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ST8505-SY 860624SUPPLEMENTARY GEOTECHNICAL INVESTIGATION BELT LINE ROAD NORTH OF 1-635 TO DENTON TAPP ROAD COPPELL, TEXAS REPORT NO. 85-520-1E TO GINN, INC. DALLAS, TEXAS BY TERRA-MAR, INC. DALLAS / HOUSTON January 1985 - MEMO LETTER [Pleareply ~ reply ~y SIGNED 028000 DEC 11987 Consulting Engine_ers · Geotechnical · Environmental ,~lng June 9.4, 1986 Project No. 85-520-1E Ginn, Inc. Consulting Engineers 16135 Preston Road, Suite 106 Dallas, Texas 75248 ATTN: Mr. Kevin Peiffer BELTLINE ROAD NORTH OF 1-635 TO DENTON TAPP ROAD COPPELL, TEXAS Gentlemen: In response to our telephone conversation on June 23, 1985, regarding clarification to Item 5, page 7 of the site preparation section, Report No. 85-520-1E, dated January 23, 1985, we are enclosing the following paragraph which should replace it. Item 5 should read as follows: 5. In cut areas, the soil should be excavated'approximately six inches below the top of the proposed stabilized subbase and the surface proofrolled. After proofrolling operations, the surface should be scarified to a minimum depth of six inches and stablized with cement using 6% by dry weight. This letter should be a supplement to our Report No.85-520-1E, dated January 23, 1985. We appreciate the opportunity to have been of service to you. Please call us if there are any questions. Very truly yours, TERRA-MAR, INC. Andrew P. Pietrzak, P.E. Pro3 ect Engineer Berry R. Grubbs, P.E. Principal Engineer BRG\dak ZOS5 SIR)er Rd,, Suite IOOB, Houston, Texas 77055 Phone: 713-956-2130 : 11127 Shady Trail, Suite 106, Dallas. Texas 75229 Phone 214-484~4731 The rip-rap should meet the following size requirements: ROCK SIZE ROCK FRAGMENTS OF VARIOUS WEIGHT (Pounds) Maximum Size 560 Medium Size 140 Minimum Size 17 The rock fill may be a quarry pit run rock having a median size of about 12 inches and should also meet the above specified strength requirements. The top 12 inches of the rock fill below the geotextile membrane should consist of a bedding zone that meets the following gradation requirements: SIEVE SIZE PERCENT PASSING BY WEIGHT 6" 100 3" 65 - 100 1- 1/2" 40 - 60 3/4" 25 - 45 No. 4 0 - 15 No. 40 0 - 5 This letter should be a supplement to our Report No. 85-520- 1E, dated January 23, 1985. We appreciate the oportunit¥ to have been of service to you. Please call us if there are any questions. Very truly yours, TERRA-MAR, INC. Andrew P. Pietrzak, P.E. Project Engineer Borr¥ R. ~rubBs, ~.~. Principal ~ngineer BRG/dak 2 Ginn, Inc. Consulting Engineers 16135 Preston Road, Suite 106 Dallas, Texas 75248 June 30, 1986 Project No. 85-520-1E Letter Reissued July 3, 1986 ATTN: Mr. Kevin Peiffer ROCK FILL & RIP RAP REQUIREMENTS BELT LINE ROAD NORTH OF 1-635 TO DENTON TAPP ROAD COPPELL, TEXAS Gentlemen: This letter is to confirm our telephone conversation with Mr. Kevin Peiffer concerning the requirements for rock fill and rip rap at the above referenced pro3ect. As discussed, the rock riP rap and fill should be hard, durable, able to withstand disintegration due to weathering and also to resist excessive breakdown due to quarrying, loading, hauling and placing. The rock should also be free from unstable materials that would weather mechanically or chemically, causing the rock to disintegrate. The rock rip rap should also be free from cracks, seams and other defects that would tend to increase unduly their desintegration by water and frost action. Both the rock rip rap and rock fill should meet the following strength requirement. TEST Specific Gravity REQUIREMENT Greater than 2.6 Soundness (Magnesium Sulfate Method) ASTM C-88 Less than 20% loss of weight after 5 cycles. Abrasion (using Los Angeles machine grading Al) ASTM C-535 Less than 50% loss of weight after 500 revol- utions. The gradation of the rock rip rap should establish that it is reasonably well graded, varying from 2 inches to 18 inches and within the following limits: 2055 SIIber Rd., Suite 100B, Houston, Texas 77055 Phone: 713-956-2150 11127 Shady 3Yall, Suite 106. Dallas, Texas 75229 Phone: 214-484-4731 ----- Consulting Engineers- Geotechnlcal · Environmental, Construction Materials Testing · Ginn, Inc. Consulting Engineers 16135 Preston Road, Suite 106 Dallas, Texas 75248 Attention: Mr. Kevin Peiffer January 23, 1985 Report No. 85-520-1E SUPPLEMENTARY GEOTECHNICAL INVESTIGATION BELT LINE ROAD NORTH OF 1-635 TO DENTON TAPP ROAD COPPELL, TEXAS Gentlemen: Submitted here is our supplementary report for the above referenced project. This report presents results of field and laboratory investigations together with recommendations concerning the design and construction of the rigid pavement and culvert crossings. This investigation was authorized by Mr. Kevin Peiffer. A previous study of soil conditions along this roadway section was made and the results presented in our Report No. 85-520E submitted July, 1985. This information was used together with additional data developed herein as a basis for our recommendations. We appreciate the opportunity to assist on this project and trust that our design recommendations will lead to economical construction. Please call us when we can be of further assistance. Very truly yours, TERRA-MAR, INC. Andrew P. Pietrzak, P.E. Project Engineer Principal Engineer APP/BRG/ee Copies submitted: (5) 2055 SJlber Rd. Suite IOOB, Houston, Texas 77055 Phone: 713-956-2130 11127 Shady 1Yall, Suite 106, Dallas, Texas 75229 Phone: 214-484-4731 TABLE OF CONTENTS Page INTRODUCTION ....... ~ ............................. 1 FIELD INVESTIGATION Undisturbed Sample Borings ..................... 1 Disturbed Sample Borings ....................... 2 Soundings ...................................... 2 LABORATORY INVESTIGATION Classification Tests ........................... 2 Strength Tests ................................. 3 Optimum Lime and Cement Tests .................. 3 Compaction and CBR Tests ....................... 3 GENERAL SITE AND SUBSURFACE CONDITIONS Subsurface Conditions .......................... Groundwater .................................... ANALYSES OF RESULTS AND RECOMMENDATIONS Stabilization Additives ........................ 4 Pavement Design ................................ 5 Pavement Section ............................... 5 Site Preparation ............................... 6 Box Culverts ................................... 7 Sounding and Probing Observations .............. 9 Slope Protection ............................... 9 CONSTRUCTION CONSIDERATIONS ...................... 10 ILLUSTRATIONS Plate Logs of Borings .................................. 1 - 6 Key to Log Terms and Symbols ...................... 7 Sounding Cross Sections .......................... 8, 9 Summary of Laboratory Tests Results .............. 10 Lime vs. Cement for Stabilization ................ 11 Optimum Moisture-Density Tests Results ........... 12, 13 CBR Test Results ................... J ............. 14 Typical Pavement Section ......................... 15 Typical Slope Protection & Rock Fill Section ..... 16 Typical Underground Utility Sections ............. 17 APPENDIX A - Previous Boring Data APPENDIX B - field and Laboratory Tests APPENDIX C - Cement Treatment of Clay Soils INTRODUCTION The proposed roadway improvements will be approximately 9,000 linear feet along the existing Belt Line Road between 1-635 and Denton Tap Road. The roadway will be widened from two lanes having an overall width of approximately 24 feet to six lanes having a 92 foot wide curb-to-curb road with a 24 foot wide median section. The new roadway will be resurfaced with rigid concrete pavement. The center of the existing asphalt road lies along the center line of the median for the proposed roadway alignment. A bike and walk path is proposed along North Lake between the roadway and shoreline resulting in minimal clearance of about 15 feet between the roadway and the lake. Several large box culverts will be located under the road in the vicinity of the stretch along the lake in order to provide drainage from the property to the West. The objectives of this investigation were to: (a) Evaluate the stratigraphy, construction conditions and determine the required subgrade stabilization for an economical pavement section. (b) Evaluate soil and groundwater conditions at the box culvert crossings. (c) Assess material types and placement slope ratios for fill areas encroaching on North Lake. These purposes were accomplished by (1) drilling six undisturbed, sample borings in the vicinity of the box culverts, (2) utilizing previous boring data, (3) laboratory testing, (4) soundings to determine bottom depths and conditions along North Lake, and (5) engineering analyses to develop recommendations for subgrade stabilization and design of pavement. This report briefly describes the field and laboratory investigation followed by design and construction recommendations. FIELD INVESTIGATION Undisturbed Sample Borings Soil conditions in the vicinity of the box culverts were evaluated by six undisturbed sample borings and boring data from our previous investigation in the area. The recent borings were drilled to a depth of ten feet. Boring locations are shown on the upper right corner bf the boring logs as a station and offset from the centerline of the roadway. Approximate surface elevation taken from cross-sections provided by Ginn, Inc., sample depth, description and classification (based on the Unified Classification System) are shown on the Logs of Borings, Plates 1 through 6. A key Report No. 85-520-1E I to the descriptive terms and symbols used on the logs is presented on Plate 7. Boring logs and a Plan of Borings for previously drilled borings used in this study are included in Appendix A. Soil formations were sampled using a thin-walled Shelby tube sampler. Standard field drilling and sampling procedures are described in Appendix B. Measurements to determine the presence and levels of groundwater, were made in the borings at the completion of drilling and several days later. These observations are indicated on the boring logs. Disturbed Bulk Sampling In addition to the undisturbed sample borings, disturbed samples of the natural subgrade soils along Belt Line Road were secured at several locations, along with samples from a stock pile West of Moore Road on the North side of Belt Line Road. These composite bulk samples were obtained to determine their suitability as fill materials beneath the roadway, the type of stabilization most suitable for these soils and for performance of compaction and California Bearing Ratio (CBR) tests in the laboratory. Soundings Soundings for water depth and probing to determine the extent of soft soils at the bottom of the lake were performed at five locations along the lake side of Belt Line Road. These observations are shown graphically on Plates 8 and 9 utilizing existing on-shore cross-sections provided by Ginn, Inc. The observations were plotted by taking the starting point at the edge of the water and measuring this point from the existing pavement edge. The elevation of the lake level on November 27, 1985, the date of the soundings, was E1 507.6. This information was provided by Mr. Robert Dickson, Operations Supervisor of the North Lake Steam Electric Station. LABORATORY INVESTIGATION The laboratory testing program was directed primarily toward evaluation of the physical and engineering characteristics of the subgrade soils as described below. Classification Tests As an aid to visual soil classifications, physical properties of the soil were evaluated by classification tests. These tests consisted of liquid and plastic limits on the natural subgrade soils and soils secured from the stock pile. The test results are presented on a Summary of Laboratory Test Results, Plate 10. Report No. 85-520-1E 2 Strength Tests Shear strengths of the foundation soils were defined by testing representative samples of the founding strata. Specifically, strengths determined by hand penetrometer tests were verified by laboratory unconfined compression tests and Torvane tests. Strength results are tabulated at the corresponding sample depths on the logs. The natural moisture content and unit dry weight, determined as part of the unconfined compression test, are also shown on the boring logs. Optimum Lime and Cement Test A series of liquid and plastic limit tests were conducted on the natural subgrade soils in order to determine optimum lime or cement additive contents for the purpose of soil stabilization. In these tests, soil plasticity index (PI) was evaluated as a function of the percentage of lime or cement additive, expressed as a percent of dry soil weight. These test results are graphically shown on Plate 11. The results indicate that an optimum lime or cement content of 6% by dry weight is required to stabilize the soils. Compaction and CBR Tests Compaction and CBR tests were also performed on representative samples of the natural subgrade soils treated with 6% lime and 6% cement to define the optimum density-moisture content relationship and to compare strength characteristics of the subgrade soils using lime versus cement as a stabilizing additive. Compaction tests were performed by the Standard Compaction Test (ASTM D-698) procedure. CBR tests were performed in accordance with ASTM D-1883. The stabilized subgrade soils were also evaluated for compressive strength by performing compression tests on the molded samples. The results of these tests are presented on the Summary of Laboratory Tests Results, Plate 10 while the compaction and CBR tests are presented graphically on Plates 12 through 14, inclusive. GENERAL SITE AND SUBSURFACE CONDITIONS Subsurface Conditions The proposed roadway expansion is underlain by the Eagle Ford Shale Formation as indicated on the Dallas Sheet of the Geological Atlas of Texas. Based on the field and laboratory Report No. 85-520-1E 3 data, subsurface conditions are relatively uniform and can be grouped into major strata as follows: Stratum Average Depth, Ft. I 0.0 - 7.0 Soil Description Soft to Very Stiff Grayish Tan Silty Clay (includes fill material) (CH)* II 7.0 - 10.0 Stiff to Very Stiff Tan and Light Gray Clay (CH)* *Classification according to the Unified Soil Classification System Soil strength and plasticity conditions pertinent to design of pavements and box culverts can be summarized as follows: The clays of Stratum I and II are moderate to high in plasticity with liquid limits ranging from 49 to 78 and plasticity indices ranging from 30 to 55. Shear strengths of the soils ranged from 300 pounds per square foot (psi) to 2,400 psi. These soils, when lime or cement stabilized, will provide adequate support for properly designed pavement sections. Groundwater Water level observations at the completion of drilling and several days later as reported on the boring logs, indicate that groundwater in the borings occurs at a shallow depth. Groundwater levels may have been influenced by the recent heav~ rain contributing surface water to migrate into the borings and are definitely influenced by the adjacent lake levels. In general, groundwater levels will fluctuate with seasonal variations in rainfall, surficial runoff and lake levels. ANALYSES AND RECOMMENDATIONS Stabilization Additives A comparison was made between lime and cement for use as a stabilizing agent for the clays beneath the roadway. The liquid and plastic limit series indicated that both additives reduce the plasticity index of the clay to below 20 when using an additive content of six percent by dry weight. The dramatic difference between -lime and cement was noted when comparing the strength characteristics of the stabilized subgrade soils. Cement stabilized subgrade soils have a much higher CBR value and approximately three times the compressive strength than the lime stabilized subgrade soils. The results of these tests are presented on the Summary of Laboratory Test Report No. 85-520-1E 4 Results, Plate 10. Based on these results, it is our recommendation that cement be used as a stabilizing agent on this project. Pavement Design The pavement design procedure adopted for use on this project is the Texas Highway Department, Rigid Pavement Structures (F- l00) and the Portland Cement Association Thickness Design for Concrete Pavement. The pavement thickness design was based on initial traffic data provided by Ginn, Inc., with a slight modification to the percent truck traffic. The pavement design criteria are as follows: Present Traffic - 15,000 vehicles per day (VPD) Projected Traffic - 42,000 VPD Truck Traffic (18 Kips SAL) - 8% Design Life - 20 years Based on previously performed CBR test results, the raw subgrade soil CBR value used for design is 6.5 and a modulus of subgrade reaction of 170 pounds per cubic inch (pci). Due to the improved strength characteristics of the natural subgrade soils when cement versus lime is used as a stabilizing agent, it is our recommendation that cement be used for this project. Six percent Portland Cement should be mixed with the subgrade soils to achieve the desired degree of stabilization. The design analyses made in this study were based on increased load carrying capacity of the in-situ soils by incorporating a cement stabilized layer beneath the concrete pavement. Pavement Section Based on the results of the field and laboratory studies and the anticipated traffic conditions, pavement sections were computed based on varying cement stabilized subbase thickness and the compressive strength of concrete. The pavement thicknesses are summarized as follows: ' Cement Stabilized Subbase Thickness, inches Concrete Pavement Thicknes~ 28-da¥ compressive strength (psi) 3,000 3,500 4,000 6.0 9.0 8.6 8.2 8.0 8.9 8.4 8.1 12.0 8.8 8.3 8.0 Considering the above options, it is our opinion that pavement performance may be superior for greater thickness of cement stabilized subbase. Therefore, we recommend selection of thicknesses corresponding to 12 inches of stabilized subbase. Report No. 85-520-1E 5 It is our understanding that the pavements will have a curb and gutter. Should the curb and gutter not be used considerations should be given to a thickened edge section, which would reduce subgrade pumping and shrink/swell of the high plasticity clays along the outer pavement edges. Typical pavement sections are presented on Plate 15. Proper finishing of concrete pavement requires the use of sawed and sealed joints. Suggested longitude and transverse joint spacing for concrete paving placed on expansive foundation soils is 15 feet. The design of steel reinforcement should be in accordance with accepted codes with a minimum amount of reinforcing consisting of #3 bars on 12 inches on-center each way if 40 ksi steel is used or on 18 inches on center if 60 ksi steel is used. Concrete strengths should be at least 3,000 psi to 4,000 psi at 28 days, depending on the design thickness selected. Cement treatment should be accomplished in accordance with the guidelines specified by the Portland Cement Association, presented in Appendix C. Site Preparation Site preparation will require cuts and fills along the roadway on both sides of the lake and fills in the order of four to eight feet in the vicinity along the lake. The recommended earthwork construction and subgrade preparation procedures are as follows: Remove all vegetation, organic topsoil and any undesirable materials from the construction area. Average stripping depth is estimated to be in the order of four to six inches. The existing asphalt materials can be used for fill in low areas. Structural, pavement and fill areas should be proofrolled to detect any areas of weakness. The proofrolling should be performed in accordance with Texas Highway Department Standard Specifications, Item 216, proofrolling. Areas of weakness should be undercut to firm soils and recompacted. The proofrolling operations should be observed by an experienced geotechnician. Scarify the subgrade, add moisture if necessary and recompact to 95 percent of the maximum dry density as determined by ASTM D-698 (Standard Proctor). The moisture content at the time of compaction of subgrade soils should be from plus one to plus four percentage points above the proctor optimum value. Report No. 85-520-1E 6 0 Fill, may consist of on-site soils or off-site inorganic soils with a plasticity index less than 45. The material previously referenced as the stock pile West of Moore Road on the North side of Belt Line Road may be considered as suitable borrow for fill. The fill should be placed in loose lifts not eXceeding nine inches in thickness and compacted to 95 peFcent of the maximum dry density determined by ASTM ~-698 (Standard Proctor). The moisture content of the~fill at the time of compaction should be from plus one to plus four percentage points above the proctor optimum value. In cut areas, the soil should be excavated to the bottom of the proposed stabilized subbase grade and the surface proofrolled and scarified to a minimum depth of six inches and recompacted to the previously mentioned density and moisture content. Depending on the subbase thickness and the concrete pavement thickness chosen, the subbase Just beneath the pavement should be stabilized with cement using 6% by dry weight. The cement stabilized soils should be compacted in loose lifts not exceeding eight inches to at least 95 percent of the maximum dry density defined by Standard Proctor Test ASTM D-698 at a moisture content within zero to plus four percentage points of optimum. Sand bedding should be specifically prohibited beneath pavement areas, since these more porous soils can allow inflow, which can cause heave and strength loss in subgrade soils. Se The subbase moisture content and density must be maintained until paving is completed. Positive site drainage should be developed at the beginning of the project to limit construction difficulties with surface soils. Box Culverts and Storm Sewers Culverts and storm sewers may generally be installed in vertically cut trenches with excavations less than five feet deep and in braced, vertically cut trenches or open cut excavations having temporary side slopes not steeper than 1.5 (H) : 1.0 (V) for excavations greater than five feet deep. It- is anticipated that dewatering can be accomplished using collection ditches, sump pits and pumping. Foundations for culvert wing walls and head walls may be proportioned based on an allowable bearing pressure of 1,000 pounds per square foot (psi). Report No. 85-520-1E 7 Considering the sequence of loading during construction, it must be anticipated that placement of the culverts and large diameter storm sewers in the bottom of the excavation may result in bearing failure on some of the soft underlying soils or excessive yield and deformation of the culvert and sewer segments. Accordingly, 'it is recommended that the bottom of the excavation be proofrolled to detect the presence of weak and compressible zones as outlined in the site preparation section. To provide a uniform and level bedding for the culverts and storm sewers, a soil cement bedding zone six inches thick may be necessary for the culvert and storm sewer sections. The soil cement may consist of fine sands mixed with between 8 to 12% cement. The soil cement may be mixed in place or brought in from a central mixing plant. Compaction and placement of the culverts and storm sewers should be within four hours of the initial mixing of the soil cement. Compaction of the soil cement should be in loose lifts not exceeding eight inches and compacted to between 95 to 98 percent of the maximum dry density determined by ASTM-558 at a moisture content of between plus 2 and minus 2 percent of optimum. Use of a non-stabilized sand or stone bedding is not recommended since it will transmit water through it and soften the founding soils. It is our understanding that one of the box culverts located just South of Cowboy Drive will always be submerged. Precautions should be taken during the construction of this culvert to ensure that the excavation be dry and the founding soil be proofrolled to detect any area of weakness. The foundations for the wing walls and head walls may be proportioned with the above mentioned allowable bearing values. The areas on the sides of the wing walls and head walls should also be protected with rip rap to prevent erosion and loss of soil from behind the walls. To keep the storm sewers and box culverts from being submerged during high water stages, they are planned to be placed as high as possible. The result of this is a minimum of 24 inches of cover including the concrete pavement, above the crown of the storm sewers and box culverts. To-reduce uneven settlements above these utilities, a 12. inch layer of soil cement should be placed below the cement stabilized subbase where there is less than three feet of cover above the underground utility. Typical sections are shown on Plate 17. The excavated soils can bemused for trench backfill. The fill should be placed in six-inch loose lifts and compacted to 95 percent of the Standard Proctor maximum density at a moisture content ranging from plus one to plus four percentage points of optimum. Report No. 85-520-1E 8 Sounding and Probing Observations The sounding and probing observations are shown graphically on Plates 8 and 9. These observations indicate the slopes of the existing bottom to be fairly flat at the south end of the lake and increasing to approximately a 3 (H) : 1 (V) slope at about station 53+50. Water depths thirty feet from the shore line varied from several inches at the south end to about seven feet at station 53+50. The probing observations indicated that the depth of soft soils on the bottom varied from about three to 12 inches. Slope Protection Widening of the roadway and construction of the walk and bicycle path will result in encroachment of fill into North Lake by as much as 110 to 120 feet from the proposed centerline of the roadway if slopes are at ratios in the order of 3 (H): 1 (V). To reduce encroachment beyond the allotted easement, consideration should be given to utilization of crushed stone or rock as fill material for placement underwater. Consequently, the slope can be increased to a ratio of 2 (H): 1 (V) for the section of rock fill below water and a 3 (H): i (V) for utilization of soil above the water. Use of crushed stone or rock underwater is preferred since it will densify underwater by dumping. The rock fill should extend a minimum of 12 inches above the maximum lake level and should have a geotextile membrane between the rock and soil fill to prevent intrusion and loss of soil through the voids of the rock. Consideration may be given to a Mirafi 700X type or equivalent for the geotextile membrane. Based on probing data collected during our sounding measurements, it is anticipated that the bottom three to 12 inches of soft materials may be displaced by the fill. Slope and erosion protection should also be planned along the shore line of the new filled section. From a review of the various slope protection alternatives available, the most economical and readily available kind of protection, commonly called rip rap, consists of rock directly placed upon the slope. The rock may var~ in size from two to 18 inches in diameter and should have a uniform thickness of about 18 inches. The rip rap should also extend up the slope for a minimum height of about two feet above the 100 year flood level of E1 516. To prevent fines from washing through the voids of the rock, use of a geotextile membrane between the slope and the face of the rip rap is also required. Care should be exercised when placing the rip rap on the membrane so as not to tear or puncture it. Plate 16 shows a typical section with the use of the rock fill and rock rip rap. Report No. 85-520-1E 9 CONSTRUCTION CONSIDERATIONS Construction inspection and quality control tests should be planned to verify materials used and placement in accordance with specifications. Specifically, subgrade preparation, field density tests, rock fill placement, rip rap placement, and concrete strength should be monitored. TERRA-MAR would be pleased to provide these services and can assist in inspection planning and scheduling. Soil type and strength can vary between borings therefore, should this condition be noted during construction, we should be notified and these specifications on design and construction evaluated. Report No. 85-520-1E 10 ILLUSTRATIONS LOG OF BORING NO. Belt Line Road PROJECT NO.: 85-520-1E PROJECT: North of 1-635 to Denton Tap Road Coppell~ Texas LOCATIoN=Sta' 43 it. ~st SURFACE ELEVATION: 513 + k- ~ ~, SOIL SHEAR uJ - o STRENGTH _~ u. ~ - BORING METHOD: DRY AUGER 0.0 TO 10.0 FT. o.~ l- ~ >' ~ TONS/SO. FT. ~ I'-~1.. u~ WASH BORE TO FT. ., ~ ~ I-x ,,, z O~U ~ WATER LEVEL OBSERVATIONS; ¢3 ~_ ~c3~ ~ uJ ~ ~ ~ FREE WATER E.COUNTE.E~ AT ~,0 ~Z. ~ 50 = ~.Z.o > ~ ,.z,~ m HOLE CAVED (WET DRY) AT FT. AFTER HR$, ~ z O -~ E / STRATUM DESCRIPTION EL PL PI = Stiff Grayish Tan Clay, Slightly Silty with iO.~ 3.0 Iron Nodules and Occasional Fine Gravel Inclusions. 1.~ - Firm 28 96 - With Numerous Sand Gravel. - S ~ (F~[~) (CH) Stiff Tan and Light Gray Clay 2.5 ~.7~ 3.5 Ve~ S~f (~) 1.~ - IO- ~: ~ at 2.0' at ~leti~ - 15- ~0- - 30- " lUaU SAMPLE i~' ~ ~2~LDQ'[~"~,, ~'*'~.[, mc~[m'~" ~,,, COMPLETIONDATE: ll-~DEPTH' FT. LEGEND: ..~_~ PLATE 1 LOG OF BORING NO. B-2 Belt Line Road PROJECT NO.: 85-520-1E PROJECT: NoTth of 1-635 to Denton Tap Road LOC~3~i :01~t~0, 47 Ft.Fm-~t. Copp~11 ~ Texas SOIL SHEAR SURFACE ELEVATION: 512.5 + ~- ~ ~ STRENGTH ~_ ,, m - BORING METHOD: DRY AUGER 0.0 TO ]0.0~ FT. ~ ~ ~ .~_x ~' .. ~ D~ WATER AT 0.2S FT. AFTER 1~)::!:: HRS. 20 <[~zm-- HOLE CAVED(WET DRY) AT FT. AFTER HRS. z ~ ~j=oo ~ / STRATUM DESCRIPTION iLL PL m = ,z ~,,. 2.5 St~£ Grayish Tan S~lty Clay ~th Erin Nod~es a~ 3.78 ~cas±c~l Yh-~ Gravel 3.56 - 2.5 ).78 2.75 ),85 ~.0 Ver~ Stiff 1.24 (m) Very St~f Tan and Light Gray Clay with Selenite Crys~ml-~ 3.5 Note: Hole.dry at: completion ci~.~[.*t~ D ~P~. PI.Et. LUCO.[ DATE: 11-22-85 LEGEND: PLATE 2 LOG OF BORING NO. ~,-3 . ~ .85-520-1E ]~elt L~e P~ad PROJECT ~*'. PROJECT: North of I~ ~ ~t~ Tap ~d C~11. T~ LOCATION: 65 Ft. SOIL SHEAR SURFACE ELEVATION: ~]],~ ~ ~ ~ STRENGTH .~: ~ WASH BORE TO FT. ~m ~ ~ ~x m ~ ~O ~ FREE WATER ENCOUNTERED AT FT. OZ f g ~ ~ ~= OZ o~ WATER AT 0.3 FT. AFTER ~ HRS. 20 3 ~ =m~ Z~-- ~. HOLE CAVED (WET DRY) AT, FT. AFTER HRS. ~ ~ ~ / STRATUM DESCRIPTION LC PL m = 0.5 ~ ~ft ~ T~d S~ty ~y ~ ~~ Fra~ 3.~ ~0.75 ~ 3.~ (mil) (~) ~ ~ °-35~°-~ 1.1 ~ F~ G~ T~ ~y' S~y S~ 0.~ - 5-1.5 (~) St~f T~ ~d ~t ~ay ~ay ~ ~ ~stn]-~ 3.0 )'~ V~ St~f (~) L.24 [4.0 - - JO ~ote: Hole dry at completion COM~LETIO~ ~EPT~* 10.0 ~T. LEGEND: '~-MAI~ PLATE 3 LOG OF BORING NO. 85-520-1E ]~_it I~e ~oad PROJECT NO.:ora' PROJECT: North of I~5 to ~t~ Tap ~d Cmn~l I. Tm~s LOCATION: SOIL SHEAR g0RFACE ELEVATION: EXISTING 512.~ ~ ~ ~ STRENGTH m - BORING METHOD: DRY AUGER ~TO 10.0 FT. ~ ~ ~ ~ ~ TONS/SO. FT. z oE~ WATER LEVEL OBSERVATIONS: _ ~- ~ zW ~ = WATER AT 0.6 ~. AFTER lm,. HRS. ~ 5 ~ ~ ~; ~ = ~ g [ ~ / STRATUM DESCRIPTION LL PL m 2.~ ~ 3.75 St~f ~ T~ S~ty ~y ~ ~~ ~ O.~ 1. C~sr~]s (~) - IO- ~te: ~le ~ at c~leti~ -15- 20- 30 j COMPLETION DEPTH: 10.0 . LEGEND: PLATE 4 - LOG OF BORING NO. ~5 85-520-1E ~lt Line Road PROJECT NO"~ta.b PROJECT: 53+65, North of 1-635 to Dentc~ Tap Road Coppell. Texas LOCATION: 80 Ft, We~t SURFACE ELEVATION: EXISTING ~ °'~ ,, SOIL SHEAR ,, - o STRENGTH ,,~ ~.~ - ~ BORING METHOD: DRY AUGER 0.0 TO ]0,0 . FT. o~ ~ ~J -~x)' "' ~r TONS/SG. FT. ,., WASH BORE TO FT. ~ -- _u.., ~> ~ ,., .j ' ' J O Z~J ! ~ ~z ~ .~ WATER LEVEL OBSERVATIONS; v~ ¢3 ~ ~ ,,, ~ ~C~ ~ FREE WATER ENcoUNTERED AT FT. ~O ~ ~j-- u30 >- z !~ m ,-,~g WATER AT 0.? FT. AFTER 120 ... HRS. ~O J ~- "' ~ ~O z~- o~ ~ ~o ~ ~ HOLE CAVED {WET DRY) AT FT. AFTER HR$, ~ E / STRATUM DESCRIPTION LL PL PI = O 0.5 -~ Soft Grayish T~ Silty Clay, Slightly Sandy, with Small 3.15 ~ Vo±~. 0.5 ~ 3.15 1.0 ;;- - Firm 3.31 3.15 - 5-0.5 ~ -Soft (m ~ ~ ) (Ca) Stiff G~yish T~ Silty Clay 1.5 29 96 3.~ 9.~ (~oss±b[e ~ (Ca) - lO- Note: Hole dry at ccmpleti~ - 15- - 20- - 25- - 30- CO~PLET,O. DEPTH, ~0.0 FT. D~.~[.*~ D ~P~ ~.[t Wco.[ DATE: 11-22-85 LEGEND: 'TEllftAoMAI~ PLATE 5 LOG OF BORING NO. ~ 85-530-1E ~_lt Line Road PROJECT NO.: PROJECT: North of 1-635 to Denton Tap Road Sta. 53+55 Copp~ll, Texas LOCATION: 50 F~, SOIL SHEAR uJ SURFACE ELEVATION: 512.5~ ~ ~'~ ~ STRENGTH U_ ~ ~¢~.. BORING METHOD: DRY AUGER 0,0 TO 10.0 FT. o~ k- ~ >' ~ TONS/SQ. FT. .-rk- u) WASH BORE TO FT. ,uJ 3~ _~ k-x tu .- .J a. z~ ~ WATER LEVEL OBSERVATIONS; Ik-,,, ¢3 ~ Pc)mm ~ ,,, ~ ~ ~U3 O)O ).- Z Z "'~ ~ FREE WATER E,COU, TERE~ AT Ft'-~ ~O = ~z ~ _ ~ o k- WATER AT 1.0 FT. AFTER HRS. '}O J a. a'e~ ~O ~ z ~ ,,r, HRs, ~. ,OLE CAVED ~WET DRY) AT . ~t AFTER C~~ ~ ~= {: / STRATUM DESCRIPTION EL PL PI m z oO[~O Stiff Grayish Tan Clay, Slightly Sandy, with Iron Nodules 3.56 1.75 and Occasinal Fine Gravel. 1.5, - Firm with Sm~11 Sand Inclusicms 3.Z~5 2.25 - Stiff Tan and Light Gray with Selenite Crystals D.69 - 5- 1.08 [1.25 - Grayish Tan with (~..a.s±onal ~ Fragramts 1.10 2}.39 (m ~ ~ ) (C~) - Jo Note: Hole dry at: ccmpletim . COmPLETiON D~PTH~ ~0.0 FT. D o~,~. ~,[~ ~co,[ DATE: 11-22-85 LEGEND: PLATE 6 SYMBOLS AND TERMS USED ON BORING LOGS SAMPLE TYPES I INDICATES DEPTH OF UNDISTURBED SAMPLE INDICATES DEPTH OF STANDARD PENETRATION TEST INDICATES DEPTH OF DISTURBED OR AUGER SAMPLE INDICATES DEPTH OF SAMPLING ATTEMPT WITH NO RECOVERY KEY TO SAMPLES SHOWN IN SAMPLES COLUMN LIQUID LIMIT 0 10 20 30 40 50 60 70 80 90 eR MH & OH PLASTICITY CHART SOIL CLASSIFICATION CHART UNIFIED SOIL CLASSIFICATION SYSTEM RELATIVE DENSITY OF COHESIONLESS SOILS CONSISTENCY OF COHESIVE SOILS COARSE GRAINED SOILS (major portion retained on No. 200 sieve): Includes (1) clean gravels and sands, and (2) silty or clayey gravels and sands. Conditions rated according to stan- dard penetration test (SPT) as performed in the field. Descriptive Term Blows Per Foot* Very Loose 0 - 4 Loose 5 - 10 Firm 11 - 30 Dense 31 - 50 Very Dense over 50 '140 pound weight having a free fall of 30 inches. FINE GRAINED SOILS (major portion passing No. 200 sieve): Includes (1) inorganic and organic silts and clays, (2) gravelly, sandy, or silty clays, and (3) clayey silts. Consistency is rated according to shearing strength as indicated by penetrometer readings or by unconfined compression tests. Unconfined Compressive Descriptive Term Strength Ton~Sq. Ft. Very Soft Less than 0.25 Soft 0.25 to 0.50 Medium 0.50 to 1.00 Stiff 1.00 to 2.00 Very Stiff 2.00 to 4.00 Hard 4.00 and higher NOTE: Slickensided and fissured clays may have lower un- confined compressive strengths than shown above.because of weakness or cracks in the soil. The consistency ratings of such soils are based on penetrometer readings. Slickensided Fissured Laminated Interbedded Calcareous Well graded Poorly graded TERMS CHARACTERIZING SOIL STRUCTURE -- having inclined planes of weakness that are slick and glossy in appearance. -- containing shrinkage cracks, frequently filled with fine sand or silt; usually more or less vertical. -- composed of thin layers of varying colors and texture. -- composed of alternate layers of different soil types -- containing appreciable quantities of calcium carbonate -- having wide range in grain sizes and substantial amounts of all intermediate parlicle sizes. -- predominantly of one grain size, or having a range of sizes with some intermediate size missing. PLATE 7 ~ Roa~y 80' Fm~mnt 41+50 1130' El. 507.6 100' Eas~nent 1 Sm. ~7+00 3 El. 507.6 Depth to ~inn Soil Horizon,+~l 1" = 20' Vertical 1"= 5' 52O _ 515 510 515 510 515 510 Cross Sections with Soundings ~-I~A~ PLATE 8 ~ Road~y 100' ~t - 120' Easement 52O 515 510 Sta. 53+50 Horimmntal 1" = 20' Vertical 1" = 5' ~ottcm of ~ % ~ ~.6 Depth to Firm Soil _ '~~ 515 Cross Sections with Soundings 510 ~ 5O5 PLATE 9 I I PLATE 10 8O I I I I Liquid Limit Lime Stabilized Cement Stabilized 0 I I ~ I 0 2 4 6 8 10 Percent Stabilizing By Dry Weight 6O I i I I LEGEND 0 Lime Stabilized 40 Cement Stabilized 20 0 I I I I 0 2 4 6 8 10 Percent Stabilizing Agent ByDry Weight Lime US. Cement For Stabilization PLATE 11 II III I I I Ell OPTIMUM MOISTURE TEST J o B, 85-520-1E Tesf Method, ASTM Mold, 4" Hommer, 5.5 lbs. Drop, 12" Blows, 25 Loyers' 3 D-698 SAMPLE' Description, Brovm Clay, Slightly Sandy w/6% Lime Liquid Limit, 60% Plasticity Index, 19 optimum Holsture: 26.5% MQx. unit Dry Wt. 92.3Lb./ft. 95 PERCENT MOISTURE \ \ / ~ 90 ~ 85 8O 15 Co~sud,n~ EnG,neer$ and Geo~o~ist~ 20 25 30 35 PLATE OPTIMUM MOISTURE TEST J O B, 85-520-1E $&MPLE, Test Method, ASTM D-698 Description, Brown Clay,Slightly Sandy M o I d, 4" + 6% Cement Hammer, 5.5 lbs. Liquid Limit, 51% DrOp, 12" Plasticity Index, 16 Blows, 25 Optimum Moisture: 23.0 ~'e Layers: 3 U(t X. Unit Dry Wt. 97.8Lb./ft. 100 PERCENT MOISTURE / 95 ,T, 90 4.5 2.5¸ 85 8O 15 Co~sulhng E:t~lneer$ Olld ~-eO~O~iSfl 20 25 30 35 PLATE 3000, 2500 2000 1500 Sample: Tan and Gray Clay Liquid Limit: 64% Plasticity Index: 43 Lime Cement- Stab. Stab. Optimum Dry DenJsty 92 98 Molded Dry Denisty (pcf) = 89.5 96.5 Percent Optimum Dry Density (%) = 97 98 Optimum Moisture Content (%) = 26.5 23 Molded Moisture Content (%) = 29 26 Compressive Strength (tsf): I I I / A! \ v--CBR = 50 @ 0.20 inch A Penetration = 1.56 4.86 LEGEND O Lime Stabilized A Cement Stabilized 1000 - / _ / 500 -- ~ , CBR = 8.5 @ 0.10 inch penetration ol/ ~ I I I 0.0 0.10 0.20 0.30 0.40 0.50 Piston Penetration (inches) CBR TEST RESULTS 'TEII'I?.~- Ili~A~ PLATE 14 ,. ~.-~ .-~., ~: ~.,, ]__~ /Subgrade SOL]. "-~ ' / Typical Pavement Sections PLATE 15 ~--- Fill Soils ~ting Proposed Section Rip Rap From 2" to 18"~Rock Extend at least two feet above 100 year flood level Normal 1' Level ~-Wa~er 2 Membrane ,ck Fill to 12" ,ve Water Line Not to Scale Typical Slope Protection and Rock Fill Section PLATE 16 ~--9" Concrete Pavement · ~ . o~..~ .~ " ~ .~' ~' ~ '" ~:' ~ ~ .'-~ ~. 12" Cement Stabilized Subbase 2' to 3' Cover above Crown ~:::::::::::¥:!--~- - ~ !!iii~12" Soil Cement below Stabilized Subbase _.r-Random Fill .~I~RCP Storm Sewers _s-6" Soil Cement Bedding Typical Storm Sewer Section 9" Concrete Pavement 12" Cement Stabilized Subbase Concrete Box Culvert 2' to 3' Cover~ Above Box Culvert / i:i:i:i:i:i:i:i3~i~..-'.:'~-- ~ - ::ii~12" Soil Cement belo ~j.~/~-:':':':':':':':~ Stabilized Subbase Random Fill 6" Soil Cement Bedding Typical Box Culvert Section Scale: 1.0" - 3.0' Typical Underground Utility Sections PLATE 17 APPENDIX A 1 J '~" LOG OF BORING NO. B-! BELT LINE ROAD - NORTH OF INTERSTATE 635 COPPELL, TEXAS , TYPE BORING: 4" AUGER LOCATION: SEE PLATE I usa: - ~ ¢~ · Unconfined Compression :I: m n SOIL DESCRIPTION ~ ~z ~ ~ .~ ~ pocketPer~tromete~ ~z · Tor~ane ~ SURF. ELEV.: EXISTING 0.5 1.0 1.5  Hard Gray & Brown Clay w/Trace of Small Gravel (CH) !20 - 5 -~1 Hard Olive Gray Clay ~+ ~ 73 22 51 23 -20- COMPLETION DEPTH: 8 Ft. DEPTH TOWATER: Dry DATE: 6-29-85 DATE: 6-29-85 ------- LOG OF BORING NO. B-2 BELT LINE ROAD - NORTH OF INTERSTATE 635' COPPELL, TEXAS TYPE BORING: 4" AUGER LOCATION: SEE PLATE I ~z~L {~ P°cket Penetr°meter SHEAR STRENGTH !i u) If IN TONS/SQ. FT. us ~ iz:l..- · Unconfined Compression _1 - 'r m n SOIL DESCRIPTION ~ -~~-"x' =z m ,~, Torvane I~ (/3 ~ m ~ ~ '8i aTriaxia, SURF. ELEV.: EXISTING~ 0.5 1.0 1.5 II I III I I II III II I.lil I ~ ~Gravel and Sand ~- 10 ~ ~Hard Gray & Brown Clay w/Trace of Small  ~Gravel (CH) / Very Stiff Olive Gray Clay w/Trace of 64 21 43 27 - 5- ~ Gypsum Crystal - Hard w/Calcareous Nodules Below 6' -10- ~ - 20~ COMPLETION DEPTH: 8 Ft. DEPTH TO WATER: Dry DATE: 6-29-85 DATE: 6-29-85 PLATE: 2 LOG OF BORING NO. B-3 BELT LINE ROAD - NORTH OF INTERSTATE 635 COPPELL, TEXAS TYPE BORING: 4" AUGER LOCATION: SEE PLATE I IN TON~SQ. ~ m SOIL DESCRIPTION ~ m ~ SURF. ELEV.: ~ISTING 0.5 1.0 1.5 I .... ~Gravel and Sand ~ 54 19 35 16~  Hard Gray & Brown Clay w/Small Gravel - Very Stiff Below 4' 18 . ~ (C~)  Hard Olive Gray Clay w/Gypsum Seams (CH) 69 22 47 25~+ -10- -15- - 20- COMPLETION DEPTH: 8 Ft. DEPTH TO WATER: Dry DATE: 6-29-85 DATE: 6-29-85 ' LOG OF BORING NO. B-4 '~ BELT LINE ROAD - NORTH OF INTERSTATE 635 COPPELL, TEXAS TYPE BORING: 4" AUGER LOCATION: SEE PLATE I ~ _~ ,,,# IN TONS/SQ. FT. 3:: m n SOIL DESCRIPTION ~ a ~ ~ ~,,Z, ~) Pocket Penetrometer SURF. ELEV.: EXISTING 0.5 1.0 1.5  "'~Gravel and Sand 4"g 21 Bro ,n Cl y w/ ra e of I Gravel  Very Stiff Olive Gray & Brown Clay ~/Cal- 60 20: /40 24 5 careous Nodules - Tan Below 6' (C~) 30 - 20- COMPLEIION DEPIH: 8 Ft. DEPIH 10 WAIER: Dry DATE: 6-29-85 DATE: C~-2c)-~ 131 AT I;:: TYPE BORING: LOG OF BORING NO. BELT LINE ROAD - NORTH OF INTERSTATE 635 COPPELL, TEXAS soIL DESCRIPTION SURF. ELEV.: EXISTING LOCATION: SEE PLATE I -~Gravel and Sand Hard Gray & B~own Clay w/Gravel & Limestone Hard Olive Clay w/Fissures (CH) (cH) COMPLETION DEPTH: 8 Ft. DATE: ~ DEPTH TO WATER: Dry DATE: ~ LOG OF BORING NO. B-6 BELT LINE ROAD - NORTH OF INTERSTATE 635 COPPELL, TEXAS TYPE BORING: 4" AUGER LOCATION: SOIL DESCRIPTION SURF. ELEV.: EXISTING -~Gravel and Sand 4" Hard Gray & Brown Clay w/Calcareous Nod. SEE PLATE I Hard Olive Clay Calcareous Nodules Below 6' (CH) COMPLETION DEPTH: 8 Ft. DATE: 6-29-85 DEPTH TO WATER: Dry DATE: 5-29-85 LOG OF BORING HO. B-7 BELT LINE ROAD - NORTH OF INTERSTATE 635 COPPELL, TEXAS TYPE BORING: 4" AUGER LOCATION: SEE PLATE I SOIL DESCRIPTION SURF. ELEV.: EXISTING -~ravel and Sand Hard Olive Gray Clay, Slightly Sandy w/Small Gravel (CH) Stiff Gray & Brown Clay w/Trace of Gravel Olive Gray w/Calcareous Nodules Below 6' COMPLETION DEPTH: 8 Ft. DATE: 6-29-85 DEPTH TO WATER: Dry DATE: 6-29-85 LOG OF BORING NO. B--8 BELT LINE ROAD - NORTH OF INTERSTATE 635 COPPELL, TEXAS TYPE BORING: SOIL DESCRIPTION 4" AUGER LOCATION: SEE PLATE I ~ ~. ~- ,,,~ IN TONS/SQ. FT.  ~ ~ a:l.~ · Unconfined Compression - O ~ ~ Pocket Penetrorneter OZ · Torvane ~ -~ · Triaxial ~ 0.5 1.0 1.5 4I1 Hard Gray Clay w/Trace of Gravel & Cal Nodules (CH) SURF. ELEV.: EXISTING ='~Gravel and Sand Stiff Olive Gray & Brown Clay w/Calcareous Nodules Gray Below 6' (CH) COMPLETION DEPTH: 8 Ft. DATE: 6-29-85 DEPTH TO WATER: Dry DATE: 6-29-85 TYPE BORING: 4" AUGER LOG OF BORING NO. B-9 BELT LINE ROAD - NORTH OF INTERSTATE 635 COPPELL, TEXAS SOIL DESCRIPTION SURF. ELEV.: EXISTING -~Gravel and Sand Hard GrayClay w/Trace of Gravel & Ferrous Nod. Stiff Olive Gray & Brown Clay w/Gypsum Crystal LOCATION: SEE PLATE I 4!1 (CH) (CH) COMPLETION DEPTH: 8 Ft. DATE: 6-29-85 DEPTH TO WATER: Dry DATE: 6-29-85 LOG OF BORING NO. B-10 BELT LINE ROAD - NORTH OF INTERSTATE 635 COPPELL, TEXAS TYPE BORING: 4" AUGER SOIL DESCRIPTION SURF. ELEV.: EXISTING --~Gravel and Sand Hard Gray & Brown Clay w/Calcareous Nodules Ve~jStiff Olive Gray Clay w/Trace of Gypsum Crystal Stiff w/Calcareous Nodules Below 6' LOCATION: _(CH) SEE PLATE I SHEAR · Torvane · Triaxial 0.5 COMPLETION DEPTH: ~ Ft. OATE: 6-27-85 DEPTH TO WATER: Dry DATE: 6-27-85 LOG OF BORING NO. E-11 BELT LINE ROAD - NORTH OF INTERSTATE 635 COPPELL, TEXAS TYPE BORING: 4" AUGER LOCATION: SOIL DESCRIPTION SURF. ELEV.: EXISTING -~ 3" Asphalt & 10" to Gravel and Sand Very Stiff Gray & Brc~n Clay w/Trace of Gravel Stiff Brown Sandy Clay w/Trace of Gravel (CL) Stiff Brown Clay w/Trace of Gravel (CH) SEE PLATE I COMPLETION DEPTH: 8 Ft. DEPTH TO WATER: Dry DATE: 6-27-85 DATE: 6-27-85 LOG OF BORING NO. B-12 BELT LINE ROAD - NORTH OF INTERSTATE 635 COPPELL, TEXAS TYPE BORING: 4" AUGER LOCATION: SEE PLATE I SHEARSTRENGT" ,. TONS Se. ~ 8 i~ - ~ ~ ~ ¢. e Unconfin~Compression ~ m ,~ SOIL DESCRIPTION ~ = ~ ~m {~) P~ke! Penetrometer - ~ ~ · lo~ane ~ ~ m ~ i~8 · Triaxial Z ~ t SURF. ELEV.: EXISTING 0.5 1.0 1.5 Stiff Gray & Brown Clay w/Coarse Sand & IIIII Gravel 69 22 47 2811111111'~lllFIII - 5 ~ !- Gray w/Calcareous Nodules Below 3' - Gray & Brown Below 6' Illllllllllll}ll (CH) 27IlllllllUJIllll -20- COMPLETION DEPTH: 8 Ft. DEPIH 10 WAIER: Dry DATE: 6-27-85 DATE: 6-27-85 LOG OF BORING NO. B-13 BELT LINE ROAD - NORTH OF INTERSTATE 635 COPPELL, TEXAS TYPE BORING: 4" AUGER SOIL DESCRIPTION SURF. ELEV.: EXISTING Stiff Gray Clay w/Trace of Gravel Calcareous Nodules Below 3' Gray & Brown Clay COMPLETION DEPTH: 8 Ft. DATE: 6-27-85 LOCATION: SEE PLATE I DEPTH TO WATER: Dry DATE: 6-27-85 LOG OF BORING NO. B-14 TYPE BORING: 4" AUGER LOCATION: SOIL DESCRIPTION SURF. ELEV.: EXISTING -~Gravel and Sand w/Clay Pockets Stiff Gray Clay 10" SEE PLATE I SH[ Gray & Brown w/Calcareous Nodules Below 6' (CH) COMPLETION DEPTH: 8 Ft. DATE: 6-27-85 DEPTH TO WATER: Dry DATE: 6-27-85 LOG OF BORING NO. B-15 BELT LINE ROAD - NORTH OF INTERSTATE 635 COPPELL, TEXAS TYPE BORING: 4" AUGER LOCATION: SEE PLATE I ...... ~: ~. I-~ i~. SHEARSTRENGTH, LU ~1 ..~ ' SOIL DESCRIPTION a. ,, ~,,, '1- aD n t.O -- O *~:8 · Triaxial \ ! SURF, ELEV.: EXISTING ~n ~' 0.5 1.0 1.5 . 58 20 38 19 IIII II IA,, I /, IIII IIIT'-I Hard Gray Clay w/Roots - Very Stiff 3' to 5' 24 ]]1] ~]] i -5- (CH) t111 IIII,  Tan & Brown Clay (CH) 58 20 38 23 · -10 - - 20 - - :>5 - - 35 - - 40 - _ - 45 - - 50 - COMP/EIION DFPIH: 8 Ft. DEPIH 10 WAIER: DrY DATE: 6-27-85 DATE: 6-27-85 PLATE 9 APPENDIX B APPENDIX B FIE~D AND LABORATORY TESTS General The field and laboratory test program is directed towards an evaluation of the appropriate soil parameters for design and construction of the proposed facilities. Brief descriptions of the test procedures, which follow good, standard geotechnical practice, are given in the following paragraphs together with comments on data limitations. In some cases, not all tests described are performed for this particular study. Field Investigation The soil borings (see Plate 1) were located by our drilling crew with a tape measure and are presumed accurate to within 5 to 10 feet. Undis- turbed soil samples were generally obtained continuously from the surface to 10 feet and at five-foot intervals thereafter. Classification by the Unified Soil Classification System (ASTM D-2487) of the soils encountered in each boring and the depth at which samples were obtained are presented on the individual boring logs. A key to log terms and symbols follows the boring logs. Undisturbed specimen of cohesive soils are generally obtained with a thin- walled metal (Shelby) tube (ASTM D-1587). Consistency (strength) of clays is measured in the field with a calibrated hand penetrometer. This device has been correlated with the laboratory unconfined compression tests and provides a more reliable estimate of consistency as compared to visual inspection. The penetrometer strengths expressed in terms of undrained soil shear strength, c, are shown as the open circle in the graph on the logs. The strength and density characteristics of cohesionless soils are estimated by the Standard Penetration Test (SPT) in which a two-inch split-spoon sampler driven into the soil by a 140-pound hammer dropped 30 inches, following ASTM Procedure D 1586-67. The driving resistance of this sampler, expressed as blows per foot (N) or fraction thereof, is noted on the boring logs at respective sample depths. Relative density of sands (loose, dense, etc.) is estimated from the N values using the criteria given on the key to log terms and symbols. Water level observations are made in the borehole during and at completion of drilling and, in some cases, 24 hours later. These data are recorded on the logs. .. All soil ~amples are extruded in the field and are examined and classified by a soils technician. Representative portions of each soil sample are sealed and packaged for transportation to our laboratory. Appendix B LABORATORY INVF. STIC, ATION Laboratory testing is directed towards estimating the representative strength, compressibility; and shrink/swell characteristics of the major soil strata. Additional classification tests are performed to extend the usefulness of primary test data. Brie~ descriptions of the various tests performed on selected samples are given in the following paragraphs. Strength Tests Unconfined Compression. The shear strengths of representative undisturbed cohesive soil specimens are measured by unconfined compression tests. In this test, a cylindrical cohesive specimen is loaded axially to failure at a constant rate of strain. The cohesive shear strength, c, is equal to one-half the maximum compressive stress measured at failure and is plotted on the boring logs as a closed circle. Torvane. The shear strength of cohesive samples may also be determined in the field or laboratory using the Torvane, a small hand-held device. This unit consists of a metal disk ~,ith six thin radial vanes projecting from one face and a torsional spring attached to the other face. The vane side is pressed into the flat surface of an undisturbed specimen and rotated until the soil is sheared. The calibrated torsional spring.directly indicates soil shear strength, which is plotted on the boring logs. Classification Tests Hotsture Content and Plasticity. Field classification, compressibility, shrink/swell potential, and uniformity of strength was evaluated by natural moisture content and liquid and plastic limit determinations (AST~ Procedures D 2216-66 and D 424-65, respectively). The liquid limit (LL) represents the moisture content when the soil is in a semi-liquid condition. The plastic limit (PL) occurs at a lower moisture content corresponding to the condition at which the soil bahaves as a semi-solid. At moisture contents between these limits, the soil is plasticl Sediments of Recent geologic origin have moisture contents generally equal to or greater than the liquid limit while older or overconsolidated soils have moisture contents approaching or below the plastic limit. The soil's natural moisture content relative to these limits is thus indicative of geologic history, strength, compressibility characteristics, and depositional process. Moisture content and plasticity tests results are tabulated on the boring logs together with the plasticity index (PI) which is the difference between the liquid limit (LL) and plastic limit (PL). Grain Size Analyses. Grain size analyses are performed on representative samples of granular soils (ASTM Procedure D 422-64). In some cases, a complete range of grain size is determined while for some soils, the percentage of fines (soil passing a ~200 sieve) is adequate for strength evaluation purposes. Grain size distribution, together with strength test results, permit selection of the appropriate an§lc of internal friction, ~. Results of these tests are presented on the logs and/or following this appendix. Appendix B ~]~i*~ APPENDIX C ~EMENT ~DD~IED ~OIL ~ INTRODUCTION SPECIFICAT IONS TESTING Cement content - Atterberg Limits Unconfined compression CONSTRUCTION PROCEDURES Dry method Slurry method RESEARCH DATA Excerpt from A.P. Christensen Report Excerpt from Soil-Cement Laboratory Handbook Portland Cement Association South Central Region October, INTRODUCTION Soil-cement has been used for nearly 50 years primarily as a hardened base material under both rigid and flexible pavements. It provides a durable pavement layer with considerable bearing strength to distri- bute traffic loads to weal< subgrades under streets, roads, highways, airfields and parking areas, cement content for soil-cement is based on both ASTM tests for wet-dry and freeze-thaw durability and PCA brush-loss criteria. Also cement-treated soil mixtures containing less cement than that for soil-cement have been used for subbases under concrete pavements. In this case the cement content is generally based on a .compressive strength criterion as well as the durability criterion mentioned above. Another use of cement with soil is cement-modified soil Since a relatively low cement content is used ~ is basically an improved soil and generally is unhardened in that even after compac- tion and hydration has occurred, the material can still be worked. The purpose in the use of~[~L~is to modify the objectional properties of the soil while at the same time increasing its strength. [~ has been known for many years, but its use has been limited chiefly because of economic reasons and to some degree from lack of sufficient performance data. However, both of these obstacles have now been resolved. For example, in 1938 the Oklahoma State Highway Department used a cement-modified clay subgrade on a test project to minimize movement of highly expansive subgrade soils. PCA investi- gated portions of this project some six years later and still later in 1983 conducted extensive tests on the subgrade. The tests revealed that the treatment was permanent over the /,5 years; in fact the characteristics of the high P.I. clays had improved both in P.I. reduction and strength gain even beyond that obtained in the intital treatment. Cement-modified soil is similar to "lime stabilization" in its effect on soils, particularly expansive cla~s. Both lime and cement treatment produce almost equal initial results on liquid, plastic, and shrinkage limit tests, however,~ does exhibit some added advantages over lime treatment, such as: (1) Higher compressive strengths (25 to 30%) (2) Cohesiometer values are higher (up to 65%) ( 3 ) Economy a) In many areas lime is more expensive per ton than cement. b) Less total construction time is required. - I - c) All processing of a completed area may be completed in one day. No delay period is required. d) A working platform is established immediately upon corn- completion of an area, even if heavy rains occur afterwards. e) Paving can commence immediately if desired. (~) ~ provides not only a permanent modification of soil but also a progressive improvement, with regard to strength, plasticity index and shrinkage limit, as the ~ ages. No special equipment is required for the construction of ~. Equipment used for "lime stabilization" is adequate, including slurry mixing and dispensing devices. A recommended procedure for processing [~ with both dry and slurry methods follows. Remember, ~ is not soil-cement, and it it not a base material. It is a permanent modification to expansive clay soils. - li - ~U'IDELINE EPECIF1CAION FO~ ~EMENT ~iOD1FICATION OF ~JUBGRADE [~D1LS [~ESCRIPT1ON This item shall consist of treating the subgrade by the pulverizing, addition of cement, mixing and compacting the material to the required density. This item applies to natural ground, embankment or existing pavement struc- ture and shall be constructed as specified herein and in conformity with the typical sections, lines and grades as shown on the plans or as established by the Engineer. The cement factor will be determined by laboratory testing and shall be sufficient to reduce the plastic index to 12 or less. II. Ili. [~ATERIALS 1. SOIL Soil shall consist of approved material free from vege- tation or other objectionable matter encountered in the subgrade. Acceptable material shall also be used in preparation of the roadbed in accordance with this specification. PORTLAND CEMENT Portland Cement shall be of a standard brand and shall conform to the requirements of ASTM Designation C150 or C595. The Contractor shall use bulk cement. All apparatus for handling, weighing and spreading the cement shall be approved by the Engineer in writing. Cement weighing and distribution equipment shall be as specified below. WATER Water shall be free from substances deleterious to the hardening of the cement treatment and shall be approved by the Engineer. ~,QUIPMENT '. MACHINERY The machinery, tools and equipment necessary for proper prosecution of the work shall be on the project and approved by the Engineer prior to the beginning of the construction operations. - 1 - All machinery, tools and equipment used shall be main- tained in a satisfactory and workmanlike manner. CEMENT HANDLING Cement shall be stored and handled in closed weather- proof containers until immediately before distribution on the subgrade. If storage bins are used, they shall be completely enclosed. Cement furnished in trucks shall have the weight of the cement certified on public scales. Spreader bars for distributing the cement shall be as close to the ground as practical, but in no case shall they be greater than 18 inches above the ground. Spreader bars shall be clean and in good working order so as to produce a consistent and even distribution of cement on the subgrade. [~ONSTRUCTION ~IETHODS GENERAL It is the primary requirement of this specification to secure a completed course of treated material containing a uniform cement mixture, free from loose or segregated areas, of uniform density and moisture content, well bound for its full depth and with a smooth surface suitable for placing subsequent courses. It shall be the respon- sibility of the Contractor to regulate the sequence of his work, to use the proper amount of cement, maintain the work and rework the courses as necessary to meet the above requirements. The roadbed shall be constructed and shaped to conform to the typical sections, .lines and grades as shown on the plans or as established by the Engineer. A machine will be provided which will insure that the material is cut uniformly to the proper depth and which has cutters that will plane the secondary grade to a smooth surtace over the entire width of the cut. The machine shall be of such a design that a visible indication is given at all times that the machine is cutting to the proper depth. APPLICATION Cement shall be spread only on that area where the mixing and compaction can be completed during the same working day in one continuous operation. The application and mixing of cement with the material shall be accomplished by the method hereinafter described as "Dry Placing" or "Slurry Placing". - 2 - a. Dry Placing The cement shall be spread by an approved spreader at the rates shown on the plans or as directed by the Engineer. The cement shall be distributed at a uniform rate and in such a manner as to reduce the scattering of cement by wind to a minimum · Cement shah not be appliled when wind conditions, in the opinion of the Engineer, are such that blowing cement becomes objectionable to traffic or adjacent property owners. A motor grader shall not be used to spread the cement. b. Slurry Placing Where slurry placement is to be used, the cement shall be mixed with water to form a slurry of the solids con~ent designated by the Engineer. The distributor truck shall be equipped with an agitator, if necessary, to keep the cement and water in a uniform mixture. 3. MIXING The mixing shall be the same for "Dry Placing" or "Slurry Placing" as described herein. The material and cement shall be thoroughly mixed by approved road mixers or other approved equipment, and the mixing shall continue until, in the opinion of the Engineer, a homogeneous, friable mixture of material and cement is obtained. Materials cqptaining plastic clays or other material' which will not readily mix with cement shall be mixed as thoroughly as possible at the time of the cement application and brought to the proper moisture content. The material shall be kept moist as directed by the Engineer. :- If the soil binder-cement mixture contains clods, they shall be reduced in size by raking, blading, discing, harrowing, scarifying or the use of other approved pulverization methods so that when all nonslaking aggre- gates retained on the No. l sieve are removed, the remainder of the clay material without cement mixed throughout shall meet the following requirements when tested dry by laboratory sieves: Minimum Passing 1-3/4" Sieve ...... .. 100% Minimum Passing 3/&" Sieve ........ 75% COMPACTION_' Compaction of the mixture shall begin immediately after mixing. The material shall be aerated or watered as necessary to provide the optimum moisture. Compaction shall begin at the bottom and shall continue until the entire depth of mixture is uniformly compacted. Compaction shall be in six (6) to eight (8) inch loose lifts. - 3- VI. The course shall be sprinkled as required and compacted to the extent to provide the density specified below as determined by the use of the Standard Proctor (ASTM D 698, .Method ^) Moisture/Density Relationship. Description For cement treated subgrade that will receive subsequent recourses. Density, Percent Not less than 95, except when shown otherwise on the plans. Moisture Percent Within 2.5 of optimum unless otherwise shown on the plans. The testing will be as outlined in Test Method ASTM D 2922 and ASTM D 3017 or other approved methods. ln-Place Density tests shall be performed at the rate of one per 300 linear feet of paving for two (2) lanes. The suitability of the stabilization shall be confirmed by Atterberg Limit testing at the rate of one test per 2,500 cubic yards of processed material. In addition to the requirements specified for density, the full depth of the material shown on the plans shall be compacted to the extent necessary to remain firm and stable under construction equipment. After each section is completed, tests as necessary will be made by the Engineer. If the material fails to meet the density requirements, it shall be reworked as necessary to meet these requirements. Throughout this entire operation the shape of the course shall be maintained by blading, and the surface u. pon completion shall be smooth and in conformity with the typical section shown on the plans and to the established lines and grades. Should the material due to any reason or cause, lose the required stability, density and finish before the next course is placed or the work is accepted, it shall be recompacted and refinished at the sole expense of the Contractor. ~INISHING, ~URING AND ~REPARATION FOR [~URFACING After the final layer of course of the cement treated subgrade has been compacted, it shall be brought t6' the required lines and grades in accordance with the typical sections. The completed section shall then be finished by rolling as directed with a pneumatic tire or other suitable roller suffi- ciently light to prevent hair cracking. [~EASUREMENT Cement treatment of the subgrade shall be measured by the square yard to neat lines as shown on the typical sections. The quantity of cement shall be measured by the ton or 2,000 pounds, dry weight. [~UIDELIN£ P~ROCEDURES FOR ~LURRY ~PPLICATION OF P~ORTLAND [~EMENT ~REATMENT TO [~UBGRADES 1. Cut the subgrade to approximate final grade. Moderately scarify the subgrade to 2" less than the required depth of treatment. Scarify using a disc, motor grader with short teeth, or other appropriate means. e Distribute the slurry evenly across the site. The slurry should be agitated to prevent the cement from settling out. The slurry should be dispensed before the cement sets up. Thoroughly plow the slurry into the subgrade using a disc or other appropriate means. If possible, make plowing passes at various angles across the site to facilitate breaking up large clods. Process the plowed subgrade to the required depth using an approved rotary mixer. Add water as necessary to achieve optimum moigture and for ease of pulverization. Continue processing until the gra- dation requirements have been met. Compact the cement modified subgrade to the specified density and moisture with sheepsfoot, or other approved compaction equipment that will compact the full depth of material uniformly. After proper compaction has been achieved, blade the subgrade to finished grade within the specified tolerances. Seal the surface by rolling with a pneumatic roller. necessary. Paving construction may commence at any time, No curing is -5- ~UIDELINE P~ROCEDURES FOR [~RY E~PPL1CAT1ON OF .. ~ORTLAND ~EMENT {]REATMENT TO ~UBGRADES 1. Cut the subgrade to approximate final grade. Thoroughly scarify the subgrade to 2" less than the required depth of treatment. Scarify using a disc, motor grader with short teeth, or other appropriate means. 3. Spread the dry cement at the required rate. Ge Water the cement to reduce dusting problems. Plow the cement into the subgrade using a disc or other approved method. If possible, make plowing passes at various angles across the site to facilitate breaking up large clods. Process the plowed subgrade to the required depth using an approved rotary mixer until the required gradation has been achieved. Continue adding water during the plowing and mixing process to reduce dusting, to ease in pulverization and to obtain optimum moisture. Compact the cement modified subgrade to the specified density and moisture with sheepsfoot, or other approved compaction equipment that will compact the full ~lepth of material uniformly. Blade the subgrade to finished grade within the specified toler- ances, 10. Seal the surface by rolling with a pneumatic roller. necessary. No curing is 11. Paving construction may commence at any time. -6- [~EMENT ~ODIFIED ~OIL [~] ~ESTING FOR [~TTERBERG ~IMITS (P.L., L.L., P.I.) Representative clay sample is allowed to air dry or may be placed in 1~0° F. (max) oven. e After drying, sample of sufficient weight shall be fully pul- verized .by any suitable method to obtain an amount equal to 200-500 grams passing #CO mesh sieve for each cement content tested. Various percentages of cement, based on dry .weight of soil sanlples, shall be added to soil and thoroughly mixed. l~ater, sufficient to bring sample just beyond theplastic limit, shall be added and thoroughly mixed. Specimens shall be placed in sealed plastic bags and stored for a period of 21 hours* at room temperature before drying. *Note: Numerous tests by PCA, using various waiting periods, sho~e that if time is a factor in determining cement content, satisfactory results can be obtained with only a 1-hour wait period. P.I. 's will be slightly higher initially than those with a 2l-hour period. After a ~8-hour wait period, results will only be slightly greater than those obtained after 2~-hours. After the waiting period, sample shall be dried in a l&Ov F. (max) oven. e Upon drying, sample shall be pulverized as before to obtain sufficient material passing the #~0 mesh sieve. Liquid and plastic, limits shall be obtained in the standard manner, and the plasticity index and shrinkage lim{t calcu- lated. -7- Il. ~ESTING FOR [~NCONFINED [~OMPRESSION Steps I thru ~ shall be as for Atterberg limits except that a 3/~" sieve shall be used in step 2 and a larger quan- tity of material is required. After steps 1 thru ~ are completed, specimens shall be test- ed immediately in accordance with ASTM D-1633 Method A. It is recommended that 3 specimens be molded for each test- ing period, i.e. 3 for 7 days, 3 for 28. Molded specimens shall be stored in sealed plastic bags at 73° F. until the testing period (7, 28 days). Specimens shall be tested in accordance with ASTM D-1633, Method A.). The average compressive strength for the three specimens for each testing period shall be used. -8- EXPLANATION OF CEMENT-CLAY REACTION This has to do with Herzog and Mitchell's paper:on chemical 'reaction of cement and clay. WHen they talk about the pH of pore-water increasing as a result of hydration, they're saying the water surrounding the clay particles becomes more alkaline, and therefore more aggressive in attacking the components of clay itself. Similarly, the calcium hydroxide which is liberated when water is added to cement is almos.t tenfold more active than regular hydrated lime, and induces' th~ rapid conversion 6f, the components in clay (clay is actually a complex ef calcium, magnesium, ferrous silicates and aluminates) to predominently calcium compounds which produce greater amount~ of gel-like floc. This same calcium hydroxide also dissolves the silicates and aluminates in the clays forming more'gel-like cementing compounds. K. Fred Gibbe Director of Technical Services Southwestern PQrtland Cement Co.