PROJECT INFORMATION...

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3 TABLE OF CONTENTS Page No. PROJECT INFORMATION... 1 PROJECT AUTHORIZATION... 1 PROJECT DESCRIPTION... 1 PURPOSE AND SCOPE OF SERVICES... 1 SITE AND SUBSURFACE CONDITIONS... 3 SITE LOCATION AND DESCRIPTION... 3 FIELD AND LABORATORY PROCEDURE... 3 SUBSURFACE CONDITIONS... 3 GROUNDWATER INFORMATION... 4 EVALUATION AND RECOMMENDATIONS... 5 DRIVEN STEEL PIPE PILE FOUNDATION RECOMMENDATIONS... 5 CONSTRUCTION CONSIDERATIONS... 8 MOISTURE SENSITIVE SOILS/WEATHER RELATED CONCERNS... 8 DRAINAGE AND GROUNDWATER CONCERNS... 8 EXCAVATIONS... 8 REPORT LIMITATIONS APPENDIX SITE LOCATION PLAN... PLATE 1A BORING LOCATION PLAN... PLATE 1B LOGS OF BORINGS... PLATES 2 AND 3 KEY TO TERMS AND SYMBOLS USED ON THE LOGS... PLATE 4 AXIAL CAPACITY OF OPEN ENDED STEEL PIPE PILES... PLATES 5 AND 6

4 Texas Fuel and Asphalt Dolphins PSI Report No Corpus Christi, Texas July 23, 2014 Project Authorization PROJECT INFORMATION Professional Service Industries, Inc. (PSI) has completed a geotechnical exploration for the proposed dolphins to be constructed inside the existing Texas Fuel and Asphalt facility located at 5802 Upriver Road in Corpus Christi, Texas. The services were authorized by D.V. (Sonny) Flores, P.E. of PEC Corporation by signing the PSI Proposal No Revision 1, dated June 20, Project Description Mr. D.V. (Sonny) Flores, P.E. of PEC Corporation provided the project information to PSI. Based on the information provided, PSI understands that the project includes construction of dolphins. It is also understood that currently the existing ground elevation at the project site ranges between EL +20 to EL+25 feet. Based on the preliminary drawings and information provided by Mr. Flores, PSI understands that at the proposed dolphin location, the soil will be dredged to a final mud line elevation of EL -25 feet. Due to site inaccessibility, the client has requested PSI to perform the required soil borings at the south side of existing UPRR rail road which is about 150 feet away from the edge of the embankment of the existing channel. The dolphins will consist of open ended steel pipe piles. The recommendations provided in this geotechnical exploration report are based on the project information available to us and the subsurface conditions described in this report. If any of the noted information is incorrect, please inform PSI in writing so that we may amend the recommendations presented in this report if appropriate and if desired by the client. PSI will not be responsible for the implementation of its recommendations when it is not notified of changes in the project. Purpose and Scope of Services The purpose of the geotechnical study was to evaluate the subsurface conditions at the site to provide recommendations for the proposed dolphins. The proposed geotechnical exploration for this project involved the collection of subsurface data, laboratory testing, and geotechnical analyses. Our scope of services included drilling a total of two (2) soil borings to a depth of about 120 feet below the existing grade, laboratory testing and preparation of this geotechnical report. This report briefly outlines the testing procedures, presents available project information, describes the site and subsurface conditions, and presents recommendations regarding the following: a description of subsurface conditions (as observed in our borings), laboratory test results, water level observations during and after drilling, Axial pile capacity charts for 18, 24, 36, 42 and 48-inch diameters open-ended steel pipe piles for dolphins with mud line elevation at EL -25 feet, Soil parameters for lateral load pile analysis (L-Pile), Comments regarding factors that will impact construction and performance of the proposed construction. PROFESSIONAL SERVICE INDUSTRIES, INC. PAGE 1 OF 10

5 Texas Fuel and Asphalt Dolphins PSI Report No Corpus Christi, Texas July 23, 2014 The Scope of Services did not include an environmental assessment for determining the presence or absence of wetlands, or hazardous or toxic materials in the soil, surface water, groundwater, or air on or below, or around this site. Any statements in this report or on the boring logs regarding odors, colors, and unusual or suspicious items or conditions are strictly for informational purposes. A geologic fault study to evaluate the possibility of surface faulting at this site was beyond the scope of this investigation. Should you desire a detailed fault study, please contact us. PSI did not provide any service to investigate or detect the presence of moisture, mold or other biological contaminates in or around any structure, or any service that was designed or intended to prevent or lower the risk of the occurrence of the amplification of the same. Client acknowledges that mold is ubiquitous to the environment with mold amplification occurring when building materials are impacted by moisture. Client further acknowledges that site conditions are outside of PSI s control, and that mold amplification will likely occur, or continue to occur, in the presence of moisture. As such, PSI cannot and shall not be held responsible for the occurrence or recurrence of mold amplification. PROFESSIONAL SERVICE INDUSTRIES, INC. PAGE 2 OF 10

