(Revised) BID BREAKDOWN SHEET SAM RANKIN STREET IMPROVEMENTS PORT OF CORPUS CHRISTI AUTHORITY BREAKDOWN OF BID PRICES

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5 (Revised) BID BREAKDOWN SHEET SAM RANKIN STREET IMPROVEMENTS PORT OF CORPUS CHRISTI AUTHORITY BREAKDOWN OF BID PRICES (Company Name) This breakdown is a part of the Contract Documents and is designed to help the PCCA evaluate the bids to detect possible errors or omissions and to establish values for the individual items of work so that modifications to the contract can be more easily resolved. Please fill out the items listed below so that the total matches the prices shown on the bid. The bidder is invited to include his own estimates if he so chooses. Design Quantity Bidder s Quantity Unit Amount BASE BID 1. Mobilization/ Demobilization 1 LS $ $ 2. Traffic Control 1 LS $ $ 3. Roadway Excavation 2,762 CY $ $ 4. 4" Compacted Subgrade 5,830 SY $ $ 5. 8" Lime Stabilized Subgrade (6.0% Lime by Weight) 5,830 SY $ $ 6. 8" Limestone Flexible Base (TY A, GR. 1 2) 5,830 SY $ $ 7. Prime Coat (0.15 GAL/SY) 875 GAL $ $ 8. One Course Surface Treatment Underseal 5,472 SY $ $ 9. 3" HMAC, Type D 5,472 SY $ $ 10. Concrete Driveways 727 SY $ $ 11. Prefabricated Concrete Rail Crossing Panels 1 LS $ $ 12. Reflective Pavement Marking Type I (Y) (4") (Solid) 1,475 LF $ $ 13. Reflective Pavement Marking Type I (Y) (4") (BKN) 220 LF $ $ 14. Reflective Pavement Marking Type I (W) (24") (Solid) 144 LF $ $ Total Amount (Revised) Bid Breakdown Sheet 5/14 1/4

6 (Revised) BID BREAKDOWN SHEET (Continued) Design Quantity Bidder s Quantity Unit Amount 15. TY II A A Raised Pavement Marker (Reflectorized) 34 EA $ $ 16. Prefabricated Pavement Marker TY C (TYP) (RR Crossing) 3 EA $ $ 17. Street Sign Assembly with 9" Blades (Green) and STOP sign 3 EA $ $ 18. Street Signs 10 EA $ $ 19. Ditch Regrading 187 LF $ $ 20. Seeding for Erosion Control 3,626 SY $ $ 21. Rock Filter Dam 31 LF $ $ 22. Silt Fence for Storm Water Pollution Prevention 555 LF $ $ " Erosion Control Log 180 LF $ $ " Erosion Control Log 370 LF $ $ " RCP (CLASS III) 771 LF $ $ 26. 6" Concrete Curb and Gutter 2,656 LF $ $ 27. Grate Inlets 1 EA $ $ 28. 5' Standard Curb Inlet 8 EA $ $ 29. 5' Curb Inlet Type C (MOD) 2 EA $ $ 30. 5' Curb Inlet Type C (MOD II) 1 EA $ $ 31. Storm Water Manhole 2 EA $ $ 32. Removal of Concrete Structures 1 LS $ $ 33. Ditch Backfill 1 LS $ $ 34. Construction Entrance/Exit 1 LS $ $ 35. Concrete Headwall 1 LS $ $ 36. Trench Safety for Storm Water 771 LF $ $ 37. Trench Safety for Storm Water Inlet 12 EA $ $ 38. Rip Rap Storm Water Inlet Type C (Mod) 2 EA $ $ 39. Remove and Replace Metal Beam Guard Rail Fence 33 LF $ $ Total Amount (Revised) Bid Breakdown Sheet 5/14 2/4

7 (Revised) BID BREAKDOWN SHEET (Continued) Design Quantity Bidder s Quantity Unit Amount 40. 8" Dia. C900 PVC Waterline (DR 18) 60 LF $ $ " Dia. C900 PVC Waterline (DR 18) 100 LF $ $ " Dia. C900 PVC Waterline (DR 18) 1,334 LF $ $ 43. Fire Hydrant Assembly 4 EA $ $ 44. 8" 12" Gate Valve with Box and Cover 9 EA $ $ "x10" TEE 3 EA $ $ "x8" TEE 1 EA $ $ 47. Remove Existing 4" 12" Dia. Asbestos Cement Waterline 1,525 LF $ $ 48. Grout & Abandon In- Place, Existing 12 Dia. Asbestos-Cement Waterline 125 LF $ $ 49. 8" 12" Dia. D.I. Bend 28 EA $ $ 50. Trench Safety for Waterlines 1,494 LF $ $ 51. Bore & Casing for Railroad Crossing (18" Steel Casing) 110 LF $ $ 52. Casing (12 Steel Casing) 55 LF $ $ 53. Adjust Existing Manhole 1 EA $ $ 54. Water Line Tie In 8 EA $ $ 55. 8" PVC (SDR 26) Wastewater Gravity Line 560 LF $ $ 56. Remove/Grout Fill Existing Wastewater Line 560 LF $ $ 57. Bypass Pumping of Raw Sewage 1 LS $ $ 58. 4' Dia. Fiberglass Manhole (< 6' Depth) 2 EA $ $ 59. Extra Depth for 4' Dia. Manhole (Over 6' Depth) 10 VF $ $ 60. 4' Dia. Manhole Rehab 1 EA $ $ 61. Trench Safety for Wastewater Lines 560 LF $ $ 62. Trench Safety for Wastewater Manhole 2 EA $ $ 63. Adjust Existing Manhole to Grade 3 EA $ $ Total Amount (Revised) Bid Breakdown Sheet 5/14 3/4

