August 3, 2018 TTL Project No Supplemental Test Borings Cleveland Bulk Terminal Cleveland, Ohio

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1 1915 North 12 th Street Toledo, OH T F August 3, 2018 TTL Project No Mr. Vito Melilli Coastal Engineer KS Associates, Inc. 260 Burns Road, Suite Elyria, Ohio Dear Mr. Melilli, Supplemental Test Borings Cleveland Bulk Terminal Cleveland, Ohio TTL Associates, Inc. (TTL) has completed the geotechnical subsurface investigation for the referenced project. The purpose of this investigation was to perform supplemental test borings to evaluate of the subsurface conditions relative a proposed sheetpile wall. This study was performed in general accordance with TTL Proposal No , dated May 16, 2018, and was authorized via a KS Associates, Inc. subconsultant agreement on June 19, This report includes a description of the investigative procedures and findings, laboratory test results, as well as construction recommendations for the proposed sheetpile wall. PROJECT DESCRIPTION Based upon the information provided, we understand that a sheetpile wall with deadman anchor structure is proposed at the CCCPA Cleveland Bulk Terminal facility located on Whiskey Island in the City of Cleveland, Ohio. The approximate location of the project is shown on the Site Location Map (Plate 1.0). Based upon the plans provided, it appears that sheetpile wall will be installed at the harbor s edge north of the Norfolk Southern Railroad Easement with the deadman structure located south of the easement which would require the wall anchors to pass under the existing tracks. SITE GEOLOGY Based upon a review of published ODNR soil and bedrock resources, the site is located within the glaciated portion of northern Ohio with near surface Holocene alluvium soils deposited in present and former river floodplains. The uppermost formation of bedrock consists of upper Devonian Age Ohio Shale known to be around elevation 450 which is roughly 125 feet below existing surface elevation. Teamwork - Trust - Leadership Since 1927

2 Mr. Vito Melilli TTL Project No KS Associates, Inc. Page 2 INVESTIGATIVE PROCEDURES Field Procedures Four test borings designated B-5 through B-8 were performed by TTL on July 13, The borings were located in the field by others. The approximate locations of the borings are indicated on the attached Test Boring Location Plan (Plate 2.0). Soil samples were obtained at 2½-foot intervals. Split-spoon samples were obtained by the Standard Penetration Test (SPT) Method (ASTM D 1586), which consists of driving a 2-inch outside diameter split-barrel sampler into the soil with a 140-pound weight falling freely through a distance of 30 inches. The sampler was driven in three successive 6-inch increments with the number of blows per increment being recorded. The sum of the number of blows required to advance the sampler the second and third 6-inch increments is termed the Standard Penetration Resistance (N-value) and is presented on the Logs of Test Borings attached to this report. The samples were sealed in jars and transported to our laboratory for further classification and testing. Soil conditions encountered in the test borings are presented in the Logs of Test Borings, along with information related to sample data, SPT results, moisture conditions observed in the borings, and laboratory test data. It should be noted that these logs have been prepared on the basis of laboratory classification and testing as well as field logs of the encountered soils. Laboratory Procedures All samples of the subsoils were visually classified using the Unified Soil Classification System (ASTM D 2487 and D 2488) and tested in the laboratory for moisture content (ASTM D 2216). The results of these test are presented on the Logs of Test Borings and Tabulation of Test Data sheets attached to this report. ENCOUNTERED CONDITIONS The surface materials consisted of crushed stone, varying in thickness from 6 to 36 inches. Underlying the crushed stone in Boring B-8, broken concrete was encountered to a depth of approximately 4 feet below existing grades. Underlying the surface materials in Boring B-6, cohesive existing fill materials were encountered to a depth of 7 feet. The cohesive fill materials consisted of silty clay with sand, and non-soil materials within the fill consisted of cinders and slag, in trace quantities. An SPT N-value of 45 blows per foot (bpf), indicating hard consistency, and a moisture content of 12 percent were determined for the recovered sample.

3 Mr. Vito Melilli TTL Project No KS Associates, Inc. Page 3 Underlying the surface materials in Borings B-5, B-7, and B-8, as well as underlying the cohesive fill materials in Boring B-6, granular fill materials were encountered in each of the borings to depths ranging from 7 to 17½ feet. The granular fill materials consisted of: Wood with crushed stone and sand Brick fragments with crushed stone and sand Crushed stone Poorly graded sand with crushed stone and silt Silty sand with varying amounts of crushed stone, concrete fragments, or sandstone fragments. Trace organics were also noted in occasional samples. SPT N-values within the granular fill materials varied from 8 bpf to R (50 or more blows over six inches or less penetration), indicating loose to dense compactness. Moisture contents varied from 29 to 69 percent, with values at the upper end of this range indicative of free water or the presence of organics within the recovered sample. A zone of silty sand (SM) with trace sandstone fragments was encountered underlying the fill materials within Boring B-7, to a depth of approximately 14¾ feet. An SPT N-value of 30 bpf, indicating medium dense compactness, and a moisture content of 25 percent were determined for the recovered sample. A zone of sandy silty clay (CL/ML) with sandstone fragments was encountered underlying the fill materials within Boring B-8, to a depth of approximately 17 feet. An SPT N-value of 80 bpf, indicating hard consistency, an unconfined compressive strength of 3,000 pounds per square foot, and a moisture content of 14 percent were determined for the recovered sample. Underlying the fill materials in Borings B-5 and B-6, as well as the zone of native silty sand in Boring B-7, a zone of cobbles were encountered (as determined by auger penetration resistance and auger chatter) to depths ranging from 12 to 18 feet. Within the cobble zone, one split-spoon sample from Boring B-5 (-2) recovered sandstone fragments. An SPT N-value of 24 bpf and a moisture content of 16 percent were determined for the recovered sample. Underlying the cobbles in Borings B-5 and B-7, as well as the zone of sandy silty clay in Boring B-8, loose to medium dense granular soils were encountered to depths on the order of 22 feet. The granular soils consisted of silty sand (SM) with varying amounts of gravel, as well as silty clayey sand (SC/SM) with gravel. SPT N-values ranged from 7 to 15 bpf, and moisture contents varied from 15 to 21 percent.

4 Mr. Vito Melilli TTL Project No KS Associates, Inc. Page 4 Underlying the cobbles in Boring B-6, as well as the loose to medium dense granular soils, predominantly medium stiff to stiff cohesive soils were encountered to boring termination at a depth of 25 feet. SPT N-values generally ranged from 5 to 7 blows per foot (bpf). Unconfined compressive strengths varied from 1,000 to 3,000 psf. Moisture contents ranged from 27 to 31 percent. Groundwater was encountered during drilling at depths ranging from 4 to 8 feet below existing grades. Groundwater was observed upon completion of drilling operations at depths ranging from 4 to 7 feet. Based on the soil characteristics and moisture conditions encountered in the borings, it is our opinion that the normal groundwater table will generally be encountered at depths generally coincident with the water level in Lake Erie. However, it should be noted that groundwater elevations can fluctuate with seasonal and climatic influences. Therefore, the groundwater conditions may vary at different times of the year from those encountered during this investigation. EVALUATIONS AND RECOMMENDATIONS Sheetpile Wall Design of sheet-pile supported excavations or H-pile and lagging systems should be the responsibility of the contractor, since their installation and performance is integrally tied to the contractor s means and methods of construction. In any case, applicable OSHA standards must be followed. It is the responsibility of the installation contractor to develop appropriate installation methods and equipment specifications prior to commencement of work, and to obtain the services of a qualified engineer to design or approve sloped or benched excavations and/or lateral bracing systems as required by OSHA criteria. Sheetpiling or braced excavations that are not restrained at the top of the wall should be designed for active lateral earth pressure condition. For lateral soil pressure evaluations, total (wet) unit weights of 120 pounds per cubic foot (pcf) and 130 pcf should be utilized for granular soils and cohesive soils, respectively. Effective unit weights of 60 pcf and 70 pcf should be used for granular and cohesive soils, respectively, for lateral earth pressure design below the design groundwater depth. Additionally, lateral load due to hydrostatic pressures below the design groundwater depth should be included in design of braced excavations. Active lateral earth pressure (ka) may be used for both the granular and cohesive soils for analysis of cantilevered sheetpiling or similar non-rigid excavation support systems that allow movement or yielding in the soil. However, higher lateral earth pressures may be associated with braced excavations that restrain movement and prevent development of active soil conditions. The actual design of the shaft or braced excavation will depend on the size and configuration of the opening, as well as the bracing system as selected by the contractor. Passive earth pressure coefficient (kp) may be utilized for the portion of temporary walls (e.g., sheet pile walls) that is below the excavation bottom.

5 Mr. Vito Melilli TTL Project No KS Associates, Inc. Page 5 It should be anticipated that cobbles/boulders may be present in the native subsoil profile, and debris may be encountered in the existing fill materials. Cobbles were encountered in three of the four borings performed for this investigation, and debris was present within the fill materials of each boring. As such, provisions should be made by the contractor to remove any obstructions, cobbles, or boulders if encountered during sheetpile driving operations. Open-Cut Excavations The sides of temporary excavations for sewer installation should be adequately sloped to provide stable sides and safe working conditions. Otherwise, the excavation must be properly braced against lateral movements. While we are not privy to the design of the sheetpile wall and the planned depth of the deadman anchor supports, it should be noted that OSHA requires that sloping or benching for excavations greater than 20 feet deep shall be designed by a registered professional engineer. In any case, applicable Occupational Safety and Health Administration (OSHA) standards must be followed. Based on the borings, sewer installation is anticipated to include excavation of granular and cohesive fill materials, as well as native granular and cohesive soils. For these various conditions, the sides of excavations may not stand vertically unsupported for any significant period. Thus, provisions should be made for the deadman installation to proceed as a sloped bank excavation, or alternately, as a steeper cut with properly designed and installed lateral bracing. The latter system may include the use of a portable trench box or a sliding trench shield. If a portable trench box or a sliding trench shield system is utilized, vertical side slopes may be used up to 18 inches below the top of the shield. The sides should be sloped from that point to the ground surface in accordance with the criteria described below. If the excavation is to be performed with sloped banks, adequate stable slopes must be provided. Based on the borings drilled for this investigation, soils encountered in trench excavations may include one or more of the following: Based on the test borings, it is likely that excavations will encounter a range of soil conditions that include the following OSHA designations: Type A soils (cohesive soils with unconfined compressive strengths of 3,000 pounds per square foot (psf) or greater), Type B soils (cohesive soils with unconfined compressive strengths greater than 1,000 psf but less than 3,000 psf), and Type C soils (fill materials, granular soils, cohesive soils with unconfined compressive strengths of 1,000 psf or less, and dry rock that is not stable). For temporary excavations in Type A, B, and C soils, side slopes must be no steeper than ¾ horizontal to 1 vertical (¾H:1V), 1H:1V, and 1½H:1V respectively. For situations where a

6 Mr. Vito Melilli TTL Project No KS Associates, Inc. Page 6 higher strength soil is underlain by a lower strength soil and the excavation extends into the lower strength soil, the slope of the entire excavation is governed by that required for the lower strength soil. In all cases, flatter slopes may be required if lower strength soils or adverse seepage conditions are encountered during construction. QUALIFICATION OF RECOMMENDATIONS Our evaluation of construction conditions has been based on our understanding of the site and project information and the data obtained during our field investigation. The general subsurface conditions presented were based on interpretation of the data obtained from borings performed at specific locations. Regardless of the thoroughness of a subsurface investigation, there is the possibility that conditions between borings will differ from those at the boring locations, that conditions are not as anticipated by the designers, or that the construction process has altered the soil conditions. This is especially true at previously developed sites. Therefore, experienced geotechnical engineers should observe earthwork and pavement construction to confirm that the conditions anticipated in design are noted. Otherwise, TTL assumes no responsibility for construction compliance with the design concepts, specifications, or recommendations. The evaluations and recommendations in this report have been developed on the basis of the previously described project characteristics and subsurface conditions. If project criteria or locations change, TTL should be permitted to determine whether the recommendations must be modified. The findings of such a review will be presented in a supplemental report. The nature and extent of variations between the borings may not become evident until the course of construction. If such variations are encountered, it will be necessary to reevaluate the recommendations of this report after on-site observations of the conditions. Our professional services have been performed, our findings derived, and our recommendations prepared in accordance with generally accepted geotechnical engineering principles and practices. This warranty is in lieu of all other warranties either expressed or implied. TTL is not responsible for the conclusions, opinions, or recommendations of others based on this data.

7 Mr. Vito Melilli TTL Project No KS Associates, Inc. Page 7 Soil samples collected during this investigation will be stored at our laboratory for 90 days from the date of this report. The samples will be discarded after this time unless you request that they be saved or delivered to you. Should you have any questions regarding this report or require additional information, please contact our office. Sincerely, TTL Associates, Inc. Katherine C. Hennicken, P.E. Geotechnical Engineer David M. Vovak, P.E. Transportation Director Attachments: Plate 1.0 Site Location Map Plate 2.0 Test Boring Location Plan Logs of Test Borings B-5 through B-8 Legend Key Tabulation of Test Data T:\Geotech\Projects 2018\ \Report\ Report Supplemental Test Borings Cleveland Bulk Terminal.Doc

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10 CLIENT LOGGED BY NOTES KS Associates, Inc. PROJECT NUMBER DRILLING CONTRACTOR DRILLING METHOD KKC TTL Associates, Inc N 12th Street Toledo, Ohio Telephone: Fax: TTL Associates TB JP 2-1/4 in. HSA DATE STARTED 7/13/18 COMPLETED 7/13/18 CHECKED BY KCH PROJECT NAME PROJECT LOCATION RIG NO. 550 GROUND WATER LEVELS: AT TIME OF DRILLING AT END OF DRILLING 0hrs AFTER DRILLING Cleveland Bulk Terminal Cleveland, OH 4.0 ft 4.0 ft BORING NUMBER B-5 PAGE 1 OF 1 GROUND ELEVATION Backfilled w/cuttings and Bentonite Chips ELEVATION (ft) DEPTH (ft) 0 GRAPHIC LOG MATERIAL DESCRIPTION CRUSHED STONE - 6 Inches FILL - Black WOOD w/crushed Stone and Sand 0.5' SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) UNCONF. COMP. STR. (tsf) DRY UNIT WT. (pcf) PL MC LL SPT N VALUE ' FILL - Wet Medium Dense Brown/Red BRICK FRAGMENTS w/crushed Stone and Sand (Free Water Noted in Jar) (26) 29 Brown/Gray SANDSTONE COBBLES 7.0' (24) ' Moist Medium Dense Brown/Gray SILTY SAND w/trace Gravel (SM) (15) 21 Moist Loose Gray SILTY SAND w/gravel (SM) 17.0' TTL_GEOTECH_STANDARD GPJ GINT US LAB.GDT 7/27/ Moist Medium Stiff Gray LEAN CLAY w/sand (CL) Bottom of hole at 25.0 feet. 22.0' 25.0' (10) (5)

11 CLIENT LOGGED BY NOTES KS Associates, Inc. PROJECT NUMBER DRILLING CONTRACTOR DRILLING METHOD KKC TTL Associates, Inc N 12th Street Toledo, Ohio Telephone: Fax: TTL Associates TB JP 2-1/4 in. HSA DATE STARTED 7/13/18 COMPLETED 7/13/18 CHECKED BY KCH PROJECT NAME PROJECT LOCATION RIG NO. 550 GROUND WATER LEVELS: AT TIME OF DRILLING AT END OF DRILLING 0hrs AFTER DRILLING Cleveland Bulk Terminal Cleveland, OH 7.0 ft 7.0 ft BORING NUMBER B-6 PAGE 1 OF 1 GROUND ELEVATION Backfilled w/cuttings and Bentonite Chips ELEVATION (ft) DEPTH (ft) 0 GRAPHIC LOG MATERIAL DESCRIPTION CRUSHED STONE - 30 Inches SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) UNCONF. COMP. STR. (tsf) DRY UNIT WT. (pcf) PL MC LL SPT N VALUE FILL - Moist Hard Gray/Brown SILTY CLAY w/sand, Trace Cinders, and Slag 2.5' (45) NI ' Wet CRUSHED STONE - 12 Inches 8.0' FILL - Wet Medium Dense Gray/Blue POORLY GRADED SAND w/crushed Stone, Silt, and Organics (19) ' FILL - Wet Medium Dense Gray SILTY SAND w/crushed Stone and Organics (Free Water Noted in Jar) (11) 69 TTL_GEOTECH_STANDARD GPJ GINT US LAB.GDT 7/27/ ' COBBLES 18.0' Wet Very Stiff Gray SILTY CLAY w/sand (CL/ML) (Free Water Noted in Jar) Moist Medium Stiff Gray LEAN CLAY w/sand Medium Stiff to Stiff Bottom of hole at 30.0 feet. 22.0' 30.0' 4 5 ST (17) (7) (6) NI

12 CLIENT LOGGED BY NOTES KS Associates, Inc. PROJECT NUMBER DRILLING CONTRACTOR DRILLING METHOD KKC TTL Associates, Inc N 12th Street Toledo, Ohio Telephone: Fax: TTL Associates TB JP 2-1/4 in. HSA DATE STARTED 7/13/18 COMPLETED 7/13/18 CHECKED BY KCH PROJECT NAME PROJECT LOCATION RIG NO. 550 GROUND WATER LEVELS: AT TIME OF DRILLING AT END OF DRILLING 0hrs AFTER DRILLING Cleveland Bulk Terminal Cleveland, OH 5.0 ft 6.0 ft BORING NUMBER B-7 PAGE 1 OF 1 GROUND ELEVATION Backfilled w/cuttings and Bentonite Chips ELEVATION (ft) DEPTH (ft) 0 GRAPHIC LOG MATERIAL DESCRIPTION CRUSHED STONE - 24 Inches SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) UNCONF. COMP. STR. (tsf) DRY UNIT WT. (pcf) PL MC LL SPT N VALUE FILL - Moist Medium Dense Brown SILTY SAND w/trace Crushed Stone 2.0' Wet, Black (14) ' FILL - Wet Loose Blue/Gray SILTY SAND w/trace Crushed Stone and Organics (Free Water Noted in Jar) (8) Brown 15 Wet Medium Dense Gray SILTY SAND w/trace Sandstone Fragments (SM) COBBLES 12.5' 14.8' (30) ' Wet Medium Dense Brown/Gray SILTY SAND (SM) TTL_GEOTECH_STANDARD GPJ GINT US LAB.GDT 7/27/ Moist Medium Stiff Gray LEAN CLAY w/sand (CL) Bottom of hole at 25.0 feet. 22.0' 25.0' (16) (7)

13 CLIENT LOGGED BY NOTES KS Associates, Inc. PROJECT NUMBER DRILLING CONTRACTOR DRILLING METHOD KKC TTL Associates, Inc N 12th Street Toledo, Ohio Telephone: Fax: TTL Associates TB JP 2-1/4 in. HSA DATE STARTED 7/13/18 COMPLETED 7/13/18 CHECKED BY KCH PROJECT NAME PROJECT LOCATION RIG NO. 550 GROUND WATER LEVELS: AT TIME OF DRILLING AT END OF DRILLING 0hrs AFTER DRILLING Cleveland Bulk Terminal Cleveland, OH 8.0 ft 7.0 ft BORING NUMBER B-8 PAGE 1 OF 1 GROUND ELEVATION Backfilled w/cuttings and Bentonite Chips ELEVATION (ft) DEPTH (ft) 0 GRAPHIC LOG MATERIAL DESCRIPTION CRUSHED STONE - 36 Inches SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) UNCONF. COMP. STR. (tsf) DRY UNIT WT. (pcf) PL MC LL SPT N VALUE ' BROKEN CONCRETE - 12 Inches 4.0' FILL - Moist Very Dense Gray SILTY SAND w/concrete Fragments 1 50/4" 17 Wet, w/trace Sandstone Fragments /4" 30 >> 15 Moist Hard SANDY SILTY CLAY w/sandstone Fragments (CL/ML) 13.0' (80) ' Moist Loose Gray SILTY, CLAYEY SAND w/gravel (SC/SM) TTL_GEOTECH_STANDARD GPJ GINT US LAB.GDT 7/27/ Moist Medium Stiff Gray LEAN CLAY w/sand (CL) Bottom of hole at 25.0 feet. 22.0' 25.0' (7) (6)

14 Notes: 1. Exploratory borings were drilled on July 13, 2018, using 2¼-inch inside diameter hollowstem augers. 2. These logs are subject to the limitations, conclusions, and recommendations in the report and should not be interpreted separate from the report. 3. Unconfined Compressive Strength (tsf): = Non-Plastic NI = Not Intact leg Cleveland Bulk Terminal Cleveland Ohio.doc

15 Boring Number Sample Number Sample Interval Depth (Feet) Standard Penetration (Blows per Foot) Natural Moisture Content (% of Dry Weight) In-Place Dry Density (Pounds per Cubic Foot) Unconfined Compressive Strength (Pounds per Square Foot) Gravel Coarse Sand Medium Sand Fine Sand Silt Clay Liquid Limit Plastic Limit Plasticity Index Unified Soil Classification PROJECT: Cleveland Bulk Terminal, Cleveland, Ohio TTL Associates, Inc. PROJECT NO: TABULATION OF TEST DATA Particle Size Distribution (%) Atterberg Limits (%) B *1,500 B *1,000 ST *3, *2,000 R = Split-Spoon Refusal *Unconfined compressive strength derived from a calibrated hand penetrometer tbl Cleveland Bulk Terminal Cleveland Ohio Sheet 1 of 2

16 Boring Number Sample Number Sample Interval Depth (Feet) Standard Penetration (Blows per Foot) Natural Moisture Content (% of Dry Weight) In-Place Dry Density (Pounds per Cubic Foot) Unconfined Compressive Strength (Pounds per Square Foot) Gravel Coarse Sand Medium Sand Fine Sand Silt Clay Liquid Limit Plastic Limit Plasticity Index Unified Soil Classification PROJECT: Cleveland Bulk Terminal, Cleveland, Ohio TTL Associates, Inc. PROJECT NO: TABULATION OF TEST DATA Particle Size Distribution (%) Atterberg Limits (%) B *1,000 B R R *3, *1,000 R = Split-Spoon Refusal *Unconfined compressive strength derived from a calibrated hand penetrometer Cleveland Bulk Terminal Cleveland Ohio Sheet 2 of 2