DATA REPORT GEOTECHNICAL INVESTIGATION GALVESTON CRUISE TERMINAL 2 GALVESTON, TEXAS

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1 DATA REPORT GEOTECHNICAL INVESTIGATION GALVESTON CRUISE TERMINAL 2 GALVESTON, TEXAS SUBMITTED TO PORT OF GALVESTON 123 ROSENBERG AVENUE, 8TH FLOOR GALVESTON, TEXAS BY HVJ ASSOCIATES, INC. HOUSTON, TEXAS AUGUST 25, 2014 REPORT NO. HG

2 August 25, 2014 Peter Simons Deputy Port Director Port of Galveston 123 Rosenberg Avenue, 8th Floor Galveston, Texas Re: Geotechnical Investigation Geotechnical Data Report Galveston Cruise Terminal 2 Galveston, Texas Owner: Port of Galveston HVJ Report No.: HG Dear Mr. Simons: Submitted herein is the draft data report of our geotechnical investigation for the above referenced project. The study was performed in accordance with HVJ Proposal Number HG dated July 25, 2014 and subject to the limitations presented in this report. It has been a pleasure to work for you on this project and we appreciate the opportunity to be of service. Please notify us if there are questions or if we may be of further assistance. Sincerely, HVJ ASSOCIATES, INC. Texas Firm Registration No. F DRAFT Nishant Dayal, PE Geotechnical Manager, Houston DRAFT Fabrizio Di Camillo Staff Engineer ND/FD Copies submitted: 2 This document was released for the purpose of interim review under the authority of Nishant Dayal, P.E on August 25, It is not to be used for construction, bidding or permit purposes. The following lists the pages which complete this report: Main Text 10 pages Plates 4 pages Appendix A 10 pages Appendix B 2 pages

3 TABLE OF CONTENTS Page 1 EXECUTIVE SUMMARY... I 2 INTRODUCTION General Scope of Work FIELD INVESTIGATION General Sampling Method Groundwater Level Measurements LABORATORY TESTING SITE AND SUBSURFACE CONDITIONS General Geology Geologic Faulting Soil Stratigraphy Groundwater LIMITATIONS... 5

4 PLATES Plate SITE VICINITY MAP... 1 PLAN OF BORINGS... 2 GEOLOGIC MAP... 3 FAULT MAP... 4 APPENDICES Appendix BORING LOGS AND KEY TO TERMS & SYMBOLS... A SUMMARY OF LABORATORY TEST RESULTS... B

5 1 EXECUTIVE SUMMARY HVJ Associates, Inc. was retained by the Port of Galveston to perform a geotechnical investigation for the construction of a two story Cruise Terminal 2 building to be located at the port of Galveston, Texas. Our scope of work includes performing an investigation on the subsurface soils and providing a data report which will be utilized to prepare geotechnical recommendations for the proposed structure. The subsurface stratigraphy at the project site was determined by drilling and sampling two 80-foot borings and one 8-foot boring within the footprint of the proposed structure. Laboratory tests and engineering analyses were performed to provide a data report to be used by the Port of Galveston in the design of the proposed Cruise Terminal 2 building. A brief summary of the findings based on soil borings and pertinent recommendations are as follows: 1. A generalized summary of the subsurface conditions in our borings is shown below in Table 1-1. The generalized profile is intended to provide a conceptual framework for the subsurface profile up to the depth of the test borings. Substantial deviations from the summarized conditions exist at the boring locations and should be accounted for in the design and construction. Details of the subsurface stratigraphy encountered in the borings are shown on the boring logs presented in Appendix A. Table 1-1 Generalized Soil Profile Stratum Depth (below grade), Feet From To Material I Surface 8 to 16 Very Loose to Dense Sand with Silt (SP-SM) and Silty Sand (SM) II 8 to to 68 Very Soft to Very Stiff Fat Clay (CH) III 58 to Firm to Stiff Lean Clay (CL) Note: Shells, gravel, wood and rock materials were encountered on our borings from existing grade down to 14 to 35 feet below grade. 2. Groundwater was encountered in borings B-1, B-2 and B-3 at a depth of 6.5, 5.5 and 5.5 feet below existing grade during the drilling operations, respectively. The boreholes were kept open 24 hours to obtain ground water readings. The 24 hour ground water level for borings B-1, B-2 and B-3 was at 4, 4.5 and 4.5 feet below the existing grade, respectively. 3. A review of surface faults was conducted from geologic literature and available in-house records. Based on the Bureau of Economic Geology, University of Texas at Austin, Geologic Atlas of Texas Houston Sheet, Paul Weaver Memorial Edition (revised in 1982), the nearest fault is about 8 miles east of the project site. We believe that faulting may not affect the project; however, it should be noted that unmapped faults that could impact the project may exist within the project areas. A detailed fault assessment is not within the scope of this study. Please note that this executive summary does not fully relate our findings. These findings are only presented through our full report. i

