dry at completion ~ ~ LL PL PI ~ °o ~ ~' ~< ~o .o DESCRIPTION OF STRATUM -- -- ~ road base T~ ~ ~ ~ -- Dark brown and tatar- (FILL) 2-- 4 __ ~,~"~P=I.0 Dark brown and tan olay -with geotextile fabric and gravel (FILL) 6 ~/ t'~p=1.75 21 101 2.5 4.0 Dark brown and tan clay -4~.~ -with gravel (FILL) 8 ~~i P=1.25 10 ~l B.H. at 10.0' 12 14 20 22 24 26 28 3O N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T- TXDOT CONE PENETRATION RESISTANCE p - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION LOG OF BORING 3ROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S- 7 Sra. 0+00 to Sta. 67+00 and Box Culve~ PROJECT NO. 94035316 DATE 10-13-03 Coppell, Texas SURFACE ELEVATION CLIENT: TranSystems Corporation Fo~Wo~h, Texas PAGE 1 of FIELD DATA I LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger  ! o~ A'FFERBERG ~ LIMITS %) ~ ¢ ~u GROUNDWATER INFORMATION: ~ o < ~ ~ ~ EL PL PI ~ ~ ~ ~ ~ 8 ~ DESCRIPTION OF STRATUM 2" asphalt and 8" road base 21 ~ 5~ 2~ 3~ ~ Dark brown and tan clay (FILL) P:.2 D~r~ brown ~nd tan 6 __~Fip=l~ .25 Dark brown and tan day -with gravel ~ (FILL) ~ P=I.0 23 105 1.9 7,6 ~2 20 22 2a 2~ - STANDARD PENET~TION TEST RESISTANCE REMARKS: T - ~DOT CONE PENET~TION RESISTANCE p - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALI~ DESIGNATION LOG OF BORING ~ROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S- 8 Sta. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO. 94035316 Coppell, Texas DATE 10-10-03 SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger ~ ~ u~ GROUNDWATER INFORMATION: ~ ~ ~ ,~ ~ ~ NO seepage observed. Dryat completion. h - ~ m z ~ m ~ ~ ~ ~ LL PL PI = ~ g ~ ~ S m DESCRIPTION OF STRATUM Dark brown and tan clay 2 %?~=2.0P=2.0 -with gravel v? 33 52 21 31 (FILL) 8 ~8 20 24 2~ 28 30~ N - STANDARD PENET~TION TEST RESISTANCE REMARKS: T - TXDOT CONE PENET~TION RESISTANCE ~ ' P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY ~ RQD - ROCK QUALI~ DESIGNATION LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S- 9 Sta. 0+00 to Sta. 67+00 and Box Culver~ PROJECT NO. 94035316 DATE 10-10-03 Coppell, Texas SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger 0 ~- g "- ~- ,,z, ATTERBERG ~ ~ "~ GROUNDWATER INFORMATION: m ;~ ~3 ~' ~ o~ NO seepage obse~ed Dry at completion -~ ~O ~ ~:~::~ o~ ~2 LL PL PI ~ ~g~ ~ ~halt~ Dark brown andDESCRIPTION OF STRATUMtan clay 2 ~ -with gravel (FILL) 4 ~'P=3.0 23 56 22 34 Darkbrownandtanclay --~ -with geote~ile fabric (FILL) 6 ~~~ = .75~ 26 95 1.4 3.7 Dark brown and tan clay -with gravel (FILL) 8 ......... B.H. at 9.0' 10 12 18 2o 22 24 26 28 ~ - SIA~DARD ~E~T~TIO~ IfiST R~SISIA~CE RfiMARKS: T - TXDOT CONE PENET~TION RESISTANCE p - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S-10 Sta. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO. 94035316 DATE 10-10-03 Coppell, Texas SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger A LIMITS '%) ~ x ~.