SUBSURFACE EXPLORATION REPORT FOR THE MARITIME INFRACTURE REHABILITATION AT WHISKEY ISLAND BULK TERMINAL CLEVELAND, OHIO PGI PROJECT NO.

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2 SUBSURFACE EXPLORATION REPORT FOR THE MARITIME INFRACTURE REHABILITATION AT WHISKEY ISLAND BULK TERMINAL CLEVELAND, OHIO PGI PROJECT NO. G1G PREPARED FOR KS ASSOCIATES, INC. PREPARED BY PRO GEOTECH, INC. JANUARY, 1

3 TABLE OF CONTENTS 1. INTRODUCTION Project Description Scope of Services GEOLOGIC SETTING.... SUBSURFACE EXPLORATION Exploratory Test Borings Sample Analysis SURFICIAL AND SUBSURFACE CONDITIONS Site Reconnaissance Subsurface Soil Conditions Groundwater Conditions ANALYSIS AND RECOMMENDATIONS LIMITATIONS LIST OF TABLES 4..1 Groundwater Information Estimated Soil Parameters for Lateral Load Analysis at Boring B Estimated Soil Parameters for Lateral Load Analysis at Boring B Estimated Soil Parameters for Lateral Load Analysis at Boring B Estimated Soil Parameters for Lateral Load Analysis at Boring B APPENDIX Site Location Map Boring Location Map Drilling Logs Test Boring Profile Laboratory Test Results Gradation Graphs Undrained shear strength vs Adhesion Graph Laboratory Test Standards Unified Soil Classification System References

4 Maritime Infrastructure Rehabilitation at Whiskey Island Bulk Terminal Cleveland, Ohio Page 1 1. INTRODUCTION This report has been prepared for the proposed Rehabilitation of Maritime Infrastructure at the Whiskey Island Bulk Terminal in Cleveland, Cuyahoga County, Ohio. It represents the intent of KS Associates (KS), the design engineer, and the City of Cleveland-Cuyahoga County Port Authority, the owners, to secure subsurface information at the selected locations and to obtain recommendations regarding geotechnical factors pertaining to the design and construction of this project. This report has been developed based on the field exploration program, laboratory testing, and information secured for site-specific studies. It must be noted that, as with any geotechnical exploration program, the site exploration identifies actual subsurface conditions only at those locations where samples were obtained. The data derived through sampling and subsequent laboratory testing was reduced by geotechnical engineers and geologists who rendered an opinion regarding the overall subsurface conditions and their likely reaction on the site. The actual site conditions may differ from those inferred to exist. Therefore, although a fair amount of subsurface data has been assembled during this exploration, this report may not provide all of the geotechnical data needed for construction of this project. This report was prepared using English units. 1.1 Project Description Present project plans call for rehabilitation of Maritime Infrastructure which consisted of bulkhead at the Whiskey Island Bulk Terminal. The main purpose of this bulkhead is to use as dock to load and unload cargo containers from ships travelling through Lake Erie. This existing bulkhead was constructed using sheet piles with other components including concrete struts, HP beam wales, concrete block dead men anchors, and pile caps. Design information provided by KS personnel indicates that the damaged or deteriorated sheet piles of the bulkhead will be replaced and an anchoring system will be installed to provide additional support to the sheet piles. The best alternative anchoring system will be selected from the possible alternatives including standard tierods/deadmen, batter piles or using the existing Hulett foundations. The approximate length of bulkhead is 11 linear feet. PGI will assist KS personnel in selecting the best alternative anchoring systems and designing sheet pile wall. The Site Location Map is included in the Appendix. 1. Scope of Services The scope of services for this project was prepared in accordance with PGI Proposal Number PG166 dated August, 1 and was governed by the American Society of Civil Engineers (ASCE) Pro Geotech, Inc. G1Grpt/SS/WN/1//1

5 Maritime Infrastructure Rehabilitation at Whiskey Island Bulk Terminal Cleveland, Ohio Page Planning and Design Guidelines for Small Craft Harbors, current edition and City of Cleveland standard drawings and specifications hereafter referred to as project Specifications. Our scope of services consisted of the execution of the following tasks: Task I - Reconnaissance and Planning, which primarily consisted of reviewing the site geology, performing a site reconnaissance, obtaining necessary permits, staking/marking the test borings in the field, and notifying area underground utility companies about the proposed drilling operations. Task II - Test Boring and Sampling Program, which primarily consisted of, advancing the test borings, conducting field tests, sampling the subsurface materials and preparing field drilling logs. Our scope of services included advancing a total of four (4) test borings to 9 feet each below the existing ground surface. All borings were to be advanced to the indicated depths or auger refusal whichever comes first. In addition to the soil borings, backhoe and operator were to be provided by PGI to excavate numerous test pits at the site. The test pits were to be advanced to depths ranging from -6 feet below the existing ground surface. All test borings were to be advanced in accordance with ASTM procedures. The groundwater conditions were monitored during and upon completion of the drilling operations. Task III - Testing Program, which consisted of performing tests on selected soil samples for determining soil parameters and classifying the soils in accordance with the Unified Soil Classification System (USCS). Task IV - Subsurface Exploration Report, which included the following: A brief description of the project and our exploration methods Geology of the site Typed drilling logs and laboratory test results A description of subsurface soil and groundwater conditions Site preparation and earthwork recommendations, including any special considerations due to potential unsuitable subsurface conditions. Soil Design Parameters for active and passive earth pressures to be calculated by others Recommendations for H-Pile batter piles and deadman system. Pro Geotech, Inc. G1Grpt/SS/WN/1//1

6 Maritime Infrastructure Rehabilitation at Whiskey Island Bulk Terminal Cleveland, Ohio Page The scope of services did not include any environmental assessment for the presence or absence of wetlands or hazardous or toxic materials in the soil, surface water, groundwater or air, on, below, or around this site. Any statement in this report or on the boring logs regarding odors, colors or unusual or suspicious items or conditions is strictly for the client s information.. GEOLOGIC SETTING Based on information obtained from the Physiographic Regions of Ohio map, the project site lies at approximate elevations ranging from 6 feet to feet within the Erie Lake Plain region of the Huron- Erie Lake Plains Physiographic Region of Ohio. This physiographic region is located within the Central Lowland Province. The Erie Lake Plain region is characterized by edges of very low-relief (1 feet) Ice- Age lake basin separated form modern Lake Erie by shoreline cliffs; major streams in deep gorges; elevation to feet. The geology of the Erie Lake Plain region generally consist Pleistocene-Age lacustrine sand, silt, clay, and wave planed till over Devonian-age and Mississippian-age shales and sandstones. Cuyahoga River outlet to the Lake Erie is located feet northeast of the project site. According to Bulletin 44, Geology of Water in Ohio, Wisconsin Glaciers passed over the area left a thin coating of drift averaging less than feet. Based on the Quaternary Geology of Ohio, the main geologic deposit of the project site consists of Alluvium and alluvial terraces, deposited in present and former floodplains; ranges from silty clay in areas of fine-grained deposits to coarse sand, gravel or cobbles in areas of shallow bedrock. Based on the Soil Survey of Cuyahoga County, Ohio Web Soil Survey Data, the project site is located in an urban area and had incurred cut and fill operations due to the construction of existing bulkhead. Thus the composition of the surface and subsurface soils has changed from natural in most areas. Based on information obtained from the Ohio Geological Survey, top of bedrock in the vicinity of the project site is anticipated to be present at approximate elevations ranging from 4 feet to feet. At these elevations, bedrock is expected to consist of Upper Devonian-age Ohio Shale. This shale is carbonaceous, brownish black to greenish gray, laminated to thin bedded, fissile parting with the thickness of to feet. Based on the Ohio Division of Geological Survey Interactive Map of Ohio Mineral Industries, part of the active underground salt mine is located just below the project site. The depth salt mine is 1 feet below the surface. Additional information is needed to verify the mine shaft location. In addition, the project site is located outside of the Probable Karst Regions of Ohio. Pro Geotech, Inc. G1Grpt/SS/WN/1//1