8 (Revised) BID BREAKDOWN SHEET (Continued) Design Quantity Bidder s Quantity Unit Amount 64. Miscellaneous 1 LS $ $ 65. Bond, Insurance and Profit 1 LS $ $ Total Amount Total Amount $ The preceding design quantities are approximate and are not guaranteed. Bidders will prepare their own estimate of work and bid accordingly. Bidders will indicate their own estimate of work under the column labeled Bidder s Quantity and calculate the Total Amount based on same. If this column is left blank, the bidder will be deemed to be in agreement with the design quantities and no adjustment in contract price will be made for variance. LIST OF SUBCONTRACTORS & SUPPLIERS Please list all intended subcontractors and major suppliers below. The bidder awarded the contract will be required to notify the Engineer of any changes in the actual suppliers and subcontractors. Material Item Name of Supplier Hot Mix Concrete Pre-cast Products Subcontractors (if any): Utility Contractors Striping & Signs (Revised) Bid Breakdown Sheet 5/14 4/4

9 5/14 EXHIBIT B

10 GEOTECHNICAL ENGINEERING STUDY N. SAM RANKIN STREET FROM PORT AVE. TO W. BROADWAY ST. CORPUS CHRISTI, TEXAS Prepared for: LNV, Inc. 801Navigation, Suite 300 Corpus Christi, Texas Prepared by: Tolunay-Wong Engineers, Inc. 826 South Padre Island Drive Corpus Christi, Texas August 4, 2015 / Report No. 5681

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12 TABLE OF CONTENTS 1 INTRODUCTION AND PROJECT DESCRIPTION Introduction Project Description PURPOSE AND SCOPE OF SERVICES FIELD PROGRAM Soil Borings Drilling Methods Soil Sampling Boring Logs Groundwater Measurements LABORATORY SERVICES SITE CONDITIONS Site Description and Surface Conditions Subsurface Soil Stratigraphy and Properties Shrink/Swell Potential Groundwater Observations GEOTECHNICAL RECOMMENDATIONS Discussion New Pavement Sections Flexible Pavement Design Rigid Pavement Design Roadway Section Materials Pavement Maintanence LIMITATIONS AND DESIGN REVIEW Limitations Design Review Construction Monitoring Closing Remarks 7-1 i Report No. 5681

13 TABLES AND APPENDICES TABLES Table 4-1 Laboratory Testing Program 4-1 Table 5-1 General Relationship Between P.I. and Shrink/Swell Potential 5-2 Table 5-2 Groundwater Level Elevations 5-3 Table 6-1 Flexible Pavement Design Values 6-2 Table 6-2 Recommended Minimum Typical Flexible Pavement Thicknesses 6-2 Table 6-3 Rigid Pavement Design Values 6-3 Table 6-4 Recommended Minimum Typical Rigid Pavement Thicknesses 6-4 APPENDICES Appendix A: Soil Boring Location Plan Drawing No Appendix B: Logs of Project Borings and a Key to Symbols and Terms used on Boring Logs ii Report No. 5681

14 1 INTRODUCTION AND PROJECT DESCRIPTION 1.1 Introduction This report presents the results of our geotechnical engineering study performed for the proposed new roadway as well as possible existing utilities replacement. Our geotechnical engineering study was conducted in accordance with Proposal No. P15-C060 dated June 10, 2015 and authorized by Mr. Juan Pimentel, P.E. with LNV, Inc. 1.2 Project Description The project consists of rehabilitation of a segment of existing N. Sam Rankin Street in Corpus Christi, Texas by construction of a new pavement section and possible replacement of existing underground utilities. N. Sam Rankin Street from Port Avenue to W. Broadway Street is an existing two lane asphalt covered roadway. The reconstructed roadway cross section could consist of either flexible pavement or rigid pavement. Based on project information provided us, we understand that the existing utilities (water, sanitary sewer, storm sewer, and gas) that underlie the roadway may be replaced using open cut methods. It is our understanding that new pavement section will consist of either a full depth asphalt reconstruction section or a new reinforced concrete section. The reconstructed roadway section design will be based on American Association of State Highway and Transportation Officials (AASHTO) methods. 1-1 Report No. 5681