6 2 INTRODUCTION 2.1 General HVJ Associates, Inc. was retained by the Port of Galveston to perform a geotechnical investigation for the construction of a two story Cruise Terminal 2 building to be located at the Port of Galveston, Texas. Our scope of work includes performing subsurface soils investigation and providing a data report for the proposed structure. A site vicinity map is presented in Plate 1 of this report. 2.2 Scope of Work The primary objective of this study was to investigate subsurface conditions at the site. The objectives were accomplished by: Drilling two 80-foot borings and one 8-foot boring to investigate soil stratigraphy and to obtain samples for laboratory testing. Performing laboratory tests to determine physical characteristics of the soils. Preparing a data report to present the finding of our field investigation and laboratory testing. Subsequent sections of this report contain descriptions of the field exploration, laboratory-testing program, general subsurface conditions, and summary of laboratory tests. 3 FIELD INVESTIGATION 3.1 General The field exploration program was performed on August 14 and August 15, Subsurface conditions at the site were investigated by two 80-foot borings (B-2 and B-3) and one 8-foot boring (B-1). Boring B-1 was originally intended to be drilled to a depth of 80 feet below existing grade; however, hard material which is though to be the foundation of a predated structure, was encountered at a depth of 8 feet below existing grade. The approximate boring locations are indicated on the plan of borings on, Plate 2. The soil borings were drilled using truck mounted drilling equipment using dry auger and wet rotary techniques. 3.2 Sampling Method All samples were obtained continuously to a depth of 20 feet below existing grade and at approximately 5-foot intervals thereafter to the termination depth of the borings. Cohesive soil samples were obtained with a three-inch thin-walled (Shelby) tube sampler in general accordance with ASTM D-1587 standard. Each sample was removed from the sampler in the field, carefully examined and then classified. Cohesionless soils were sampled with the split spoon sampler in accordance with ASTM D 1586 standard. Suitable portions of each sample were sealed and packaged for transportation to our laboratory. The shear strength of the cohesive soils was estimated by a hand penetrometer in the field. Suitable portions of each sample were sealed and packaged for transportation to our laboratory. Detailed descriptions of the soils encountered in the borings are given in the boring logs presented in Appendix A. A key to the terms and symbols used for soil classification on the boring logs is also presented in Appendix A. 1

7 3.3 Groundwater Level Measurements Groundwater level observations were made in the open boreholes during drilling operations. Details of the ground water levels are presented on the boring logs in Appendix A. 4 LABORATORY TESTING Selected soil samples were tested in the laboratory to determine applicable physical and engineering properties. The field and laboratory program included moisture content, Atterberg Limits, percent passing No. 200 Sieve, unit dry weight, unconsolidated undrained compression, consolidation and pocket penetrometer tests. The Atterberg limits, moisture content and percent passing no. 200 sieve were used to verify field classification by the Unified Soils Classification System, while the compression tests were performed to obtain the undrained shear strength of the soil. The type and number of tests performed for this investigation are summarized below: Table 4-1 Type and Number of Laboratory Test Performed Type of Test Number of Tests Moisture Content (ASTM D2216) 30 Atterberg Limits (ASTM D4318) 10 Percent Passing No. 200 Sieve (ASTM D1140) 16 Hand Penetrometer 14 Unconsolidated Undrained (UU) (ASTM D 2850) 4 Unit Dry Weight (ASTM D 2166/2850) 4 Consolidation (ASTM D2435) 2 The consolidation test results will be added to our final report testing is complete. The laboratory test results are shown on the boring logs in Appendix A. A summary of the laboratory test results is presented in Appendix B. The conversion between pocket penetrometer readings obtained in the field to the shear strength parameters presented in the borings logs were obtained using a conversion factor of 1/3. 5 SITE AND SUBSURFACE CONDITIONS 5.1 General Geology According the Bureau of Economic Geology, University of Texas at Austin, Geologic Atlas of Texas Houston Sheet, Paul Weaver Memorial Edition (revised in 1982) the project area lies within the surface expression of Fill and Spoil (map symbol FS) deposit. Fill (F) consists of material dredged for raising the land surface above alluvium and barrier-island deposits as well as creating land. Spoil (S) is dredged material along waterways. 5.2 Geologic Faulting The tectonic history of the Texas Gulf Coast includes a relatively stable depositional cycle since the Cretaceous Period (about 65 million years). During this period the area has been subjected to deposition of clays, silts, and sands resulting in over 30 thousand feet of sedimentary rocks. Underlying this clastic sequence are salt formations, which have migrated upwards to produce the typical salt dome features associated with the Texas Gulf Coast. In conjunction with salt movement, 2

8 dewatering and compaction of some of the deeper sediments in the basin have resulted in the development of growth faults. A review of surface faults was conducted from geologic literature and available in-house records. Based on the Bureau of Economic Geology, University of Texas at Austin, Geologic Atlas of Texas Houston Sheet, Paul Weaver Memorial Edition (revised in 1982), the nearest fault is about 8 miles east of the project site. We believe that faulting may not affect the project; however, it should be noted that unmapped faults that could impact the project may exist within the project areas. A detailed fault assessment is not within the scope of this study. 5.3 Soil Stratigraphy Our interpretation of soil and water conditions at the project site is based on the information obtained at the boring locations only. This information has been used as the basis for our conclusions. Significant variations at areas not explored by the project borings may require reevaluation of our findings and conclusions. A generalized summary of the subsurface conditions in our borings is shown below in Table 1-1 and is intended to provide a conceptual framework for considering the site. Substantial deviations from the summarized conditions exist at several of the boring locations and should be accounted for in design and construction. Details of the subsurface stratigraphy encountered in the borings are shown on the boring logs presented in Appendix A. Table 5-1 Generalized Soil Profile Stratum Depth (below grade), Feet From To Material I Surface 8 to 16 Very Loose to Dense Sand with Silt (SP-SM) and Silty Sand (SM) II 8 to to 68 Very Soft to Very Stiff Fat Clay (CH) III 58 to Firm to Stiff Lean Clay (CL) Note: Shells, gravel, wood and rock materials were encountered on our borings from existing grade down to 14 to 35 feet below grade. Specific types and depths of subsurface strata encountered at the site are shown on the boring logs presented in Appendix A. The Figure below shows the Casagrande s plasticity chart for the cohesive soils encountered on site. 3

9 Figure 5-1 Casagrande s Plasticity Chart 5.4 Groundwater Groundwater level observations were made in the open boreholes during drilling operations. Groundwater measurements during drilling are shown in the boring logs presented in Appendix A. The boreholes were kept open for 24 hours in order to obtain the 24-hour ground water elevation. Table 5-2 summarizes the ground water conditions encountered during this investigation. Boring Table 5-2 Groundwater Observations Groundwater depth Groundwater depth below grade during below grade after 24 drilling (feet) hours (feet) B B B It should be noted that groundwater levels determined during drilling may not accurately reflect the true groundwater conditions, and therefore should only be considered as approximate. Also groundwater levels may fluctuate seasonally, and due to other factors not evident at the time of field exploration. 4

10 6 LIMITATIONS This investigation was performed for the exclusive use of the Port of Galveston for the design and construction the Cruise Terminal 2 building in Galveston, Texas. HVJ Associates, Inc. has endeavored to comply with generally accepted geotechnical engineering practice common in the local area. HVJ Associates, Inc. makes no warranty, express or implied. The material contained in this report is based on data obtained from subsurface exploration and laboratory testing. The methods used indicate subsurface conditions only at the specific locations where samples were obtained, only at the time they were obtained, and only to the depths penetrated. Samples cannot be relied on to accurately reflect the strata variations that usually exist between sampling locations. Should any subsurface conditions other than those described in our boring logs be encountered, HVJ Associates, Inc. should be immediately notified so that further investigation and supplemental information can be provided. 5

11 PLATES

PROJECT SITE 6120 S. Dairy Ashford Road Houston, Texas 77072-1010 281.933.

12 PROJECT SITE 6120 S. Dairy Ashford Road Houston, Texas Ph Fax APPROVED BY: PREPARED BY: DATE: 8/21/2014 ND FD SITE VICINITY MAP GALVESTON CRUISE TERMINAL 2 PROJECT NO.: DRAWING NO.: HG PLATE 1

B-1 B-2 B-3 B-02 B-03 B-04 B-05 B-06 LEGEND: APPROXIMATE BORING LOCATION DATE: 8/12/20134 6120 S. Dairy Ashford Road Houston, Texas 77072-1010 281.

13 B-1 B-2 B-3 B-02 B-03 B-04 B-05 B-06 LEGEND: APPROXIMATE BORING LOCATION DATE: 8/12/ S. Dairy Ashford Road Houston, Texas Ph Fax APPROVED BY: ND PLAN OF BORINGS GALVESTON CRUISE TERMINAL 2 PREPARED BY: FD PROJECT NO.: DRAWING NO.: HG PLATE 2

FS Fill and Spoil - Fill (F) consists of material dredged for raising the land surface above alluvium and barrier-island deposits as well as creating land.

14 FS Fill and Spoil - Fill (F) consists of material dredged for raising the land surface above alluvium and barrier-island deposits as well as creating land. Spoil (S) is dredged material along waterways. DATE: 08/21/ S. Dairy Ashford Road Houston, Texas Ph Fax APPROVED BY: ND PREPARED BY: FD GEOLOGIC MAP GALVESTON CRUISE TERMINAL PROJECT NO.: DRAWING NO.: HG PLATE 3

DATE: 08/21/14 6120 S. Dairy Ashford Road Houston, Texas 77072-1010 281.933.

15 DATE: 08/21/ S. Dairy Ashford Road Houston, Texas Ph Fax APPROVED BY: ND FAULT MAP GALVESTON CRUISE TERMINAL PREPARED BY: FD PROJECT NO.: DRAWING NO.: HG PLATE 4

16 APPENDIX A BORING LOGS AND KEYS TO TERMS & SYMBOLS

17 Project: Galveston Cruise Terminal Boring No.: B-1 Groundwater during drilling: 6.5 feet Groundwater after 24 hrs: --- LOG OF BORING Project No.: HG Date: 8/14/2014 Northing: -- Easting: -- WBS No.: Elevation: Station: -- Offset: -- ELEV. DEPTH, FEET 0 SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA SOIL/ROCK CLASSIFICATION Medium dense to dense, brown and gray, SAND WITH SILT (SP-SM) -w/ shells and gravel % PASSING NO. 200 SIEVE 7.6 DRY DENSITY PCF SHEAR STRENGTH, TSF MOISTURE CONTENT, % PLASTIC LIMIT LIQUID LIMIT WOH-WOH LOG OF SOIL BORING HG GPJ HVJ.GDT 8/21/ Shear Types: = Hand Penet. = Torvane = Unconf. Comp. = UU Triaxial PLATE 1

18 Project: Galveston Cruise Terminal Boring No.: B-2 Groundwater during drilling: 5.5 feet Groundwater after 24 hrs: --- LOG OF BORING Project No.: HG Date: 8/14/2014 Northing: -- Easting: -- WBS No.: Elevation: Station: -- Offset: -- ELEV. DEPTH, FEET 0 SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA SOIL/ROCK CLASSIFICATION Loose to medium dense, brown and gray, SILTY SAND (SM) -w/ gravel 0'-2' -w/ crushed concrete 2'-4' % PASSING NO. 200 SIEVE DRY DENSITY PCF SHEAR STRENGTH, TSF MOISTURE CONTENT, % PLASTIC LIMIT LIQUID LIMIT WOH Very soft to stiff, dark gray, FAT CLAY (CH) sandy 23'-25' LOG OF SOIL BORING HG GPJ HVJ.GDT 8/21/ Shear Types: = Hand Penet. = Torvane = Unconf. Comp. = UU Triaxial PLATE 2a

19 Project: Galveston Cruise Terminal Boring No.: B-2 Groundwater during drilling: 5.5 feet Groundwater after 24 hrs: --- LOG OF BORING Project No.: HG Date: 8/14/2014 Northing: -- Easting: -- WBS No.: Elevation: Station: -- Offset: -- ELEV. DEPTH, FEET 35 SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA SOIL/ROCK CLASSIFICATION Very soft to stiff, dark gray, FAT CLAY (CH) % PASSING NO. 200 SIEVE DRY DENSITY PCF SHEAR STRENGTH, TSF MOISTURE CONTENT, % PLASTIC LIMIT LIQUID LIMIT Firm to stiff, reddish brown, LEAN CLAY (CL) LOG OF SOIL BORING HG GPJ HVJ.GDT 8/21/ Shear Types: w/ sand 68'-70' = Hand Penet. = Torvane 78.3 = Unconf. Comp. = UU Triaxial PLATE 2b

20 Project: Galveston Cruise Terminal Boring No.: B-2 Groundwater during drilling: 5.5 feet Groundwater after 24 hrs: --- LOG OF BORING Project No.: HG Date: 8/14/2014 Northing: -- Easting: -- WBS No.: Elevation: Station: -- Offset: -- ELEV. DEPTH, FEET 70 SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA SOIL/ROCK CLASSIFICATION Firm to stiff, reddish brown, LEAN CLAY (CL) % PASSING NO. 200 SIEVE DRY DENSITY PCF SHEAR STRENGTH, TSF MOISTURE CONTENT, % PLASTIC LIMIT LIQUID LIMIT LOG OF SOIL BORING HG GPJ HVJ.GDT 8/21/ Shear Types: = Hand Penet. = Torvane = Unconf. Comp. = UU Triaxial PLATE 2c

21 Project: Galveston Cruise Terminal Boring No.: B-3 Groundwater during drilling: 5.5 feet Groundwater after 24 hrs: --- LOG OF BORING Project No.: HG Date: 8/14/2014 Northing: -- Easting: -- WBS No.: Elevation: Station: -- Offset: -- ELEV. DEPTH, FEET 0 SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA SOIL/ROCK CLASSIFICATION Very loose to medium dense, brown, SILTY SAND (SM) -w/ shells and gravel 0'-10' % PASSING NO. 200 SIEVE DRY DENSITY PCF SHEAR STRENGTH, TSF MOISTURE CONTENT, % PLASTIC LIMIT LIQUID LIMIT w/ wood 10'-14' WOH Very soft to very stiff, brown and gray, FAT CLAY (CH) WOH 25 LOG OF SOIL BORING HG GPJ HVJ.GDT 8/21/ Shear Types: sandy and w/ shells 28'-30' -w/ rock 33'-35' = Hand Penet. = Torvane 42.0 = Unconf. Comp. = UU Triaxial PLATE 3a

22 Project: Galveston Cruise Terminal Boring No.: B-3 Groundwater during drilling: 5.5 feet Groundwater after 24 hrs: --- LOG OF BORING Project No.: HG Date: 8/14/2014 Northing: -- Easting: -- WBS No.: Elevation: Station: -- Offset: -- ELEV. DEPTH, FEET 35 SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA SOIL/ROCK CLASSIFICATION Very soft to very stiff, brown and gray, FAT CLAY (CH) % PASSING NO. 200 SIEVE DRY DENSITY PCF SHEAR STRENGTH, TSF MOISTURE CONTENT, % PLASTIC LIMIT LIQUID LIMIT w/ shells 38'-40' LOG OF SOIL BORING HG GPJ HVJ.GDT 8/21/ Shear Types: Firm to stiff, brown and gray, LEAN CLAY (CL) 96.7 = Hand Penet. = Torvane = Unconf. Comp. = UU Triaxial PLATE 3b

23 Project: Galveston Cruise Terminal Boring No.: B-3 Groundwater during drilling: 5.5 feet Groundwater after 24 hrs: --- LOG OF BORING Project No.: HG Date: 8/14/2014 Northing: -- Easting: -- WBS No.: Elevation: Station: -- Offset: -- ELEV. DEPTH, FEET 70 SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA SOIL/ROCK CLASSIFICATION Firm to stiff, brown and gray, LEAN CLAY (CL) % PASSING NO. 200 SIEVE DRY DENSITY PCF SHEAR STRENGTH, TSF MOISTURE CONTENT, % PLASTIC LIMIT LIQUID LIMIT LOG OF SOIL BORING HG GPJ HVJ.GDT 8/21/ Shear Types: = Hand Penet. = Torvane = Unconf. Comp. = UU Triaxial PLATE 3c

25 APPENDIX B SUMMARY OF LABORATORY TEST RESULTS

26 Project: Galveston Cruise Terminal Location: Galveston, Texas Number: HG Borehole Plasticity Index % Pass #200 Moisture Content Dry Unit Weight (pcf) Shear Strength (Pocket Pen) (tsf) Sieve (%) B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B Total Depth Liquid Limit Plastic Limit Shear Strength (UU) (tsf) PLATE B-1

27 08/25/2014 Port of Galveston Supplement Number Six to RFQ/RFP for a Project for the Port of Galveston to Include Expanding Cruise Terminal Two The following attachment is to be included as part of the Design Criteria Package: CT2 Expansion Draft Geotechnical Report (PDF) 1

B-1 BORE LOCATION PLAN. EXHIBIT Drawn By: 115G BROOKS VETERINARY CLINIC CITY BASE LANDING AND GOLIAD ROAD SAN ANTONIO, TEXAS.

B-1 BORE LOCATION PLAN. EXHIBIT Drawn By: 115G BROOKS VETERINARY CLINIC CITY BASE LANDING AND GOLIAD ROAD SAN ANTONIO, TEXAS. N B-1 SYMBOLS: Exploratory Boring Location Project Mngr: BORE LOCATION PLAN Project No. GK EXHIBIT Drawn By: 115G1063.02 GK Scale: Checked By: 1045 Central Parkway North, Suite 103 San Antonio, Texas 78232