6 Texas Fuel and Asphalt Dolphins PSI Report No Corpus Christi, Texas July 23, 2014 Site Location and Description SITE AND SUBSURFACE CONDITIONS The site for the proposed project is located within the existing Texas Fuels and Asphalt Facility located at 5802 Upriver Road in Corpus Christi, Texas. Plate 1A located in the Appendix shows the approximate site location. The project site is located on the south embankment of Tule Lake channel. The existing UPRR rail road is passing through the project site. At the time of PSI s field exploration, the project site is occupied with the grass, shrubs and isolated trees. The truck mounted drill rig experienced no difficulty moving about the site. Field and Laboratory Procedure The subsurface conditions were explored by drilling a total of two (2) soil borings. As requested by the client, the borings were drilled to a depth of about 120 below the existing ground surface at the south side of the existing UPRR rail road which is about 150 feet away from the edge of the embankment of the existing channel. The boring locations were determined and staked at the project site by the client. Plate 1B located in the Appendix shows the approximate boring locations. The borings were drilled with truckmounted drilling equipment utilizing solid flight auger and rotary wash methods. Soil samples were routinely obtained during the drilling process. Drilling and sampling techniques were accomplished generally in accordance with ASTM procedures (ASTM D 1586 and D 1587). The soil samples obtained during the field exploration were transported to PSI s laboratory and selected soil samples were tested to determine material properties for engineering evaluation. Laboratory testing was accomplished in general accordance with ASTM procedures. Laboratory testing on selected samples included moisture content (ASTM D 2216), unit weight determinations, Atterberg limits (ASTM D 4318), percent passing U.S. Standard No. 200 Sieve (ASTM D 1140), unconfined compression (ASTM D 2166) and unconsolidated undrained triaxial shear strength (ASTM D 2850). The samples which were not altered by laboratory testing will be retained for 60 days from the date of this report and then will be discarded without further notice. Subsurface Conditions The soil samples obtained from the drilling operation were classified in general accordance with ASTM D 2487 or D Laboratory test data along with detailed descriptions of the soils can be found on the Logs of Borings, Plates 2 and 3 in the Appendix. A key to terms and symbols used on the logs is presented on Plate 4 located in the Appendix. Based on the borings performed, the generalized subsurface soil conditions identified at the site are summarized in Table 1. PROFESSIONAL SERVICE INDUSTRIES, INC. PAGE 3 OF 10

7 Texas Fuel and Asphalt Dolphins PSI Report No Corpus Christi, Texas July 23, 2014 Depth Range, feet (Elevation Range, Feet) 0 to 6 (EL+25 to EL+19) 6 to 28 (EL+19 to EL-3) 28 to 50 (EL-3 to EL-25) 47 to 100 (EL-22 to EL-75) 72 to 112 (EL-47 to EL-87) 112 to 120* (EL-87 to EL-95) Table 1: Generalized Soil Profile Description Fill: Lean Clay with Sand, Sandy Lean Clay and Fat Clay with Sand; with sand and gravel Lean Clay (CL), Lean Clay with Sand (CL) and Fat Clay (CH); stiff to hard Silty Sand (SM) and Poorly Graded Sand with Silt (SP-SM), very loose to dense Sandy Lean Clay (CL), Fat Clay (CH) and Fat Clay with Sand (CH); stiff to hard Silty Sand (SM), Poorly Graded Sand (SP) and Poorly Graded Sand with Silt (SP-SM); medium dense to dense Lean Clay (CL) and Sandy Lean Clay (CL); very stiff to hard Note: * Clayey Sand (SC) were encountered in Boring B-2 from 117 to 120 feet. The above subsurface description is of a generalized nature to highlight the major subsurface stratification features and material characteristics. The boring logs included in the Appendix should be reviewed for specific information at individual boring locations. These records include soil descriptions, stratification, locations of the samples, and laboratory test data. The stratification shown on the boring logs represent the conditions only at the actual boring locations. Variations may occur and should be expected across the site. The stratification represents the approximate boundary between subsurface materials and the actual transition may be gradual and indistinct. Water level information obtained during field operations is also shown on the boring logs. Groundwater Information Based on the soil borings, the groundwater was measured at a depth of approximately 28.5 feet below the existing site grade at the time of drilling. After drilling, the groundwater was measured at a depth of about 26 feet below the existing ground surface. It should be realized that these groundwater levels were recorded immediately after initial encounter and do not represent stabilized ground water readings. The use of slurry to maintain the borehole stability precluded accurate measurement of stabilized ground water after the completion of borings. It is possible that seasonal variations (temperature, rainfall, etc) as well as the water level in the nearby channel will cause fluctuations in the groundwater level. Additionally, perched water may be encountered in discontinuous zones within the overburden. The groundwater levels presented in this report are the levels that were measured at the time of our field activities. It is recommended that the contractor determine the actual groundwater levels at the site at the time of the construction activities to determine the impact, if any, on the construction procedures. PROFESSIONAL SERVICE INDUSTRIES, INC. PAGE 4 OF 10