~ - i~ GROUNDWATER INFORMATION: ~ ~ ~ ~ - ~ ~ O ~ ~ ~ LL PL PI ~ 9 ~ ~ ~ S ~ DESCRIPTION OF STRATUM k3.5" asphalt / 2 ~ ~ ~lP 1 25 18 113 3.2 4.5 Dark brown and tan clay (FILL) <~l~.TS Dark brown and tan day -with plastic [raiments S ~l (~) q~ P=0.75 ¢~ U~ht brown and tan clay 8 __ -- % ~ -with gravel (FILL)~ B.H. at 8.0' iO 12 14 16 2( 22 24 26 28 I N - STANDARD PENET~TION TEST RESISTANCE REMARKS: T - TXDOT CONE PENET~TION RESISTANCE ~ ' p - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALI~ DESIGNATION LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S-11 Sta. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO. 94035316 DATE 10-10-03 Coppell, Texas SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger A~q'ERBERG ~ LIMITS ¢%) ~ ~ ~ ~u GROUNDWATER INFORMATION: ~. - o ~ o ~. ,< o ~ DESCRIPTION OF STRATUM __ ~t and 3" road base ,~ ~t- P=2.0 20 52 21 31 Dark brown andtan clay (FILL) __ ~ Dark brown and tan silty clay ---- -- ~ -with gravel(FILL)/ 10 -- B.H. at 9.0' 22-- 2( N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE ~-~ ' LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S-12 Sra. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO. 94035316 Coppell, Texas DATE 10-10-03 SURFACE ELEVATION CLIENT: TranSystems Corporation FortWorth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger · °~- z c:~m~om ~ ATrERBERG ~ LIMITS %) ¢ ¢ LU GROUNDWATER INFORMATION: ~- ~3 > ~ ~ No seepage observed. Dry at completion LU c~ ~ ~o ! LL PL PI .~ ~o ~ ~'.~ ,,< o© ~ DESCRIPTION OF STRATUM ~ ~alt and 3" road base ~' ~ 11~ -- -- -- 3.3 4.6 Dark brown and tan clay -with gravel (FILL) B.H. at 9.0' 24 26 28 N - STANDARD PENETRATION TEST RESISTANCE REMARKS: LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S-13 Sta. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO. 94035316 Coppell, Texas DATE 10-10-03 SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Alq'ERBERG Continuous Flight Auger  ~ ~ LIMITS (%) ~ ~ ~u GROUNDWATER INFORMATION: > ~ ~ No seepage observed Dwatcompletion - _ m N ~ m D m ~ z~ ~ ~ ~ % ~ ~ ~ ~ LL PL ~ PI ~ ~G~ ~ ~ 82 ~ DESCRIPTION OF STRATUM .2" asphalt and 4" road base P=2.0 Dark brown and tan clay 2 ~I -with gravel and asphalt P=4.5+ 17 58 20 38 (FILL) ~IP=1.75 25 101 3.3 5.9 4 B.H. at 8.0' ~0 ~2 ~8 20 24 2~ 28 30 N - STANDARD PENET~TION TEST RESISTANCE REMARKS: T - TXDOT CONE PENET~TION RESISTANCE P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S-14 Sra. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO. 94035316 DATE 10-10-03 Coppell, Texas SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth, Texas PAGE 1 of 1 FIELD DATA LABQRATORY DATA DRILLING METHOD(S): ATTERBERG Continuous Flight Auger ~ ~ ~" GROUNDWATER INFORMATION: co Z~ X~ >LU ~ ~ NO seepage observed Dry at completion, a ~ ~_ ~: ~ o a. gL PL PI ~ oo ~ ~ ~< ~o ~o DESCRIPTION OF STRATUM .2" asphalt and 4" road base -with gravel (FILL) ~ P=I.0 28 98 2.3 12.2 8 ilP=1'25 ~$P=2.25 25 51i22 29 Dark brown and tan silty clay (FILL) 10 B.H. at 10.0' 12 20-- 24-- 26-- 28-- 30 TANCE N STANDARD PENETRATION TEST RESIS REMARKS: T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S-15 Sra. 0+00 to Sta. 67+00 and Box CuNert PROJECT NO. 94035316 - ,-,- --C°rmell, Texas DATE 10-10-03 SURFACE ELEVATION CLIENT; TranSystems Corporation Fort