Ohio Department of Transportation

Transcription

1 Ohio Department of Transportation SPECIFICATIONS FOR GEOTECHNICAL EXPLORATIONS July 2018

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3 TABLE OF CONTENTS SECTION 100 GENERAL INFORMATION PURPOSE OF EXPLORATION PROJECT DEVELOPMENT PROCESS EXPLORATION TASKS CONSULTANT PREQUALIFICATION REVIEW OF THE PLANS SECTION 200 GEOTECHNICAL RED FLAG SUMMARY (RETIRED) SECTION 300 RECONNAISSANCE AND PLANNING GENERAL RECONNAISSANCE Plans Roadway Structures Geohazards Office Reconnaissance Literature Search Field Reconnaissance Existing Pavements Existing Structures Embankments Drainage Landslides Bedrock Exposures Dumps Mining Soft Soils Water Crossings Land Usage Karst PLANNING General Exploration Identification Number Borings for Evaluation of Existing Pavement Subgrade (Type A) Roadway Borings (Type B) Embankment Foundations (Type B1) Cut Sections (Type B2) Sidehill Cut Sections (Type B3) Sidehill Cut-Fill Sections (Type B4) Sidehill Fill Sections on Unstable Slopes (Type B5) OHIO DEPARTMENT OF TRANSPORTATION July 2017 Specifications for Geotechnical Explorations Page i

4 303.5 Geohazard Borings (Type C) Lakes, Ponds, and Low-Lying Areas (Type C1) Peat Deposits, Compressible Soils, and Low Strength Soils (Type C2) Uncontrolled Fills, Waste Pits, and Reclaimed Surface Mines (Type C3) Underground Mines (Type C4) Landslides (Type C5) Rockfall (Type C6) Karst (Type C7) Proposed Underground Utilities (Type D) Structure Borings (Type E) Bridges (Type E1) Culverts (Type E2) Retaining Walls (Type E3) Noise Barrier (Type E4) High Mast Lighting Towers (Type E5) Buildings and Salt Domes (Type E6) METHOD OF PAYMENT SECTION 400 BORING, SAMPLING, AND FIELD TESTING GENERAL Schedule of Borings Inspection and Supervision Field Location of Test Borings Access Permits Underground Installations Operation on Navigable Waters Stream Gauges False Starts Abandoned Borings Cave-ins and Voids Hazardous and Toxic Materials Damage to Property Traffic Maintenance Ground Water Determination METHODS OF ADVANCING BORINGS Hand Operated Equipment Hand Auger Mechanical Auger Peat Sampler Other Rotary Drilling Continuous Flight Solid Stem Augers Hollow Stem Augers July 2017 Page ii OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

5 Cased (Concentric) Boring Rotary Wash (Mud) Drilling Other Boring Methods TYPES AND METHODS OF SAMPLING Disturbed Samples Undisturbed Samples Thin-walled (Shelby) Tube Sampler Piston Sampler Other Undisturbed Samplers Coring of Rock STANDARD PENETRATION TESTING (SPT) CALIBRATION General Calibration Testing Determination of N 60 Value SIZE, IDENTIFICATION, PRESERVATION, HANDLING, AND STORAGE OF SAMPLES General Standard Penetration Samples Other Disturbed Samples Undisturbed Samples Rock Cores FIELD TESTS Test Pits Cone Penetration Test Dynamic Cone Penetration Test Pressuremeter Test Vane Shear Test Flat Plate Dilatometer Test Geophysical Testing Subsurface Void Imaging SEALING OR BACKFILLING OF BORINGS Backfilling Borings Sealing Borings Bentonite Chips or Pellets (BCP) High Solids Content Bentonite Grout (HSB) Neat Portland Cement Group (PC) Cement Bentonite Grout (C/B) Grout Placement Special Conditions Body of Water Voids Flowing Artesian Conditions CORING AND PATCHING OF BRIDGE DECKS FIELD BORING LOGS AND OTHER RECORDS OHIO DEPARTMENT OF TRANSPORTATION July 2017 Specifications for Geotechnical Explorations Page iii