8 Texas Fuel and Asphalt Dolphins PSI Report No Corpus Christi, Texas July 23, 2014 EVALUATION AND RECOMMENDATIONS Driven Steel Pipe Pile Foundation Recommendations It is understood that the proposed dolphins will consist of open ended steel pipe piles. As discussed before, PSI understands that currently the existing ground elevation at the proposed dolphin locations is approximately at EL+25 feet and the soil will be dredged to a final mud line elevation of EL -25 feet. As requested, axial pile capacity curves are provided for the following pile sizes: 18, 24, 36, 42 and 48-inch diameters open-ended steel pipe piles with mud line elevations at EL -25 feet. Design Criteria: The load carrying capacity of driven piles can be computed using the static method of analysis. According to this method, the axial capacity, Q, at a given penetration is taken as the sum of the skin friction on the side of the pile, Qs, and the end or point bearing at the pile tip, Qp, so that: Q = Qs + Qp = fas + qap Where, As and Ap represent, respectively, the embedded surface area and the end area of the pile; f and q represent, respectively, the allowable unit skin friction and the allowable unit end or point bearing. The total axial capacity in compression will be the summation of the frictional capacity and the end bearing capacity. The total axial capacity in tension will be the frictional capacity alone neglecting the end-bearing component. Axial Capacity: Using the static method analyses and soil profile determined, the ultimate axial capacity for 18, 24, 36, 42 and 48-inch diameters open-ended steel pipe piles were computed. The ultimate capacities in compression and tension were developed based on the mud line elevation at EL-25 feet. The ultimate capacity curves for driven piles can be found on the Plates 4 and 5 in the Appendix. The curves on the plates show the ultimate axial pile capacities (in compression and tension) in kips versus elevation in feet. It is recommended that a factor of safety of at least 2.0 be applied to arrive at allowable values. Lateral Capacity: The soil as well as the rigidity of the pile resists the lateral loads on the pile. Once the locations, loads and other pertinent information are provided, PSI can assist in performing a lateral load analyses based on methods ranging from chart solutions to the p-y approach utilizing computer programs such as LPILE. The relationship between the soil resistance (p) and pile deflection (y) is commonly referred to as 'p-y'. Along the depth of the pile, soil resistance (p) is expressed as a non-linear function of lateral pile deflection (y). Various researchers developed 'p-y' criteria for different kinds of soils. The 'py' curves can be automatically generated utilizing the computer program LPILE. The program LPILE was developed by Lymon Reese and Shin-Tower Wang, Ensoft, Inc. p-y parameters for LPILE analyses are provided for the analyses of individual piles. PROFESSIONAL SERVICE INDUSTRIES, INC. PAGE 5 OF 10

9 Texas Fuel and Asphalt Dolphins PSI Report No Corpus Christi, Texas July 23, 2014 For evaluation of the lateral capacity of the soil-structure, the top five (5) feet of soil should be neglected. The lateral design information regarding the 'p-y' data is provided in Table 2. Elevation (feet) -25 to to -87 Table 2: Soil Parameters for Lateral Load Analyses (For Piles with Mud Line Elevation at EL-25 feet) p-y Criteria Stiff Clay Criteria Submerged Sand Criteria Effective Unit Weight, (pcf) Su (ksf), or (degrees) 60 Su = 2.2 Ks (pci) or Kc (pci) Ks = 1,000 Kc = = 34 k = Stiff Clay Ks = 1, to Su = Criteria Kc = 400 Note: Su-Undrained Shear Strength (ksf); -Angle of Internal friction; Ks-modulus of subgrade reaction (pci) for static loading condition; Kc-modulus of subgrade reaction (pci) for cyclic loading condition; k-soil modulus parameter for sand, 50 strain corresponding to onehalf the principle stress. Neglect top 5 feet of soil for analysis. Settlement: For a single isolated pile designed in accordance with the computed ultimate capacities and recommended factor of safety, the settlement should be less than 1 inch. Settlement of a pile group depends on the number of piles, as well as other geotechnical factors. A detailed settlement analysis for piles in a group was beyond the scope of this study. If desired, PSI can assist in performing such a study. Group Action: Group Effects: Pile groups subjected to vertical loads do not necessarily have the same capacity as the sum of the capacity of the individual piles. For axially loaded piles, published results indicate that the ratio of capacity per pile in a group to that of a single isolated pile typically ranges from 0.5 to 1.0. This efficiency factor depends on the pile spacing or distance between each pile. In planning pile groups, a minimum spacing of three (3) pile diameters (center to center) should be maintained for an efficiency factor of 1.0. Pile groups subjected to lateral loads do not have the same capacity as the sum of the capacity of the individual piles. For laterally loaded piles, published results indicate that the ratio of capacity per pile in a group to that of a single isolated pile typically ranges from 0.5 to 1.0. This efficiency factor depends on the pile spacing (distance between each pile) and on the direction of loading with respect to the orientation of the pile group. Research indicates a minimum spacing of 3 diameters to 6 diameters is required depending on the direction of loading with respect to the orientation of the piles in a group to achieve an efficiency factor of 1.0. PSI should be contacted, once the pile group orientation, spacing and loading direction is determined. Driven Pile Installation: Piles can be driven in accordance with Item 404, Texas Department of Transportation, Standard Specification for Construction of Highways, Streets and Bridges (TxDOT Specification). PROFESSIONAL SERVICE INDUSTRIES, INC. PAGE 6 OF 10