7 Maritime Infrastructure Rehabilitation at Whiskey Island Bulk Terminal Cleveland, Ohio Page 4 The above soil and bedrock information has been obtained from the Physiographic Regions of Ohio, printed in April, 199, Bedrock Geologic Map of Ohio printed in 6, Quaternary Geology of Ohio printed in 1999, Geology of Water in Ohio (Bulletin 44) issued in 194 (reprinted in 196), the Soil Survey of Cuyahoga County, Ohio Web Soil Survey Data Version 1 issued in September 16 from the U.S. Department of Agriculture, Natural Resource Conservation Service website, and the Cleveland South Quadrangle photorevised in 194, and the Bedrock Topography of the Cleveland South Quadrangle completed in August SUBSURFACE EXPLORATION.1 Exploratory Test Borings In order to explore the subsurface conditions at the project site, drilling, sampling, and field-testing operations were performed in October and November 1. A total of four (4) test borings identified as B- 1 through B-4 were advanced at the project site. Test borings B-1 through B- were advanced along the bulkhead approximately 1 feet from the sheet pile and test boring B-4 was advanced approximately feet from the sheet pile. These test borings were advanced to approximate depths ranging from. feet to 9. feet below the existing ground surface. Refer to the Boring Location Map included in the Appendix for specific boring locations. All test borings were advanced in accordance with accepted ASTM procedures. The borings were selected and staked in the field by KS personnel. Site geometry and underground utility locations were also taken into account when locating the test borings. At the time of test boring location selection, the vertical soil sampling intervals were determined based on the needs for design and construction of the project. Truck-mounted CME 4B drill rig was used to advance the test borings using.-inch inside diameter, continuous flight hollow stem augers (HSA). Representative disturbed soil samples were collected at intervals in accordance with ODOT Specifications. A standard.-inch outside diameter split-barrel sampler was driven into the soil by means of a 14-lb hammer falling freely through a distance of -inches in accordance with the Standard Penetration Test (ASTM D 16). Attempts were made to obtain undisturbed Shelby Tube samples. Tubes were not lowering down beyond bottom of the auger because augers were kicked out by the boulders during drilling and was not vertical. All test borings were monitored for the presence of groundwater during drilling operations and upon completion. These test borings were backfilled with auger cuttings. Stations and offsets, and surface elevations at the drilled test boring locations were provided to PGI by KS personnel. The typed drilling logs and soil profiles are included in the Appendix. These logs show the Pro Geotech, Inc. G1Grpt/SS/WN/1//1

8 Maritime Infrastructure Rehabilitation at Whiskey Island Bulk Terminal Cleveland, Ohio Page SPT resistance values (N-values) for each soil sample obtained from the test borings and present the classification and description of soils encountered at various depths in the test borings. The N values as measured in the field have been corrected to an equivalent rod energy ratio of 6% (N 6 ) in accordance with ODOT's Specifications for Geotechnical Explorations. The sample depth shown on the logs and laboratory test results indicate the top of each sampling or testing interval.. Sample Analysis All soil samples obtained during the drilling and sampling operations were returned to PGI s geotechnical soils and material testing laboratory in Cleveland, Ohio. Upon arrival, the soil samples were visually examined and classified by a geotechnical engineer to verify the classifications made in the field and to note any additional characteristics which may not have been observed in the field. Selected soil samples were tested for the purpose of soil classification and for analysis of engineering characteristics. The tests consisted of Moisture Content Determination, Particle-Size Analysis, and Atterberg Limits. All laboratory tests were performed in accordance with the ASTM or other standards listed in a table located in the Appendix. The laboratory test results are also included in the Appendix. The soils were classified in accordance with the Unified Soil Classification System, a description of which is included in the Appendix. Upon completion of the laboratory testing, all soil samples were placed in storage at PGI s Cleveland facility. Unless otherwise requested in writing, the soil samples will be discarded after 6 days from the submission of this report. 4. SURFICIAL AND SUBSURFACE CONDITIONS 4.1 Site Reconnaissance The project site was examined by one of PGI s geotechnical engineers in October 1. The project site is located approximately 1. miles northwest from downtown Cleveland and just south of Lake Erie. The project site topography is level in character. Two sets of railway tracks run parallel to the existing bulkhead. Aggregate piles were observed on the south of the project site. Overhead lights are located within the project site. The wales consisted of railway ties and HP beams on the lake side of bulkhead and appeared to be damaged. Sheet pile cap was damaged at one location. Breakwater wall was observed approximately 1 feet to the north of bulkhead. The water level at the Lake Erie was measured at 6. feet below the sheet pile cap during drilling. Pro Geotech, Inc. G1Grpt/SS/WN/1//1

9 Maritime Infrastructure Rehabilitation at Whiskey Island Bulk Terminal Cleveland, Ohio Page 6 4. Subsurface Soil Conditions The surficial and subsurface soil conditions were determined from the soil information obtained from four (4) test borings identified as B-1 through B-4. The subsurface soils encountered consisted of both fill material and natural soils. The fill material was encountered in all four test borings above the natural soils and were primarily non-cohesive/granular in nature. These fill materials consisted of silty sand (slag) with stone fragments and cinders (SM), silty sand (SM), sandstone fragments (cobble), concrete slab, poorly graded sand with silt and cinders (SP- SM), lean clay (CL), and poorly graded sand with silt and cinders (SP-SM) above the natural soils. The depths of the fill material ranged from. to. feet below the ground surface. The natural soils encountered were primarily cohesive in nature and consisted of lean clay with frequently interbedded non-plastic silt (CL), lean clay (CL), plastic silt (ML), silty sand (SM), fine sand (A-), non-plastic silt (ML), silty clay (CL-ML), and lean clay with sand (CL). Neither peat nor bedrock was encountered in any of the test borings. The laboratory test results indicated that the moisture contents of the tested non-plastic/granular soils ranged from 6% to 6% and the relative density of these soils ranged from "very loose" to "very dense", but was primarily loose to medium dense. The laboratory test results indicated that the moisture contents of the tested cohesive soil samples ranged from 11% to % and the consistency of these soils ranged from very soft to hard, but was primarily soft to stiff. Twelve of the fourteen cohesive soil samples that were tested for Atterberg limits had natural moisture contents greater than or equal to their plastic limits, but less than its liquid limit. Normally, if the moisture content of a soil is above its liquid limit, the soil is in a liquid state, and has no shear strength. If the moisture content of a soil is less than its liquid limit and greater than its plastic limit, the soil is in a plastic state, and deformation may occur under certain surcharge loading. Cohesive soils encountered at the site belong to CL soil groups. 4. Groundwater Conditions The groundwater levels were monitored at the test boring locations during and upon completion of drilling operations. Groundwater was encountered in all test borings during drilling and upon completion of drilling operations. Table 4..1 summarizes the groundwater readings at the boring locations. Lake Erie water level was measured at 6. feet below the top sheet pile cap during drilling. All bore holes were backfilled immediately upon completion for safety purposes. It should be noted that groundwater elevations are subject to seasonal fluctuations. Pro Geotech, Inc. G1Grpt/SS/WN/1//1

10 Maritime Infrastructure Rehabilitation at Whiskey Island Bulk Terminal Cleveland, Ohio Page Table 4..1 Groundwater Information Boring Surface Groundwater Depth (ft.) Groundwater Elevation (ft.) Number Elevation (ft.) D.D. U.C. D.D. U.C. B B B B ANALYSIS AND RECOMMENDATIONS Based upon the findings of the field exploration program, laboratory testing, and subsequent engineering analysis, the following sections have been prepared to address the geotechnical aspects related to the rehabilitation of the bulkhead. PGI will by provide soil parameters of the foundation soils for designing bulkhead components including sheet piles and anchorage systems. According to Section 4.1 Subsurface Soil Conditions, subsurface foundation soils at the project site can be characterized as three main stratums; the first stratum consisted of fill material layer encountered in the upper portion of the test borings, underlain by a second stratum consisted of lacustrine clay which was encountered in the middle portion of the test borings, and the third stratum consisted of lean clay/silty clay, non-plastic silt, and clay till layers encountered in the bottom portion of the test borings. Fill material layer was encountered to approximate depths ranging from. feet (Elevation of.) to. feet (Elevation of 44. feet) below the existing ground surface with an average thickness of. feet. These fill materials consisted of silty sand with stone fragments and cinders (predominantly slag and cinders), cobbles, boulders, and concrete slab. The relative density of these fill materials ranged from "very loose" to "very dense", but was primarily loose to medium dense. Lacustrine clay layer was encountered below the fill material layer to approximate depths ranging from. feet (Elevation of.) to. feet (Elevation of 49. feet) below the existing ground surface. The approximate thicknesses of this clay layer ranged from 41. feet to. feet with an average thickness of 4. feet. This Lacustrine clay consisted of consisted of lean clay with least amount of sand and stone fragments. The consistency of these clay soils ranged from very soft to medium stiff, but was primarily very soft to soft. The third layer was encountered below the Lacustrine clay layer to approximate termination depths ranging from. feet (Elevation of 1.) to 9. feet (Elevation of 46.1 feet) below the existing ground surface and consisted of lean clay/silty clay with least amount of sand and stone fragments, non-plastic silt with least amount of sand, and lean clay till with some amount of sand Pro Geotech, Inc. G1Grpt/SS/WN/1//1