6 409.1 Field Boring Logs Field Boring Log Heading Field Boring Log Data Rock Core Photograph Field Test Pit Log Field Test Pit Log Heading Field Test Pit Log Data METHOD OF PAYMENT SECTION 500 INSTRUMENTATION TYPES OF INSTRUMENTATION Monitoring Wells Open Standpipe Piezometers Inclinometers TDR Cable Other Instrumentation MONITORING WELLS/PIEZOMETERS Materials Riser Pipe Well Screen Bottom Cap Top Cap Filter Pack Bentonite Seal Grout Protector Cover Boring Construction and Preparation Boring Construction Diameter of Annulus Determining Well Interval Depth of Boring Standard Installation Initial Filter Pack Placement Instrument Construction Filter Pack Bentonite Seal Grout Protector Cover Installation Report Development Bedrock Installation Special Installations Permeability/Permissivity Multiple Installations July 2017 Page iv OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

7 INCLINOMETERS Materials Inclinometer Casing Bottom Cap Top Cap Bentonite/Cement Grout Protector Cover Boring Construction and Preparation Installation Initial Grout Placement Inclinometer Casing Bentonite/Cement Grout Protector Cover Installation Report PROTECTOR COVERS Materials Above-Ground Protector Cover Flush-Mounted Protector Cover Portland Cement Concrete Padlock Installation Above-Ground Protector Cover Flush-Mounted Protector METHOD OF PAYMENT SECTION 600 LABORATORY TESTING GENERAL VISUAL DESCRIPTION OF SOILS Compactness or Consistency Non-Cohesive Soils Cohesive Soils Color Components Silt Clay Identification of Components Organics in Soils Except Peat Peat Soils Gravel and Stone fragments Modifiers of Components Supplementary Descriptive Terms Water Content SOIL CLASSIFICATION ODOT Soil Classification Method OHIO DEPARTMENT OF TRANSPORTATION July 2017 Specifications for Geotechnical Explorations Page v

8 603.2 Testing Requirements Modifications to Test Methods Organic Content by Loss on Ignition Particle-Size Analysis Plastic Limit and Plasticity Index Liquid Limit Organic Silts and Clays Granular and Silt-Clay Soils Containing Organics Peat Soils Sulfate Content in Soils STRENGTH AND CONSOLIDATION TESTING OF SOILS Laboratory Strength and Consolidation Test Methods Index Strength Tests Other Tests BEDROCK DESCRIPTION General Bedrock Type Color Weathering Relative Strength Texture Bedding Descriptors Discontinuities Description Utilizing Modified RMR Description Utilizing GSI Rock Quality Designation (RQD) Core Recovery TESTING OF ROCK Test Methods Other Tests METHOD OF PAYMENT SECTION 700 GEOTECHNICAL EXPLORATION REPORTS GENERAL SOIL PROFILE Form of Presentation Scale Cover Sheet General Information Legend Location Map Index of Sheets Index of Bridges July 2017 Page vi OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

9 Testing for Scour Analysis Summary of Soil Test Data Presentation of Undisturbed Test Results Presentation of Surface Data Existing Surface Features Proposed Construction Exploration Locations Notes Surface Contours Cross Section Index Presentation of Subsurface Data Profile View Cross Sections Graphical Boring Logs and Bedrock Exposures Boring Logs STRUCTURE FOUNDATION EXPLORATION Cover Sheet Plan and Profile Boring Logs Heading Boring Information Presentation of Undisturbed Test Results GEOHAZARD EXPLORATION REPORT OF GEOTECHNICAL EXPLORATION, FINDINGS AND RECOMMENDATIONS Report Title Executive Summary Introduction Geology and Observations of the Project Exploration Findings Analyses and Recommendations Preliminary Geotechnical Exploration Subgrade Exploration Roadway Exploration Structure Foundation Exploration Geohazard Exploration Appendices Boring Plan Boring Logs Undisturbed Test Data Calculations METHOD OF PAYMENT OHIO DEPARTMENT OF TRANSPORTATION July 2017 Specifications for Geotechnical Explorations Page vii

10 SECTION 800 PROPOSAL AND INVOICE PROPOSAL INVOICE July 2017 Page viii OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

11 SECTION 100 GENERAL INFORMATION PURPOSE OF EXPLORATION The purpose of the geotechnical exploration is to provide geotechnical-related surface and subsurface information necessary for the planning, design, and construction of the project. PROJECT DEVELOPMENT PROCESS The ODOT Project Development Process (PDP) is a phased approach to developing a transportation project from concept to completion. The PDP classifies transportation projects into one of five paths, based on the complexity of the project work. An overview of the entire PDP is contained in the Project Development Process Manual. Geotechnical design review submissions are detailed in Section 700 of this manual. The Project Initiation Package (PIP) is intended to provide a summary or overview of potential issues and concerns that could create major scope, schedule, or cost issues during project development. Knowing about and avoiding problematic issues will save time and money. The PIP is produced early in the Planning Phase by the ODOT District Staff and is required for projects following Paths 2-5. EXPLORATION TASKS The extent of exploration is limited to the acquisition of geotechnical data for geotechnical conditions and properties that affect the plans, designs, and construction of ODOT transportation projects, or existing ODOT transportation infrastructure and associated appurtenances. The geotechnical exploration is comprised of four primary tasks and applies to roadway, bridges, retaining walls, miscellaneous structures, and geohazards. The exploration of geohazards is limited to only those conditions warranted, which could affect ODOT transportation plans, designs, construction or existing infrastructure assets. For some projects, some of these tasks may need to be performed on a preliminary basis for planning purposes. The four tasks are as follows: Reconnaissance and Planning Boring, Sampling, and Field Testing Laboratory Testing Geotechnical Exploration Report For guidance on performing some of these tasks and geotechnical analyses, please refer to Geotechnical Bulletins and other manuals prepared by the Office of Geotechnical Engineering, and found at CONSULTANT PREQUALIFICATION ODOT maintains prequalification requirements for geotechnical engineering laboratories, field exploration services, drilling inspection services, and the performance of geotechnical engineering services. Prequalification requirements are set out in the ODOT Consultant Prequalification Requirements and Procedures, which can be viewed at The ODOT Specifications for Consulting Services stipulates that consultants must be prequalified to perform OHIO DEPARTMENT OF TRANSPORTATION July 2014 Specifications for Geotechnical Explorations Page 1-1

12 these services, and further states that these services cannot be subcontracted to a non-prequalified firm. On local government projects that utilize federal funds, ODOT requires consultants hired by local governments be prequalified. REVIEW OF THE PLANS The consultant will ensure any plans submitted to ODOT for review according to the ODOT staged review process are reviewed by the registered engineer(s) responsible for preparation of the Geotechnical Exploration Report prior to submittal to ODOT. The responsible registered engineer will provide a signed statement certifying the review was conducted. July 2014 Page 1-2 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

13 SECTION 200 GEOTECHNICAL RED FLAG SUMMARY (RETIRED) Section has been retired. Information on resources for geotechnical information can be found in Section OHIO DEPARTMENT OF TRANSPORTATION July 2014 Specifications for Geotechnical Explorations Page 2-1

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15 SECTION 300 RECONNAISSANCE AND PLANNING GENERAL Geotechnical exploration and testing programs should be planned together and should specifically characterize the geotechnical conditions for anticipated project needs. As such, prior to planning the exploration and testing programs for a specific project, the anticipated engineering parameters necessary for design and construction should be identified to the fullest extent practicable, and the scope of exploration, sampling, and testing should be estimated. During the exploration and testing programs, the resulting information should be compared for consistency with those conditions previously speculated, and reconciled. If subsequent exploration and testing results are not consistent with the developing model of subsurface conditions, then further exploration and testing will be needed to reconcile those differences and adjust the model of subsurface conditions accordingly. The reliability of the parameters and resolution of subsurface conditions will be directly influenced by the exploration, sampling and testing methods employed, quality of workmanship, and the frequency, locations, and depths explored. Please refer to Figure RECONNAISSANCE The reconnaissance consists of studying the visible site conditions, site history, and the soil and geologic conditions for the design of the proposed work and establishing tentative types, locations and depths of exploratory methods for the subsurface exploration, with respect to project needs. Additional reconnaissance may be needed as unknown geologic and geotechnical conditions are encountered during the project development Plans Review all available design plans for the project. Projects are planned in steps, recognizing that unknown geologic and geotechnical conditions will be encountered and defined during planning level site reconnaissance and exploration. Maintain a close liaison with the transportation system planners, dealing with developing findings. Begin coordination during concept development and continue through the Project Development Process. Plans necessary prior to commencement of the subsurface exploration reconnaissance are as follows: Roadway Plans for the roadway showing: Topography of the site the proposed alignment Centerline or baseline ground profile Proposed grade Typical sections General cross sections in sidehill areas and critical foundation areas General location map of the project referenced to existing roads and streets OHIO DEPARTMENT OF TRANSPORTATION January 2016 Specifications for Geotechnical Explorations Page 3-1