10 Texas Fuel and Asphalt Dolphins PSI Report No Corpus Christi, Texas July 23, 2014 The piles should be driven to the desired penetration depth by driving methods alone. Any supplemental techniques such as use of vibratory hammers, pilot holes or jetting should be avoided whenever possible. These supplemental techniques, if not used properly, can reduce the pile capacity. If the use of pilot holes or jetting becomes necessary, PSI should be contacted to provide further recommendations. Based on the two borings performed at the project site, dense sand encountered in Boring B-1 from a depth of 38 feet to 45 feet and from 100 feet to 113 feet below existing ground. In Boring B-2 dense san encountered from a depth of 78 feet to 112 feet below existing grade. Installing piles through these dense sand may experience difficult driving. Driving should be performed such that the hammer speeds are adjusted appropriately and that the piles are not over-stressed or damaged during installation.driving should be performed such that the hammer speeds are adjusted appropriately and that the piles are not over-stressed and crack. We recommend that the pile driving be monitored by a geotechnical engineer or qualified technician. Sometimes, premature refusal occurs due to poor hammer performance rather than from soil resistance. Any changes in hammer blow counts should be carefully examined before making any decisions about the pile penetration. Piles could heave during the driving process as a result of being driven adjacent to one another. We suggest that if piles heave more than about 0.25 inch during the driving of an adjacent pile, the heaved piles should be re-driven to their initial depth. The ground surface surrounding the piles could also heave as a result of driving these displacement piles. When driving piles near existing structures, it is recommended that the driving sequence start with the piles nearest the existing structures and progress in a direction away from the structures. It should be realized the pile capacity is dependent on the prevention of damage to the pile during construction. A damaged pile will have reduced performance under sustained loading conditions. Proper pile handling and proper driving govern the pile construction during construction. In addition, pile material strength, especially for precast piles can also dictate pile capacity. Good pile driving practice should be adopted to ensure proper driving. Among other things, proper driving includes the use of a proper pile cushion, reducing or increasing the hammer speed anticipating soft or hard driving situations. A proper pile driving record should be utilized to ensure proper pile driving. In maintaining pile driving records, among other things the primary things include, recording the blow counts for every foot of pile penetration, and recording actual time (excluding stoppage) that was required to drive the pile. Pile Hammer Selection: Selection of an appropriate hammer depends on several factors such as hammer performance, cushion type and size, pile type, pile size and length, pile weight, predicted or required pile capacity, soil resistance, etc. The selected hammer must be able to drive the pile to the required capacity or length without damaging the pile. Generally, experience of local contractor is often the primary source for the selection of the hammer. Wave equation analysis of piles may be used to aid in hammer selection. In the field, dynamic testing using a Pile Dynamic Analyzer (PDA) can be used on the test piles to select a proper hammer, predict driving resistance, and evaluate the stresses in the piles. However, it is the responsibility of the contractor to select the proper hammer type that will provide enough energy to drive the pile to bearing. Once the design is finalized, PSI can be contacted to perform further analysis and assist hammer selection. PROFESSIONAL SERVICE INDUSTRIES, INC. PAGE 7 OF 10