15 2 PURPOSE AND SCOPE OF SERVICES The purposes of our geotechnical engineering study were to investigate the subsurface conditions within the existing roadway and to provide geotechnical design and construction recommendations for proposed roadway reconstruction and possible underground utilities replacement. Our scope of services performed for the project consisted of: Performing four (4) soil borings, two (2) soil borings to a depth of 20-ft and two (2) soil borings to a depth of 5-ft along the existing N. Sam Rankin Street roadway alignment from Port Avenue to W. Broadway Street to determine subsurface soil conditions; Performing a laboratory testing program to determine properties such as moisture content, unit weight, Atterberg limits, grain size distribution, and undrained shear strength; and, Evaluating field and laboratory test results to provide geotechnical design and construction recommendations for the proposed roadway reconstruction and possible existing utilities replacement. Our scope of services did not include any environmental assessments for the presence or absence of wetlands or of hazardous or toxic materials within or on the soil, air or water within the project site. Any statements in this report or on the boring logs regarding odors, colors or unusual or suspicious items or conditions are strictly for the information of the Client. A geological fault study was also beyond the scope of our services associated with our geotechnical engineering study. 2-1 Report No. 5681

16 3 FIELD PROGRAM 3.1 Soil Borings The subsurface soil and water conditions at the project site were explored on July 2, 2015 by performing two (2) soil borings to a depth of 20-ft and two (2) soil borings to a depth of 5-ft within the existing roadway alignment. Soil boring locations are presented in Appendix A of this report. Drilling and sampling of the soil borings were performed using truck-mounted drilling equipment. Our geotechnician coordinated the field activities and logged the boreholes. 3.2 Drilling Methods Field operations were performed in general accordance with Standard Practice for Soil Investigation and Sampling by Auger Borings [American Society for Testing and Materials (ASTM) D 1452]. The soil borings were performed using a truck-mounted drilling rig equipped with a table-mounted rotary drive. The boreholes were advanced using hollow stem auger drilling methods. The existing pavement materials were penetrated by augering and then the thickness carefully measured. Samples of the soils below the existing paving materials were obtained intermittently at intervals of 2-ft to the bottom of the borings at 5-ft and 20-ft. 3.3 Soil Sampling Fine-grained, cohesive soil samples were recovered from the soil borings by hydraulically pushing a 3-in diameter, thin-walled Shelby tube a distance of about 24-in. The field sampling procedures were conducted in general accordance with the Standard Practice for Thin-Walled Tube Sampling of Soils (ASTM D 1587). Our geotechnician visually classified the recovered soils and obtained field strength measurements of the recovered soils using a calibrated pocket penetrometer. The samples were extruded in the field, wrapped in foil, placed in moisture sealed plastic bags and protected from disturbance prior to transport to the laboratory. The recovered soil sample depths and pocket penetrometer measurements are shown on the project boring logs in Appendix B. Coarse-grained, cohesionless and semi-cohesionless and soft cohesive soil samples were collected with the standard penetration test (SPT) sampler driven 18-in by blows from a 140-lb hammer falling 30-in in accordance with the Standard Test Method for Standard Penetration Test (SPT) and Spilt-Barrel Sampling of Soils (ASTM D 1586). The number of blows required to advance the sampler three (3) consecutive 6-in depths are recorded for each corresponding sample on the boring log. The N-value, in blows per foot, is obtained from SPTs by adding the last two (2) blow count numbers. The compactness of cohesionless and semi-cohesionless samples and the consistency of cohesive samples are inferred from the N-value. The samples obtained from the split-barrel sampler were visually classified, placed in moisture sealed containers and transported to our laboratory. 3-1 Report No. 5681

17 3.4 Boring Logs Our interpretations of general subsurface soil and water conditions at the soil boring locations are included on the boring logs. Our interpretations of the soil types throughout the boring depth and the locations of strata changes were based on visual classifications during field sampling and laboratory testing in accordance with Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System) (ASTM D 2487) and Standard Practice for Description and Identification of Soils (Visual-Manual Procedure) (ASTM D 2488). The boring logs include the type and interval depth for each sample along with their corresponding pocket penetrometer measurements and SPT measurements. The boring logs and a key to terms and symbols used on boring logs are presented in Appendix B. 3.5 Groundwater Measurements Groundwater level measurements were made in the open boreholes. Water level readings were taken in the open boreholes when groundwater was first encountered and at about fifteen (15) minute intervals later. The groundwater observations are summarized in Section 5.4 of this report entitled Groundwater Observations. 3-2 Report No. 5681

18 4 LABORATORY SERVICES A laboratory testing program was conducted to assist in classification and to evaluate the physical and engineering properties of the subsurface soils encountered within the project site. Laboratory tests were performed in general accordance with ASTM International standards. The types and brief descriptions of the laboratory tests performed are presented in Table 4-1 below. Table 4-1 Laboratory Testing Program Type of Test Test Method Amount of Materials in Soils Finer than No. 200 Sieve ASTM D 1140 Unconfined Compressive Strength of Cohesive Soils ASTM D 2166 Water (Moisture) Content of Soil ASTM D 2216 Liquid Limit, Plastic Limit and Plasticity Index of Soils ASTM D 4318 Dry Unit Weight - Amount of Materials in Soils Finer than No. 200 (75-µm) Sieve (ASTM D 1140) This test method determines the amount of materials in soils finer than the No. 200 (75-µm) sieve by washing. The loss in weight resulting from the wash treatment is presented as a percentage of the original sample and is reported as the percentage of silt and clay particles in the sample. Unconfined Compressive Strength of Cohesive Soil (ASTM D 2166) This test method determines the unconfined compressive (UC) strength of cohesive soil in the undisturbed or remolded condition using strain-controlled application of an axial load. This test method provides an approximate value of the strength of cohesive materials in terms of total stresses. The undrained shear strength of a cohesive soil sample is typically one-half (1/2) the unconfined compressive strength. Water (Moisture) Content of Soil by Mass (ASTM D 2216) This test method determines water (moisture) content by mass of soil where the reduction in mass by drying is due to loss of water. The water (moisture) content of soil, expressed as a percentage, is defined as the ratio of the mass of water to the mass of soil solids. Moisture content may provide an indication of cohesive soil shear strength and compressibility when compared to Atterberg Limits. Liquid Limit, Plastic Limit and Plasticity Index of Soils (ASTM D 4318) This test method determines the liquid limit, plastic limit and the plasticity index of soils. These tests, also known as Atterberg limits, are used from soil classification purposes. They also provide an indication of the volume change potential of a soil when considered in conjunction with the natural moisture content. The liquid limit and plastic limit establish boundaries of consistency for plastic soils. The plasticity index is the difference between the liquid limit and plastic limit. 4-1 Report No. 5681

19 Dry Unit Weight of Soils This test method determines the weight per unit volume of soil, excluding water. Dry unit weight is used to relate the compactness of soils to volume change and stress-strain tendencies of soils when subjected to external loadings. Soil properties including moisture content, unit weight, Atterberg limits, grain size distribution, penetration resistance, shear strength and compressive strength are presented on the project boring logs in Appendix B. 4-2 Report No. 5681

20 5 SITE CONDITIONS Our interpretations of subsurface conditions within the project alignment are based on information obtained at the soil boring locations only. This information has been used as the basis for our conclusions and recommendations included in this report. Subsurface conditions may vary at areas not explored by the soil borings. Significant variations at areas not explored will require reassessment of our recommendations. 5.1 Site Description and Surface Conditions The project site is located within the existing right of way for N. Sam Rankin Street from Port Avenue to W. Broadway Street as presented on Drawing No in Appendix A of this report. Surface conditions at the time of our field program consisted of an asphalt covered, two lane city roadway. 5.2 Subsurface Soil Stratigraphy and Properties The top 1-in to 12-in of the roadway consists of asphalt or flexible base material. The asphalt thickness varied between 1-in and 10-in. The flexible base material thickness was 12-in. Below the existing asphalt and base material, the subsurface profile encountered within the project borings consisted of very loose to loose CLAYEY SAND (SC), very soft to firm sandy FAT CLAY (CH), very soft to stiff lean CLAY (CL), and loose SILT (ML) and loose POORLY GRADED SAND (SP) to the completion depths of the borings. A phenolphthalein indicator solution applied to the samples of material immediately below the asphalt and base material did not indicate any presence of lime in the samples. Results of Atterberg limits tests on selected samples of the soils recovered from the project borings indicate liquid limits ranging from 42 to 62 with corresponding plasticity indices ranging from 31 to 47. Based on this plasticity index range, the clay soils encountered in the project borings are considered to have high to very high plasticity. In-situ moisture contents of the samples ranged from 7% to 67% at the time of our field program. The amount of material passing the No. 200 sieve ranged from 20% to 95%. Undrained shear strengths derived from unconfined compressive strength tests and pocket penetrometer measurements ranged from 0.50-tsf to 1.75-tsf. Based on the above undrained shear strength data and SPT results, the cohesive soils encountered within the project borings are inferred to have mostly very soft to firm, but occasionally stiff, consistencies. Based on the SPT results, the cohesionless and semi-cohesionless soils encountered in the borings are inferred to have mostly very loose to loose relative densities. Soil properties including moisture content, unit weight, Atterberg limits and grain size distribution, are presented on the project boring logs in Appendix B. 5-1 Report No. 5681

21 5.3 Shrink/Swell Potential The tendency for a soil to shrink and swell with change in moisture content is a function of clay content and type, which are generally reflected in soil consistency as defined by the Atterberg Limits. A generalized relationship between shrink/swell potential and the soil plasticity index (P.I.) is shown on Table 5-1 below: Table 5-1 General Relationship Between P.I. and Shrink/Swell Potential P.I. Range Shrink/Swell Potential 0 15 Low Medium High > 35 Very High The amount of expansion that will actually occur with increase in moisture content is inversely related to the overburden pressure; that is, the larger the overburden pressure, the smaller the amount of expansion. Near-surface soils are thus susceptible to shrink/swell behavior because they experience low amounts of overburden. Shrink/swell behavior is normally considered to be limited to the upper 10-ft of the various soil formations in the Coastal Bend area of Texas. The presence of a water table will tend to keep the clays near the water table saturated and thus less likely to swell. Overall, the clay soils above 10-ft at this site possess mostly high to very high shrink/swell potential. However, due to low in-place density and shear strength and high moisture level of most of the cohesive soils, the shrink/swell potential is expected to be greatly reduced. 5.4 Groundwater Observations Groundwater level measurements were made in the open boreholes when groundwater was first encountered and then about fifteen (15) minute later. Groundwater measurements obtained from the project borings are presented in Table 5-2 on the following page. 5-2 Report No. 5681

22 Table 5-2 Groundwater Level Elevations Soil Boring Completion Depth Depth Encountered During Dry-Auger Drilling Depth Observed about Fifteen (15) Minutes Later B-1 20-ft 18.0-ft 13.5-ft B ft Free water was not encountered during drilling B ft Free water was not encountered during drilling B ft 13.0-ft 6.7-ft Groundwater levels at the site may fluctuate with climatic and seasonal variations and should be verified before construction. Accurate determination of static groundwater levels is typically made with standpipe piezometers. Installation of standpipe piezometers to evaluate long-term groundwater conditions within the project site was not included in the present scope of services. 5-3 Report No. 5681

23 6 GEOTECHNICAL RECOMMENDATIONS 6.1 Discussion The project consists of reconstruction of a segment of existing N. Sam Rankin Street from Port Avenue to W. Broadway Street in Corpus Christi, Texas. This segment of N. Sam Rankin Street will be reconstructed as a two lane roadway and possible existing utilities replacement. Our geotechnical design and construction recommendations for the proposed roadway are included in the sections below. 6.2 New Pavement Sections The methods used in our pavement analysis can be found in the AASHTO, Guide for Design of Pavement Structures. Data from a traffic study performed from April 24, 2007 to May 3, 2007 by the City of Corpus Christi (City) was used to estimate traffic conditions for design purposes using a 20 and a 30 year design life, as requested. An annual traffic growth rate of 0.4% for N. Sam Rankin Street and a truck factor of 4% were used in accordance with City requirements. Our pavement design recommendations for flexible and rigid pavement sections are provided in the following sections Flexible Pavement Design The primary design requirements needed for flexible pavement design according to the Pavement Design Guide include the following: Material Layer Coefficient; Soil Resilient Modulus, psi; Serviceability Indices; Drainage Coefficient; Overall Standard Deviation; Reliability, %; and, Design Traffic, 18-kip Equivalent Single Axle Load (ESAL) In our analysis, we assumed U.S. climatic region I (wet and no freeze characteristics), the values used for our analyses are presented in Table 6-1 on the following page. 6-1 Report No. 5681

24 Table 6-1 Flexible Pavement Design Values Description Value Hot Mix Asphalt Concrete (HMAC), Type D 0.44 Material Coefficients Crushed Limestone (Type A, Grade 2 or better) [CLS] 0.14 Lime Stabilized Subgrade (LSS) 0.08 Serviceability Indices Initial 4.2 Terminal 2.0 Soil Resilient Modulus 4,500-psi Drainage Coefficient 1.0 Overall Standard Deviation 0.40 Reliability 80 Design Traffic, 18-kip Equivalent Single Axle Load (ESAL) 20 year Design Life 219,800 Design Traffic, 18-kip Equivalent Single Axle Load (ESAL) 30 year Design Life 330,200 Structural Number Required 20 year Design Life 2.91 Structural Number Required 30 Year Design Life 3.09 Table 6-2 below provides the recommended minimum typical pavement section derived from our analysis using the AASHTO Guide. Table 6-2 Recommended Minimum Typical Flexible Pavement Thicknesses Pavement Design Life HMAC, Type D CLB LSS SN 20 years 3.0-in 8.0-in 8.0-in years 4.0-in 8.0-in 8.0-in 3.30 HMAC = Hot Mix Asphalt Concrete CLB = Crushed Limestone Base LSS = Lime Stabilized Subgrade SN = Structural Number Provided by Pavement 6-2 Report No. 5681

25 6.2.2 Rigid Pavement Design The primary design requirements needed for rigid pavement design according to the AASHTO Guide include the following: 28-day Concrete Modulus of Rupture, psi; 28-day Concrete Elastic Modulus, psi; Effective Modulus of Subgrade Reaction, pci (k-value); Serviceability Indices; Load Transfer Coefficient; Drainage Coefficient; Overall Standard Deviation; Reliability, %; and, Design Traffic, 18-kip Equivalent Single Axle Load (ESAL) In our analysis, we assumed U.S. climatic region I (wet and no freeze characteristics), the values used for our analyses are presented in Table 6-3 on the following page. Serviceability Indices Table 6-3 Rigid Pavement Design Values Description 28-day Concrete Modulus of Rupture 28-day Concrete Elastic Modulus Value 620-psi 5,000,000-psi 110-pci Effective Modulus of Subgrade Reaction Initial 4.2 Terminal 2.0 Load Transfer Coefficient 3.2 Drainage Coefficient 1.0 Overall Standard Deviation 0.3 Reliability 80 Design Traffic, 18-kip Equivalent Single Axle Load (ESAL) - 20 year Design Life 319,900 Design Traffic, 18-kip Equivalent Single Axle Load (ESAL) 30 year Design Life 480,300 Table 6-4 below provides the recommended minimum typical pavement section derived from our analysis using the AASHTO Pavement Design Guide. 6-3 Report No. 5681

26 Table 6-4 Recommended Minimum Typical Rigid Pavement Thicknesses Pavement Design Life RC LSS 20 years 6.0-in 8.0-in 30 years 7.0-in 8.0-in RC = Reinforced Portland Cement Concrete LSS = Lime Stabilized Subgrade Roadway Section Materials Hot Mix Asphalt Concrete (HMAC) HMAC should conform to Item 340, Dense-Graded Hot-Mix Asphalt of the Texas Department of Transportation (TxDOT) 2004 Standard Specifications for Construction and Maintenance of Highways, Streets and Bridges. The HMAC should provide a minimum tensile strength (dry) of 85 to 200 psi when tested in accordance with TxDOT Test Method Tex-226-F, and should be compacted at 96% of the theoretical density as determined from the asphaltic mixture design prepared in accordance with TxDOT Test Method Tex-207-F Determining Density of Compacted Bituminous Mixtures. Reinforced Portland Cement Concrete (RC) RC should be provided in accordance with TxDOT Item 421 Hydraulic Cement Concrete, Concrete should be designed to meet a minimum average flexural strength (modulus of rupture) of at least 620-psi at 28-days or a minimum average compressive strength of 4,500-psi at 28-days. Reinforcing steel consisting of deformed steel rebar should be used in accordance with TxDOT Item 440 Reinforcing Steel. The first few loads of concrete should be checked for slump, air and temperature on start-up production days to check for concrete conformance and consistency. Concrete should be sampled and strength test specimens [two (2) specimens per test] prepared on the initial day of production and for each 400-yd 2 or fraction thereof of concrete pavement thereafter. At least one (1) set of strength test specimens should be prepared for each production day. Slump, air and temperature tests should be performed each time strength test specimens are made. Concrete temperature should also be monitored to ensure that concrete is consistently within the temperature requirements. Crushed Limestone Base (CLB) CLB should conform to TxDOT, Item No. 247 Flexible Base, Type A, Grade 2 or better and should be compacted to 100% of the maximum dry density determined by TxDOT Test Method Tex-113-E within ±2% of the optimum moisture content. 6-4 Report No. 5681

27 Lime-Stabilized Subgrade (LSS) Lime stabilization of the subgrade soils is recommended for flexible pavement sections included in Table 6.2 above and for rigid pavement sections included in Table 6.4 above. Proper preparation and lime stabilization of the roadway subgrade will improve long-term pavement performance by reducing plasticity of the clay soils, increasing their load carrying capacity, and improving their workability. After completion of necessary stripping and clearing, the exposed soil subgrade should be carefully evaluated by probing and testing. Any unsuitable material (shell, gravel, organic material, wet, soft or loose soil) still in place should be removed. The exposed soil subgrade should be further evaluated by proofrolling with a heavy pneumatic tired roller, loaded dump truck or similar equipment weighing at least 20-tons to ensure that soft or loose material does not exist beneath the exposed soils. Proofrolling procedures should be observed routinely by a qualified representative of. Any undesirable material revealed should be removed and replaced in a controlled manner with soils similar in classification or select fill. Once final subgrade elevation is achieved and prior to placement of RC wearing surface or crushed limestone base material, the exposed surface of the pavement subgrade soil should be scarified to a depth of 8-in and mixed with hydrated lime in conformance with TxDOT Item 260 Lime Treatment (Road-Mixed). It is estimated that 6% hydrated lime by dry unit weight of soil will be required. Assuming an in-place unit weight of 120-pcf for the roadway subgrade soils, 6% lime by dry unit weight equates to about 43-lbs of lime per square yard of treated subgrade. The actual quantity of lime required should be determined after the roadway alignment is stripped and subgrade soils are exposed by use of a laboratory soil treatability study. Lime used during chemical stabilization should be Type A hydrated lime or Type B commercial slurry. The lime stabilized subgrade should be compacted to a minimum 95% of the maximum dry density as determined by ASTM D 698 at a moisture content within the range of 4% above optimum. Lime stabilization should extend at least 1-ft beyond the roadway edge to reduce effects of seasonal shrinking and swelling. In areas where hydrated lime is used for stabilization, routine sampling and Atterberg limit tests should be performed to verify the resulting plasticity index of the stabilized mixture is at/or below 20. Mechanical lime stabilization of the roadway subgrade will not prevent normal seasonal movement of the underlying untreated materials. Therefore, good perimeter surface drainage with a minimum 2% slope away from the roadway is recommended Pavement Maintenance Periodic maintenance of the roadway must be performed over the life of the pavement structure. Maintaining the roadway to prevent infiltration of water into the crushed limestone base material and subgrade soils is essential. Allowing water to infiltrate these materials will result in high maintenance costs and premature failures. 6-5 Report No. 5681

28 7 LIMITATIONS AND DESIGN REVIEW 7.1 Limitations This report has been prepared for the exclusive use of LNV, Inc. and their design team for specific application to the design and construction of the proposed N. Sam Rankin Street reconstruction in Corpus Christi, Texas. Our report has been prepared in accordance with the generally accepted geotechnical engineering practice common to the local area. No other warranty, express or implied, is made. The analyses and recommendations contained in this report are based on the data obtained from the referenced soil borings performed within the project site. The soil borings indicate subsurface conditions only at the specific locations, times and depths penetrated. The soil borings do not necessarily reflect strata variations that may exist at other locations within the project alignment. The validity of our recommendations is based in part on assumptions about the stratigraphy made by the Geotechnical Engineer. Such assumptions may be confirmed only during construction and installation of the project structures. Our recommendations presented in this report must be reassessed if subsurface conditions during construction are different from those described in this report. If any changes in the nature, design or location of the project are planned, the conclusions and recommendations contained in this report should not be considered valid unless the changes are reviewed and the conclusions modified or verified in writing by. is not responsible for any claims, damages or liability associated with interpretation or reuse of the subsurface data or engineering analyses without the expressed written authorization of. 7.2 Design Review Review of the design and construction drawings as well as the specifications should be performed by before release. The review is aimed at determining if the geotechnical design and construction recommendations contained in this report have been properly interpreted. Design review is not within the authorized scope of work for this study. 7.3 Construction Monitoring Construction surveillance is recommended and has been assumed in preparing our recommendations. These field services are required to check for changes in conditions that may result in modifications to our recommendations. The quality of the construction practices will affect performance of the project structures and should be monitored. would be pleased to provide construction monitoring, testing and inspection services for the project. 7.4 Closing Remarks We appreciate the opportunity to be of service during this phase of the project and we look forward to continuing our services during the construction phase and on future projects. 7-1 Report No. 5681

29 APPENDIX A SOIL BORING LOCATION PLAN DRAWING NO Report No. 5681

30 NORTH NORTH VICINITY MAP B-1 Project Location B-2 SOIL BORING COORDINATES BORING DEPTH (FT) LATITUDE LONGITUDE B '30.20"N 97 24'10.70"W B '26.80"N 97 24'11.00"W B '23.30"N 97 24'11.30"W B '18.60"N 97 24'10.50"W B-3 SYMBOL LEGEND DESCRIPTION SOIL BORING LOCATION B-4 DRAWN RAS 8/4/2015 CHECKED DRR 8/4/2015 APPROVED DRR 8/4/2015 SOIL BORING LOCATION PLAN SCALE N.T.S. N. SAM RANKIN ST. LNV, INC. DRAWING NO CORPUS CHRISTI, TEXAS

31 APPENDIX B LOGS OF PROJECT BORINGS AND A KEY TO SYMBOLS AND TERMS USED ON BORING LOGS Report No. 5681

32 PROJECT: N. Sam Rankin St. Corpus Christi, Texas LOG OF BORING B-1 CLIENT: LNV, Inc. Corpus Christi, Texas DEPTH (ft) SAMPLE TYPE SYMBOL/USCS COORDINATES: N 27 48' 30.20" W 97 24' 10.70" SURFACE ELEVATION: -- DRILLING METHOD: Dry Augered: Wash Bored: 0 Ft. -- to 20 Ft. to -- MATERIAL DESCRIPTION (P) POCKET PEN (tsf) (T) TORVANE (psf) STD. PENETRATION TEST (blows/ft) MOISTURE CONTENT (%) DRY UNIT WEIGHT (pcf) LIQUID LIMIT (%) PLASTICITY INDEX (%) COMPRESSIVE STRENGTH (tsf) FAILURE STRAIN (%) CONFINING PRESSURE (psi) PASSING #200 SIEVE (%) OTHER TESTS PERFORMED 0 Asphalt (1") Firm dark gray and tan FAT CLAY (CH) with sand (P) Loose tan CLAYEY SAND (SC) 5 Firm gray and tan sandy FAT CLAY (CH) Loose tan CLAYEY SAND (SC) Very soft to soft greenish gray LEAN CLAY (CL) with sand 1/6" 3/6" 3/6" 4/6" 5/6" 2/6" W.O.H. W.O.H Very soft to soft dark gray and greenish gray sandy FAT CLAY (CH) W.O.H. W.O.H 2/6" color changes to greenish gray at 13.5 ft. W.O.H. 20 Loose greenish gray SILT (ML) with clay and some sand 20' 1/6" 4/6" 5/6" COMPLETION DEPTH: 20 ft REMARKS: Free water was encountered at a depth of about 18 Ft. during dry-auger DATE BORING STARTED: drilling. Water level reading after a fifteen minute waiting period was at a DATE BORING COMPLETED: depth of about 13'-6" below existing grade. At the competion of the LOGGER: J. Gonzalez PROJECT NO.: exploration, the open borehole was backfilled with soil cuttings. Page 1 of 1 TOLUNAY-WONG ENGINEERS, INC.

33 PROJECT: N. Sam Rankin St. Corpus Christi, Texas LOG OF BORING B-2 CLIENT: LNV, Inc. Corpus Christi, Texas DEPTH (ft) SAMPLE TYPE SYMBOL/USCS COORDINATES: N 27 48' 26.80" W 97 24' 11.00" SURFACE ELEVATION: -- DRILLING METHOD: Dry Augered: Wash Bored: 0 Ft. -- to 5 Ft. to -- MATERIAL DESCRIPTION (P) POCKET PEN (tsf) (T) TORVANE (psf) STD. PENETRATION TEST (blows/ft) MOISTURE CONTENT (%) DRY UNIT WEIGHT (pcf) LIQUID LIMIT (%) PLASTICITY INDEX (%) COMPRESSIVE STRENGTH (tsf) FAILURE STRAIN (%) CONFINING PRESSURE (psi) PASSING #200 SIEVE (%) OTHER TESTS PERFORMED 0 5 Asphalt (10") Stiff tan and gray sandy LEAN CLAY (CL) with trace gypsum crystals Very loose tan CLAYEY SAND (SC) -color changes to gray at 4.5 ft. 5' (P) /6" 2/6" 1/6" W.O.H. W.O.H 3/6" COMPLETION DEPTH: 5 ft REMARKS: Free water was not encountered during dry-auger drilling. At the completion DATE BORING STARTED: of the exploration, the open borehole was backfilled with soil cuttings. DATE BORING COMPLETED: LOGGER: J. Gonzalez PROJECT NO.: Page 1 of 1 TOLUNAY-WONG ENGINEERS, INC.

34 PROJECT: N. Sam Rankin St. Corpus Christi, Texas LOG OF BORING B-3 CLIENT: LNV, Inc. Corpus Christi, Texas DEPTH (ft) SAMPLE TYPE SYMBOL/USCS COORDINATES: N 27 48' 23.30" W 97 24' 11.30" SURFACE ELEVATION: -- DRILLING METHOD: Dry Augered: Wash Bored: 0 Ft. -- to 5 Ft. to -- MATERIAL DESCRIPTION (P) POCKET PEN (tsf) (T) TORVANE (psf) STD. PENETRATION TEST (blows/ft) MOISTURE CONTENT (%) DRY UNIT WEIGHT (pcf) LIQUID LIMIT (%) PLASTICITY INDEX (%) COMPRESSIVE STRENGTH (tsf) FAILURE STRAIN (%) CONFINING PRESSURE (psi) PASSING #200 SIEVE (%) OTHER TESTS PERFORMED 0 5 Flexible Base Material (12") Firm to soft gray and tan sandy FAT CLAY (CH) with trace ferreous staining. Firm gray sandy FAT CLAY (CH) 5' (P) /6" 2/6" 2/6" 2/6" 3/6" 4/6" COMPLETION DEPTH: 5 ft REMARKS: Free water was not encountered during dry-auger drilling. At the completion DATE BORING STARTED: of the exploration, the open borehole was backfilled with soil cuttings. DATE BORING COMPLETED: LOGGER: J. Gonzalez PROJECT NO.: Page 1 of 1 TOLUNAY-WONG ENGINEERS, INC.

35 PROJECT: N. Sam Rankin St. Corpus Christi, Texas LOG OF BORING B-4 CLIENT: LNV, Inc. Corpus Christi, Texas DEPTH (ft) SAMPLE TYPE SYMBOL/USCS COORDINATES: N 27 48' 18.6" W 97 24' 10.5" SURFACE ELEVATION: -- DRILLING METHOD: Dry Augered: Wash Bored: 0 Ft. -- to 20 Ft. to -- MATERIAL DESCRIPTION (P) POCKET PEN (tsf) (T) TORVANE (psf) STD. PENETRATION TEST (blows/ft) MOISTURE CONTENT (%) DRY UNIT WEIGHT (pcf) LIQUID LIMIT (%) PLASTICITY INDEX (%) COMPRESSIVE STRENGTH (tsf) FAILURE STRAIN (%) CONFINING PRESSURE (psi) PASSING #200 SIEVE (%) OTHER TESTS PERFORMED 0 5 Asphalt (10") Firm gray and tan sandy LEAN CLAY (CL) Loose tan POORLY GRADED SAND (SP) with some clay Loose dark gray CLAYEY SAND (SC) -color changes to dark gray and greenish gray at 3.5 ft. -Very soft to firm greenish gray and tan sandy LEAN CLAY (CL) (P) /6" 4/6" 4/6" 2/6" 3/6" 5/6" W.O.H. W.O.H 1/6" W.O.H. 10 Loose greenish gray and tan CLAYEY SAND (SC) 2/6" 3/6" 4/6" color changes to tan at 13.5 ft. with trace shell fragments. 1/6" 4/6" 4/6" 20 Firm tan sandy LEAN CLAY (CL) 20' 2/6" 3/6" 3/6" COMPLETION DEPTH: 20 ft REMARKS: Free water was encountered at a depth of about 13 Ft. during dry-auger DATE BORING STARTED: drilling. Water level reading after a fifteen minute waiting period was at a DATE BORING COMPLETED: depth of about 6'-8" below existing grade. At the competion of the LOGGER: J. Gonzalez PROJECT NO.: exploration, the open borehole was backfilled with soil cuttings. Page 1 of 1 TOLUNAY-WONG ENGINEERS, INC.

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