11 Maritime Infrastructure Rehabilitation at Whiskey Island Bulk Terminal Cleveland, Ohio Page and gravel. The consistency of these clay soils ranged from stiff to hard, but was primarily very stiff. The relative density of these non-plastic soils ranged from "dense" to "very dense". The sheet pile walls may experience horizontal movement caused by lateral earth pressures from the retained fills and any surcharge loads. Retaining wall design must be performed to determine the embedment depth of sheet pile wall into soils. A lateral load analysis should be performed for selected wall stiffness and embedment length to check whether maximum deflection on top of the wall is within tolerable limit. Tables.1.1,.1.,.1., and.1.4 summarize the soil parameters at test boring locations B-1 through B-4, respectively in order to perform lateral load analyses by KS personnel using LPILE computer software (by Ensoft) or other comparable pile lateral load analysis software. If additional lateral support is required, installation of deadman or battered piles into soils may be considered. The estimated soil parameters provided below for the foundation soils encountered in test borings B-1 through B-4 that can be used to calculate active and passive earth pressure for designing sheet piles with deadmen for long term. Silty Sand (Slag)(SM) Bulk Unit Weight: 1 pcf Submerged Unit Weight:.6 pcf Average Friction Angle (Phi): degrees At Rest Coefficient (K o ):.1 Active Pressure Coefficient (K a ):.61 Passive Pressure Coefficient (K p ):. Lean Clay (CL) Bulk Unit Weight: 1 pcf Submerged Unit Weight: 6.6 pcf Average Friction Angle (Phi): 1 degrees At Rest Coefficient (K o ):.691 Active Pressure Coefficient (K a ):. Passive Pressure Coefficient (K p ): 1.94 Non-Plastic Silt (ML) Bulk Unit Weight: 1 pcf Submerged Unit Weight:.6 pcf Average Friction Angle (Phi): degrees At Rest Coefficient (K o ):.1 Active Pressure Coefficient (K a ):.61 Passive Pressure Coefficient (K p ):. Lean Clay Till (CL) Bulk Unit Weight (pcf): Submerged Unit Weight: Average Friction Angle (Phi): 1 pcf.6 pcf degrees Pro Geotech, Inc. G1Grpt/SS/WN/1//1

12 Maritime Infrastructure Rehabilitation at Whiskey Island Bulk Terminal Cleveland, Ohio Page 9 Coefficient of Earth Pressure at Rest (Ko).4 Coefficient of Active Pressure (Ka). Coefficient of Passive Pressure (Kp). Depth Below the Base of Retaining Wall (feet) Table.1.1 Estimated Soil Parameters for Lateral Load Analysis at Boring B-1 Bulk Unit Weight (, pcf) Submerged Unit Weight (, pcf) Angle of Internal Friction (degrees) Undrained Shear Strength (psf) Soil Modulus (k) (pci) Soil Strain (E for clays) Friction Angle (δ) Between Steel & Soil. to to to to to to to to to Note: Groundwater Table was assumed at 6. feet. Depth Below the Base of Retaining Wall (feet) Table.1. Estimated Soil Parameters for Lateral Load Analysis at Boring B- Bulk Unit Weight (, pcf) Submerged Unit Weight (, pcf) Angle of Internal Friction (degrees) Undrained Shear Strength (psf) Soil Modulus (k) (pci) Soil Strain (E for clays) Friction Angle (δ) Between Steel & Soil. to to to to to to to to to to to Note: Groundwater Table was assumed at 6. feet. Pro Geotech, Inc. G1Grpt/SS/WN/1//1

13 Maritime Infrastructure Rehabilitation at Whiskey Island Bulk Terminal Cleveland, Ohio Page 1 Depth Below the Base of Retaining Wall (feet) Table.1. Estimated Soil Parameters for Lateral Load Analysis at Boring B- Bulk Unit Weight (, pcf) Submerged Unit Weight (, pcf) Angle of Internal Friction (degrees) Undrained Shear Strength (psf) Soil Modulus (k) (pci) Soil Strain (E for clays) Friction Angle (δ) Between Steel & Soil. to to to to to to to to Note: Groundwater Table was assumed at 6. feet. Depth Below the Base of Retaining Wall (feet) Table.1.4 Estimated Soil Parameters for Lateral Load Analysis at Boring B-4 Bulk Unit Weight (, pcf) Submerged Unit Weight (, pcf) Angle of Internal Friction (degrees) Undrained Shear Strength (psf) Soil Modulus (k) (pci) Soil Strain (E for clays) Friction Angle (δ) Between Steel & Soil. to to to to to to to to to to Note: Groundwater Table was assumed at. feet. Design information provided by KS personnel indicates that if battered piles are to be installed to provide additional support to the sheet pile walls, H-piles will be selected to be installed on the land side by driving method. These H-piles will experience tension forces due to the movement on sheet pile walls. These tension forces on the piles must be resisted by the soil side resistance along the pile. The unit side resistance from adhesion can be obtained from the Undrained shear strength vs Adhesion Graph (Figure.1) included in the Appendix for the corresponding cohesive soil layer. To determine the undrained shear strength for each cohesive layer encountered in test boring locations, refer to Tables.1.1 through.1.4. The ultimate side resistance must be calculated for the selected H-pile size and length from the unit side resistance. This ultimate side resistance must be calculated from the summation of adhesion along the exterior of the two flanges plus the undrained shear strength of soil times the surface area of the two Pro Geotech, Inc. G1Grpt/SS/WN/1//1

14 Maritime Infrastructure Rehabilitation at Whiskey Island Bulk Terminal Cleveland, Ohio Page 11 remaining sides of the box due to soil to soil shear along these two shear surfaces. The allowable side resistance can be calculated by dividing ultimate side resistance by safety factor. Note that battered pile which is subjected to lateral load is resisted by the horizontal component of the axial capacity of the battered pile. Since H-piles are installed by the method of driving, damage could be caused to any underground mine shaft within approximately feet of the proposed driving location due to induced vibrations during pile driving operations. Therefore, pile hammer, and pile installation techniques should be selected in such a way to minimize the induced vibrations. Since new sheet piles will be installed using vibratory hammers, excess pore pressures will be developed on cohesive soils due to induces vibrations. This will affect the strength characteristics of cohesive soils. Therefore, sheet pile wall design must be performed to resist lateral pressures exerted by the retaining fill for short term. The earth pressure from cohesive soils on the sheet pile walls should be based in terms of total stress (un-drained condition) due to the likelihood that the construction schedule may not extend long enough to achieve dissipation of excess (or negative) pore water pressure in the retained soils. The estimated soil parameters provided below for the foundation soils encountered in test borings B-1 through B-4 that can be used to calculate active and passive earth pressure for designing sheet piles with deadmen for short term. Silty Sand (Slag)(SM) Bulk Unit Weight: 1 pcf Submerged Unit Weight:.6 pcf Average Friction Angle (Phi): degrees At Rest Coefficient (K o ):.1 Active Pressure Coefficient (K a ):.61 Passive Pressure Coefficient (K p ):. Lean Clay (CL) Bulk Unit Weight: 1 pcf Submerged Unit Weight: 6.6 pcf Average Friction Angle (Phi): degrees At Rest Coefficient (K o ): 1. Active Pressure Coefficient (K a ): 1. Passive Pressure Coefficient (K p ): 1. Non-Plastic Silt (ML) Bulk Unit Weight: 1 pcf Submerged Unit Weight:.6 pcf Average Friction Angle (Phi): degrees At Rest Coefficient (K o ):.1 Active Pressure Coefficient (K a ):.61 Passive Pressure Coefficient (K p ):. Pro Geotech, Inc. G1Grpt/SS/WN/1//1

15 Maritime Infrastructure Rehabilitation at Whiskey Island Bulk Terminal Cleveland, Ohio Page 1 Lean Clay Till (CL) Bulk Unit Weight (pcf): 1 pcf Submerged Unit Weight:.6 pcf Average Friction Angle (Phi): degrees Coefficient of Earth Pressure at Rest (Ko).4 Coefficient of Active Pressure (Ka). Coefficient of Passive Pressure (Kp). The following should be considered when designing steel pile wall, deadman, and/or battered piles. Surcharge live load from railroads and vehicles. These surcharge, also exert lateral pressures on the wall which contribute to the active pressure tending to move the wall outward. Additional load should not be applied to the existing ground that causes the consolidation settlement on cohesive foundation soils. This will be detrimental to battered piles. Differential water levels behind and in front of sheet pile walls can introduce additional loading on the sheet pile wall. A receding water level in the lake or heavy rainstorm or melting snow may cause a higher water level behind a sheet pile wall than in front of it. The difference in water level on either side of the wall introduces (1) additional pressure on the back of the wall due to hydrostatic load and () reduction in the unit weight of the soil in front of the piling (thus, a reduction of passive resistance). Sheet piles should be designed properly to withstand the dynamic loading and overtopping effects of waves from Lake Erie. The rule of thumb in bulkhead design is to account for wave impacts if the significant wave height from lake is expected to be in excess of three feet. In general, wave pressure is a function of wave height, length, velocity and many other factors. Sheet pile dock may often be subjected to the direct impact of a moving ship. Fender systems should be used in this case to spread out the reaction and reduce the impact to a minimum. The possibility of lateral thrust from ice or frozen ground should be eliminated by placing free-draining coarse granular soil above the frost line behind a sheet pile wall. Steel sheet piling also offers the advantage that it can yield laterally to relieve any thrust load due to ice from lake. Pro Geotech, Inc. G1Grpt/SS/WN/1//1

16 Maritime Infrastructure Rehabilitation at Whiskey Island Bulk Terminal Cleveland, Ohio Page 1 The overall stability of anchored sheet pile walls and the stresses in the members depends on the interaction of a number of factors, such as the relative stiffness of the piling, the depth of piling penetration, the relative compressibility, tension, and strength of the soil, the amount of anchor yield. In general, the greater the depth of penetration the lower the resultant flexural stresses. In order for deadman anchorage system to be effective, it must be located outside the potential active failure zone developed behind a sheet pile wall. Deadman should be installed on the firm soil ground. Also, the soil within the passive wedge of the anchorage should be compacted to at least 9 per cent of maximum density. The vertical position should be above ground water level but with sufficient overburden. This is particularly important when the anchor pull is not horizontal such as the practice of tying the anchor rod to the cap of the wall. Battered H-pile tension ties connected directly to a sheet pile wall through wales may be used as anchors. The reaction is developed through friction and/or adhesion between the pile and the soil behind the wall. The length of pile outside the active failure zone should be considered effective in mobilizing resistance. Particular attention should be given to the connection details at the wale since this may be subject to rotational stresses. Pro Geotech, Inc. G1Grpt/SS/WN/1//1

17 Maritime Infrastructure Rehabilitation at Whiskey Island Bulk Terminal Cleveland, Ohio Page LIMITATIONS This report is subject to the following conditions and limitations: 6.1 The subsurface conditions described are based on an examination of the soil samples at the sampling intervals. Varying soil deposits including fill material may exist between the sampling intervals and between the test boring locations. Variations in subsurface conditions from those indicated in this report might become apparent during the earthwork operations. Such variations may require changes and/or modifications in our recommendations. Such changes may cause time delays and/or additional costs. Owners must be made aware of these limitations and must incorporate them in the design budget and scheduling of the project. 6. The design of the proposed project does not vary from the technical information provided and specified in this report. Our geotechnical engineers must review all new changes in the design. PGI cannot assume any responsibility for interpretations made by others of the subsurface conditions and their behavior based on this report. 6. The subsurface exploration for this project is strictly from a geotechnical standpoint. An environmental site assessment was not included in the scope of these geotechnical services. 6.4 All sheeting, shoring, and bracing of trenches, pits and excavations should be made the responsibility of the contractor and should comply with all current and applicable local, state and federal safety codes, regulations and practices, including the Occupational Safety and Health Administration (OSHA). Pro Geotech, Inc. G1Grpt/SS/WN/1//1

18 APPENDIX

19 PROJECT SITE WHISKEY ISLAND BULK TERMINAL REHABILITATION CLEVELAND, CUYAHOGA COUNTY, OHIO SITE LOCATION MAP

20 GEOTECHNICAL INVESTIGATION SITE PLAN CLEVELAND BULK TERMINAL CLEVELAND-CUYAHOGA COUNTY PORT AUTHORITY 11 WEST 9TH STREET, SUTIE CLEVELAND, OHIO 4411 NOTES BORING LOCATION MAP LAKE ERIE B-4 B- B- B-1 LEGEND

21 PRO GEOTECH BORING LOG 6 USCS - PRO GEOTECH.GDT - 1//1 1:9 - \\GEOTECHSERVER\SHARED FOLDERS\COMPANY\PUBLIC\PROJECT FILES\1 PROJECTS\G1G KS-CBTMIR\LAB DATA SHEETS\G1G USCS CBTMIR.GPJ CLIENT: PROJECT: LOCATION: SAMPLER DIAM: " MEDIUM DENSE, BLACK SILTY SAND (SLAG) WITH STONE FRAGMENTS AND CINDERS AUGER SAMPLE WAS TAKEN MEDIUM DENSE TO VERY DENSE, RED AND BROWN SILTY SAND (SLAG) WITH CINDERS, MOIST TO WET, VERY DENSE, VERY DENSE, RED AND GRAY COLOR, WET VERY LOOSE REDDISH BROWN SILTY SAND, TRACE STONE FRAGMENTS WET, MEDIUM DENSE DENSE TO MEDIUM DENSE, BROWN AND LIGHT BROWN SILTY SAND WITH STONE FRAGMENTS WET, DRILLING ROD SUNK WITH MEDIUM DENSE, GRAY AND REDDISH BROWN COLOR STIFF, GRAY LEAN CLAY W/ FREQUENTLY INTERBEDDED NON-PLASTIC SILT SEAMS, TRACE SAND, MOIST. HAMMER WT.: AS-1 SS- SS- SS-4 SS- SS-6 SS- SS- SS-9 SS-1 SS /" 9 /4" DATE COMPLETED: 11/1/1 CASING DIAM:." TYPE: HOLLOW STEM AUGER CALI_FACTOR: 9. CALIB. DATE: //16 SEALING INFOR: DRILLING INFORMATION: WHISKEY ISLAND, CLEVELAND, OHIO TYPE: SPLIT SPOON BACKFILLED WITH AUGER CUTTINGS PGI using Truck Mounted CME 4B Drill Rig with an Automatic Hammer GROUNDWATER INFORMATION: GROUNDWATER WAS ENCOUNTERED AT 6. FEET DURING AND UPON COMPLETION OF DRILLING OPERATIONS. GROUNDWATER DURING DRILLING Soil/ ELEV DEPTH Rock (ft.) (ft.) Symbol NOTES/REMARKS: KS ASSOCIATES, INC. CLEVELAND BULK TERMINAL REHABILITATION GROUNDWATER UPON COMPLETION MATERIAL DESCRIPTION WOH = WEIGHT OF HAMMER STA. & OFFSET: DATE STARTED: 11//1 SAMPLE NUMBER 14lb SAMPLING FIRM/LOGGER: FIELD DATA SAMPLE DEPTH TEST BORING NO.: B-1 9+, 1.9' RT NORTH: EAST: ELEVATION: 6.ft STRUCTURE TYPE: BLOWS/6 INCHES N6-VALUE/(BLOWS/FT) REC%/(RQD%) PENETROMETER (tons/ft ) MOISTURE CONTENT (%) FALL: " ATTERBERG LIMITS (%) LIQUID LIMIT LL 9 BULKHEAD PROJECT No.: PLASTIC LIMIT PL 19 PGI/WNAJJAR LABORATORY DATA PLASTICITY INDEX PI 1 AGGREGATE (%) 1 4 G1G CO., MED., & FINE SAND (%) 66 SILT AND CLAY COMBINED(%) OR SILT(%)/CLAY(%) / 1/6 9/ CLASSIFICATION SYMBOL SM SM CL B-1: PAGE 1 OF

22 PRO GEOTECH BORING LOG 6 USCS - PRO GEOTECH.GDT - 1//1 1:9 - \\GEOTECHSERVER\SHARED FOLDERS\COMPANY\PUBLIC\PROJECT FILES\1 PROJECTS\G1G KS-CBTMIR\LAB DATA SHEETS\G1G USCS CBTMIR.GPJ CLIENT: PROJECT: CLEVELAND BULK TERMINAL REHABILITATION DRILLING INFORMATION: PGI using Truck Mounted CME 4B Drill Rig with an Automatic Hammer GROUNDWATER INFORMATION: GROUNDWATER WAS ENCOUNTERED AT 6. FEET DURING AND UPON COMPLETION OF DRILLING OPERATIONS. GROUNDWATER DURING DRILLING Soil/ ELEV DEPTH Rock (ft.) (ft.) Symbol NOTES/REMARKS: KS ASSOCIATES, INC. GROUNDWATER UPON COMPLETION SOFT TO VERY SOFT, GRAY LEAN CLAY, TRACE SAND, TRACE TO NO STONE FRAGMENTS, MOIST. VERY DRILLING ROD SUNK WITH VERY SOFT VERY SOFT TO SOFT, GRAY LEAN CLAY, TRACE SAND, SOFT MATERIAL DESCRIPTION STIFF, GRAY LEAN CLAY, TRACE SAND, TRACE STONE FRAGMENTS, DAMP. TERMINATION DEPTH =. FEET WOH = WEIGHT OF HAMMER STA. & OFFSET: SAMPLE NUMBER SS-1 SS-1 SS-14 SS-1 SS-16 SS-1 FIELD DATA SAMPLE DEPTH TEST BORING NO.: B-1 9+, 1.9' RT NORTH: EAST: ELEVATION: 6.ft STRUCTURE TYPE: BLOWS/6 INCHES N6-VALUE/(BLOWS/FT) 9 REC%/(RQD%) PENETROMETER (tons/ft ).. 1. MOISTURE CONTENT (%) 1 19 ATTERBERG LIMITS (%) LIQUID LIMIT LL 4 BULKHEAD PROJECT No.: LABORATORY DATA PLASTIC LIMIT PL 4 PLASTICITY INDEX PI AGGREGATE (%) 1 G1G CO., MED., & FINE SAND (%) 6 SILT AND CLAY COMBINED(%) OR SILT(%)/CLAY(%) 4/ 6/ CLASSIFICATION SYMBOL CL CL B-1: PAGE OF

23 PRO GEOTECH BORING LOG 6 USCS - PRO GEOTECH.GDT - 1//1 1:9 - \\GEOTECHSERVER\SHARED FOLDERS\COMPANY\PUBLIC\PROJECT FILES\1 PROJECTS\G1G KS-CBTMIR\LAB DATA SHEETS\G1G USCS CBTMIR.GPJ CLIENT: PROJECT: LOCATION: SAMPLER DIAM: " MEDIUM DENSE, RED AND GRAY SILTY SAND (SLAG) WITH CINDERS, MOIST TO WET LIGHT RED COLOR, LIGHT GRAY COLOR, CONCRETE SLAB ENCOUNTERED LIGHT GRAY COLOR, WET VERY DENSE, LIGHT GRAY SANDSTONE FRAGMENTS, WET (COBBLE, FILL). STIFF, GRAY PLASTIC SILT, SOME CLAY, TRACE SAND, WET. LOOSE, GRAY SILTY SAND, TRACE STONE FRAGMENTS, WET. STIFF TO VERY SOFT, GRAY LEAN CLAY, TRACE SAND, MOIST TO SOFT, WET HAMMER WT.: SS-1 SS- SS- SS-4 SS- SS-6 SS- SS- SS-9 SS-1 SS /" DATE COMPLETED: 11//1 CASING DIAM:." TYPE: HOLLOW STEM AUGER CALI_FACTOR: 9. CALIB. DATE: //16 SEALING INFOR: DRILLING INFORMATION: WHISKEY ISLAND, CLEVELAND, OHIO TYPE: SPLIT SPOON BACKFILLED WITH AUGER CUTTINGS PGI using Truck Mounted CME 4B Drill Rig with an Automatic Hammer GROUNDWATER INFORMATION: GROUNDWATER WAS ENCOUNTERED AT 6. FEET DURING AND. FEET UPON COMPLETION OF DRILLING OPERATIONS. GROUNDWATER DURING DRILLING Soil/ ELEV DEPTH Rock (ft.) (ft.) Symbol NOTES/REMARKS: KS ASSOCIATES, INC. CLEVELAND BULK TERMINAL REHABILITATION GROUNDWATER UPON COMPLETION MATERIAL DESCRIPTION WOH = WEIGHT OF HAMMER STA. & OFFSET: DATE STARTED: 11//1 SAMPLE NUMBER 14lb SAMPLING FIRM/LOGGER: FIELD DATA SAMPLE DEPTH TEST BORING NO.: B- 6+4, 1.' RT NORTH: EAST: ELEVATION: 6.ft STRUCTURE TYPE: BLOWS/6 INCHES N6-VALUE/(BLOWS/FT) REC%/(RQD%) PENETROMETER (tons/ft ) MOISTURE CONTENT (%) FALL: " ATTERBERG LIMITS (%) LIQUID LIMIT LL BULKHEAD PROJECT No.: PLASTIC LIMIT PL 19 PGI/WNAJJAR LABORATORY DATA PLASTICITY INDEX PI 11 AGGREGATE (%) 16 4 G1G CO., MED., & FINE SAND (%) 4 /1 1 SILT AND CLAY COMBINED(%) OR SILT(%)/CLAY(%) 1/ /4 CLASSIFICATION SYMBOL SM SM CL B-: PAGE 1 OF

24 PRO GEOTECH BORING LOG 6 USCS - PRO GEOTECH.GDT - 1//1 1:9 - \\GEOTECHSERVER\SHARED FOLDERS\COMPANY\PUBLIC\PROJECT FILES\1 PROJECTS\G1G KS-CBTMIR\LAB DATA SHEETS\G1G USCS CBTMIR.GPJ CLIENT: PROJECT: CLEVELAND BULK TERMINAL REHABILITATION DRILLING INFORMATION: PGI using Truck Mounted CME 4B Drill Rig with an Automatic Hammer GROUNDWATER INFORMATION: GROUNDWATER WAS ENCOUNTERED AT 6. FEET DURING AND. FEET UPON COMPLETION OF DRILLING OPERATIONS. GROUNDWATER DURING DRILLING Soil/ ELEV DEPTH Rock (ft.) (ft.) Symbol NOTES/REMARKS: KS ASSOCIATES, INC. GROUNDWATER UPON DRILLING ROD SUNK WITH WOH STIFF TO VERY SOFT, GRAY LEAN CLAY, TRACE SAND, MOIST TO WET. VERY SOFT, DRILLING ROD SUNK WITH WOH VERY SOFT TO SOFT, GRAY LEAN CLAY, TRACE SAND, DRILLING ROD SUNK WITH SOFT MATERIAL DESCRIPTION VERY STIFF, GRAY LEAN CLAY, TRACE SAND, TRACE STONE FRAGMENTS, DAMP. DENSE, GRAY NON PLASTIC SILT, TRACE SAND, MOIST. VERY STIFF, GRAY LEAN CLAY, WITH SAND, LITTLE STONE FRAGMENTS DAMP, (TILL). TERMINATION DEPTH = 9. FEET WOH = WEIGHT OF HAMMER STA. & OFFSET: SAMPLE NUMBER SS-1 SS-1 SS-14 SS-1 SS-16 SS-1 SS-1 SS-19 SS- FIELD DATA SAMPLE DEPTH TEST BORING NO.: B- 6+4, 1.' RT NORTH: EAST: ELEVATION: 6.ft STRUCTURE TYPE: BLOWS/6 INCHES N6-VALUE/(BLOWS/FT) REC%/(RQD%) 6 PENETROMETER (tons/ft ) MOISTURE CONTENT (%) ATTERBERG LIMITS (%) LIQUID LIMIT LL 4 4 BULKHEAD PROJECT No.: LABORATORY DATA PLASTIC LIMIT PL PLASTICITY INDEX PI 1 1 AGGREGATE (%) G1G CO., MED., & FINE SAND (%) SILT AND CLAY COMBINED(%) OR SILT(%)/CLAY(%) 4/4 / CLASSIFICATION SYMBOL CL CL B-: PAGE OF

25 PRO GEOTECH BORING LOG 6 USCS - PRO GEOTECH.GDT - 1//1 1:9 - \\GEOTECHSERVER\SHARED FOLDERS\COMPANY\PUBLIC\PROJECT FILES\1 PROJECTS\G1G KS-CBTMIR\LAB DATA SHEETS\G1G USCS CBTMIR.GPJ CLIENT: PROJECT: LOCATION: SAMPLER DIAM: " MEDIUM DENSE, RED AND LIGHT GRAY SILTY SAND (SLAG) WITH CINDERS MOIST, MEDIUM DENSE, RED COLOR LOOSE, RED SILTY SAND WITH WOOD, WET (FILL). VERY DENSE TO LOOSE, RED AND GRAY SILTY SAND WITH STONE FRAGMENTS WET, DRILLING ROD SUNK WITH CONCRETE SLAB MEDIUM LOOSE, RED AND BROWN COLOR MEDIUM DENSE, RED SILTY SAND WITH STONE FRAGMENTS WET, DRILLING ROD SUNK WITH WOH STIFF TO VERY SOFT, GRAY LEAN CLAY, TRACE SAND, TRACE STONE FRAGMENTS, DRILLING ROD SUNK WITH VERY SOFT. HAMMER WT.: SS-1 SS- SS- SS-4 SS- SS-6 SS- SS- SS-9 SS-1 SS DATE COMPLETED: 1/1/1 CASING DIAM:." TYPE: HOLLOW STEM AUGER CALI_FACTOR: 9. CALIB. DATE: //16 SEALING INFOR: DRILLING INFORMATION: WHISKEY ISLAND, CLEVELAND, OHIO TYPE: SPLIT SPOON BACKFILLED WITH AUGER CUTTINGS PGI using Truck Mounted CME 4B Drill Rig with an Automatic Hammer GROUNDWATER INFORMATION: GROUNDWATER WAS ENCOUNTERED AT 6. FEET DURING AND. FEET UPON COMPLETION OF DRILLING OPERATIONS. GROUNDWATER DURING DRILLING Soil/ ELEV DEPTH Rock (ft.) (ft.) Symbol NOTES/REMARKS: KS ASSOCIATES, INC. CLEVELAND BULK TERMINAL REHABILITATION GROUNDWATER UPON COMPLETION MATERIAL DESCRIPTION WOH = WEIGHT OF HAMMER STA. & OFFSET: DATE STARTED: 1/1/1 SAMPLE NUMBER 14lb SAMPLING FIRM/LOGGER: FIELD DATA SAMPLE DEPTH TEST BORING NO.: B- +46, 1.', RT NORTH: EAST: ELEVATION: 6.1ft STRUCTURE TYPE: BLOWS/6 INCHES N6-VALUE/(BLOWS/FT) REC%/(RQD%) PENETROMETER (tons/ft ) MOISTURE CONTENT (%) FALL: " ATTERBERG LIMITS (%) LIQUID LIMIT LL 4 BULKHEAD PROJECT No.: PLASTIC LIMIT PL PGI/WNAJJAR LABORATORY DATA PLASTICITY INDEX PI 14 AGGREGATE (%) 1 G1G CO., MED., & FINE SAND (%) 4 1/1 46 SILT AND CLAY COMBINED(%) OR SILT(%)/CLAY(%) 1/ / CLASSIFICATION SYMBOL SM SM CL B-: PAGE 1 OF

26 PRO GEOTECH BORING LOG 6 USCS - PRO GEOTECH.GDT - 1//1 1:9 - \\GEOTECHSERVER\SHARED FOLDERS\COMPANY\PUBLIC\PROJECT FILES\1 PROJECTS\G1G KS-CBTMIR\LAB DATA SHEETS\G1G USCS CBTMIR.GPJ CLIENT: PROJECT: CLEVELAND BULK TERMINAL REHABILITATION DRILLING INFORMATION: PGI using Truck Mounted CME 4B Drill Rig with an Automatic Hammer GROUNDWATER INFORMATION: GROUNDWATER WAS ENCOUNTERED AT 6. FEET DURING AND. FEET UPON COMPLETION OF DRILLING OPERATIONS. GROUNDWATER DURING DRILLING Soil/ ELEV DEPTH Rock (ft.) (ft.) Symbol NOTES/REMARKS: KS ASSOCIATES, INC. GROUNDWATER UPON COMPLETION STIFF TO VERY SOFT, GRAY LEAN CLAY, TRACE SAND, TRACE STONE FRAGMENTS, MOIST. VERY DRILLING ROD SUNK WITH WOH VERY SOFT, GRAY LEAN CLAY, TRACE SAND, DRILLING ROD SUNK WITH DRILLING ROD SUNK WITH DRILLING ROD SUNK WITH WOH MEDIUM STIFF TO STIFF, GRAY LEAN CLAY, TRACE SAND, TRACE STONE FRAGMENTS, STIFF MATERIAL DESCRIPTION DENSE, GRAY NON-PLASTIC SILT, TRACE SAND, MOIST TO WET. HARD, GRAY LEAN CLAY WITH SAND, TRACE STONE FRAGMENTS, DAMP. (TILL) TERMINATION DEPTH = 9. FEET WOH = WEIGHT OF HAMMER STA. & OFFSET: SAMPLE NUMBER SS-1 SS-1 SS-14 SS-1 SS-16 SS-1 SS-1 SS-19 SS- FIELD DATA SAMPLE DEPTH TEST BORING NO.: B- +46, 1.', RT NORTH: EAST: ELEVATION: 6.1ft STRUCTURE TYPE: BLOWS/6 INCHES N6-VALUE/(BLOWS/FT) REC%/(RQD%) PENETROMETER (tons/ft ) MOISTURE CONTENT (%) ATTERBERG LIMITS (%) LIQUID LIMIT LL BULKHEAD PROJECT No.: LABORATORY DATA PLASTIC LIMIT PL 1 1 PLASTICITY INDEX PI AGGREGATE (%) 1 G1G CO., MED., & FINE SAND (%) SILT AND CLAY COMBINED(%) OR SILT(%)/CLAY(%) /4 4/1 6 / CLASSIFICATION SYMBOL CL CL CL B-: PAGE OF

27 PRO GEOTECH BORING LOG 6 USCS - PRO GEOTECH.GDT - 1//1 1:9 - \\GEOTECHSERVER\SHARED FOLDERS\COMPANY\PUBLIC\PROJECT FILES\1 PROJECTS\G1G KS-CBTMIR\LAB DATA SHEETS\G1G USCS CBTMIR.GPJ CLIENT: PROJECT: LOCATION: SAMPLER DIAM: " STIFF, BROWN LEAN CLAY, LITTLE SAND, LITTLE STONE FRAGMENTS AND WOOD, MOIST, (FILL). MEDIUM DENSE, DARK BROWN POORLY GRADED SAND (SLAG) WITH SILT AND CINDERS, WET, (FILL). VERY DENSE, LIGHT GRAY AND DARK BROWN SANDSTONE AND CONCRETE FRAGMENTS, WET, (COBBLE, FILL). STIFF, BROWN LEAN CLAY, LITTLE SAND, TRACE CONCRETE FRAGMENTS & LEAVES (FILL). VERY LOOSE,BROWN SILTY SAND WITH STONE FRAGMENTS, WET, (FILL). VERY DENSE, BROWN POORLY GRADED STONE FRAGMENTS WITH SAND, TRACE FINES, WET, (FILL). MEDIUM DENSE, GRAY NON-PLASTIC SILT, LITTLE SAND, TRACE STONE FRAGMENTS, WET. VERY SOFT, GRAY LEAN CLAY, TRACE SAND, TRACE STONE FRAGMENTS, DRILLING ROD SUNK WITH DRILLING ROD SUNK WITH WOH HAMMER WT.: SS-1 SS- SS- SS-4 SS- SS-6 SS- SS- SS-9 SS-1 SS /1" /" DATE COMPLETED: 11//1 CASING DIAM:." TYPE: HOLLOW STEM AUGER CALI_FACTOR: 9. CALIB. DATE: //16 SEALING INFOR: DRILLING INFORMATION: WHISKEY ISLAND, CLEVELAND, OHIO TYPE: SPLIT SPOON BACKFILLED WITH AUGER CUTTINGS PGI using Truck Mounted CME 4B Drill Rig with an Automatic Hammer GROUNDWATER INFORMATION: GROUNDWATER WAS ENCOUNTERED AT 6. FEET DURING AND 4. FEET UPON COMPLETION OF DRILLING OPERATIONS. GROUNDWATER DURING DRILLING Soil/ ELEV DEPTH Rock (ft.) (ft.) Symbol NOTES/REMARKS: KS ASSOCIATES, INC. CLEVELAND BULK TERMINAL REHABILITATION GROUNDWATER UPON COMPLETION MATERIAL DESCRIPTION WOH = WEIGHT OF HAMMER STA. & OFFSET: DATE STARTED: 1//1 SAMPLE NUMBER 14lb SAMPLING FIRM/LOGGER: FIELD DATA SAMPLE DEPTH TEST BORING NO.: B-4 +,.4' RT NORTH: EAST: ELEVATION: 6.ft STRUCTURE TYPE: BLOWS/6 INCHES N6-VALUE/(BLOWS/FT) REC%/(RQD%) PENETROMETER (tons/ft ) MOISTURE CONTENT (%) FALL: " ATTERBERG LIMITS (%) LIQUID LIMIT LL 4 BULKHEAD PROJECT No.: PLASTIC LIMIT PL 4 PGI/WNAJJAR LABORATORY DATA PLASTICITY INDEX PI 19 AGGREGATE (%) 1 G1G CO., MED., & FINE SAND (%) 66 SILT AND CLAY COMBINED(%) OR SILT(%)/CLAY(%) 1/ 1/ 1/9 CLASSIFICATION SYMBOL SP-SM SM CL B-4: PAGE 1 OF

28 PRO GEOTECH BORING LOG 6 USCS - PRO GEOTECH.GDT - 1//1 1:9 - \\GEOTECHSERVER\SHARED FOLDERS\COMPANY\PUBLIC\PROJECT FILES\1 PROJECTS\G1G KS-CBTMIR\LAB DATA SHEETS\G1G USCS CBTMIR.GPJ CLIENT: PROJECT: CLEVELAND BULK TERMINAL REHABILITATION DRILLING INFORMATION: PGI using Truck Mounted CME 4B Drill Rig with an Automatic Hammer GROUNDWATER INFORMATION: GROUNDWATER WAS ENCOUNTERED AT 6. FEET DURING AND 4. FEET UPON COMPLETION OF DRILLING OPERATIONS. GROUNDWATER DURING DRILLING Soil/ ELEV DEPTH Rock (ft.) (ft.) Symbol NOTES/REMARKS: KS ASSOCIATES, INC. GROUNDWATER UPON COMPLETION VERY SOFT, GRAY LEAN CLAY, TRACE SAND, TRACE STONE FRAGMENTS, MOIST. (continued) VERY SOFT TO SOFT, GRAY LEAN CLAY, TRACE SAND, SOFT MATERIAL DESCRIPTION MEDIUM STIFF, GRAY LEAN CLAY, TRACE SAND, TRACE STONE FRAGMENTS, MOIST. VERY STIFF, GRAY SILTY CLAY, TRACE SAND, MOIST. TERMINATION DEPTH =. FEET WOH = WEIGHT OF HAMMER STA. & OFFSET: SAMPLE NUMBER SS-1 SS-1 SS-14 SS-1 SS-16 SS-1 SS-1 FIELD DATA SAMPLE DEPTH TEST BORING NO.: B-4 +,.4' RT NORTH: EAST: ELEVATION: 6.ft STRUCTURE TYPE: BLOWS/6 INCHES N6-VALUE/(BLOWS/FT) 1 6 /4" REC%/(RQD%) PENETROMETER (tons/ft ) MOISTURE CONTENT (%) ATTERBERG LIMITS (%) LIQUID LIMIT LL 4 BULKHEAD PROJECT No.: LABORATORY DATA PLASTIC LIMIT PL 19 1 PLASTICITY INDEX PI 1 14 AGGREGATE (%) G1G CO., MED., & FINE SAND (%) SILT AND CLAY COMBINED(%) OR SILT(%)/CLAY(%) /4 / /4 CLASSIFICATION SYMBOL CL CL CL-ML B-4: PAGE OF

29 ROADWAY PROFILE 1 - PRIMENG.GDT - 1//1 1:4 - \\GEOTECHSERVER\SHARED FOLDERS\COMPANY\PUBLIC\PROJECT FILES\1 PROJECTS\G1G KS-CBTMIR\LAB DATA SHEETS\G1G USCS CBT Elevation Borehole B-1 B- B- B N6 B-1 B- B- B-4 9+, 1.9' 4 6+4, 1.' 6 +46, 11.', ,.4' 16 RT RT RT RT WC N WC North East Elev. Depth DISTANCES: Beginning Ending 16 VIEWING ANGLES (degrees): Horizontal. Vertical. Position Left, Front Right, Front Left, Back Right, Back N6 Distance Along Baseline North East WC N6 GROUNDWATER DURING DRILLING PROJECT # G1G DATE WC GROUNDWATER UPON COMPLETION SOIL BORINGS PROFILE Dec CLEVELAND BULK TERMINAL REHABILITATION WHISKEY ISLAND, CLEVELAND, OHIO PLATE 1

30 PRO_US_LAB_USCS_SUMMARY - PRO GEOTECH.GDT - 1//1 1: - \\GEOTECHSERVER\SHARED FOLDERS\COMPANY\PUBLIC\PROJECT FILES\1 PROJECTS\G1G KS-CBTMIR\LAB DATA SHE Boring Sample Moisture Liquid Plastic Plast. Organic C M F Soil Description Number Number Depth Content Limit Limit Index Content Agg. Sand Sand Sand Silt Clay (feet) % % % (%) % % % % % % B-1 AS BLACK SILTY SAND (SLAG) WITH STONE FRAGMENTS AND CINDERS B-1 SS RED AND BROWN SILTY SAND (SLAG) WITH CINDERS (FILL) SM (FILL) B-1 SS RED AND BROWN SILTY SAND (SLAG) WITH CINDERS (FILL) B-1 SS RED AND GRAY SILTY SAND (SLAG) WITH CINDERS (FILL) B-1 SS REDDISH BROWN SILTY SAND, TRACE STONE FRAGMENTS (FILL) SM B-1 SS REDDISH BROWN SILTY SAND, TRACE STONE FRAGMENTS (FILL) B-1 SS BROWN AND LIGHT BROWN SILTY SAND WITH STONE FRAGMENTS (FILL) B-1 SS-.. GRAY AND REDDISH BROWN SILTY SAND WITH STONE FRAGMENTS B-1 SS GRAY LEAN CLAY W/ FREQUENTLY INTERBEDDED SILT SEAMS, TR. B-1 SS GRAY LEAN CLAY W/ FREQUENTLY INTERBEDDED SILT SEAMS, TR. (FILL) SAND SAND CL B-1 SS GRAY LEAN CLAY, TRACE SAND WITH NON-PLASTIC SILT LAYER B-1 SS GRAY LEAN CLAY, TRACE SAND, TRACE STONE FRAGMENTS CL B-1 SS-1..9 GRAY LEAN CLAY, TRACE SAND B-1 SS-14.. GRAY LEAN CLAY, TRACE SAND B-1 SS GRAY LEAN CLAY, TRACE SAND CL B-1 SS GRAY LEAN CLAY, TRACE SAND B-1 SS GRAY LEAN CLAY, TRACE SAND, TRACE STONE FRAGMENTS B- SS RED AND GRAY SILTY SAND (SLAG) WITH CINDERS (FILL) SM B- SS-. 6. RED AND GRAY SILTY SAND (SLAG) WITH CINDERS (FILL) B- SS LIGHT RED SILTY SAND (SLAG) WITH CINDERS (FILL) B- SS LIGHT GRAY SILTY SAND (SLAG) WITH CINDERS (FILL) B- SS LIGHT GRAY SILTY SAND (SLAG) WITH CINDERS (FILL) SM Silt&Clay Comb. B- SS LIGHT GRAY SANDSTONE FRAGMENTS (COBBLE, FILL) B- SS GRAY, PLASTIC SILT, SOME CLAY, TRACE SAND B- SS-.. GRAY, PLASTIC SILT, SOME CLAY, TRACE SAND tr.-trace, Br.-Brown, li.-little, r/f-rock fragments, so.-some, Occa.- Occasional Clay percentage based on. mm particle size Summary of Laboratory Results Sheet 1 of Class. Symbol Client: KS ASSOCIATES, INC. Project: CLEVELAND BULK TERMINAL REHABILITATION Location: WHISKEY ISLAND, CLEVELAND, OHIO Number: G1G

31 PRO_US_LAB_USCS_SUMMARY - PRO GEOTECH.GDT - 1//1 1: - \\GEOTECHSERVER\SHARED FOLDERS\COMPANY\PUBLIC\PROJECT FILES\1 PROJECTS\G1G KS-CBTMIR\LAB DATA SHE Boring Sample Moisture Liquid Plastic Plast. Organic C M F Soil Description Class. Number Number Depth Content Limit Limit Index Content Agg. Sand Sand Sand Silt Clay Symbol (feet) % % % (%) % % % % % % B- SS-9.. GRAY SILTY SAND, TRACE STONE FRAGMENTS B- SS GRAY LEAN CLAY, TRACE SAND CL B- SS GRAY LEAN CLAY, TRACE SAND B- SS GRAY LEAN CLAY, TRACE SAND B- SS GRAY LEAN CLAY, TRACE SAND CL B- SS GRAY LEAN CLAY, TRACE SAND B- SS GRAY LEAN CLAY, TRACE SAND B- SS GRAY LEAN CLAY, TRACE SAND B- SS GRAY LEAN CLAY, TRACE SAND CL B- SS GRAY LEAN CLAY, TRACE SAND B- SS GRAY, NON-PLASTIC SILT, TRACE SAND B- SS GRAY LEAN CLAY WITH SAND, LITTLE STONE FRAGMENTS (TILL) B- SS RED AND LIGHT GRAY SILTY SAND (SLAG) WITH CINDERS (FILL) B- SS RED SILTY SAND (SLAG) WITH CINDERS (FILL) SM B- SS RED SILTY SAND WITH WOOD (FILL) B- SS RED AND GRAY SILTY SAND WITH STONE FRAGMENTS (FILL) B- SS RED AND GRAY SILTY SAND WITH STONE FRAGMENTS (FILL) B- SS RED AND BROWN SILTY SAND WITH STONE FRAGMENTS (FILL) B- SS RED SILTY SAND WITH STONE FRAGMENTS (FILL) SM B- SS-. 1. RED SILTY SAND WITH STONE FRAGMENTS (FILL) B- SS-9.. GRAY LEAN CLAY, TRACE SAND, TRACE STONE FRAGMENTS B- SS GRAY LEAN CLAY, TRACE SAND, TRACE STONE FRAGMENTS CL B- SS GRAY LEAN CLAY, TRACE SAND, TRACE STONE FRAGMENTS B- SS GRAY LEAN CLAY, TRACE SAND, TRACE STONE FRAGMENTS B- SS-1.. GRAY LEAN CLAY, TRACE SAND B- SS GRAY LEAN CLAY, TRACE SAND CL B- SS GRAY LEAN CLAY, TRACE SAND B- SS GRAY LEAN CLAY, TRACE SAND B- SS GRAY LEAN CLAY, TRACE SAND, TRACE STONE FRAGMENTS CL Silt&Clay Comb. tr.-trace, Br.-Brown, li.-little, r/f-rock fragments, so.-some, Occa.- Occasional Clay percentage based on. mm particle size Summary of Laboratory Results Client: KS ASSOCIATES, INC. Project: CLEVELAND BULK TERMINAL REHABILITATION Location: WHISKEY ISLAND, CLEVELAND, OHIO Number: G1G Sheet of

32 PRO_US_LAB_USCS_SUMMARY - PRO GEOTECH.GDT - 1//1 1: - \\GEOTECHSERVER\SHARED FOLDERS\COMPANY\PUBLIC\PROJECT FILES\1 PROJECTS\G1G KS-CBTMIR\LAB DATA SHE Boring Sample Moisture Liquid Plastic Plast. Organic C M F Soil Description Class. Number Number Depth Content Limit Limit Index Content Agg. Sand Sand Sand Silt Clay Symbol (feet) % % % (%) % % % % % % B- SS-1.. GRAY LEAN CLAY, TRACE SAND, TRACE STONE FRAGMENTS B- SS GRAY, NON-PLASTIC SILT, TRACE SAND B- SS GRAY LEAN CLAY WITH SAND, TRACE STONE FRAGMENTS (TILL) CL B-4 SS BR. LEAN CLAY, LITTLE SAND, CLAY LITTLE STONE FRAGS & WOOD (FILL) B-4 SS DARK BR. POORLY GRADED SAND (SLAG) WITH SILT AND CINDERS (FILL) SP-SM B-4 SS DARK BR. POORLY GRADED SAND (SLAG) WITH SILT AND CINDERS (FILL) B-4 SS LIGHT GRAY AND DARK BROWN SANDSTONE FRAGMENTS (COBBLE, FILL) B-4 SS BROWN LEAN CLAY, LITTLE SAND, TRACE STONE FRAGS & LEAVES (FILL) B-4 SS BROWN SILTY SAND WITH STONE FRAGMENTS SM B-4 SS-. 1. BROWN POORLY GRADED STONE FRAGS WITH SAND, TRACE FINES (FILL) B-4 SS-.. GRAY, NON-PLASTIC SILT, LITTLE SAND, TRACE STONE FRAGMENTS B-4 SS-9.. GRAY LEAN CLAY, TRACE SAND, TRACE STONE FRAGMENTS B-4 SS GRAY LEAN CLAY, TRACE SAND, TRACE STONE FRAGMENTS B-4 SS GRAY LEAN CLAY, TRACE SAND, TRACE STONE FRAGMENTS CL B-4 SS GRAY LEAN CLAY, TRACE SAND B-4 SS GRAY LEAN CLAY, TRACE SAND B-4 SS GRAY LEAN CLAY, TRACE SAND CL B-4 SS GRAY LEAN CLAY, TRACE SAND B-4 SS GRAY LEAN CLAY, TRACE SAND, TRACE STONE FRAGMENTS B-4 SS GRAY LEAN CLAY, TRACE SAND, TRACE STONE FRAGMENTS CL B-4 SS GRAY, SILTY CLAY, TRACE SAND CL-ML Silt&Clay Comb. tr.-trace, Br.-Brown, li.-little, r/f-rock fragments, so.-some, Occa.- Occasional Clay percentage based on. mm particle size Summary of Laboratory Results Client: KS ASSOCIATES, INC. Project: CLEVELAND BULK TERMINAL REHABILITATION Location: WHISKEY ISLAND, CLEVELAND, OHIO Number: G1G Sheet of

33 1 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS /4 1/ 4 16 / HYDROMETER 9 9 PRO_US_GRAIN_SIZE_USCS - PGI.GDT - 1//1 1:4 - \\GEOTECHSERVER\SHARED FOLDERS\COMPANY\PUBLIC\PROJECT FILES\1 PROJECTS\G1G KS-CBTMIR\LAB DATA SHEETS\G1G USCS CBTMIR.GPJ PERCENT FINER BY WEIGHT B-1 B-1 B-1 B-1 B-1 B-1 B-1 B-1 B-1 B-1 COBBLES 1 Specimen Identification Specimen Identification coarse GRAVEL 1 fine coarse medium 1 GRAIN SIZE IN MILLIMETERS SAND Classification fine RED AND BROWN SILTY SAND (SLAG) WITH CINDERS (FILL), SM REDDISH BROWN SILTY SAND, TRACE STONE FRAGMENTS (FILL), SM.1 LL 9 4 GRAY LEAN CLAY W/ FREQUENTLY INTERBEDDED SILT SEAMS, TR. SAND, CL GRAY LEAN CLAY, TRACE SAND, TRACE STONE FRAGMENTS, CL D GRAY LEAN CLAY, TRACE SAND, CL D D..1.. D1.9.1 %Gravel %Sand SILT OR CLAY PL 19 4 %Silt&Clay PI %Silt Cc GRAIN SIZE DISTRIBUTION.1 Cu %Clay Client: KS ASSOCIATES, INC. Project: CLEVELAND BULK TERMINAL REHABILITATION Location: WHISKEY ISLAND, CLEVELAND, OHIO Number: G1G

34 1 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS /4 1/ 4 16 / HYDROMETER 9 9 PRO_US_GRAIN_SIZE_USCS - PGI.GDT - 1//1 1:4 - \\GEOTECHSERVER\SHARED FOLDERS\COMPANY\PUBLIC\PROJECT FILES\1 PROJECTS\G1G KS-CBTMIR\LAB DATA SHEETS\G1G USCS CBTMIR.GPJ PERCENT FINER BY WEIGHT B- B- B- B- B- B- B- B- B- B- COBBLES 1 Specimen Identification Specimen Identification coarse GRAVEL 1 fine coarse medium 1 GRAIN SIZE IN MILLIMETERS SAND Classification fine RED AND GRAY SILTY SAND (SLAG) WITH CINDERS (FILL), SM LIGHT GRAY SILTY SAND (SLAG) WITH CINDERS (FILL), SM D GRAY LEAN CLAY, TRACE SAND, CL GRAY LEAN CLAY, TRACE SAND, CL GRAY LEAN CLAY, TRACE SAND, CL D D D1...1 %Gravel %Sand LL SILT OR CLAY PL 19 %Silt&Clay PI %Silt Cc GRAIN SIZE DISTRIBUTION.1 Cu %Clay Client: KS ASSOCIATES, INC. Project: CLEVELAND BULK TERMINAL REHABILITATION Location: WHISKEY ISLAND, CLEVELAND, OHIO Number: G1G

35 1 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS /4 1/ 4 16 / HYDROMETER 9 9 PRO_US_GRAIN_SIZE_USCS - PGI.GDT - 1//1 1:4 - \\GEOTECHSERVER\SHARED FOLDERS\COMPANY\PUBLIC\PROJECT FILES\1 PROJECTS\G1G KS-CBTMIR\LAB DATA SHEETS\G1G USCS CBTMIR.GPJ PERCENT FINER BY WEIGHT B- B- B- B- B- B- B- B- B- B- COBBLES 1 Specimen Identification..... Specimen Identification..... coarse GRAVEL D fine coarse medium 1 GRAIN SIZE IN MILLIMETERS SAND Classification fine.1 RED SILTY SAND (SLAG) WITH CINDERS (FILL), SM RED SILTY SAND WITH STONE FRAGMENTS (FILL), SM GRAY LEAN CLAY, TRACE SAND, TRACE STONE FRAGMENTS, CL GRAY LEAN CLAY, TRACE SAND, CL GRAY LEAN CLAY, TRACE SAND, TRACE STONE FRAGMENTS, CL D D.6. D1..16 %Gravel %Sand LL SILT OR CLAY PL 1 %Silt&Clay PI %Silt Cc..94 GRAIN SIZE DISTRIBUTION.1 Cu %Clay Client: KS ASSOCIATES, INC. Project: CLEVELAND BULK TERMINAL REHABILITATION Location: WHISKEY ISLAND, CLEVELAND, OHIO Number: G1G

36 1 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS /4 1/ 4 16 / HYDROMETER 9 9 PRO_US_GRAIN_SIZE_USCS - PGI.GDT - 1//1 1:4 - \\GEOTECHSERVER\SHARED FOLDERS\COMPANY\PUBLIC\PROJECT FILES\1 PROJECTS\G1G KS-CBTMIR\LAB DATA SHEETS\G1G USCS CBTMIR.GPJ PERCENT FINER BY WEIGHT B- B-4 B-4 B-4 B-4 B- B-4 B-4 B-4 B-4 COBBLES 1 Specimen Identification Specimen Identification coarse GRAVEL 1 fine coarse medium 1 GRAIN SIZE IN MILLIMETERS SAND Classification GRAY LEAN CLAY WITH SAND, TRACE STONE FRAGMENTS (TILL), CL fine.1 LL DARK BR. POORLY GRADED SAND (SLAG) WITH SILT AND CINDERS (FILL), SP-SM D BROWN SILTY SAND WITH STONE FRAGMENTS, SM GRAY LEAN CLAY, TRACE SAND, TRACE STONE FRAGMENTS, CL GRAY LEAN CLAY, TRACE SAND, CL D D...1 D1.4. %Gravel %Sand SILT OR CLAY PL 1 4 %Silt&Clay PI %Silt Cc GRAIN SIZE DISTRIBUTION.1 Cu %Clay Client: KS ASSOCIATES, INC. Project: CLEVELAND BULK TERMINAL REHABILITATION Location: WHISKEY ISLAND, CLEVELAND, OHIO Number: G1G

37 1 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS /4 1/ 4 16 / HYDROMETER 9 9 PRO_US_GRAIN_SIZE_USCS - PGI.GDT - 1//1 1:4 - \\GEOTECHSERVER\SHARED FOLDERS\COMPANY\PUBLIC\PROJECT FILES\1 PROJECTS\G1G KS-CBTMIR\LAB DATA SHEETS\G1G USCS CBTMIR.GPJ PERCENT FINER BY WEIGHT B-4 B-4 B-4 B-4 COBBLES 1 Specimen Identification.. Specimen Identification.. coarse GRAVEL 1 fine coarse medium 1 GRAIN SIZE IN MILLIMETERS SAND Classification fine GRAY LEAN CLAY, TRACE SAND, TRACE STONE FRAGMENTS, CL D1 9. GRAY, SILTY CLAY, TRACE SAND, CL-ML D6..1 D. D1.1 %Gravel.4. %Sand.1 4. LL.1 SILT OR CLAY PL 19 1 %Silt&Clay PI 14 %Silt. 1.6 Cc GRAIN SIZE DISTRIBUTION.1 Cu %Clay.. Client: KS ASSOCIATES, INC. Project: CLEVELAND BULK TERMINAL REHABILITATION Location: WHISKEY ISLAND, CLEVELAND, OHIO Number: G1G

38 Tomlinson or -Method (US) Figure Ú ÙËÎÛ 9-14 ëòï Concrete, Timber, Corrugated Steel Piles Smooth Steel Piles D = distance from ground surface to bottom of clay layer or pile toe, whichever is less b = Pile Diameter