11 Texas Fuel and Asphalt Dolphins PSI Report No Corpus Christi, Texas July 23, 2014 CONSTRUCTION CONSIDERATIONS It is recommended that PSI be retained to provide observation and testing of construction activities involved in the foundations, earthwork, and related activities of this project. PSI cannot accept any responsibility for any conditions that deviated from those described in this report, nor for the performance of the foundations if not engaged to also provide construction observation and testing for this project. Moisture Sensitive Soils/Weather Related Concerns During wet weather periods and/or poor site drainage, increases in the moisture content of the soil can cause significant reduction in the soil strength and support capabilities. Soils that become wet might be slow to dry and thus significantly retard the progress of grading and compaction activities. It will, therefore, be advantageous to perform any earthwork and foundation construction activities during dry weather. Drainage and Groundwater Concerns Water should not be allowed to collect in the excavations or on prepared subgrade of the construction area either during or after construction. Undercut or excavated areas should be sloped toward one corner to facilitate removal of any collected rainwater, groundwater, or surface runoff. Positive site surface drainage should be provided to reduce infiltration of surface water around the perimeter of the structures. The grades should be sloped away from the subgrade/structural areas and surface drainage should be collected and discharged such that water is not permitted to infiltrate the backfill and subgrade area. For groundwater conditions, refer to the Groundwater Information section of this report. Any water accumulation should be removed from excavations by pumping. Should excessive and uncontrolled amounts of seepage occur, the geotechnical engineer should be consulted. It is possible that the depth to ground water may vary with changes in seasonal conditions, recent rainfall or temperature effects. The ground water levels presented in this report are the levels that were measured at the time of our field activities. We recommend that the Contractor determine the actual ground water levels at the site at the time of the construction activities. Excavations In Federal Register, Volume 54, No. 209 (October 1989), the United States Department of Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction Standards for Excavations, 29 CFR, part 1926, Subpart P". This document was issued to better insure the safety of workmen entering trenches or excavations. It is mandated by this federal regulation that excavations, whether they be utility trenches, basement excavation or footing excavations, be constructed in accordance with the new OSHA guidelines. It is our understanding that these regulations are being strictly enforced and if they are not closely followed, the owner and the contractor could be liable for substantial penalties. The contractor is solely responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottom. The contractor's "competent", as defined in 29 CFR Part to 652 should evaluate the soil exposed in the excavations as part of the contractor's PROFESSIONAL SERVICE INDUSTRIES, INC. PAGE 8 OF 10

12 Texas Fuel and Asphalt Dolphins PSI Report No Corpus Christi, Texas July 23, 2014 safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations. We are providing this information solely as a service to our client. PSI does not assume responsibility for construction site safety or the contractor's or other party s compliance with local, state, and federal safety or other regulations. PROFESSIONAL SERVICE INDUSTRIES, INC. PAGE 9 OF 10

13 Texas Fuel and Asphalt Dolphins PSI Report No Corpus Christi, Texas July 23, 2014 REPORT LIMITATIONS The information submitted in this report is based on the available subsurface information obtained by PSI and design details furnished by the client representatives for the proposed project. If there are any revisions to the plans for this project, or if deviations from the subsurface conditions noted in this report are encountered during construction, PSI should be notified immediately to determine if changes in the foundation recommendations are required. If PSI is not notified of such changes, PSI will not be responsible for the impact of those changes on the project. The geotechnical engineer warrants that the findings, recommendations, specifications, or professional advice contained herein have been made in accordance with generally accepted professional geotechnical engineering practices in the local area. No other warranties are implied or expressed. After the plans and specifications are more complete, the geotechnical engineer should be retained and provided the opportunity to review the final design plans and specifications to check that our engineering recommendations have been properly incorporated into the design documents. At this time, it may be necessary to submit supplementary recommendations. If PSI is not retained to perform these functions, PSI will not be responsible for the impact of those conditions on the project. This geotechnical report has been prepared for the exclusive use of PEC Corporation and their representatives for the specific application to the proposed dolphins to be constructed inside the existing Texas Fuel and Asphalt facility located at 5802 Upriver Road in Corpus Christi, Texas PROFESSIONAL SERVICE INDUSTRIES, INC. PAGE 10 OF 10

14 Texas Fuel and Asphalt Dolphins PSI Report No Corpus Christi, Texas July 23, 2014 APPENDIX PROFESSIONAL SERVICE INDUSTRIES, INC.

15 SITE LOCATION PLAN Project Site N TEXAS FUEL AND ASPHALT DOLPHINS 5802 UPRIVER ROAD CORPUS CHRISTI, TEXAS PSI Report No PLATE NO: 1A

16 BORING LOCATION PLAN N B-1 B-2 - Boring Locations are Approximate PROPOSED DOLPHINS AT TEXAS FUEL AND ASPHALT 5802 UPRIVER ROAD CORPUS CHRISTI, TEXAS PSI Report No PLATE NO: 1B