Worth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ATTERBERG Continuous Right Auger ¢ o~ ~u GROUNDWATER INFORMATION: O~ ~- ~- z~ ~> ~ ~ NO seepage observed D~/at completion ~- - ~ z ~- ~u o < ~ ~ ~o LL PL PI ~ o© g ~ ,,< ~ ~ DESCRIPTION OF STRATUM __ x4" asphalt / P 1 5 18 106 1.9 6.7 = · Dark brown and tan clay 2 -with gravel ~ P=2.0 (FILL) -with plastic fragments ~=~.75  Dark Brown silty clay ~=2,25 ~c ]4 B.H. at 10.0' ~4i 16 18 20 22 24 26 28 30 N - STANDARD PENET~TION TEST RESISTANCE REMARKS: T - TXDOT CONE PENET~TION RESISTANCE P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALI~ DESIGNATION LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S-16 Sta. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO. 94035316 Coppell, Texas DATE 10-10-03 SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth, Texas PAGE 1 of 1 FIELD DATA I LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger ~ LIMITS '%) A ~ ~~ ~u GROUNDWATER INFORMATION: - = - ~ ~ E ~ ~ ~ ~ LL PL PI ~ ~ ~ ~ ~ ~ 2 DESCRIPTION OF STRATUM .3" asphalt and 3" road base w,.p=2.75 22 56 22 34 Dark brown and tan clay 2~P 125 (FELL) = . 23 100 2.3 7.0 [ ~ ~:~.25 ~ P=I.0  ~ 25 Dark brown and tan clay -with ~ravel and asphalt B.H. at ~ 0.0' ~2 ~4 20 22 24 2~ 28 30 N - STANDARD PENET~TION TEST RESISTANCE REMARKS: T - ~DOT CONE PENET~TION RESISTANCE P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION LOG Of BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S-17 Sta. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO, 94035316 Coppell, Texas DATE 10-10-03 SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth, Texas PAGE 1 of 1, FIELD DATA LABORATORY DATA DRILLING METHOD(S): A~'ERBERG Continuous Flight Auger ~ ~ m GROUNDWATER INFORMATION: co z~ La ~U ~ ~ NO seepage observed Dry at completion. - -~ ~ z ~ ~ ~_ c~La~- ~<:~ 5-¢:~_~=-z~'¢"° ~ ~o LL PL PI ~ o°~ ,,< o°~°~ DESCRIPTION OF STRATUM ~ .3" asphalt and 3" road base ~r'I Gravel 2 -- ,~, ~ -with asphalt % P=0.75 \ (FILL)~ Dark brown and tan clay 4 ~4~_~I~ -with plastic fragments \ (FILL)£ Dark brown and tan clay 6%'I%~4~Ip=1'75 19 109 3.7 5.5 -with gravel (FILL) to __ B.H. at ~0,0' N - STANDARD PENETRATION TEST RESISTANC REMARKS: LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S-18 Sta. 0+00 to Sra. 67+00 and Box Culvert PROJECT NO. 94035316 Coppell, Texas DATE 10-10-03 SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ~ i ~ A~I'ERBERG Continuous Flight Auger ~ ~: GROUNDWATER INFORMATION: >L~ ~ i~ No seepage observed. Dp/at completion ~ ~ 6: ~ ~ ~ ~ ~o gL PL; PI [ o© ~ ~ ,5 u© ~ DESCRIPTION OF STRATUM ~2" asphalt and 3" road base ilP=1.5 22 103 2.5 4.6 Dark brown and tan olay -with gravel 2 ,~ P=3.0 20 57 26 31 (FILL) ~q ~=2.25 fi ~q P=~.75 P~.75 B.H. at 9.0' 2a 3r N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION LOG Of BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S-19 Sta. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO. 94035316 Coppell, Texas DATE 10-10-03 CLIENT: TranSystems Corporation SURFACE ELEVATION Fort Worth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ATTERBERG; Continuous Fright Auger ~ LIMITS %) ~_ x ~ GROUNDWATER INFORMATION: o ,,¢ - _ ~ g ~ < _ ~ o~ ~ ~ 5 < - LU~- ,~ Z ~ ~: ~ ~ ~ O~ LL PL PI _= u3g ~ ,< oo o~ DESCRIPTION OF STRATUM __ -- ~t and 3" road base ~4~' I~ 22 --106 2.5 6.6 Dark brown and tan clay 2 -- ~- (FILL) __ ~ ~=1.5 Dark brown and tan clay -with gravel 8 -- (FILL) __ B.H, at 9.0' 10 12 26 N - STANDARD PENETRATION TEST RESISTANCE REMARKS: LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S-20 Sra. 0+00 to Sra. 67+00 and Box Culvert PROJECT NO. 94035316 Coppell, Texas DATE 10-10-03 SURFACE ELEVATION CLIENT: TranSystems Corporation FortWorth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): t i! ATTERBERG Continuous Flight Auger ~ LIMITS ~ %) ~ ~ ~u GROUNDWATER INFORMATION: c~ o~ ~ NO seepage o0served Dry at completion a r- uJ o <~ ~ ~ ~o LL PL PI ~ ~o ~ ~. ~< ~o ~_ DESCRIPTION OF STRATUM ,,4" asphalt v4~p=2.5~"~ 21 58 22 36 Dark brown and tan clay ~4t' (FILL) ,~v- P=1.75 20 107 3.1 5.9  il = . Dark brown and tan clay P 175 -with gravel (FILL) Vq P=1.5 B.H. at 9.0' 1¢ 20 22 24 25 30: N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T- TXDOT CONE PENETRATION RESISTANCE U~ P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S-21 Sta. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO. 94035316 Coppell, Texas DATE 10-9-03 SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ~~: ~ ATTERBERG Continuous Flight Auger ~ LIMITS %) ~ ~ ~~ GROUNDWATER INFORMATION: ~3 2~ ~x u J> ~ ~ No seepage observed DP/at completion. ~ - ~ ~z~-~_§ ~ >.: z - o < .T: · ~ ~ ~o LL PL PI ~ ~ ~ '~ ,,< oo ~O DESCRIPTION OF STRATUM ~ ~ 4%~3 h a It / ~.~ ~P=3.25 Dark brown and tan clay ~/~'--~4;~! P:1.5 21107 3.6 6.3 (FILL) 2 Dark brown and tan sandy clay 6 -- ~! -with gravel (FILL) B.H. at 10.0' 20-- N - STANDARD PENETRATION TEST RESISTANCE REMARKS: LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S-22 Sra. 0+00 to Sra. 67+00 and Box Culvert PROJECT NO. 94035316 Coppell, Texas DATE 10-9-03 SURFACE ELEVATION CLIENT: TranSystems Corporation FortWodh, Texas PAGE 1 of 1 FIELD DATA I LABORATORY DATA DRILLING METHOD(S): i A i A~-ERBERi Continuous Flight Auger ~ LIMITS~%) ~ ~ GROUNDWATER INFORMATION: ~_ I-,- z~ ">'- ~ o3~ No seepage observed Dry at completion. ~ ~ zmm m z - z ~ ~ ~ ~ LL~PL PI ~ ~ ~ ~ 8 ~ DESCR[PTION OF STRATUM ~4" Asphalt :~ =' Dark brown and tan sandy clay 2~ (FILL) ~ ~l~:~! .25 Dark ~rown an0 tan clay -with ~ra~ol B.H. at ~ 0.0~ 2~ 2~ 3r N - STANDARD PENET~TION TEST RESISTANCE REMARKS: T - TXDOT CONE PENET~TION RESISTANCE P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY ROD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S-23 Sta. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO. 94035316 Coppell, Texas DATE 10-9-03 CLIENT: TranSystems Corporation SURFACE ELEVATION Fort Worth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger ATTERBERG ~ LIMITS r%) ~ ¢ ~ u~ GROUNDWATER INFORMATION: >. ~ ~ No seepage observed Dryatcomp~etion. GLU ~ ~ -~ ~- ~- ~3 ~ C~ ~. LL PL PI ~ o© ~ ~ ,,< o© ~ ~- DESCRIPTION OF STRATUM -- ~t~P=l.5 Dark brown and tan clay 2~! -with gravel vq P=2.25 (FILL) __ ~t-f~P:l.5 Light brown and grayish tan clay (FILL)/ 10 -- B.H. at 9.0' 16 2(; 26 N - STANDARD PENETRATION TEST RESISTANCE REMARKS: LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S-24 Sta. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO. 94035316 Coppell, Texas DATE 10-9-03 SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): i AYFERBERG Continuous Flight Auger ~ LIMITS i%) ~ ~ "J GROUNDWATER INFORMATION: ~ ~ ~ ~- --~ ~> Z~ ~ NO seepage observed Dry at completion _ < ~_~ ~ o < . = .... ~ LL PL Pi ~ o© ~ ~- ,,< °o ~- DESCRIPTION OF STRATUM __ ' 4~halt P=1,25 20 106 2.7 4.8 Dark brown and tan clay 2 ?I (FILL) -- ~IP=2'25~I Dark brown and tan olay -with gravel (FILL) ~ P=2.25 23 58 22 36 B.H. at 8.0' 1¢ 2£ 2~ N - STANDARD PENETRATION TEST RESISTANCE REMARKS: LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S-25 Sta. 0+00 to Sra. 67+00 and Box Culvert PROJECT NO. 94035316 DATE 10-9-03 Coppell, Texas SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger A3q-ERBERG ~ LIMITS (%) ~ [ ~ uJ GROUNDWATER INFORMATION: ~ ~- ~ ~ ~' ~ No seepage observed, DP/at completion. uJ ~ ~< ~;:a~:~ ~ ~ ~. LL PL PI :~ o~ ~ ~< ~°~© ~ DE$CRIPTION OF STRATUM ~ ~,4" asphalt / ,vqTM P=2.5 Dark brown and tan clay (FILL) ~ L~P=2.5 Dark brown and tan clay 4 ~!! -with asphalt and gravel (FILL) %FiP=I'i .25 Dark brown and tan clay ~'t -with gravel (FILL) 6 P=1.75 19 108 3.4 11.1 __ B,H. at 8.0' 10 12 14 16 18 2O 22 24 26 28 3C N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S-26 Sta. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO. 94035316 Coppell, Texas DATE 10-9-03 SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger A~'ERBERG ¢ ~ u~ GROUNDWATER INFORMATION: O < . ~ ~ ~ ~O LL PL PI ~ ~ g ~: ~< oo o~ DESCRIPTION OF STRATUM __ ~lt and 3" road base ~" P=2.75 19 55 24 31 Dark brown and tan clay 2 (FILL) !! P 2 5 Light brown and tan clay -with gravel (FILL) __ B.H. at 9.0' ~0 ~2 2~ 28 3¢ N - STANDARD PENETRATION TEST RESISTANCE REMARKS: LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO, S-27 Sra. 0+00 to Sta, 67+00 and Box Culver[ PROJECT NO. 94035316 DATE 10-9-03 Coppell, Texas SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger ~ ! ATTERBERG ~ LIMITS i%} ~ ~ ~ GROUNDWATER INFORMATION: LU > NO seepage observed, Dry at completion ~ ~ ~< ~ ._z % ~. o ~ ~O LL PL PI ~ o© ~ ~ ,< o© "- DESCRIPTION OF STRATUM -- __ 2~.~ghalt and 4" road base .~ Dark brown and tan clay 2 ~v- -with gravel (FELL) 4 __ B.H. at 8.0' 10 12 14 16 18 2O 22 24 26 28 N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE P * POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S-28 Sra. 0+00 to Sra. 67+00 and Box Culvert PROJECT NO. 94035316 Coppell, Texas DATE 10-9-03 SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ATTERBERG I Continuous Flight Auger ~ ~ u~ GROUNDWATER INFORMATION: ~ ~ LU~ ~ ~ NO seepage observed. D~y at completion o < .... ~ ~ ~o ll PL Pi ~ ~ ~ ~ °o ~ DESCRIPTION OF STRATUM ~-- -- ~t and 3.5" road base /- ~q~' P=2.5 Dark brown and tan "~4t' Dark brown and tan sandy clay 4 6 -- ~4~4 :! -with gravel (FILL) B.H. at 9.0' 18 2£ 22i 241 28 N - STANDARD PENETRATION TEST RESISTANCE REMARKS: LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S-29 Sta. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO. 94035316 Coppell, Texas DATE 10-14-03 SURFACE ELEVATION CLIENT: TranSystems Corporation FortWorth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger ATTERBERG ~ LIMITS %) ~ ~ ~u GROUNDWATER INFORMATION: ~ ~ ~ NO seepage observed Dry at completion, o_ ~ ~ z o ~ ~ ~ o ~ DESCRIPTION OF STRATUM -- I 3" asphalt and 6" road base  P=1.25 19 106 2.3 6,1 Dark brown and tan clay 2 ~ -with gravel ~ P=1.5 18 57 25 32 (FILL) 4 ~ P=1.75 6 ~ P=2.0 8 ~ B.H. at 8.0' 10 12 14 16 18 20 22 24 26 28 30 N - STANDARD PENET~TION TEST RESISTANCE REMARKS: T - TXDOT CONE PENET~TION RESISTANCE P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY ~.~ RQD - ROCK QUALI~ DESIGNATION LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S-30 Sra. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO. 94035316 Copperl, Texas DATE 10-14-03 CLIENT: TranSystems Corporation SURFACE ELEVATION FortWorth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ~° -_~ = o :~ o~"' ,,z, ~LU~ ATTERBERGLJMiTS_o %)~ ~ LU Continuous Flight Auger ~. ~ GROUNDWATER INFORMATION: ~ > ~ ~ No seepage observed. Dry at completion ~ ~,l~l°~=~:~' ~ ~ ~: 3 ~:~= ~ z~-~-~ :~ ~2 LL PL PI ~ ~ ~ ~ DESGRIPTIONOFaTRATUM ~ 3" asphalt and 6" road ba~e P=1.6 D~rk brown olay 2 (FILL) Q~P=I.5 21 105 3.2 5.5 P=2.25 Dark brown and tan clay -with geotextile fabric (FILL) ~ P=1.75 Light brown and gray shaley clay (FILL)~ B.H. at 7.0' 16 12 14 16 ~8 20 22 24 26 28 30 N - STANDARD PENET~TION TEST RESISTANCE REMARKS: T - TXDOT CONE PENET~TION RESISTANCE ~ P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY ~ RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S-31 Sta. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO. 94035316 Coppell, Texas DATE 10-15-03 CLIENT: TranSystems Corporation SURFACE ELEVATION Fort Worth, Texas PAGE 1 of '1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ~ ~ uu GROUNDWATER INFORMATION: ~ ~ ~ NO seepage observed Dry at completion ~ 5 ~ ~8 ~ ~ ~ LL PL PI ~ ~ ~ ~ 8~ a ~ ~ ~ ~ ~ ~ ~ DESCRIPTION OF STRATUM II 3" asphalt and 6" road base : 2~ ~02 2.~ 8.3 k[~ht brown and tan clay -with ~rauol ki~ht grown anO tan clay ~ B.H. at 7.0' ~8 22 N - STANDARD PENET~TION TEST RESISTANCE REMARKS: LOG OF BORING PROJECT: BETHEL ROAD IMPROVEMENTS BORING NO. S-32 Sta. 0+00 to Sta. 67+00 and Box Culvert PROJECT NO. 94035316 Coppell, Texas DATE 10-15-03 SURFACE ELEVATION CLIENT: TranSystems Corporation Fort Worth, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ATTERBERG Continuous Flight Auger ~ LIMITS %) "~ "~ ~J GROUNDWATER INFORMATION: ~ Z ~ > ~ ~ No seepage observed. Dq/at completion z ~- - _ o ~o~ _ o ~ 5 ~ ~ ~ ~ ~ 8 ~ ~ 2 EL PL PI ~ ~ ~ ~ ~ ~ ~ DESCRIPTION OF STRATUM lO 3" asphalt and 7" road base % ~ P=4.5+ Dark brown sandy clay ~q' ~ P=4 5+ -with gravel 2 ~ 12 34 17 17 (FILL) 4 8 ~ B.H. at 8.0' 10 ~2 14 ~8 20 22 24 25 28 30 N - STANDARD PENET~TION TEST RESISTANCE REMARKS: T - ~DOT CONE PENET~TION RESISTANCE P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION