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ADDENDUM 2 - CSP 7976 Neighborhood 7A Purchasing Department 901-B Texas St. Denton, TX 76209 (940) 349-7100 www.dentonpurchasing.com ADDENDUM #2 CSP 7976 Neighborhood 7A – 2019 Bond Issue Date: October 11, 2022 Response due Date and Time (Central Time): Wednesday, October 19, 2022, 2:00 P.M. C.S.T CSP 7976 ADDENDUM #2 Item 1 SECTION 00 42 44 PROPOSAL FORM 1. Replace with the attached revised Section 00 42 44 Proposal Form Item 2 CLARIFICATIONS 1. Pay item 9 had incorrect units. The attached revised proposal form has the correct units. 2. The 5" Type B PG64-22 Asphalt Base Course called for in pay item 23 is not included in this project, but shall be replaced by an equal quantity of 6" Type A Grade 1-2 Flexible Base Subgrade to be used for full depth paving repair in the alley portions of the project. 3. Pay items 24 and 25 referenced specification items incorrectly. The correct specification reference for each of these items is 32 12 16. The included revised proposal form has the corrected specification numbers. 4. Pay items 26 and 27 indicated thickness of sidewalk that is different than the City standard details. The attached revised proposal form has the correct thicknesses. 5. The typical cross section on Oakwood drive plan sheet 1.1 is incorrect and should read "6" Type B PG64-22 Asphalt Base Course," rather than "7" Type B….” This will be corrected on the conformed construction plans. 6. The geotechnical report is attached to this addendum. Attachments: Revised Section 00 42 44 Proposal Form Geotechnical Report NO OTHER CHANGES AT THIS TIME. Please acknowledge addendum on page 3 of Section 00 41 01 of the Project Manual when submitting a proposal. To: From: RFP: 7976 ENG PMO:220007-1 Item No.Spec. Section No.Description UOM BID QTY Unit Price Extended Price 1 01 70 00 Mobilization LS 1                $                    $                               231 25 14 Erosion and Sediment Controls LS                 1 $                    $                               3 01 57 13 SWPPP LS 1                $                    $                               434 71 13 Barricades, Signs and Traffic Controls LS                 1 $                    $                               5 34 71 13 Portable Changeable Message Boards WK 32             $                    $                               601 58 13 Project Signs EA                 8 $                    $                               7 31 10 00 ROW Preparation STA 122           $                    $                               802 41 15 Remove Existing Concrete SY             990 $                    $                               9 02 41 15 Remove Existing Concrete Curb LF 10,548      $                    $                               10 02 41 15 Remove Existing Asphalt SY       29,842 $                    $                               11 31 23 16 Unclassified Excavation CY 12,537      $                    $                               12 32 16 00 6" Concrete Curb & Gutter LF          6,828 $                    $                               13 32 16 00 Concrete Surmountable Curb & Gutter LF 3,720        $                    $                               14 32 16 00 Concrete Ribbon Curb LF             490 $                    $                               15 32 16 00 Concrete Curb Transition LF 15             $                    $                               16 32 16 00 Concrete Apron SY             263 $                    $                               17 32 16 00 Concrete Valley Gutter SY 297           $                    $                               18 32 16 00 6" Concrete Driveway SY             611 $                    $                               19 32 16 00 8" Concrete Driveway SY 55             $                    $                               20 32 11 23 12" Type A Grade 1‐2 Flexible Base Subgrade SY       26,834 $                    $                               21 32 12 16 3" Type C PG64‐22 Asphalt Surface Course SY 4,064        $                    $                               22 32 12 16 2" Type D PG64‐22 Asphalt Surface Course SY 25,339      $                               23 32 11 23 6" Type A Grade 1‐2 Flexible Base Subgrade SY             787 $                    $                               24 32 12 16 6" Type B PG64‐22 Asphalt Base Course SY 16,445      $                    $                               25 32 12 16 7" Type B PG64‐22 Asphalt Base Course SY 8,933        $                    $                               26 32 16 00 4' ‐ 5' Concrete Sidewalk (5" Fiber Reinforced) SY 713           $                    $                               27 32 16 00 8' Concrete Sidewalk (6" w/#3s @ 18" OC) SY               52 $                    $                               28 32 16 00 5' wide Curb Ramp EA 12             $                    $                               29 33 42 11 18" RCP Class IV LF 84             $                    $                               30 33 42 33 10' Standard Curb Inlet EA                 1 $                    $                               31 33 42 23 18" Pre‐cast SET EA 2                $                    $                               32 32 93 00 4" Topsoil SY 4,153        $                    $                               33 32 93 00 Common Bermuda Solid Sod SY          4,153 $                    $                               34 02 41 14 Remove Existing 8" Sewer Line LF             764 $                    $                               35 02 41 14 Remove Existing 6" Sewer Line LF 36             $                    $                               36 02 41 14 Remove Existing Sewer Manhole EA                 4 $                    $                               37 02 41 14 Abandon and Grout Existing 10" Sewer Line LF 463           $                    $                               38 02 41 14 Abandon and Grout Existing 8" Sewer Line LF 1,205        $                    $                               39 02 41 14 Cut and Plug Existing Sewer Line EA                 3 $                    $                               40 33 31 14 8" SDR‐26 Pressure Rated PVC Sanitary Sewer LF             365 $                    $                               41 33 31 14 8" SDR‐26 PVC Sanitary Sewer LF 2,605        $                    $                               42 33 31 14 6" SDR‐26 PVC Sanitary Sewer LF               36 $                    $                               901-B Texas Street Denton, TX 76209 OFFEROR'S APPLICATION - UNIT PRICE PROPOSAL STREET ADDRESS CITY, STATE CONTACT PHONE EMAILPROJ.: Paving Improvements Sewer and Water Improvements GENERAL ITEMS SECTION 00 42 44 - UNIT PRICE PROPOSAL FORM - CSP Cori Power/Purchasing Dept. Neighborhood 7A - 2019 Bond City of Denton - Capital Projects COMPANY NAME Item No.Spec. Section No.Description UOM BID QTY Unit Price Extended Price 43 33 05 07 16" Steel Casing with 1/2" wall thickness LF 20             $                    $                               44 33 31 16 Sanitary Sewer Service Connection EA               79 $                    $                               45 33 05 61 4' Diameter Sanitary Sewer Manhole EA 11             $                    $                               46 33 05 61 5' Diameter Sanitary Sewer Manhole EA                 1 $                    $                               47 33 32 11 Bypass Pumping LS 1                $                    $                               48 02 41 14 Remove Existing 8" Water Line LF 988           $                    $                               49 02 41 14 Remove Existing Fire Hydrant EA                 8 $                    $                               50 02 41 14 Cut and Plug Existing Water Line EA 7                $                    $                               51 02 41 14 Abandon Existing Water under Railroad LS                 1 $                    $                               52 33 14 11 8" DR‐14 PVC Water Main LF 4,330        $                    $                               53 33 14 11 6" DR‐14 PVC Water Main LF             155 $                    $                               54 33 05 07 16" Steel Casing with 1/2" wall thickness LF               40 $                    $                               55 33 14 40 Fire Hydrant Assembly EA 10             $                    $                               56 33 14 17 1" Water Service Connection EA 85             $                    $                               57 33 14 10 Ductile Iron Water Fittings LB          1,878 $                    $                               58 33 14 20 8" Gate Valve EA               16 $                    $                               59 33 14 25 8" Tapping Sleeve & Valve EA                 3 $                    $                               60 33 14 25 8"x6" Tapping Sleeve & Valve EA 1                $                    $                               61 33 05 05 Trench Safety LF          7,491 $                    $                               $ $ TOTAL PROPOSAL: TOTAL BASE PROPOSAL: Neighborhood 7A - 2019 Bond Geotechnical Engineering Report Denton Neighborhood 7A Street Reconstruction Denton, Texas March 2, 2022 D&S ENGINEERING LABS, LLC Denton Neighborhoods 7A Street Reconstruction Denton, Texas G21-2294 TABLE OF CONTENTS 1.0 PROJECT DESCRIPTION ............................................................................................. 1 2.0 PURPOSE AND SCOPE ................................................................................................ 1 3.0 FIELD AND LABORATORY INVESTIGATION ............................................................... 2 3.1 General .................................................................................................................... 2 3.2 Laboratory Testing .................................................................................................... 3 3.2.1 Overburden Swell Tests ................................................................................... 3 3.2.2 Soluble Sulfate Testing .................................................................................... 4 4.0 SITE CONDITIONS ........................................................................................................ 4 4.1 Stratigraphy .............................................................................................................. 4 4.2 Groundwater ............................................................................................................. 7 5.0 ENGINEERING ANALYSIS ............................................................................................ 7 5.1 Estimated Potential Vertical Movement (PVM) ......................................................... 7 6.0 PAVEMENT RECOMMENDATIONS .............................................................................. 7 6.1 General .................................................................................................................... 7 6.2 Behavior Characteristics of Expansive Soils beneath Pavement .............................. 7 6.3 Subgrade Strength Characteristics ........................................................................... 8 ............................................................................................... 9 ........................10 6.4 Pavement Design and Recommendations ...............................................................11 6.5 Flexible Pavement Design and Recommendations ..................................................13 ............................................................................................13 ........................................................................13 7.0 OTHER CONSTRUCTION ............................................................................................14 7.1 Surface Drainage .....................................................................................................14 7.2 Earthwork Preparation for Utility Line Installation .....................................................14 7.3 Excavations and Excavation Difficulties ...................................................................16 7.4 Construction Dewatering .........................................................................................17 8.0 LIMITATIONS ................................................................................................................17 APPENDIX A – BORING LOGS AND SUPPORTING DATA APPENDIX B – GENERAL DESCRIPTION OF PROCEDURES 1 GEOTECHNICAL INVESTIGATION DENTON NEIGHBORHOOD 7A STREET RECONSTRUCTION DENTON, TEXAS 1.0 PROJECT DESCRIPTION This report presents the results of the geotechnical investigation conducted for planned reconstruction of various residential streets, as well as the replacement of water and sanitary sewer lines, which are all located in Denton, Texas. The project consists of eleven street segments totaling approximately 11,000 linear feet, as well as 10,300 linear feet of water and sewer lines. We expect that new pavement grades will be within 12 inches of existing grades. We understand it is preferable for the roadway improvements to consist of a surface layer of Hot Mixed Asphaltic Concrete (HMAC). Below are photographs of recent conditions of the site: 2.0 PURPOSE AND SCOPE The purpose of this investigation was to: • Identify the subsurface stratigraphy and groundwater conditions present at the site. • Evaluate the physical and engineering properties of the subsurface soil strata for use in the geotechnical analyses. • Provide geotechnical recommendations for use in design and construction of the proposed pavement improvements. D&S ENGINEERING LABS, LLC Denton Neighborhoods 7A Street Reconstruction Denton, Texas G21-2294 2 The scope of this investigation included: • Drilling and sampling a total of twenty-two (22) borings across the various project sites to depths of 6 to 10 feet below existing surface grades. The borings on each project roadway segment were conducted at an approximate spacing of about 500 feet (P1-1 through P11-2). • Laboratory testing of selected soil and bedrock samples obtained during the field investigation. • Preparation of a Geotechnical Report that includes: o Recommendations for the design and construction of pavements. o Recommendations for earthwork and subgrade modifications. o Recommendation for excavations. 3.0 FIELD AND LABORATORY INVESTIGATION 3.1 General The borings were advanced utilizing truck-mounted drilling equipment outfitted with continuous hollow stem augers. Undisturbed samples of cohesive soils and weathered bedrock strata were obtained using 3-inch diameter tube samplers, which were advanced into the soils in 1-foot increments by a continuous thrust of a hydraulic ram located on the drilling equipment. After sample extrusion, a hand penetrometer measurement was performed on each cohesive soil sample to provide an estimate of soil stiffness. Subsurface materials were also tested and sampled in general accordance with the Standard Penetration Test (ASTM D1586). During this test, disturbed samples of subsurface material is recovered using a nominal 2-inch O.D. split-barrel sampler. The sampler is driven into the soil strata with an automatic hammer utilizing the energy equivalent of a 140-pound hammer falling freely from a height of 30 inches and striking an anvil located at the top of the drill string. The number of blows required to advance the sampler in three consecutive 6-inch increments is recorded, and the number of blows required for the final 12 inches is noted as the “N”-value. The test is terminated at the first occurrence of either of the following: 1) when the sampler has advanced a total of 18 inches; 2) When the sampler has advanced less than one complete 6-inch increment after 50 blows of the hammer; 3) when the total number of blows reaches 100; or 4) if there is no advancement of the sampler in any 10-blow interval. All samples obtained were extruded in the field, placed in plastic bags to minimize changes in the natural moisture condition, labeled to indicate the appropriate boring number and depth, then placed in protective, cardboard boxes for transportation to the laboratory. The approximate locations of borings advanced at the site are shown D&S ENGINEERING LABS, LLC Denton Neighborhoods 7A Street Reconstruction Denton, Texas G21-2294 3 on the boring location map included in Appendix A. The specific depths, thicknesses, and descriptions of the strata encountered are presented on the individual Boring Log illustrations, which are also provided in Appendix A. The approximate surface elevations for the boring locations were estimated from the NCTCOG topographic map website (dfwmaps.com) which provides elevations at 2-foot intervals. Strata boundaries shown on the boring logs are approximate. 3.2 Laboratory Testing Laboratory tests were performed to identify the relevant engineering characteristics of the subsurface materials encountered and to provide data for developing engineering design parameters. The subsurface materials recovered during the field exploration were initially logged by the drill crew and were later described by a Staff Engineer in the laboratory. These descriptions were later refined by a Geotechnical Engineer based on results of the laboratory tests performed. All recovered soil samples were classified and described in part using the Unified Soil Classification System (USCS) and other accepted procedures. In order to determine soil characteristics and to aid in classifying the soils, index property and classification testing was performed on selected samples, as requested by the Geotechnical Engineer. These Index property and classification tests were performed in general accordance with the following ASTM or TxDOT testing standards: • Moisture Content ASTM D2216 • Atterberg Limits ASTM D4318 • Percent of Particles Finer Than the No. 200 Sieve ASTM D1140 Additional tests were performed to aid in evaluating volume change, and chemical characteristics, including: • Overburden Swell Tests • Soluble Sulfate Test TEX-145-E The results of these tests are presented at the corresponding sample depths on the appropriate Boring Log illustrations or summary tables, Appendix A. The results of the ASTM tests are presented at the corresponding sample depths on the appropriate Boring Log illustrations. The index property and classification testing procedures are also described in more detail in Appendix B (General Description of Procedures). Selected samples of the near-surface cohesive materials were subjected to overburden swell tests. For this test, a sample is placed in a consolidometer and is subjected to the estimated in-situ overburden D&S ENGINEERING LABS, LLC Denton Neighborhoods 7A Street Reconstruction Denton, Texas G21-2294 4 pressure. The sample is then inundated with water and allowed to swell. Moisture contents are determined both before and after completion of the test. Test results are recorded as the percent swell, with initial and final moisture content. Sulfate tests were performed on select soil samples obtained from the exploratory borings. The results of these tests are presented in Appendix A. In general, a sulfate level less than 3,000 ppm is considered to have an acceptably low potential for sulfate-induced heave when soils are treated with calcium-based materials (lime, cement, and other calcium-rich materials). The results of sulfates tests performed on representative recovered near-surface soil samples from the various roadway segments indicate very low to very high sulfate content ranging generally from 113ppm to 2,518 ppm in soils and 8,347ppm in the weathered shale. In our opinion, this level of sulfate content along the alignment presents a low risk for sulfate-induced heave and that cement treated RAP may be provided with care not to include weathered shale. 4.0 SITE CONDITIONS 4.1 Stratigraphy Based upon our observation of the boring samples and a review of the Geologic Atlas of Texas, Sherman Sheet, this site is located at the contact of the Grayson Marl and Main Street Limestone formation and the Woodbine Formation. The contact is expected to be highly variable with some intermixing of the two geological formations. Grayson Marl and Main Street Limestone generally consisting of weathered shale and fresh shale, limestone and residual clay soils. The subsurface materials of the Woodbine Formation often have little consistency and uniformity in deposition. The deposition of the sand, sandy clay, clay, sandstone, and shale layers can be very erratic and highly variable. It should be noted that the soils at the site can have relatively low to medium Plasticity Indices, typically ranging from 25 to 27; however, medium to high free swell values were measured ranging from 4.5 to 11.9 percent. Additionally, the Woodbine geological formation can contain very hard sandstone boulders or “erratics” which often require coring to penetrate. Shelby tube refusal was noted at 7 and 9 feet in Borings P2-2 and P10-2, respectively. A hard zone was encountered in Borings P3- 1, P3-2, P3-3, P5-1, and P5-2 at depths of about 6 to 9.5 feet with Standard Penetration Test values of 1 to 5.75 inches for 50 blows. Where it is anticipated that excavation will be deeper than the hard zones as described above it may be prudent to core the material prior to construction and perform unconfined compressive tests. D&S ENGINEERING LABS, LLC Denton Neighborhoods 7A Street Reconstruction Denton, Texas G21-2294 5 Asphalt pavements were present at the ground surface in all the borings. The asphalt had thicknesses ranging from about 2 to 7 inches. Base materials with thicknesses ranging from about 1 to 22 inches were present beneath the pavement sections. Grayson Marl and Main Street Limestone Generally, borings situated on the west side of Highland Park Road are within the Grayson Marl and Main Street Formation apart from Boring P11-1 and P11-2. These borings had subsurface materials resembling the deposition of the Woodbine Formation. The pavement sections within the borings are underlain by residual fat and lean clay soils with the exception of P1-1, P4-2, and P9-4. The clay soils present within the borings are generally stiff to very stiff in condition, are various shades of brown and gray in color, and contain varying amounts of calcareous nodules, ferrous nodules, iron oxide stains, sandstone fragments, and shale seams. The clay soils extend to the top of weathered shale strata at depths of about 2 to 8 feet within the borings. For Borings P4-2 and P9-4, clayey sand soils are present beneath the pavement section. The sandy soils present within the borings are loose in consistency, brown and orange in color, and contain varying amounts of ferrous nodules, sandstone seams, and iron oxide stains. The clayey sand soils extend to the top of weathered shale strata at a depth of 7 feet in Boring P9-4 and continue through the maximum depth drilled in Boring P4-2 of about 10 feet. The overburden soils within borings are underlain with weathered shale bedrock strata. The weathered shale strata are generally very soft in rock hardness, are various shades of brown and gray in color, contain varying amounts ferrous nodules, calcareous nodules, gypsum, and iron oxide laminations, and are calcareous in nature. The weathered shale bedrock strata extend to the maximum depth explored of about 10 feet within the borings. Woodbine Formation Generally, borings that are located on the east side of Highland Park Road are situated within the Woodbine Formation. The pavement sections within the borings are underlain by residual clay and sand soils. The clay soils present within the borings are generally stiff to very stiff in condition and the sand soils present within the borings are generally loose to very dense in consistency. Both soils are various shades of brown, gray, red, orange, and white in color and contain varying amounts of calcareous nodules, ferrous nodules, iron oxide stains, sandstone fragments, and shale seams. The clay and sand soils extend to the top of weathered shale strata at depths of about 2 to 9 feet within Borings P2-1, P2-2, P3-2, P8-1, P10-1, P10-2, and P11-1, and continue through the D&S ENGINEERING LABS, LLC Denton Neighborhoods 7A Street Reconstruction Denton, Texas G21-2294 6 termination depths of about 6 to 10 feet below existing grades in Borings P3-1, P3-3, P5-1, P5-2, P6-1, P7-1, and P11-2. The weathered shale strata encountered in these borings are generally very soft in rock hardness, are various shades of brown, orange, and gray in color, contain varying amounts ferrous nodules, calcareous nodules, sand and silt seams, and iron oxide stains and laminations, and are calcareous in nature. The weathered shale strata continue through the maximum depths drilled of about 10 feet. Table 1: Pavement sections and subsurface conditions Boring No. Street Name Starting Ending Thickness of Asphalt Surfacing (inches) Thickness of Base (inches) Depth to Weathered Shale (feet) P1-1 Azalea Street Laurel Street Highland Park Road 2 22* 2 P1-2 2 10* 3 P2-1 Bernard Parvin Street Roselawn Drive 3.5 3 9 P2-2 3.5 2.5 2 P3-1 Acme Street Parvin Street 7 2 NE P3-2 4 1 5 P3-3 3.5 3 NE P4-1 Camellia Street Highland Park Road Laurel Street 2.25 9.75 8 P4-2 3 9 NE P5-1 Leslie Willowwood Street Dudley Street 2.5 5 NE P5-2 3.5 3.5 NE P6-1 Oakwood Drive Willowwood Street Westwood Drive 3 21* NE P7-1 Westwood Drive Mercedes Road 6 6 NE P8-1 Mercedes Road East 4 20 5 P9-1 Public Alley Laurel Street Highland Park Road 3 9 4 P9-2 2 10 2 P9-3 2 10 4 P9-4 2 10 7 P10-1 Underwood Street N Texas Boulevard Kendolph Drive 3.25 3 3 P10-2 2.5 6 3 P11-1 Wisteria Street Laurel Street Highland Park Road 2.5 4 6 P11-2 3.5 5 NE NE – Not Encountered, * – cement treated Subsurface conditions at each boring location are described in detail on the individual boring log illustrations presented in Appendix A. D&S ENGINEERING LABS, LLC Denton Neighborhoods 7A Street Reconstruction Denton, Texas G21-2294 7 4.2 Groundwater In Borings P1-2 and P6-1, groundwater was encountered at 6 feet during drilling and dry upon completion. Groundwater seepage was not encountered within any of the remaining borings during drilling operations. Although not encountered, groundwater levels may be anticipated to fluctuate with seasonal and annual variations in rainfall and may also change as a result of local development. 5.0 ENGINEERING ANALYSIS 5.1 Estimated Potential Vertical Movement (PVM) Potential Vertical Movement (PVM) was evaluated utilizing different methods for predicting movement, as described in Appendix B, and based on our experience and professional opinion. At the time of our field investigation, the surficial soils at this site were found to be in a highly variable moisture condition ranging from wet to dry, becoming dry with depth. Based on the results of our analysis, the sites are generally estimated to possess a Potential Vertical Movement (PVM) on the order of up to 4.5 inches at the soil moisture conditions existing at the time of the field investigation. If the near-surface soils are allowed to dry appreciably to significant depth prior to or during construction, the potential for post-construction vertical movement will increase. However, for Underwood Street, a Potential Vertical Movement (PVM) on the order of 6 inches is estimated at the dry soil moisture conditions existing at the time of the field investigation. Please note that dry, average and wet are relative terms based on moisture content and plasticity. 6.0 PAVEMENT RECOMMENDATIONS 6.1 General The pavement design recommendations provided herein are derived from the subgrade information that was obtained from our geotechnical investigation, design assumptions based on project information, our experience with similar projects in this area, and on the guidelines and recommendations of the American Concrete Pavement Association (ACPA). It is ultimately the responsibility of the Civil Engineer of Record and/or other design professionals who are responsible for pavement design to provide the final pavement design and associated specifications for this project. WinPAS 12 software based on AASHTO 1993 from ACPA was used to obtain the pavement thickness. 6.2 Behavior Characteristics of Expansive Soils beneath Pavement Near-surface soils at this site are considered to have potential for volume change with changes in soil moisture content. The moisture content can be “stabilized” to some D&S ENGINEERING LABS, LLC Denton Neighborhoods 7A Street Reconstruction Denton, Texas G21-2294 8 degree in these soils by covering them with an impermeable surface, such as pavement. However, if moisture is introduced by surface or subsurface water, poor drainage or the addition of excessive irrigation after periods of no moisture, or if moisture is removed by desiccation from vegetation (especially trees), the soils can swell or shrink causing distress to pavements in contact with the soil in the form of cracks. The edges of pavements are particularly prone to moisture variations; therefore, these areas often experience the most distress (cracking, displacement, etc.). When cracks appear on the surface of the pavement, these openings can allow moisture to enter the pavement subgrade, which can lead to further weakening of the pavement section as well as accelerated failure of the pavement surface. In order to minimize the potential impacts of expansive soil on paved areas and to improve the long-term performance of the pavement, we have the following recommendations: • Design a crowned or sloped pavement which provides maximum drainage away from the pavement. A minimum slope of 5 percent within the first 5 feet is considered ideal. • Subgrade treatments intended to reduce the soil’s potential for vertical movement or to increase the subgrade stability should extend to at least 18 inches beyond the back of curbs or edges of pavements. Asphalt pavements are prone to deteriorate at the pavement edge if heavy traffic travels close to the edge. Consideration may be given to using a reinforced concrete curb to strengthen the asphalt edge or provide traffic painted lane lines. 6.3 Subgrade Strength Characteristics The results of sulfates tests performed on representative recovered near-surface soil samples from the various street segments indicate very low to very high sulfate content ranging generally from 113ppm to 2,518 ppm in soils and 8,347ppm in the weathered shale. For this reason, cement treatment of the underlying soils is not recommended. One option is for the existing asphalt pavement and underlying base to be reclaimed for the road reconstruction (Reclaimed Asphalt Pavement or RAP) and treated with cement to provide a new base layer for the proposed new pavement. Based on the results of our investigation, it is our opinion that cement treatment of the recycled material will provide an effective subgrade improvement over the length of the roadway alignments. To that end, we have the following subgrade preparation recommendations. We recommend that a California Bearing Ratio (CBR) value of 3 be used for the native subgrade in the pavement design with a corresponding resilient modulus of 4,100 psi. For compacted cement treated RAP, we recommend using a resilient modulus of 30,000 psi and a layer coefficient of 0.2. D&S ENGINEERING LABS, LLC Denton Neighborhoods 7A Street Reconstruction Denton, Texas G21-2294 9 • Remove all asphalt pavement and aggregate base and stockpile for re- use as grade raise fill and cement treated RAP. We anticipate a typical stripping depth of about 5 to 24 inches for the asphalt and base. Care should be exercised not to excavate appreciably (>10%) the underlying soils nor mix any of those soils with the stockpiled asphalt and base. • Perform any cut operations or scalping as needed to reach final subgrade. We anticipate that excavation of overburden soils can be accomplished with conventional earthwork equipment and methods. • After stripping and performing necessary cuts, the exposed subgrade should be proof rolled. Proof rolling should consist of rolling the entire pavement subgrade in mutually perpendicular directions with a heavily loaded, tandem-axle dump truck weighing at least 25 tons or other approved equipment capable of applying similar loading conditions. Any soft, wet, or weak soils that are observed to rut more than about 1/2-inch or pump excessively (exhibiting “waving” action) during proof rolling should be removed and replaced with well-compacted, on-site clayey material or allowed to dry as outlined below. The proof rolling operation should be performed under the observation of a qualified geotechnical engineer. D&S would welcome the opportunity to perform these services for this project. • Following proof rolling, the upper one foot should be scarified and recompacted. The scarified fill should be compacted to at least 95 percent of the maximum dry density, as determined by ASTM D698 (standard Proctor), and at a moisture content that is between the optimum moisture content and three percentage points above optimum moisture content, as determined by the same test (>0 to <3% above optimum). At the time of our field investigation, the surficial soils at this site were found to be in a variable moisture condition. Wet soils will need to be dried and dry soils will need to be watered to become in compliance. For Underwood Street we recommend reducing the existing PVM on the order of 6 inches to 4.5 inches by undercutting the subgrade a further foot and moisture conditioning as described below. • In areas to receive fill, fill may be derived from on-site clayey soils or may be imported or reclaimed untreated pulverized RAP material. For the reclaimed untreated pulverized RAP material, the material should be pulverized to a grading as described in Section 6.3.2. The fill should be placed in maximum 6-inch compacted lifts, compacted to at least 95 percent of the maximum dry density, as determined by ASTM D698 (standard Proctor), and placed at a moisture content that is 0 to 3 D&S ENGINEERING LABS, LLC Denton Neighborhoods 7A Street Reconstruction Denton, Texas G21-2294 10 percentage points above the optimum moisture content, as determined by the same test. Wet soils will need to be dried and dry soils will need to be watered to become in compliance. Prior to compaction, each lift of fill should first be processed throughout its thickness to break up and reduce clod sizes and blended to achieve a material of uniform density and moisture content. Once blended, compaction should be performed with a heavy tamping foot roller. Once compacted, if the surface of the embankment is too smooth, it may not bond properly with the succeeding layer. If this occurs, the surface of the compacted lift should be roughened and loosened by discing before the succeeding layer is placed. • Water required to bring the fill material to the proper moisture content should be applied evenly through each layer. Any layers that become significantly altered by weather conditions should be reprocessed in order to meet recommended requirements. On hot or windy days, the use of water spraying methods may be required in order to keep each lift moist prior to placement of the subsequent lift. Furthermore, the subsurface soils should be kept moist prior to placing the pavement by water sprinkling or spraying methods. • Fill materials should be placed on a properly prepared subgrade as outlined above. The combined excavation, placement, and spreading operation should be performed in such a manner as to obtain blending of the material, and to assure that, once compacted, the materials, will have the most practicable degree of compaction and stability. Materials obtained from on-site should be mixed and not segregated. • Soil imported from off-site sources should be tested for compliance with the recommendations herein and approved by the project geotechnical engineer prior to being used as fill. Imported materials should consist of lean clays (maximum Plasticity Index of 30) that are essentially free of organic materials, sulfate, and particles larger than 4 inches in their maximum dimension. • Field density and moisture content testing should be performed at the rate of one test per lift per 100 linear feet of road and one test per lift per 100 linear feet of utility trenches. • We recommend that the milled asphalt pavements and base materials be replaced on top of the completed subgrade and mixed and pulverized, with an estimated five (5) percent cement. The actual percentage to be used should be sufficient to achieve a minimum 7-day cured unconfined compressive strength of 100 pounds per square inch. D&S ENGINEERING LABS, LLC Denton Neighborhoods 7A Street Reconstruction Denton, Texas G21-2294 11 • Cement should be applied such that mixing operations can be completed during the same working day. • The cement may be placed by the slurry method (meaning that the cement should be mixed with water in trucks or in tanks and applied as a thin water suspension or slurry). • After mixing, the RAP-cement mixture should be tested for sufficient pulverization and mixing in accordance with TxDOT Item 275. The material shall meet the following requirements when tested dry by laboratory sieves: o Minimum passing 1¾" sieve: 100% o Minimum passing ¾” sieve: 85% o Minimum passing No. 4 sieve: 60% • After sufficiently re-mixed, the RAP and cement mixture should be compacted to a minimum of 98% of Standard Proctor (ASTM D698) and to a moisture content that is within two percent of optimum moisture (+/- 2%), as determined by the same test. Compaction should be completed within 2 hours after the application of water to the mixture of soil and cement. • Cure for at least 3 days by “sprinkling” as described in TxDOT Item 204. • In order to reduce the potential for reflective cracking up through the asphalt pavement, the cement treated RAP should be rolled with a vibratory roller 1 to 2 days after final compaction to create a network of imperceptible to hairline cracks (microcracking). Cure for at least 2 days by “sprinkling” as described in TxDOT Item 204 after completion of microcracking. • Field density and moisture content testing should be performed at the rate of one test per lift per 100 linear feet of road and one test per lift per 100 linear feet of utility trenches. These tests are necessary to determine if the recommended moisture and compaction requirements have been attained. 6.4 Pavement Design and Recommendations Specific axle loading and traffic volume characteristics have not been provided at this time. For the purposes of this design, we have used NCTCOG data to determine Average Daily Traffic (ADT) of each project road segment. ADT for roadways and roadways around the proposed reconstruction are presented in Table 2 below: D&S ENGINEERING LABS, LLC Denton Neighborhoods 7A Street Reconstruction Denton, Texas G21-2294 12 Table 2: ADT Values of the Roadways Streets Borings ADT (year) Azalea, Camelia, Public Alley and Wisteria P1, P4, P9, P11 245 (2019) Highland Park Road, say 500 Bernard (A), Bernard (B) P2, P3 1402 (2019) Leslie P5 188 (2019) Oakwood Drive P6, P7, P8 2448 (2014) McCormick Street, say 1500 Underwood P10 149 (2014) WinPAS 12 software recommends ADT for residential roads ranging from 50 to 800 and collectors from 700 to 5,000. We have concentrated our pavement recommendations based on an ADT of 1500 for Oakwood Drive and Bernard Street and 500 for the remaining streets. The following assumptions have been made in the calculation of traffic loading: • Design Life: 20 years • Average Daily Traffic (ADT): 1500 and 500 • Equivalent Single Axle Loads (ESAL’s): 565,369 and 188,456 • Directional Distribution Factor: 50% • Design Lane Distribution Factor: 100% • Growth Rate: 2.0% • Percent Trucks: 5.0% • Truck Factor (ESALs/Truck): 1.7 In determination of thickness of asphalt and cement treated RAP we used WinPAS 12 software, and the following assumptions were made. Considering that the residential streets are city streets, we have assumed a reliability factor of 90%. If a higher value of reliability is required, the required overall section will increase. • Reliability: 90% • Overall Standard Deviation: 0.45 • Subgrade Resilient Modulus: 4,100 psi • Drainage Coefficient: 1.0 • Initial Serviceability: 4.2 • Terminal Serviceability: 2.25 • Layer coefficient, Asphalt Cement Concrete: 0.44 • Layer coefficient, Cement Treated RAP: 0.20 D&S ENGINEERING LABS, LLC Denton Neighborhoods 7A Street Reconstruction Denton, Texas G21-2294 13 Please contact this office if significant deviations from the assumptions above are anticipated. Minimizing subgrade saturation is an important factor in maintaining subgrade strength. Water should not be allowed to pond on or adjacent to the pavement that could saturate the pavement and lead to premature pavement deterioration. We recommend that all pavement surfaces be sloped to provide rapid surface drainage. Positive surface drainage away from the edge of the paved areas should be maintained. 6.5 Flexible Pavement Design and Recommendations For this project, hot mix asphaltic concrete (HMAC) pavement should conform to current TxDOT or NCTCOG standards. Based on the assumptions outlined in Section 6.4 above and our experience and engineering judgment regarding the site conditions and soil types present, full-depth HMAC for all streets should consist of at least 2 inches of Type C or D surface course over 4 inches of Type B base course as specified by TxDOT, or the minimums required by the City/County if more stringent. The full-depth asphalt should be placed over a minimum of 6 inches of cement treated RAP. However, for a residential road we typically recommend an asphalt thickness of 6 to 7 inches over 6 inches of cement treated RAP based on the traffic count. For a residential collector road, we typically recommend an asphalt thickness of 6 to 8 inches over 6 to 8 inches of cement treated RAP based on the traffic count. Pavements should include a regular maintenance schedule to identify and seal cracks that may develop in the pavement surface to prevent water passing through the asphalt to the base or subgrade materials. The following is recommended for HMAC: • HMAC should be placed and compacted to contain between 5 and 9 percent of air voids. • The target density for asphalt lifts should be 91 to 95 percent of the Maximum Theoretical Specific Gravity as determined by laboratory testing. The following tests should be performed: • In place field density tests to establish a rolling pattern. D&S ENGINEERING LABS, LLC Denton Neighborhoods 7A Street Reconstruction Denton, Texas G21-2294 14 • One extraction and gradation test per day’s HMAC placement. • Two cores to verify thickness and density per 5,000 feet of road placed. 7.0 OTHER CONSTRUCTION 7.1 Surface Drainage Proper drainage is critical to the performance of the paved areas. Positive surface drainage should be provided that directs water away from pavement edges. Where possible, we recommend that a slope of at least 5 percent be provided for the first 5 feet away from pavement edges. The slopes should direct water away from the pavement and should be maintained throughout construction and the life of the pavement. 7.2 Earthwork Preparation for Utility Line Installation The minimum trench width should allow adequate access on each side of the pipe for compaction of embedment under the pipe haunches. It is anticipated that the minimum practical clearance between the pipe and the trench wall would be about 18 inches to allow for at least some mechanical compaction below the mid-height of the pipe. Excavations greater than 5 feet in height/depth should be in accordance with OSHA 29CFR 1926, Subpart P. The site soils should be assumed to be Type “C” soil. In general, the pipe should not bear directly on hard unyielding layers, if present. For conditions where bedrock is exposed, we recommend a minimum of 12 inches of embedment below the bottom of the pipe. The embedment support should be uniform and free of large rocks and debris. The embedment material must be placed without voids. The embedment material should not consist of a corrosive soil. A granular embedment material is typically preferred to satisfy these requirements. A durable crushed stone with a maximum particle size of about 1 inch should be considered for this purpose. This type of embedment material would be suitable for pipe support and would generally be easy to compact in confined areas such as within the haunch zone. The embedment should extend above the bottom of the pipe, preferably to at least the mid-height of the pipe. Above the mid-height of the pipe, a compacted select fill or granular material is recommended. A select fill would consist of a clayey sand or sandy clay, classified as SC or CL according to the Unified Soil Classification System, with 35 to 65 percent passing the No. 200 sieve and a plasticity index between 5 and 15. This material should extend to at least 12 inches above the top of the pipe. These embedment soils should be placed in lifts with each lift compacted to a degree of compaction consistent with the pipe design. We anticipate that this degree of compaction would be on the order of 90 to 95 percent of the standard Proctor maximum dry density (ASTM D698). The compaction should occur at soil moisture contents near the optimum moisture level (optimum  3 percent). If D&S ENGINEERING LABS, LLC Denton Neighborhoods 7A Street Reconstruction Denton, Texas G21-2294 15 smaller compaction equipment is used, the loose lift thickness should not exceed six inches. The trench width may be narrower where flowable fill (self-compacting) is used as the embedment and to a minimum of 12 inches above the pipe. The flowable fill to the side of the pipe and trench wall should be consistent with the pipe design and be a minimum of 9 inches or wider as required for construction access. Flowable fill concrete is a self-compacting cementitious slurry consisting of a mixture of fine aggregate or filler, water, and cementitious material which is used as a fill or backfill in lieu of compacted-soil backfill. This mixture is capable of filling all voids in irregular excavations and hard to reach places, is self-leveling, and hardens in a matter of a few hours without the need for compaction in layers. Flowable fill is sometimes referred to as controlled density fill (CDF), controlled low strength material (CLSM), lean concrete slurry, and unshrinkable fill. Flowable fill has a high slump with a minimum design compressive strength of 100 psi strength in 28 days. Pipe flotation should be considered when using flowable fill. Plastic utility pipe is typically less dense than flowable fill and may cause pipe flotation during pouring the flowable fill. In these cases, the pipes must be anchored to prevent flotation. Some common anchoring systems would be sandbags, rebar and concrete collars and other proprietary anchoring systems. With whatever anchoring system is chosen testing a short section to check that the utility pipe stays at planned grade would be prudent. The anchoring system should remain in place until the flowable fill has set. At a minimum, backfill materials above the select or granular soils or flowable fill should be free of rock fragments and clods larger than 4 inches and deleterious materials. Backfill for shallow (less than 10 feet) utility lines should consist of on-site clayey material and should be placed in accordance with the following recommendations. However, weathered shale should be wasted and not reused as backfill. Imported fill materials should have no less than 35 percent material passing a No. 200 mesh sieve and a Plasticity Index of no more than 30. The on-site clayey fill soil should be placed in maximum 6-inch compacted lifts, compacted to a minimum of 95 percent of the maximum dry density, as determined by ASTM D698 (standard Proctor), and placed at a moisture content that is at least the optimum moisture content, as determined by that same test. We also recommend that the utility trenches be visually inspected during the excavation process to ensure that undesirable fill that was not detected by the test borings does not exist at the site. This office should be notified immediately if any such fill is detected. Backfill for deeper (more than 10 feet) utility lines should be compacted to a minimum of 98 percent of the maximum dry density, as determined by ASTM D698 (standard Proctor), and placed at a moisture content that is at least the optimum moisture content, as determined by that same test. Utility excavations should be sloped so that water within excavations will flow to a low point away from the active construction where it can be removed from before backfilling. Compaction of bedding material should not be water-jetted. Compacted backfill above the utilities should be on-site clayey soil to limit the percolation of surface water. D&S ENGINEERING LABS, LLC Denton Neighborhoods 7A Street Reconstruction Denton, Texas G21-2294 16 For situations where the new pipes will lie beneath a future street pavement the potential for post-construction settlements of the backfill will require special consideration regarding selection of backfill types, degree of compaction, or a combination of these. The on-site clayey fill soil should be placed in maximum 6-inch compacted lifts, compacted to a minimum of 100 percent of the maximum dry density, as determined by ASTM D698 (standard Proctor), and placed at a moisture content that is at least the optimum moisture content, as determined by that same test. In general, if on-site clayey soils are used for backfilling and if these clays are compacted to 100 percent of the standard Proctor maximum dry density, total backfill settlements on the order of 1 percent of the backfill thickness should be expected. For a properly compacted backfill thickness of 10 feet, this would correspond to a total settlement of the backfill surface of about 1.2 inches. We estimate that one-third of this settlement would occur during the backfill construction and the remainder would occur over a period of several years. The potential for post-construction settlements could be reduced by using a higher quality backfill such as select fill, flowable fill, or mixing cement with the backfill. Field density and moisture content testing should be performed at the rate of one test per lift per 100 linear feet of utility trenches. 7.3 Excavations and Excavation Difficulties Excavations greater than 5 feet in height/depth should be in accordance with OSHA 29CFR 1926, Subpart P. Temporary construction slopes should incorporate excavation protection systems or should be sloped back. Where the excavation does not extend close to building lines, these areas may be laid back. Where space allows, temporary slopes should be sloped at 1.5 horizontal to 1 vertical (1.5H: 1V) or flatter. Where excavation slopes greater than five (5) feet in height cannot be laid back, these areas will require installation of a temporary retention system or shoring to protect the existing construction, restrain the subsurface soils and maintain the integrity of the excavation. We recommend that monitoring points be established around the retention system and that these locations be monitored during and after the excavation activities to confirm the integrity of the retention system. The slopes and temporary retention system should be verified by and designed by the contractor's engineer and should not be surcharged by traffic, construction equipment, or permanent structures. The slopes and temporary retention system should be adequately maintained and periodically inspected to ensure the safety of the excavation and surrounding property. Temporary construction slopes should incorporate excavation protection systems or should be sloped back. Excavations performed during utility construction operations including directional drilling in soil should not be difficult and should not require the use of special construction equipment. D&S ENGINEERING LABS, LLC Denton Neighborhoods 7A Street Reconstruction Denton, Texas G21-2294 17 It should be noted that the Woodbine geological formation can contain dense and irregular shaped masses of very hard well cemented sandstone and concretions that can occur at random throughout the formation where often coring equipment is needed to penetrate the very hard sandstone. Shelby tube refusal was noted at 7 and 9 feet in Borings P2-2 and P10-2, respectively. A hard zone was encountered in Borings P3-1, P3-2, P3-3, P5-1, and P5-2 at 6 to 9.5 feet with Standard Penetration Test values of 1 to 5.75 inches for 50 blows. Difficult excavation should be anticipated below the referenced depths. Appropriate hard rock excavation equipment will be required. Such heavy equipment should be of a sufficient size and weight to excavate through the hard layers to reach the desired bearing stratum. All parties should have contingency plans in place in the event such hard materials are encountered during construction. Where it is anticipated that excavation will be deeper than the hard zones as described above it may be prudent to core the material prior to construction and perform unconfined compressive tests. 7.4 Construction Dewatering In Borings P1-2 and P6-1, groundwater was encountered at 6 feet during drilling and dry upon completion. Groundwater seepage was not encountered within any of the remaining borings during drilling operations. However, groundwater levels may be anticipated to fluctuate with seasonal and annual variations in rainfall and prudence would suggest that groundwater control may be needed following a period of heavy rainfall as the need arises. If required, it is anticipated a sump and pump dewatering process would be one effective solution for this site. A certain amount of flexibility is important in the dewatering process. Although a geotechnical study has been made, the scope of the study did not include an evaluation of construction dewatering requirements, therefore some unanticipated subsurface conditions could exist related to construction dewatering. 8.0 LIMITATIONS The professional geotechnical engineering services performed for this project, the findings obtained, and the recommendations prepared were accomplished in accordance with currently accepted geotechnical engineering principles and practices. Variations in the subsurface conditions are noted at the specific boring locations for this study. As such, all users of this report should be aware that differences in depths and thicknesses of strata encountered can vary between the boring locations. Statements in the report as to subsurface conditions across the site are extrapolated from the data obtained at the specific boring locations. The number and spacing of the exploration borings were selected to obtain geotechnical information for the design and construction of residential pavements. If there are any conditions differing significantly from those described herein, D&S should be notified to re-evaluate the recommendations contained in this report. D&S ENGINEERING LABS, LLC Denton Neighborhoods 7A Street Reconstruction Denton, Texas G21-2294 18 Recommendations contained herein are not considered applicable for an indefinite period of time. Our office must be contacted to re-evaluate the contents of this report if construction does not begin within a one-year period after completion of this report. The scope of services provided herein does not include an environmental assessment of the site or investigation for the presence or absence of hazardous materials in the soil, surface water, or groundwater. All contractors referring to this geotechnical report should draw their own conclusions regarding excavations, construction, etc. for bidding purposes. D&S is not responsible for conclusions, opinions or recommendations made by others based on these data. The report is intended to guide preparation of project specifications and should not be used as a substitute for the project specifications. Recommendations provided in this report are based on our understanding of information provided by the Client to us regarding the scope of work for this project. If the Client notes any differences, our office should be contacted immediately since this may materially alter the recommendations. This report has been prepared for the exclusive use of our client for specific applications to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, 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 D&S reviews the changes and either verifies or modifies the conclusions of this report in writing. APPENDIX A - BORING LOGS AND SUPPORTING DATA **BORING LOCATIONS ARE INTENDED FOR GRAPHICAL REFERENCE ONLY** N.T.S. DENTON TEXAS SHEET NO.TENTATIVE BORING LOCATION PLAN DENTON NEIGHBORHOOD 7A –STREET RECONSTRUCTION G1 **BORING LOCATIONS ARE INTENDED FOR GRAPHICAL REFERENCE ONLY** N.T.S. DENTON TEXAS SHEET NO.TENTATIVE BORING LOCATION PLAN DENTON NEIGHBORHOOD 7A –STREET RECONSTRUCTIONP1 –Azalea Street, P4 –Camelia Street, P9 –Public Alley, P11 –Wisteria Street G2 **BORING LOCATIONS ARE INTENDED FOR GRAPHICAL REFERENCE ONLY** N.T.S. DENTON TEXAS SHEET NO.TENTATIVE BORING LOCATION PLAN DENTON NEIGHBORHOOD 7A –STREET RECONSTRUCTIONP2 –Bernard Street (A), P3 –Bernard Street (B)G3 **BORING LOCATIONS ARE INTENDED FOR GRAPHICAL REFERENCE ONLY** N.T.S. DENTON TEXAS SHEET NO.TENTATIVE BORING LOCATION PLAN DENTON NEIGHBORHOOD 7A –STREET RECONSTRUCTIONP3 –Bernard Street (B), P5 –Leslie Street G4 **BORING LOCATIONS ARE INTENDED FOR GRAPHICAL REFERENCE ONLY** N.T.S. DENTON TEXAS SHEET NO.TENTATIVE BORING LOCATION PLAN DENTON NEIGHBORHOOD 7A –STREET RECONSTRUCTIONP6 –Oakwood Drive (A), P7 –Oakwood Drive (B),P8 –Oakwood Drive (C) G5 **BORING LOCATIONS ARE INTENDED FOR GRAPHICAL REFERENCE ONLY** N.T.S. DENTON TEXAS SHEET NO.TENTATIVE BORING LOCATION PLAN DENTON NEIGHBORHOOD 7A –STREET RECONSTRUCTIONP10 –Underwood Street G6 KEY TO SYMBOLS AND TERMS CONSISTENCY: FINE GRAINED SOILS CONDITION OF SOILS SECONDARY COMPONENTS WEATHERING OF ROCK MASS TCP (#blows/ft) < 8 8 - 20 20 - 60 60 - 100 > 100 Relative Density (%) 0 - 15 15 - 35 35 - 65 65 - 85 85 - 100 SPT (# blows/ft) 0 - 2 3 - 4 5 - 8 9 - 15 16 - 30 > 30 UCS (tsf) < 0.25 0.25 - 0.5 0.5 - 1.0 1.0 - 2.0 2.0 - 4.0 > 4.0 CONSISTENCY OF SOILSLITHOLOGIC SYMBOLS CONDITION: COARSE GRAINED SOILS QUANTITY DESCRIPTORS RELATIVE HARDNESS OF ROCK MASS SPT (# blows/ft) 0 - 4 5 - 10 11 - 30 31 - 50 > 50 Description No visible sign of weathering Penetrative weathering on open discontinuity surfaces, but only slight weathering of rock material Weathering extends throughout rock mass, but the rock material is not friable Weathering extends throughout rock mass, and the rock material is partly friable Rock is wholly decomposed and in a friable condition but the rock texture and structure are preserved A soil material with the original texture, structure, and mineralogy of the rock completely destroyed Designation Fresh Slightly weathered Moderately weathered Highly weathered Completely weathered Residual Soil Description Can be carved with a knife. Can be excavated readily with point of pick. Pieces 1" or more in thickness can be broken by finger pressure. Readily scratched with fingernail. Can be gouged or grooved readily with knife or pick point. Can be excavated in chips to pieces several inches in size by moderate blows with the pick point. Small, thin pieces can be broken by finger pressure. Can be grooved or gouged 1/4" deep by firm pressure on knife or pick point. Can be excavated in small chips to pieces about 1" maximum size by hard blows with the point of a pick. Can be scratched with knife or pick. Gouges or grooves 1/4" deep can be excavated by hard blow of the point of a pick. Hand specimens can be detached by a moderate blow. Can be scratched with knife or pick only with difficulty. Hard blow of hammer required to detach a hand specimen. Cannot be scratched with knife or sharp pick. Breaking of hand specimens requires several hard blows from a hammer or pick. Trace Few Little Some With Designation Very Soft Soft Medium Hard Moderately Hard Hard Very Hard < 5% of sample 5% to 10% 10% to 25% 25% to 35% > 35% Condition Very Loose Loose Medium Dense Dense Very Dense Consistency Very Soft Soft Medium Stiff Stiff Very Stiff HardARTIFICIALAsphalt Aggregate Base Concrete Fill SOILROCKLimestone Mudstone Shale Sandstone Weathered Limestone Weathered Shale Weathered Sandstone CH: High Plasticity Clay CL: Low Plasticity Clay GP: Poorly-graded Gravel GW: Well-graded Gravel SC: Clayey Sand SP: Poorly-graded Sand SW: Well-graded Sand                                                                           ! "      ! #$%&'()$%*++$,-)   ,-)'.$/'',01/' %2 ,-)'.$/'',01/' %2         3                                              "        !     #$%&'%-%2/(%4)++$,-)  56/-7#$%&'%-%2/(%4)++$,-) 8%2#$%&'()$%*++$,-) ,-)'.$/'',01/' %2  ,-)'.$/'',01/' %2    !      " 9   9       " 9   9                 0.2683038 1.25 3.0 4.0 4.5+ 3.5 4.5+ 4.5+ 4.5+ 660.9 ft 659.0 ft 651.0 ft 96.2 26.5 26.2 27.9 25.8 19.9 0.2 ft 2.0 ft 10.0 ft ASPHALT; 2 inches BASE; 22 inches; cement treated SHALE; highly to completelyweathered; very soft; light brown, light gray; trace gypsum; occasional ironoxide laminations; calcareous End of boring at 10.0' Notes:-dry during drilling -dry upon completion AU B S S S S S S S S Swell(%)LL(%)PL(%)PI TotalSuction(pF) Hand Pen. (tsf)orSPT orTCP BORING LOG GraphicLog DUW(pcf) Unconf.Compr.Str (ksf) Depth(ft) 0 5 10 15 20 25 30 35 Atterberg Limits Clay(%) PAGE 1 OF 1 MC(%) Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered REC (%)RQD (%) SampleType Hand Pen. (tsf)orSPT orTCP P1-1 Passing #200Sieve (%) CLIENT: Teague Nall and Perkins, Inc LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction DRILLED BY: Markevian Smith (D&S) START DATE: 2/7/2022 DRILL METHOD: Cont. Push LOGGED BY: Jeremy Manzala (D&S) FINISH DATE: 2/7/2022 GROUND ELEVATION: Approx. 661 feet GPS COORDINATES: N33.193285, W97.157117 PROJECT NUMBER: G21-2294 59 23 36 3.0 2.0 3.5 3.25 4.5+ 4.5+ 4.5+ 4.5+ 4.5+ 664.8 ft 664.0 ft 662.0 ft 655.0 ft 22.8 24.6 24.9 22.3 26.6 0.2 ft 1.0 ft 3.0 ft 10.0 ft ASPHALT; 2 inches BASE; 10 inches; cement treated FAT CLAY (CH); very stiff; light brown, light gray; trace ferrous andcalcareous nodules; calcareous SHALE; highly to completely weathered; very soft; light brown, lightgray; frequent iron oxide laminations;calcareous End of boring at 10.0' Notes:-seepage at 6 feet during drilling -dry upon completion AUB S S S S S S S S S Swell(%)LL(%)PL(%)PI TotalSuction(pF) Hand Pen. (tsf)orSPT orTCP BORING LOG GraphicLog DUW(pcf) Unconf.Compr.Str (ksf) Depth(ft) 0 5 10 15 20 25 30 35 Atterberg Limits Clay(%) PAGE 1 OF 1 MC(%) Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered REC (%)RQD (%) SampleType Hand Pen. (tsf)orSPT orTCP P1-2 Passing #200Sieve (%) CLIENT: Teague Nall and Perkins, Inc LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction DRILLED BY: Markevian Smith (D&S) START DATE: 2/7/2022 DRILL METHOD: Cont. Push LOGGED BY: Jeremy Manzala (D&S) FINISH DATE: 2/7/2022 GROUND ELEVATION: Approx. 665 feet GPS COORDINATES: N33.191437, W97.157148 PROJECT NUMBER: G21-2294 31 15 16 0.51.0 2.0 2.5 1.0 0.5 1.0 3.0 2.5 3.0 676.8 ft 676.5 ft 668.0 ft 667.0 ft 10.0 14.7 12.8 21.9 24.7 0.3 ft 0.5 ft 9.0 ft 10.0 ft ASPHALT; 3.5 inches BASE; 3 inches CLAYEY SAND (SC); brown, light brown, orange, white; trace iron oxidestains; medium grained SHALE; highly to completely weathered; very soft; gray; tracecalcareous nodules End of boring at 10.0' Notes:-dry during drilling -dry upon completion AUS S S S S S S S S S 31 Swell(%)LL(%)PL(%)PI TotalSuction(pF) Hand Pen. (tsf)orSPT orTCP BORING LOG GraphicLog DUW(pcf) Unconf.Compr.Str (ksf) Depth(ft) 0 5 10 15 20 25 30 35 Atterberg Limits Clay(%) PAGE 1 OF 1 MC(%) Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered REC (%)RQD (%) SampleType Hand Pen. (tsf)orSPT orTCP P2-1 Passing #200Sieve (%) CLIENT: Teague Nall and Perkins, Inc LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction DRILLED BY: James Taylor (D&S) START DATE: 2/7/2022 DRILL METHOD: Cont. Push LOGGED BY: Jeremy Manzala (D&S) FINISH DATE: 2/7/2022 GROUND ELEVATION: Approx. 677 feet GPS COORDINATES: N33.189984, W97.141790 PROJECT NUMBER: G21-2294 47 17 304.5+4.5+ 4.5+ 4.5+ 4.5+ 4.5+ 4.5+ 662.3 ft 662.0 ft 660.5 ft 655.5 ft 15.0 17.1 16.9 17.2 18.6 0.3 ft 0.5 ft 2.0 ft 7.0 ft ASPHALT; 3.5 inches BASE; 2.5 inches LEAN CLAY (CL); very stiff; brown; trace ferrous nodules, calcareousnodules, iron oxide stains, and sand;occasional shale seams SHALE; highly to completelyweathered; very soft; light brown, gray;trace calcareous nodules and iron oxide stains -Shelby Tube refusal at 7 feet End of boring at 7.0' Notes: -dry during drilling-dry upon completion AUS S S S S S S Swell(%)LL(%)PL(%)PI TotalSuction(pF) Hand Pen. (tsf)orSPT orTCP BORING LOG GraphicLog DUW(pcf) Unconf.Compr.Str (ksf) Depth(ft) 0 5 10 15 20 25 30 35 Atterberg Limits Clay(%) PAGE 1 OF 1 MC(%) Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered REC (%)RQD (%) SampleType Hand Pen. (tsf)orSPT orTCP P2-2 Passing #200Sieve (%) CLIENT: Teague Nall and Perkins, Inc LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction DRILLED BY: James Taylor (D&S) START DATE: 2/7/2022 DRILL METHOD: Cont. Push LOGGED BY: Jeremy Manzala (D&S) FINISH DATE: 2/7/2022 GROUND ELEVATION: Approx. 662.5 feet GPS COORDINATES: N33.188184, W97.141811 PROJECT NUMBER: G21-2294 NP NP NP 696.4 ft 696.3 ft 693.0 ft 687.5 ft 9.5 8.2 9.7 6.9 9.1 0.6 ft 0.8 ft 4.0 ft 9.5 ft ASPAHLT; 7 inches BASE; 2 inches SILTY SAND (SM); red-brown, brown; trace to few sandstonefragments SAND; dense to very dense; red,orange; trace sandstone fragments;trace clay End of boring at 9.5' Notes: -dry during drilling-dry upon completion B B B B N N 11, 18, 39 24, 44, 50=2.0" 30 Swell(%)LL(%)PL(%)PI TotalSuction(pF) Hand Pen. (tsf)orSPT orTCP BORING LOG GraphicLog DUW(pcf) Unconf.Compr.Str (ksf) Depth(ft) 0 5 10 15 20 25 30 35 Atterberg Limits Clay(%) PAGE 1 OF 1 MC(%) Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered REC (%)RQD (%) SampleType Hand Pen. (tsf)orSPT orTCP P3-1 Passing #200Sieve (%) CLIENT: Teague Nall and Perkins, Inc LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction DRILLED BY: James Taylor (D&S) START DATE: 2/7/2022 DRILL METHOD: Cont. Push LOGGED BY: Ismael Hernandez (D&S) FINISH DATE: 2/7/2022 GROUND ELEVATION: Approx. 697 feet GPS COORDINATES: N33.194518, W97.141758 PROJECT NUMBER: G21-2294 31 17 14 4.5+ 2.5 2.0 2.0 2.5 3.0 0.5 688.7 ft 688.6 ft 686.0 ft 684.0 ft 680.4 ft 24.5 21.6 9.9 25.7 0.3 ft 0.4 ft 3.0 ft 5.0 ft 8.6 ft ASPHALT; 4 inches BASE; 1 inch SANDY LEAN CLAY (CL); stiff to very stiff; brown, red; trace iron oxidestains and sandstone fragments SAND; red, orange, white; trace shale shale seams SHALE; highly to completelyweathered; very soft; light gray, gray;occasional sand seams End of boring at 8.6' Notes:-dry during drilling-dry upon completion AUB S S S S S S S N 23, 50=1.0" Swell(%)LL(%)PL(%)PI TotalSuction(pF) Hand Pen. (tsf)orSPT orTCP BORING LOG GraphicLog DUW(pcf) Unconf.Compr.Str (ksf) Depth(ft) 0 5 10 15 20 25 30 35 Atterberg Limits Clay(%) PAGE 1 OF 1 MC(%) Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered REC (%)RQD (%) SampleType Hand Pen. (tsf)orSPT orTCP P3-2 Passing #200Sieve (%) CLIENT: Teague Nall and Perkins, Inc LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction DRILLED BY: James Taylor (D&S) START DATE: 2/7/2022 DRILL METHOD: Cont. Push LOGGED BY: Jeremy Manzala (D&S) FINISH DATE: 2/7/2022 GROUND ELEVATION: Approx. 689 feet GPS COORDINATES: N33.192933, W97.141802 PROJECT NUMBER: G21-2294 20 12 84.5+0.5 0.5 687.8 ft 687.5 ft 683.0 ft 678.5 ft 12.5 4.0 12.3 8.3 7.0 0.3 ft 0.5 ft 5.0 ft 9.5 ft ASPHALT; 3.5 inches BASE; 3 inches CLAYEY SAND (SC); medium dense to dense; orange, dark brown; someiron oxide stains SAND; medium dense to very dense;red, orange, light gray; tracesandstone fragments End of boring at 9.5' Notes: -dry during drilling-dry upon completion AUS S S N N N N 17, 23, 33 10, 11, 10 13, 22, 33 10, 32, 50=5.75" Swell(%)LL(%)PL(%)PI TotalSuction(pF) Hand Pen. (tsf)orSPT orTCP BORING LOG GraphicLog DUW(pcf) Unconf.Compr.Str (ksf) Depth(ft) 0 5 10 15 20 25 30 35 Atterberg Limits Clay(%) PAGE 1 OF 1 MC(%) Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered REC (%)RQD (%) SampleType Hand Pen. (tsf)orSPT orTCP P3-3 Passing #200Sieve (%) CLIENT: Teague Nall and Perkins, Inc LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction DRILLED BY: James Taylor (D&S) START DATE: 2/7/2022 DRILL METHOD: Cont. Push LOGGED BY: Jeremy Manzala (D&S) FINISH DATE: 2/7/2022 GROUND ELEVATION: Approx. 688 feet GPS COORDINATES: N33.191380, W97.141787 PROJECT NUMBER: G21-2294 56 22 34 2.75 3.5 3.0 3.0 3.0 4.0 4.5+ 4.5+ 647.6 ft 646.8 ft 639.8 ft 637.8 ft 22.5 21.0 20.4 20.1 15.4 0.2 ft 1.0 ft 8.0 ft 10.0 ft ASPHALT; 2.25 inches BASE; 9.75 inches FAT CLAY (CH); very stiff; dark brown; trace sandstone fragments,iron oxide stains, and calcareousnodules SHALE; highly to completely weathered; very soft; light brown;occasional iron oxide laminations; calcareous End of boring at 10.0' Notes: -dry during drilling-dry upon completion AU AU S S S S S S S S Swell(%)LL(%)PL(%)PI TotalSuction(pF) Hand Pen. (tsf)orSPT orTCP BORING LOG GraphicLog DUW(pcf) Unconf.Compr.Str (ksf) Depth(ft) 0 5 10 15 20 25 30 35 Atterberg Limits Clay(%) PAGE 1 OF 1 MC(%) Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered REC (%)RQD (%) SampleType Hand Pen. (tsf)orSPT orTCP P4-1 Passing #200Sieve (%) CLIENT: Teague Nall and Perkins, Inc LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction DRILLED BY: Markevian Smith (D&S) START DATE: 2/7/2022 DRILL METHOD: Cont. Push LOGGED BY: Jeremy Manzala (D&S) FINISH DATE: 2/7/2022 GROUND ELEVATION: Approx. 647.8 feet GPS COORDINATES: N33.193734, W97.158067 PROJECT NUMBER: G21-2294 0.139 37 17 19 22 18 3.25 4.5 4.25 4.5 4.5+ 4.5+ 4.5+ 4.5+ 4.0 650.7 ft 650.0 ft 641.0 ft 99.8 20.4 20.6 17.1 14.2 14.8 0.3 ft 1.0 ft 10.0 ft ASPHALT; 3 inches BASE; 9 inches CLAYEY SAND (SC); brown, dark brown, light brown; trace ferrous andcalcareous nodules; some iron oxidestains; occasional sandstone seams End of boring at 10.0' Notes:-dry during drilling -dry upon completion AU S S S S S S S S S 48 Swell(%)LL(%)PL(%)PI TotalSuction(pF) Hand Pen. (tsf)orSPT orTCP BORING LOG GraphicLog DUW(pcf) Unconf.Compr.Str (ksf) Depth(ft) 0 5 10 15 20 25 30 35 Atterberg Limits Clay(%) PAGE 1 OF 1 MC(%) Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered REC (%)RQD (%) SampleType Hand Pen. (tsf)orSPT orTCP P4-2 Passing #200Sieve (%) CLIENT: Teague Nall and Perkins, Inc LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction DRILLED BY: Markevian Smith (D&S) START DATE: 2/7/2022 DRILL METHOD: Cont. Push LOGGED BY: Jeremy Manzala (D&S) FINISH DATE: 2/7/2022 GROUND ELEVATION: Approx. 651 feet GPS COORDINATES: N33.191889, W97.158090 PROJECT NUMBER: G21-2294 4.5482226 4.5+4.25 4.5+ 4.5+ 4.5+ 696.8 ft 696.4 ft 692.0 ft 691.1 ft 114.7 16.0 16.4 13.6 9.9 7.0 0.2 ft 0.6 ft 5.0 ft 5.9 ft ASPHALT; 2.5 inches BASE; 5 inches LEAN CLAY (CL); very stiff; brown, light gray, orange, red; tracesandstone fragments; occasional sandlaminations SAND; very dense; red-brown, lightgray; medium grained End of boring at 5.9' Notes:-dry during drilling -dry upon completion AUS S S S S N 24, 50=4.0" Swell(%)LL(%)PL(%)PI TotalSuction(pF) Hand Pen. (tsf)orSPT orTCP BORING LOG GraphicLog DUW(pcf) Unconf.Compr.Str (ksf) Depth(ft) 0 5 10 15 20 25 30 35 Atterberg Limits Clay(%) PAGE 1 OF 1 MC(%) Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered REC (%)RQD (%) SampleType Hand Pen. (tsf)orSPT orTCP P5-1 Passing #200Sieve (%) CLIENT: Teague Nall and Perkins, Inc LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction DRILLED BY: James Taylor (D&S) START DATE: 2/8/2022 DRILL METHOD: Cont. Push LOGGED BY: Ismael Hernandez (D&S) FINISH DATE: 2/8/2022 GROUND ELEVATION: Approx. 697 feet GPS COORDINATES: N33.195503, W97.142830 PROJECT NUMBER: G21-2294 5.6411625 4.5+ 4.5+ 4.5+ 4.5+ 4.5+ 4.5+ 684.8 ft 684.5 ft 680.0 ft 675.5 ft 126.1 12.2 11.8 11.9 12.4 7.1 0.3 ft 0.5 ft 5.0 ft 9.5 ft ASPHALT; 3.5 inches BASE; 3.5 inches SANDY LEAN CLAY (CL); very stiff; brown, light gray, orange, red; someiron oxide stains; trace to few ferrousnodules; occasional sand and silt laminations SAND; dense to very dense; red,orange, dark brown; trace clay End of boring at 9.5' Notes: -dry during drilling-dry upon completion S S S S S S N N 34, 21, 21 11, 39, 50=4.5" Swell(%)LL(%)PL(%)PI TotalSuction(pF) Hand Pen. (tsf)orSPT orTCP BORING LOG GraphicLog DUW(pcf) Unconf.Compr.Str (ksf) Depth(ft) 0 5 10 15 20 25 30 35 Atterberg Limits Clay(%) PAGE 1 OF 1 MC(%) Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered REC (%)RQD (%) SampleType Hand Pen. (tsf)orSPT orTCP P5-2 Passing #200Sieve (%) CLIENT: Teague Nall and Perkins, Inc LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction DRILLED BY: James Taylor (D&S) START DATE: 2/8/2022 DRILL METHOD: Cont. Push LOGGED BY: Ismael Hernandez (D&S) FINISH DATE: 2/8/2022 GROUND ELEVATION: Approx. 685 feet GPS COORDINATES: N33.193773, W97.142961 PROJECT NUMBER: G21-2294 NP NP NP 4.5 1.0 3.5 2.5 1.0 1.0 1.0 655.9 ft 654.2 ft 651.2 ft 646.2 ft 7.8 17.7 17.1 19.2 19.6 0.3 ft 2.0 ft 5.0 ft 10.0 ft ASPHALT; 3 inches BASE; 21 inches; cement treated SAND; light brown, orange CLAYEY SAND (SC); loose tomedium dense; brown, light brown,orange, light gray; trace sandstone fragments and shale End of boring at 10.0' Notes:-seepage at 6 feet during drilling -dry upon completion AU S S S S N S S S 3, 6, 6 Swell(%)LL(%)PL(%)PI TotalSuction(pF) Hand Pen. (tsf)orSPT orTCP BORING LOG GraphicLog DUW(pcf) Unconf.Compr.Str (ksf) Depth(ft) 0 5 10 15 20 25 30 35 Atterberg Limits Clay(%) PAGE 1 OF 1 MC(%) Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered REC (%)RQD (%) SampleType Hand Pen. (tsf)orSPT orTCP P6-1 Passing #200Sieve (%) CLIENT: Teague Nall and Perkins, Inc LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction DRILLED BY: James Taylor (D&S) START DATE: 2/8/2022 DRILL METHOD: Cont. Push LOGGED BY: Ismael Hernandez (D&S) FINISH DATE: 2/8/2022 GROUND ELEVATION: Approx. 656.2 feet GPS COORDINATES: N33.197543, W97.147288 PROJECT NUMBER: G21-2294 0.8682147 4.0 2.5 4.0 4.0 2.5 3.0 4.0 1.5 1.0 668.5 ft 668.0 ft 666.0 ft 659.0 ft 98.1 22.1 25.9 8.0 6.9 5.7 0.5 ft 1.0 ft 3.0 ft 10.0 ft ASPHALT; 6 inches BASE; 6 inches FAT CLAY (CH); stiff to very stiff; brown, orange; trace to few ferrousnodules; trace iron oxide stains;occasional sand seams CLAYEY SAND (SC); gray, orange,brown, light brown; trace iron oxidestains End of boring at 10.0' Notes:-dry during drilling -dry upon completion AU S S S S S S S S S 26 Swell(%)LL(%)PL(%)PI TotalSuction(pF) Hand Pen. (tsf)orSPT orTCP BORING LOG GraphicLog DUW(pcf) Unconf.Compr.Str (ksf) Depth(ft) 0 5 10 15 20 25 30 35 Atterberg Limits Clay(%) PAGE 1 OF 1 MC(%) Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered REC (%)RQD (%) SampleType Hand Pen. (tsf)orSPT orTCP P7-1 Passing #200Sieve (%) CLIENT: Teague Nall and Perkins, Inc LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction DRILLED BY: James Taylor (D&S) START DATE: 2/8/2022 DRILL METHOD: Cont. Push LOGGED BY: Ismael Hernandez (D&S) FINISH DATE: 2/8/2022 GROUND ELEVATION: Approx. 669 feet GPS COORDINATES: N33.197542, W97.145873 PROJECT NUMBER: G21-2294 5.8771859 4.0 1.5 1.0 2.5 0.5 2.0 2.0 3.5 3.5 686.7 ft 685.0 ft 682.0 ft 677.0 ft 93.530.9 29.4 30.1 26.9 28.5 0.3 ft 2.0 ft 5.0 ft 10.0 ft ASPHALT; 4 inches BASE; 20 inches FAT CLAY (CL) ; medium stiff to verystiff; orange, light brown, light gray; trace iron oxide stains SHALE ; high to completelyweathered; very soft; gray, light gray,orange-brown; some iron oxide stains; trace calcareous deposits End of boring at 10.0' Notes:-dry during drilling -dry upon completion AU S S S S S S S S S Swell(%)LL(%)PL(%)PI TotalSuction(pF) Hand Pen. (tsf)orSPT orTCP BORING LOG GraphicLog DUW(pcf) Unconf.Compr.Str (ksf) Depth(ft) 0 5 10 15 20 25 30 35 Atterberg Limits Clay(%) PAGE 1 OF 1 MC(%) Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered REC (%)RQD (%) SampleType Hand Pen. (tsf)orSPT orTCP P8-1 Passing #200Sieve (%) CLIENT: Teague Nall and Perkins, Inc LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction DRILLED BY: James Taylor (D&S) START DATE: 2/8/2022 DRILL METHOD: Cont. Push LOGGED BY: Ismael Hernandez (D&S) FINISH DATE: 2/8/2022 GROUND ELEVATION: Approx. 687 feet GPS COORDINATES: N33.197491, W97.144515 PROJECT NUMBER: G21-2294 36 16 202.25 2.5 2.5 1.5 4.5+ 4.5+ 4.5+ 4.5+ 4.5+ 654.7 ft 654.0 ft 651.0 ft 645.0 ft 17.9 14.4 18.7 22.8 17.2 0.3 ft 1.0 ft 4.0 ft 10.0 ft ASPHALT; 3 inches BASE; 9 inches SANDY LEAN CLAY (CL); stiff to very stiff; light brown; trace ferrousnodules; few to little sandstonefragments SHALE; highly to completelyweathered; very soft; light brown;some ferrous nodules and calcareous deposits; calcareous End of boring at 10.0' Notes:-dry during drilling -dry upon completion AU S S S S S S S S S 43 Swell(%)LL(%)PL(%)PI TotalSuction(pF) Hand Pen. (tsf)orSPT orTCP BORING LOG GraphicLog DUW(pcf) Unconf.Compr.Str (ksf) Depth(ft) 0 5 10 15 20 25 30 35 Atterberg Limits Clay(%) PAGE 1 OF 1 MC(%) Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered REC (%)RQD (%) SampleType Hand Pen. (tsf)orSPT orTCP P9-1 Passing #200Sieve (%) CLIENT: Teague Nall and Perkins, Inc LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction DRILLED BY: Markevian Smith (D&S) START DATE: 2/7/2022 DRILL METHOD: Cont. Push LOGGED BY: Jeremy Manzala (D&S) FINISH DATE: 2/7/2022 GROUND ELEVATION: Approx. 655 feet GPS COORDINATES: N33.192861, W97.157614 PROJECT NUMBER: G21-2294 0.9642044 1.5 4.5+ 4.5+ 4.5+ 4.5+ 4.5+ 4.5+ 4.5+ 4.5+ 657.8 ft 657.0 ft 656.0 ft 648.0 ft 91.3 23.1 27.4 27.7 21.0 18.6 0.2 ft 1.0 ft 2.0 ft 10.0 ft ASPHALT; 2 inches BASE; 10 inches LEAN CLAY (CL); very stiff; gray, light gray; trace ferrous nodules SHALE; highly to completelyweathered; very soft; light brown, light gray; trace iron oxide stains andferrous nodules; calcareous End of boring at 10.0' Notes:-dry during drilling -dry upon completion AU S S S S S S S S S Swell(%)LL(%)PL(%)PI TotalSuction(pF) Hand Pen. (tsf)orSPT orTCP BORING LOG GraphicLog DUW(pcf) Unconf.Compr.Str (ksf) Depth(ft) 0 5 10 15 20 25 30 35 Atterberg Limits Clay(%) PAGE 1 OF 1 MC(%) Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered REC (%)RQD (%) SampleType Hand Pen. (tsf)orSPT orTCP P9-2 Passing #200Sieve (%) CLIENT: Teague Nall and Perkins, Inc LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction DRILLED BY: Markevian Smith (D&S) START DATE: 2/7/2022 DRILL METHOD: Cont. Push LOGGED BY: Jeremy Manzala (D&S) FINISH DATE: 2/7/2022 GROUND ELEVATION: Approx. 658 feet GPS COORDINATES: N33.190974, W97.157618 PROJECT NUMBER: G21-2294 57 17 40 2.0 3.0 2.5 4.25 4.5+ 4.5+ 4.5+ 4.5+ 4.5+ 666.8 ft 666.0 ft 663.0 ft 657.0 ft 18.1 20.8 23.8 23.4 25.3 0.2 ft 1.0 ft 4.0 ft 10.0 ft ASPHALT; 2 inches BASE; 10 inches FAT CLAY (CH); very stiff; light brown, light gray; trace ferrous andcalcareous nodules; occasional shaleseams SHALE; highly to completelyweathered; very soft; light brown, lightgray; trace iron oxide stains and calcareous nodules; calcareous End of boring at 10.0' Notes:-dry during drilling -dry upon completion AUB S S S S S S S S S Swell(%)LL(%)PL(%)PI TotalSuction(pF) Hand Pen. (tsf)orSPT orTCP BORING LOG GraphicLog DUW(pcf) Unconf.Compr.Str (ksf) Depth(ft) 0 5 10 15 20 25 30 35 Atterberg Limits Clay(%) PAGE 1 OF 1 MC(%) Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered REC (%)RQD (%) SampleType Hand Pen. (tsf)orSPT orTCP P9-3 Passing #200Sieve (%) CLIENT: Teague Nall and Perkins, Inc LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction DRILLED BY: Markevian Smith (D&S) START DATE: 2/7/2022 DRILL METHOD: Cont. Push LOGGED BY: Jeremy Manzala (D&S) FINISH DATE: 2/7/2022 GROUND ELEVATION: Approx. 667 feet GPS COORDINATES: N33.193715, W97.156651 PROJECT NUMBER: G21-2294 39 19 20 3.25 1.0 1.0 1.25 1.0 2.0 2.0 4.5+ 4.5+ 670.8 ft 670.0 ft 664.0 ft 661.0 ft 34.3 14.8 18.6 29.1 15.9 0.2 ft 1.0 ft 7.0 ft 10.0 ft ASPHALT; 2 inches BASE; 10 inches CLAYEY SAND (SC); brown, orange; trace ferrous nodules and iron oxidestains SHALE; highly to completelyweathered; very soft; light brown, lightgray; some iron oxide stains and calcareous nodules; calcareous End of boring at 10.0' Notes:-dry during drilling -dry upon completion AU S S S S S S S S S 26 Swell(%)LL(%)PL(%)PI TotalSuction(pF) Hand Pen. (tsf)orSPT orTCP BORING LOG GraphicLog DUW(pcf) Unconf.Compr.Str (ksf) Depth(ft) 0 5 10 15 20 25 30 35 Atterberg Limits Clay(%) PAGE 1 OF 1 MC(%) Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered REC (%)RQD (%) SampleType Hand Pen. (tsf)orSPT orTCP P9-4 Passing #200Sieve (%) CLIENT: Teague Nall and Perkins, Inc LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction DRILLED BY: Markevian Smith (D&S) START DATE: 2/7/2022 DRILL METHOD: Cont. Push LOGGED BY: Jeremy Manzala (D&S) FINISH DATE: 2/7/2022 GROUND ELEVATION: Approx. 671 feet GPS COORDINATES: N33.191814, W97.156670 PROJECT NUMBER: G21-2294 11.9441727 4.5+4.5+ 4.5+ 4.5+ 4.5+ 4.5+ 4.5+ 4.5+ 4.5+ 4.5+ 689.8 ft 689.5 ft 687.0 ft 680.0 ft 119.5 15.7 13.4 11.8 10.1 11.2 0.3 ft 0.5 ft 3.0 ft 10.0 ft ASPHALT; 3.25 inches BASE; 3 inches SANDY LEAN CLAY (CL); very stiff; orange, red, brown; some iron oxidestains and ironstone fragments SHALE; highly to completely weathered; very soft; light gray,orange, brown; trace to few calcareousdeposits and ironstone fragments; some iron oxide stains End of boring at 10.0' Notes:-dry during drilling -dry upon completion AUS S S S S S S S S S Swell(%)LL(%)PL(%)PI TotalSuction(pF) Hand Pen. (tsf)orSPT orTCP BORING LOG GraphicLog DUW(pcf) Unconf.Compr.Str (ksf) Depth(ft) 0 5 10 15 20 25 30 35 Atterberg Limits Clay(%) PAGE 1 OF 1 MC(%) Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered REC (%)RQD (%) SampleType Hand Pen. (tsf)orSPT orTCP P10-1 Passing #200Sieve (%) CLIENT: Teague Nall and Perkins, Inc LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction DRILLED BY: James Taylor (D&S) START DATE: 2/7/2022 DRILL METHOD: Cont. Push LOGGED BY: Ismael Hernandez (D&S) FINISH DATE: 2/7/2022 GROUND ELEVATION: Approx. 690 feet GPS COORDINATES: N33.203376, W97.153662 PROJECT NUMBER: G21-2294 35 16 19 4.5+4.5+ 4.5+ 4.5+ 4.5+ 4.5+ 4.5+ 4.5+ 4.5+ 692.7 ft 692.2 ft 690.0 ft 684.0 ft 20.3 12.8 14.8 14.8 33.5 0.3 ft 0.8 ft 3.0 ft 9.0 ft ASPHALT; 2.5 inches BASE; 6 inches SANDY LEAN (CL); very stiff; orange, light brown SHALE; highly to completelyweathered; very soft; light brown,orange, light gray; some iron oxide stains and sand; trace calcareousnodules; occasional silt seams -Shelby Tube refusal at 9 feet End of boring at 9.0' Notes: -dry during drilling-dry upon completion AU S S S S S S S S S 63 Swell(%)LL(%)PL(%)PI TotalSuction(pF) Hand Pen. (tsf)orSPT orTCP BORING LOG GraphicLog DUW(pcf) Unconf.Compr.Str (ksf) Depth(ft) 0 5 10 15 20 25 30 35 Atterberg Limits Clay(%) PAGE 1 OF 1 MC(%) Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered REC (%)RQD (%) SampleType Hand Pen. (tsf)orSPT orTCP P10-2 Passing #200Sieve (%) CLIENT: Teague Nall and Perkins, Inc LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction DRILLED BY: James Taylor (D&S) START DATE: 2/7/2022 DRILL METHOD: Cont. Push LOGGED BY: Ismael Hernandez (D&S) FINISH DATE: 2/7/2022 GROUND ELEVATION: Approx. 693 feet GPS COORDINATES: N33.203391, W97.152074 PROJECT NUMBER: G21-2294 NP NP NP 4.5+0.5 0.5 0.5 0.5 0.5 2.5 4.5+ 4.5+ 4.5+ 669.8 ft 669.5 ft 664.0 ft 660.0 ft 11.1 7.8 8.6 9.4 19.9 0.2 ft 0.5 ft 6.0 ft 10.0 ft ASPHALT; 2.5 inches BASE; 4 inches SILTY SAND (SM); red, brown, light brown; trace to few sandstonefragments SHALE; highly to completelyweathered; very soft; light gray, lightbrown; some iron oxide stains; calcareous End of boring at 10.0' Notes:-dry during drilling -dry upon completion AUS S S S S S S S S S Swell(%)LL(%)PL(%)PI TotalSuction(pF) Hand Pen. (tsf)orSPT orTCP BORING LOG GraphicLog DUW(pcf) Unconf.Compr.Str (ksf) Depth(ft) 0 5 10 15 20 25 30 35 Atterberg Limits Clay(%) PAGE 1 OF 1 MC(%) Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered REC (%)RQD (%) SampleType Hand Pen. (tsf)orSPT orTCP P11-1 Passing #200Sieve (%) CLIENT: Teague Nall and Perkins, Inc LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction DRILLED BY: James Taylor (D&S) START DATE: 2/9/2022 DRILL METHOD: Cont. Push LOGGED BY: Ismael Hernandez (D&S) FINISH DATE: 2/9/2022 GROUND ELEVATION: Approx. 670 feet GPS COORDINATES: N33.192805, W97.156195 PROJECT NUMBER: G21-2294 0.8341420 4.5+ 4.5+ 4.0 4.5+ 4.5+ 2.5 0.5 0.5 665.7 ft 665.3 ft 661.0 ft 656.0 ft 115.2 19.3 15.6 13.8 11.4 14.1 0.3 ft 0.7 ft 5.0 ft 10.0 ft ASPHALT; 3.5 inches BASE; 5 inches SANDY LEAN CLAY (CL); very stiff; brown, orange, red, light gray; tracecalcareous nodules SAND; medium dense; gray, red,orange, brown End of boring at 10.0' Notes:-dry during drilling -dry upon completion AU S S S S S S S S N 12, 15, 10 14 Swell(%)LL(%)PL(%)PI TotalSuction(pF) Hand Pen. (tsf)orSPT orTCP BORING LOG GraphicLog DUW(pcf) Unconf.Compr.Str (ksf) Depth(ft) 0 5 10 15 20 25 30 35 Atterberg Limits Clay(%) PAGE 1 OF 1 MC(%) Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered REC (%)RQD (%) SampleType Hand Pen. (tsf)orSPT orTCP P11-2 Passing #200Sieve (%) CLIENT: Teague Nall and Perkins, Inc LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction DRILLED BY: James Taylor (D&S) START DATE: 2/9/2022 DRILL METHOD: Cont. Push LOGGED BY: Ismael Hernandez (D&S) FINISH DATE: 2/9/2022 GROUND ELEVATION: Approx. 666 feet GPS COORDINATES: N33.190904, W97.156209 PROJECT NUMBER: G21-2294 P1-1 3-4 26.2 31.0 394 0.2 P4-2 3-4 20.6 24.8 390 0.1 P5-1 2-3 16.4 20.0 261 4.5 P5-2 4-5 11.9 16.2 525 5.6 P7-1 2-3 25.9 27.7 263 0.8 P8-1 2-3 30.9 34.6 260 5.8 P9-2 3-4 27.7 32.5 390 0.9 P10-1 2-3 13.4 23.9 260 11.9 P11-2 2-3 15.6 16.6 260 0.8 Boring Number Depth feet Vertical Swell, %Final Moisture Content, % Initial Moisture Content, % Applied Pressure,psf SWELL TEST RESULTS CLIENT: Teague Nall and Perkins, IncPROJECT: Denton Neighborhood 7A Street Reconstruction PROJECT NUMBER: G21-2294 LOCATION: Denton, TX P1-1 3-4 SHALE; highly to completely weathered; very soft; light brown, light graySHALE; highly to completely weathered; very soft; light brown, light graySHALE; highly to completely weathered; very soft; light brown, light graySHALE; highly to completely weathered; very soft; light brown, light graySHALE; highly to completely weathered; very soft; light brown, light gray 8347 P2-2 1-2 LEAN CLAY (CL); very stiff; brownLEAN CLAY (CL); very stiff; brownLEAN CLAY (CL); very stiff; brownLEAN CLAY (CL); very stiff; brownLEAN CLAY (CL); very stiff; brown 882 P3-2 0.5-1.5 SANDY LEAN CLAY (CL); stiff to very stiff; brown, redSANDY LEAN CLAY (CL); stiff to very stiff; brown, redSANDY LEAN CLAY (CL); stiff to very stiff; brown, redSANDY LEAN CLAY (CL); stiff to very stiff; brown, redSANDY LEAN CLAY (CL); stiff to very stiff; brown, red 336 P4-1 3-4 FAT CLAY (CH); very stiff; dark brownFAT CLAY (CH); very stiff; dark brownFAT CLAY (CH); very stiff; dark brownFAT CLAY (CH); very stiff; dark brownFAT CLAY (CH); very stiff; dark brown 400 P5-1 3-4 LEAN CLAY (CL); very stiff; brown, light gray, orange, redLEAN CLAY (CL); very stiff; brown, light gray, orange, redLEAN CLAY (CL); very stiff; brown, light gray, orange, redLEAN CLAY (CL); very stiff; brown, light gray, orange, redLEAN CLAY (CL); very stiff; brown, light gray, orange, red 113 P5-2 3-4 SANDY LEAN CLAY (CL); very stiff; brown, light gray, orange, redSANDY LEAN CLAY (CL); very stiff; brown, light gray, orange, redSANDY LEAN CLAY (CL); very stiff; brown, light gray, orange, redSANDY LEAN CLAY (CL); very stiff; brown, light gray, orange, redSANDY LEAN CLAY (CL); very stiff; brown, light gray, orange, red 211 P7-1 1-2 FAT CLAY (CH); stiff to very stiff; brown, orangeFAT CLAY (CH); stiff to very stiff; brown, orangeFAT CLAY (CH); stiff to very stiff; brown, orangeFAT CLAY (CH); stiff to very stiff; brown, orangeFAT CLAY (CH); stiff to very stiff; brown, orange 460 P8-1 3-4 FAT CLAY (CL) ; medium stiff to very stiff; orange, light brown, light grayFAT CLAY (CL) ; medium stiff to very stiff; orange, light brown, light grayFAT CLAY (CL) ; medium stiff to very stiff; orange, light brown, light grayFAT CLAY (CL) ; medium stiff to very stiff; orange, light brown, light grayFAT CLAY (CL) ; medium stiff to very stiff; orange, light brown, light gray 113 P9-2 2-3 SHALE; highly to completely weathered; very soft; light brown, light graySHALE; highly to completely weathered; very soft; light brown, light graySHALE; highly to completely weathered; very soft; light brown, light graySHALE; highly to completely weathered; very soft; light brown, light graySHALE; highly to completely weathered; very soft; light brown, light gray 2518 P9-3 3-4 SHALE; highly to completely weathered; very soft; light brown, light graySHALE; highly to completely weathered; very soft; light brown, light graySHALE; highly to completely weathered; very soft; light brown, light graySHALE; highly to completely weathered; very soft; light brown, light graySHALE; highly to completely weathered; very soft; light brown, light gray 733 P10-2 1-2 SANDY LEAN (CL); very stiff; orange, light brownSANDY LEAN (CL); very stiff; orange, light brownSANDY LEAN (CL); very stiff; orange, light brownSANDY LEAN (CL); very stiff; orange, light brownSANDY LEAN (CL); very stiff; orange, light brown 136 P11-1 1-2 SILTY SAND (SM); red, brown, light brownSILTY SAND (SM); red, brown, light brownSILTY SAND (SM); red, brown, light brownSILTY SAND (SM); red, brown, light brownSILTY SAND (SM); red, brown, light brown 569 SOLUBLE SULFATE CONTENT RESULTS TEX 145-E Boring Number:Soluble Sulfate Content (ppm)Soil DescriptionDepth (feet): PROJECT: Denton Neighborhood 7A Street Reconstruction LOCATION: Denton, TXCLIENT: Teague Nall and Perkins, Inc PROJECT NUMBER: G21-2294 APPENDIX B - GENERAL DESCRIPTION OF PROCEDURES D&S ENGINEERING LABS, LLC Denton Neighborhoods 7A Street Reconstruction Denton, Texas G21-2294 1 ANALYTICAL METHODS TO PREDICT MOVEMENT INDEX PROPERTY AND CLASSIFICATION TESTING Classification testing is perhaps the most basic, yet fundamental tool available for predicting potential movements of clay soils. Classification testing typically consists of moisture content, Atterberg Limits, and Grain-size distribution determinations. From these results a general assessment of a soil’s propensity for volume change with changes in soil moisture content can be made. Moisture Content By studying the moisture content of the soils at varying depths and comparing them with the results of Atterberg Limits, one can estimate a rough order of magnitude of potential soil movement at various moisture contents, as well as movements with moisture changes. These tests are typically performed in accordance with ASTM D2216. Atterberg Limits Atterberg limits determine the liquid limit (LL), plastic limit (PL), and plasticity index (PI) of a soil. The liquid limit is the moisture content at which a soil begins to behave as a viscous fluid. The plastic limit is the moisture content at which a soil becomes workable like putty, and at which a clay soil begins to crumble when rolled into a thin thread (1/8” diameter). The PI is the numerical difference between the moisture constants at the liquid limit and the plastic limit. This test is typically performed in accordance with ASTM D4318. Clay mineralogy and the particle size influence the Atterberg Limits values, with certain minerals (e.g., montmorillonite) and smaller particle sizes having higher PI values, and therefore higher movement potential. A soil with a PI below about 15 to 18 is considered to be generally stable and should not experience significant movement with changes in moisture content. Soils with a PI above about 30 to 35 are considered to be highly active and may exhibit considerable movement with changes in moisture content. Fat clays with very high liquid limits, weakly cemented sandy clays, or silty clays are examples of soils in which it can be difficult to predict movement from classification testing alone. Grain-size Distribution The simplest grain-size distribution test involves washing a soil specimen over the No. 200 mesh sieve with an opening size of 0.075 mm (ASTM D1140). This particle size has been defined by the engineering community as the demarcation between coarse-grained and fine-grained soils. Particles smaller than this size can be further distinguished between silt-size and clay-size particles by use of a Hydrometer test (ASTM D422). A more complete grain-size distribution test that uses sieves to relative amount of particles according is the Sieve Gradation Analysis of Soils (ASTM D6913). Once the characteristics of the soil are determined through classification testing, a number of movement prediction techniques are available to predict the potential movement of the soils. Some of these are discussed in general below. D&S ENGINEERING LABS, LLC Denton Neighborhoods 7A Street Reconstruction Denton, Texas G21-2294 2 TEXAS DEPARTMENT OF TRANSPORTATION METHOD 124-E The Texas Department of Transportation (TxDOT) has developed a generally simplistic method to predict movements for highways based on the plasticity index of the soil. The TxDOT method is empirical and is based on the Atterberg limits and moisture content of the subsurface soil. This method generally assumes three different initial moisture conditions: dry, “as-is”, and wet. Computation of each over an assumed depth of seasonal moisture variation (usually about 15 feet or less) provides an estimate of potential movement at each initial condition. This method requires a number of additional assumptions to develop a potential movement estimate. As such, the predicted movements generally possess large uncertainties when applied to the analysis of conditions under pavements. POTENTIAL VERTICAL MOVEMENT A general index for movement is known as the Potential Vertical Rise (PVR). The actual term PVR refers to the TxDOT Method 124-E mentioned above. For the purpose of this report the term Potential Vertical Movement (PVM) will be used since PVM estimates are derived using multiple analytical techniques, and not just TxDOT methods. Vertical movement of clay soils under pavements resulting to soil moisture changes can result from a variety causes, including poor site grading and drainage, improperly prepared subgrade, trees and large shrubbery located too close to structures, utility leaks or breaks, poor subgrade maintenance such as inadequate or excessive irrigation, or other causes. PVM is generally considered to be a measurement of the change in height of a foundation from the elevation it was originally placed. Experience and generally accepted practice suggest that if the PVM of a site is less than one inch, the associated differential movement will be minor and acceptable to most people. TEXAS DEPARTMENT OF TRANSPORTATION METHOD 101-E This method describes three procedures for preparation of soil and flexible base samples for soil constants and particle size analysis, compaction and triaxial, and sieve analysis of road-mixed material. TEXAS DEPARTMENT OF TRANSPORTATION METHOD 401-A This method involves sieve analysis and is used to determine the particle size distribution of mineral fillers and coarse and fine aggregates for Portland cement concrete. TEXAS DEPARTMENT OF TRANSPORTATION METHOD 116-E This method determines the resistance of aggregate in flexible base material to disintegration in the presence of water. The test provides a measure of the ability of the material to withstand degradation in the road base and detects soft aggregate that is subject to weathering. The result of this test is the Wet Ball Mill (WBM) value. D&S ENGINEERING LABS, LLC Denton Neighborhoods 7A Street Reconstruction Denton, Texas G21-2294 3 SPECIAL COMMENTARY ON CONCRETE AND EARTHWORK UTILITY TRENCH EXCAVATION Trench excavation for utilities should be sloped or braced in the interest of safety. Attention is drawn to OSHA Safety and Health Standards (29 CFR 1926/1910), Subpart P, regarding trench excavations greater than 5 feet in depth. FIELD SUPERVISION AND DENSITY TESTING Construction observation and testing by a field technician under the direction of a licensed geotechnical engineer should be provided. Some adjustments in the test frequencies may be required based upon the general fill types and soil conditions at the time of fill placement. It is recommended that all site and subgrade preparation, proofrolling, and pavement construction be monitored by a qualified engineering firm. Density tests should be performed to verify proper compaction and moisture content of any earthwork. Inspection should be performed prior to and during concrete placement operations.                   14805 Trinity Boulevard, Fort Worth, Texas 76155  Geotechnical 817.529.8464     Corporate 903.420.0014   www.dsenglabs.com  Texas Engineering Firm Registration # F‐12796  Oklahoma Engineering Firm Certificate of Authorization CA 7181  D&S Engineering Labs, LLC Addendum 1 – Denton Neighborhood 7A Street Reconstruction Denton, Texas G21-2294 2 treat the subgrade soils with cement or hydrated lime depending on the PI of the typical soils to be encountered. For PI’s greater than about 15, lime is generally preferred. For soils that are predominantly sandy with PI’s less than about 15, cement is generally preferred. For these project corridors, PI’s within the upper soils that were predominantly sandy were found to range from Non-Plastic to 22, within the upper soils that were predominantly clayey PI’s were found to range from about 20 up to 59, while PI’s within weathered shale strata ranged from 38 to 44. In addition to PI’s, the potential for sulfate induced heaving must be considered methods for subgrade improvement/treatment. Subgrade materials in some areas of Texas have experienced sulfate-induced heave after treatment with calcium-based additives such as lime, cement, cement kiln dust and other calcium-rich materials. Sulfates can occur in any type of soil, particularly soils with high plasticity, but also can occur in granular soils found in arid regions. The results of sulfate tests performed on representative recovered near-surface soil samples from the various roadway segments indicate very low to very high sulfate content ranging generally from 113ppm to 2,518 ppm in soils and 8,347ppm in the weathered shale. In general, a sulfate level less than 3,000 parts per million (ppm) is considered to be an acceptably low potential for sulfate induced heaving and conventional lime/cement treatment is adequate. A sulfate concentration from 3,000 ppm to 8,000 ppm is considered to have a moderate to high risk for both lime and cement treatment. A sulfate concentration greater than 8,000 ppm is considered too high for lime or cement stabilization. Based on a review of city standards, the results of this investigation, and the considerations discussed above, we recommend that predominantly clayey subgrades in the project corridors with sulfate levels below 8,000 ppm be stabilized utilizing a modified lime-treatment method. For lime treatment an extended mellowing time and a mellowing moisture content at 2 percent above optimum is recommended. Mellowing is the process whereby the lime reacts with the sulfate rich soil. A single lime application is recommended. After the mellowing period, the lime treated soil should be reworked to bring the moisture content down close to optimum and achieve 95% of the maximum dry density. For subgrades with sulfate concentrations above 8,000 ppm, subgrades consisting of predominantly sandy soils, and/or areas where weathered shale strata are present at finished subgrade elevation, we recommend that TxDOT flexible base be utilized in lieu of a subgrade stabilization method. Based on these recommended subgrade improvement methods and the minimums required by city standards, the recommended alternative pavement sections for Residential Collector roadways and All Other Residential Roadways are presented in Tables 3 and 4. D&S Engineering Labs, LLC Addendum 1 – Denton Neighborhood 7A Street Reconstruction Denton, Texas G21-2294 3 Table 3: Alternative Pavement Section - Residential Collector (Bernard, Oakwood) Three Inches (3") Type D Surface Course Asphalt, over Six Inches (6") Type B Base Course Asphalt, over Twelve Inches (12") Lime-Stabilized Subgrade (Modified) OR TxDOT Type A Grade 1-2 Flex-Base* *Geo-grid and filter fabric to be placed between the finished subgrade and flex-base layer Table 4: Alternative Pavement Section – All Other Residential (Azalea, Camelia, Wisteria, Leslie, Underwood, Public Alley) Three Inches (2") Type D Surface Course Asphalt, over Six Inches (6") Type B Base Course Asphalt, over Twelve Inches (12") Lime-Stabilized Subgrade (Modified) OR TxDOT Type A Grade 1-2 Flex-Base* *Geo-grid and filter fabric to be placed between the finished subgrade and flex-base layer These pavement sections were evaluated utilizing the WinPAS 12 software based on the ADT data and design parameters and assumptions outlined in section 6.4 of this report. Based on this evaluation, the city’s minimum pavement sections presented in Table 3 and 4 are considered to meet and/or exceed the pavement section requirements determined in WinPAS 12 for Residential Collector and All Other Residential roadway segments evaluated for this project. Hot mix asphaltic concrete (HMAC) pavement for the pavement sections recommended above should conform to current TxDOT standards. Recommendations for HMAC provided under sections 6.5.1 and 6.5.2 (from the original project geotechnical report) should be considered to apply to these alternative sections, outside of the specific pavement section materials and thicknesses. Recommendations for lime stabilization, as well as an alternative flexible base section, are provided in the following sections. 6.6.1 Soil Preparation • Remove all asphalt pavement and aggregate base and stockpile the base for possible re-use. We anticipate a typical stripping depth of about 5 to 24 inches for the asphalt and base. • Perform any cut operations or scalping as needed to reach final subgrade. We anticipate that excavation of overburden soils can be accomplished with conventional earthwork equipment and methods. The area of the over-excavation subgrade should extend a minimum of 1.5 feet beyond the back of curbs or edges of pavements. • After stripping and performing necessary cuts, the exposed subgrade should be proof rolled. Proof rolling should consist of rolling the entire pavement subgrade in mutually perpendicular directions with a heavily loaded, tandem-axle dump truck weighing at least 25 tons or other approved equipment capable of applying similar loading conditions. Any D&S Engineering Labs, LLC Addendum 1 – Denton Neighborhood 7A Street Reconstruction Denton, Texas G21-2294 4 soft, wet, or weak soils that are observed to rut more than about 1/2-inch or pump excessively (exhibiting “waving” action) during proof rolling should be removed and replaced with well-compacted, on-site clayey material or allowed to dry as outlined below. The proof rolling operation should be performed under the observation of a qualified geotechnical engineer. D&S would welcome the opportunity to perform these services for this project. • Following proof rolling but prior to the placement of any fill materials, the upper one foot of the exposed subgrade should be scarified and recompacted. The scarified fill should be compacted to at least 95 percent of the maximum dry density, as determined by ASTM D698 (standard Proctor), and at a moisture content that is between the optimum moisture content and three percentage points above optimum moisture content, as determined by the same test (>0 to <3% above optimum). At the time of our field investigation, the surficial soils at this site were found to be in a variable moisture condition. Wet soils will need to be dried and dry soils will need to be watered to become in compliance. For Underwood Street we recommend reducing the existing PVM on the order of 6 inches to 4.5 inches by undercutting the subgrade a further foot and moisture conditioning as described below. • In areas to receive fill, fill may be derived from on-site clays (but not weathered shale) or may be imported. The fill should be placed in maximum 6-inch compacted lifts, compacted to at least 95 percent of the maximum dry density, as determined by ASTM D698 (standard Proctor), and placed at a moisture content that is 0 to 3 percentage points above the optimum moisture content, as determined by the same test. Wet soils will need to be dried prior to recompaction to become into compliance. Prior to compaction, each lift of fill should first be processed throughout its thickness to break up and reduce clod sizes and blended to achieve a material of uniform density and moisture content. Once blended, compaction should be performed with a heavy tamping foot roller. Once compacted, if the surface of the embankment is too smooth, it may not bond properly with the succeeding layer. If this occurs, the surface of the compacted lift should be roughened and loosened by discing before the succeeding layer is placed. • Water required to bring the fill material to the proper moisture content should be applied evenly through each layer. Any layers that become significantly altered by weather conditions should be reprocessed in order to meet recommended requirements. On hot or windy days, the use of water spraying methods may be required in order to keep each lift moist prior to placement of the subsequent lift. Furthermore, the subsurface soils should be kept moist prior to placing the pavement by water sprinkling or spraying methods. D&S Engineering Labs, LLC Addendum 1 – Denton Neighborhood 7A Street Reconstruction Denton, Texas G21-2294 5 • Fill materials should be placed on a properly prepared subgrade as outlined above. The combined excavation, placement, and spreading operation should be performed in such a manner as to obtain blending of the material, and to assure that, once compacted, the materials, will have the most practicable degree of compaction and stability. Materials obtained from on-site should be mixed and not segregated. • Soil imported from off-site sources should be tested for compliance with the recommendations herein and approved by the project geotechnical engineer prior to being used as fill. Imported materials should consist of lean clays or clayey sands with a Plasticity Index of between 6 and 30, a minimum of 30% of the material passing a No. 200 mesh sieve, and that are essentially free of organic materials, sulfates, and particles larger than 4 inches in their maximum dimension. • Field density and moisture content testing should be performed at the rate of one (1) test per lift per 100 linear feet of roadway. 6.6.2 Lime Treatment Once the subgrade is prepared in accordance with the recommendation outlined in the preceding section, we have the following recommendations for preparation of the lime-treated subgrade: • Treat the prepared subgrade in accordance with TxDOT Item 260 to a depth of 12 inches using an estimated seven (7) percent hydrated lime by dry weight measure of the subgrade soil (about 63 pounds of lime per square yard of treated area). However, the final amount of lime used should be determined once subgrade preparation is nearly complete. The amount of lime used should be sufficient to reduce the Plasticity Index of the soil to 15 or below (Atterberg Lime series) or to increase pH of the soil-lime mixture to 12.4 (pH series). To account for error, an additional 1 to 2 percent lime should be added to these test quantities. • Hydrated lime should be applied such that mixing operations can be completed during the same working day. The hydrated lime should be placed by the slurry method, meaning that the hydrated lime should be mixed with water in trucks or in tanks and applied as a thin water suspension or slurry. The distributor truck or tank should be equipped with an agitator, which will maintain the lime and water in a uniform mixture. The material and hydrated lime should be thoroughly mixed by a rotary mixer or other device to obtain a homogeneous, friable mixture of material and lime that is free from clods or lumps larger than about golf ball size. After initial mixing, roll the mixed material with a suitable type and size of equipment to lightly compact the treated subgrade and D&S Engineering Labs, LLC Addendum 1 – Denton Neighborhood 7A Street Reconstruction Denton, Texas G21-2294 6 somewhat “seal-in” moisture to minimize moisture loss during the curing period. • For this site, a curing period of 72 to 120 hours is recommended. During the curing period, the material should be kept moist (at least 2 percent above optimum is recommended). After the specified “mellowing duration”, the soil-lime mixture should be remixed and tested for sufficient pulverization and mixing in accordance with TxDOT Item 260. After the required curing time, the material should be uniformly mixed using a rotary mixer capable of reducing the size of the particles so that, when all non-slaking particles retained on a no. 4 sieve are removed, the remainder of the material shall meet the following requirements when tested dry by laboratory sieves: o Minimum passing 1-3/4" sieve: 100% o Minimum passing No. 4 sieve: 60% • After sufficiently re-mixed, the soil and lime mixture should be reworked to bring the moisture content down close to but above optimum and compacted to a minimum of 95 percent of standard Proctor (ASTM D 698). • During the curing period, the material should be kept moist, and in no case should the subgrade surface be allowed to dry for more than 12 hours between surface moistenings/wettings. • To reduce the potential for subgrade soil moisture changes at the edges of pavements, the lime treated subgrade should extend a minimum of 1.5 feet beyond the back of curbs or edges of pavements. • Field density and moisture content testing should be performed at the rate of one (1) test per lift per 100 linear feet of roadway. 6.6.3 Aggregate Base In areas of the project corridors with high sulfate concentrations, predominantly sandy subgrades, and/or the presence of weathered shale strata at finished subgrade elevation, we recommend that a minimum of 12 inches of aggregate flex-base be placed the prepared subgrade in accordance with the following recommendations prior to placing the pavement. Additionally, we recommend that a geotextile filter fabric and a geogrid be placed between the prepared subgrade and the flex-base layer. • Prior to the placement of geotextile, geogrid, or flex-base, the exposed subgrade beneath pavement areas should be scarified and reworked to a depth of 12 inches, moisture added or removed as required, and the subgrade soils recompacted to a minimum of 95 percent of the maximum D&S Engineering Labs, LLC Addendum 1 – Denton Neighborhood 7A Street Reconstruction Denton, Texas G21-2294 7 dry density of the materials obtained in accordance with ASTM D698 (standard Proctor test) and at a moisture content that is between the optimum moisture content and three percentage points above optimum moisture content, as determined by the same test (>0 to <3% above optimum). The rework, geotextile, geogrid, and aggregate base should extend at least 1.5 feet beyond the back of curbs or edges of pavements. • Following rework of the finished subgrade, place a geotextile fabric on top of the reworked subgrade soils followed by a geogrid. The geotextile may be Mirafi 500x or approved equivalent. Geogrid may be Tensar TX- 5 Triaxial Geogrid, or approved equivalent. The geogrid should extend to the limits of the aggregate base. Below the geogrid in lieu of grade raise clayey fill aggregate base may also be used. We recommend that the geogrid panels overlap either side by side or end to end by a minimum of 2 feet. • The aggregate base should be placed over the geogrid to a depth of 12 inches. Aggregate base should be TxDOT Type A and meet the gradation, durability, and plasticity requirements of TxDOT Item 247 Grade 1-2 or better (2014). Aggregate base material should be uniformly compacted in maximum 6-inch compacted lifts to a minimum of 95% of the maximum standard Proctor dry density (ASTM D698) and placed at a moisture content that is sufficient to achieve density. • Field density and moisture content testing should be performed at the rate of one (1) test per lift per 100 linear feet of roadway. These tests are necessary to determine if the recommended moisture and compaction requirements have been attained. Closing We appreciate the opportunity to provide this service to you. We anticipate that this information will be sufficient for your needs at this time. Please feel free to contact D&S Engineering Labs should you have any questions or concerns with respect to the contents of this addendum.