17 LOG OF BORING B-01 TEXAS FUEL & ASPHALT DOLPHINS CORPUS CHRISTI, TEXAS TYPE OF BORING: SOLID FLIGHT AUGER TO 28.5 FEET, WET ROTARY THERE AFTER DEPTH, FT. SOIL TYPE USCS SYMBOL FILL SAMPLES COORDINATE (X) OR EASTING: COORDINATE (Y) OR NORTHING: APPROXIMATE SURFACE ELEVATION: 25 feet LATITUDE: LONGITUDE: SOIL DESCRIPTION FILL: LEAN CLAY WITH SAND, Dark Gray, Brown, with sand pockets, gravel N-BLOWS/FT. 7 % PASSING No. 200 SIEVE LIQUID LIMIT LL PLASTIC LIMIT PL PLASTICITY INDEX PI MOISTURE CONTENT (%) 18 PSI Project No.: SHEAR STRENGTH (tons/square foot) HP UC TV UU DRY UNIT WEIGHT (pcf) CL LEAN CLAY (CL), STIFF TO HARD, LIGHT BROWN TO LIGHT GRAY - with sand, 6 to 8 feet (7.92) BORINGLOG_HOUSTON - PSIHOUSTON.GDT - 7/23/14 17:20 - C:\DOCUMENTS AND SETTINGS\616090\DESKTOP\ LOGS.GPJ SM CLS 50 DEPTH OF BORING: 120 FEET DATE DRILLED: 6/30/14 NOTES: SILTY SAND (SM), VERY LOOSE TO DENSE, LIGHT GRAY SANDY LEAN CLAY (CL), HARD, LIGHT GRAY, with calcareous nodules, sand seams Geotechnical Consulting Services 3730 Dacoma Street Houston, Texas INITIAL GROUND WATER: 28.5 FEET DURING DRILLING FINAL GROUND WATER: 26 FEET AFTER DRILLING PLATE NO: 2 (Page 1 of 3)

18 LOG OF BORING B-01 TEXAS FUEL & ASPHALT DOLPHINS CORPUS CHRISTI, TEXAS TYPE OF BORING: SOLID FLIGHT AUGER TO 28.5 FEET, WET ROTARY THERE AFTER DEPTH, FT. SOIL TYPE USCS SYMBOL CH SAMPLES SOIL DESCRIPTION FAT CLAY (CH), STIFF TO VERY STIFF, BROWN N-BLOWS/FT. % PASSING No. 200 SIEVE LIQUID LIMIT LL PLASTIC LIMIT PL PLASTICITY INDEX PI MOISTURE CONTENT (%) PSI Project No.: SHEAR STRENGTH (tons/square foot) HP UC TV UU DRY UNIT WEIGHT (pcf) 55 - with calcareous nodules and ferrous stains, 53 to 55 feet with calcareous nodules, 63 to 65 feet 29 BORINGLOG_HOUSTON - PSIHOUSTON.GDT - 7/23/14 17:20 - C:\DOCUMENTS AND SETTINGS\616090\DESKTOP\ LOGS.GPJ DEPTH OF BORING: 120 FEET DATE DRILLED: 6/30/14 NOTES: - with ferrous and calcareous nodules, 73 to 90 feet - with sand, 78 to 80 feet - light brown and light gray, 78 to 90 feet Geotechnical Consulting Services 3730 Dacoma Street Houston, Texas INITIAL GROUND WATER: 28.5 FEET DURING DRILLING FINAL GROUND WATER: 26 FEET AFTER DRILLING PLATE NO: 2 (Page 2 of 3)

19 LOG OF BORING B-01 TEXAS FUEL & ASPHALT DOLPHINS CORPUS CHRISTI, TEXAS TYPE OF BORING: SOLID FLIGHT AUGER TO 28.5 FEET, WET ROTARY THERE AFTER DEPTH, FT. SOIL TYPE USCS SYMBOL SP-SM SAMPLES SOIL DESCRIPTION POORLY GRADED SAND WITH SILT (SP-SM), DENSE, LIGHT GRAY AND BROWN N-BLOWS/FT. % PASSING No. 200 SIEVE LIQUID LIMIT LL PLASTIC LIMIT PL PLASTICITY INDEX PI MOISTURE CONTENT (%) PSI Project No.: SHEAR STRENGTH (tons/square foot) HP UC TV UU DRY UNIT WEIGHT (pcf) CLS SANDY LEAN CLAY (CL), VERY STIFF TO HARD, BROWN, with calcareous nodules BORINGLOG_HOUSTON - PSIHOUSTON.GDT - 7/23/14 17:20 - C:\DOCUMENTS AND SETTINGS\616090\DESKTOP\ LOGS.GPJ DEPTH OF BORING: 120 FEET DATE DRILLED: 6/30/14 NOTES: Geotechnical Consulting Services 3730 Dacoma Street Houston, Texas INITIAL GROUND WATER: 28.5 FEET DURING DRILLING FINAL GROUND WATER: 26 FEET AFTER DRILLING PLATE NO: 2 (Page 3 of 3)

20 LOG OF BORING B-02 TEXAS FUEL & ASPHALT DOLPHINS CORPUS CHRISTI, TEXAS TYPE OF BORING: SOLID FLIGHT AUGER TO 28.5 FEET, WET ROTARY THERE AFTER DEPTH, FT. SOIL TYPE USCS SYMBOL FILL SAMPLES COORDINATE (X) OR EASTING: COORDINATE (Y) OR NORTHING: APPROXIMATE SURFACE ELEVATION: 25 feet LATITUDE: LONGITUDE: SOIL DESCRIPTION FILL: SANDY LEAN CLAY, Dark Brown, Gray, Light Gray, with gravel, calcareous nodules, root fibers N-BLOWS/FT. 9 % PASSING No. 200 SIEVE 64 LIQUID LIMIT LL 44 PLASTIC LIMIT PL 20 PLASTICITY INDEX PI 24 MOISTURE CONTENT (%) 16 PSI Project No.: SHEAR STRENGTH (tons/square foot) HP UC TV UU DRY UNIT WEIGHT (pcf) 5 CL - fat clay with sand, 4 to 6 feet LEAN CLAY (CL), VERY STIFF, LIGHT BROWN - with root fibers and calcareous nodules, 6 to 8 feet BORINGLOG_HOUSTON - PSIHOUSTON.GDT - 7/23/14 17:20 - C:\DOCUMENTS AND SETTINGS\616090\DESKTOP\ LOGS.GPJ CH SP-SM 50 DEPTH OF BORING: 120 FEET DATE DRILLED: 7/1/14 NOTES: FAT CLAY (CH), STIFF TO VERY STIFF, BROWN, with silt seams POORLY GRADED SAND WITH SILT (SP-SM), LOOSE TO MEDIUM DENSE, BROWN Geotechnical Consulting Services 3730 Dacoma Street Houston, Texas INITIAL GROUND WATER: 28.5 FEET DURING DRILLING FINAL GROUND WATER: 26 FEET AFTER DRILLING PLATE NO: 3 (Page 1 of 3)

21 LOG OF BORING B-02 TEXAS FUEL & ASPHALT DOLPHINS CORPUS CHRISTI, TEXAS TYPE OF BORING: SOLID FLIGHT AUGER TO 28.5 FEET, WET ROTARY THERE AFTER DEPTH, FT. SOIL TYPE USCS SYMBOL CLS SAMPLES SOIL DESCRIPTION SANDY LEAN CLAY (CL), STIFF TO VERY STIFF, BROWN N-BLOWS/FT. % PASSING No. 200 SIEVE LIQUID LIMIT LL PLASTIC LIMIT PL PLASTICITY INDEX PI MOISTURE CONTENT (%) PSI Project No.: SHEAR STRENGTH (tons/square foot) HP UC TV UU DRY UNIT WEIGHT (pcf) 55 - with calcareous nodules, 53 to 60 feet BORINGLOG_HOUSTON - PSIHOUSTON.GDT - 7/23/14 17:20 - C:\DOCUMENTS AND SETTINGS\616090\DESKTOP\ LOGS.GPJ SM SP-SM 100 DEPTH OF BORING: 120 FEET DATE DRILLED: 7/1/14 NOTES: SILTY SAND (SM), MEDIUM DENSE TO DENSE, LIGHT BROWN - with clay pockets, 83 to 85 feet POORLY GRADED SAND WITH SILT (SP-SM), DENSE, LIGHT BROWN Geotechnical Consulting Services 3730 Dacoma Street Houston, Texas INITIAL GROUND WATER: 28.5 FEET DURING DRILLING FINAL GROUND WATER: 26 FEET AFTER DRILLING PLATE NO: 3 (Page 2 of 3)

22 LOG OF BORING B-02 TEXAS FUEL & ASPHALT DOLPHINS CORPUS CHRISTI, TEXAS TYPE OF BORING: SOLID FLIGHT AUGER TO 28.5 FEET, WET ROTARY THERE AFTER DEPTH, FT. SOIL TYPE USCS SYMBOL SP-SM SAMPLES SOIL DESCRIPTION POORLY GRADED SAND WITH SILT (SP-SM), DENSE, LIGHT BROWN N-BLOWS/FT. % PASSING No. 200 SIEVE LIQUID LIMIT LL PLASTIC LIMIT PL PLASTICITY INDEX PI MOISTURE CONTENT (%) PSI Project No.: SHEAR STRENGTH (tons/square foot) HP UC TV UU DRY UNIT WEIGHT (pcf) CL LEAN CLAY (CL), VERY STIFF, BROWN, with calcareous nodules BORINGLOG_HOUSTON - PSIHOUSTON.GDT - 7/23/14 17:20 - C:\DOCUMENTS AND SETTINGS\616090\DESKTOP\ LOGS.GPJ SC 150 DEPTH OF BORING: 120 FEET DATE DRILLED: 7/1/14 NOTES: CLAYEY SAND (SC), BROWN Geotechnical Consulting Services 3730 Dacoma Street Houston, Texas INITIAL GROUND WATER: 28.5 FEET DURING DRILLING FINAL GROUND WATER: 26 FEET AFTER DRILLING PLATE NO: 3 (Page 3 of 3)

23 Plasticity Index KEY TO TERMS AND SYMBOLS USED ON LOGS SOIL TYPE SAMPLER TYPE GRAVEL... SAND SILT LEAN CLAY FAT CLAY PEAT NO AUGERSHELBY SPLIT SAMPLE SAMPLE TUBE SPOON MODIFIERS STONE GRAVELY SANDY SILTY CLAYEY MISC. NO ROCK2" SHELBY TXDOT (SEE TEXT ON LOG) RECOVERY CORE TUBE CONE UNIFIED SOIL CLASSIFICATION SYSTEM - ASTM D 2487 CONSISTENCY OF COHESIVE SOILS 70 SHEAR STRENGTH CONSISTENCY IN TONS/FT 2 60 VERY SOFT 0 TO SOFT FIRM TO TO CH STIFF VERY STIFF 0.5 TO TO CL HARD > 2.0 OR RELATIVE DENSITY - GRANULAR SOILS 10 > 50 OR 50+ DEGREE OF PLASTICITY OF MOISTURE CONDITION CONSISTENCY OF COHESIVE SOILS COHESIVE SOILS COHESIVE SOILS AFTER TERZAGHI (1948) DEGREE OF PLASTICITY NONE OR SLIGHT LOW MEDIUM HIGH VERY HIGH CL-ML PLASTICITY INDEX 0 TO 4 4 TO TO TO 40 > 40 ML OR OL Liquid Limit SWELL POTENTIAL NONE LOW MEDIUM HIGH VERY HIGH MH OR OH DESCRIPTION Absence of moisture, dusty, dry to touch Damp but no visible water Visible free water CONDITION DRY MOIST WET CONSISTENCY VERY LOOSE LOOSE MEDIUM DENSE DENSE VERY DENSE CONSISTENCY VERY SOFT SOFT FIRM STIFF VERY STIFF HARD N-VALUE (BLOWS/FOOT) 0 TO 4 5 TO 9 10 TO TO 50 N-VALUE (BLOWS/FOOT) < 2 2 TO 4 4 TO 8 8 TO TO 30 > 30 ABBREVIATIONS HP - HAND PENETROMETER TV - TORVANE MV - MINIATURE VANE UC - UNCONFINED COMPRESSION TEST UU - UNCONSOLIDATED UNDRAINED TRIAXIAL CU - CONSOLIDATED UNDRAINED NOTE: PLOT INDICATES SHEAR STRENGTH AS OBTAINED BY ABOVE TESTS FINAL GROUND WATER LEVEL INITIAL GROUND WATER LEVEL CLASSIFICATION OF GRANULAR SOILS U.S. STANDARD SIEVE SIZE(S) 6" 3" 3/4" BOULDERS COBBLES GRAVEL COARSE FINE COARSE SAND MEDIUM SILT OR CLAY GRAIN SIZE IN MM Geotechnical Consulting Services Houston, Texas. PLATE NO: 4 FINE CLAY

24 ELEVATION (FT) DRIVEN OPEN STEEL PIPE PILES (Mudline Elevation EL-25 Feet) ULTIMATE AXIAL CAPACITY IN COMPRESSION ULTIMATE AXIAL CAPACITY IN COMPRESSION (KIPS) Existing Ground Elevation EL+25 Feet Water Elevation EL+0 Feet Proposed Mudline Elevation EL-25 Feet inch Open Pipe Pile 24 - inch Open Pipe Pile 36 - inch Open Pipe Pile 42 - inch Open Pipe Pile 48 - inch Open Pipe Pile NOTE: A factor of safety of at least 2.0 is recommended in arriving at the allowable loads. TEXAS FUEL AND ASHPHALT DOLPHINS, CORPUS CHRISTI, TEXAS PSI REPORT NO Geotechnical Consulting Services Houston, Texas PLATE NO: 5

25 ELEVATION (FT) DRIVEN OPEN STEEL PIPE PILES (Mudline Elevation EL-25 Feet) ULTIMATE AXIAL CAPACITY IN TENSION ULTIMATE AXIAL CAPACITY IN TENSION (KIPS) Existing Ground Elevation EL+25 Feet Water Elevation EL+0 Feet Proposed Mudline Elevation EL-25 Feet inch Open Pipe Pile 24 - inch Open Pipe Pile 36 - inch Open Pipe Pile 42 - inch Open Pipe Pile 48 - inch Open Pipe Pile NOTES: 1. A factor of safety of at least 2.0 is recommended in arriving at the allowable loads. TEXAS FUEL AND ASHPHALT DOLPHINS, CORPUS CHRISTI, TEXAS PSI REPORT NO Geotechnical Consulting Services Houston, Texas PLATE NO: 6