16 Figure Soil and rock property selection flowchart (FHWA-IF , page 5) July 2018 Page 3-2 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

17 Proposed drainage features (e.g. culverts, channels/ditches, drop inlets/outlets, etc.) Structures Plans for bridges, retaining walls, and other structures showing: Topography of the site Plan view of structure showing proposed alignment and the location of proposed foundations A general location map showing the structure location with respect to existing roads and streets Geohazards Plans for remediation of geohazards, including landslides, rockfall, mines, and karst, are typically developed after the subsurface exploration. Perform a complete survey of the site, including topography and location of roadway and geohazard features, as soon in the planning process as possible. Depict this survey on a stationed plan view and closely spaced cross sections Office Reconnaissance Review the Project Initiation Package (PIP) prepared for the project. In addition, consider all of the resources listed in Section as part of the office reconnaissance. The level of effort expended on this review is established by the size and complexity of the project. However, regardless of the size of a project, some review must take place prior to the field reconnaissance Literature Search Conduct a literature search of the soil and geologic conditions of the project. Provide a comprehensive review of all existing information available for the study area. Much of this information is available electronically, and can be readily incorporated into base mapping for presentation. It is assumed, based on the project type, that not all reference materials listed herein may be applicable for use. Consider the following resources, but do not limit the search to only these: a) Information from ODOT Plan views, profiles, and cross-sections of previous projects Construction diaries and inspection reports Documented changes to the plans during construction activities (e.g., slope, spring drains) Maintenance records OHIO DEPARTMENT OF TRANSPORTATION January 2016 Specifications for Geotechnical Explorations Page 3-3

18 Boring logs, soil profiles, structure foundation exploration plans or other project related documents on file with the Office of Geotechnical Engineering (can be obtained at or the District Environmental subsurface explorations on record with the Office of Environmental Engineering or the District History and occurrence of landslides History and occurrence of rockfalls Pile driving records from the respective District or from the Office of Structural Engineering b) ODNR Division of Geological Survey Boring logs on file Measured geologic sections Bedrock Geology Maps Bedrock Topography Maps Bedrock Structure Maps Geologic Map of Ohio Quaternary Geology of Ohio Known and Probable Karst in Ohio Bulletins Information Circulars Report of Investigations Location and information on underground mines Location and characteristics of karst features Landslide Maps c) ODNR Division of Mineral Resource Management Applications and permits files for surface mines (coal & industrial mineral) Active, reclaimed or abandoned surface mines Abandoned Mine Land (AML) sites Emergency Projects July 2018 Page 3-4 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

19 d) ODNR Division of Soil & Water Water well logs Soil Surveys Ohio Wetland Inventory Maps National Wetland Inventory Maps Maps Identifying the presence of lake bed sediments, organic soils or peat deposits e) Other Sources Aerial photographs Satellite imagery USGS quadrangles USGS publications and files City and County Engineers Academia with engineering or geology programs USGS Open File Map Series # Landslides and Related Features Field Reconnaissance Observe the following features during the field reconnaissance. Record GPS coordinates of all notable features see Section Existing Pavements Identify and document the condition of existing pavements, noting the locations of wet or pumping subgrade or poorly performing pavement Existing Structures Identify and document the condition of existing structures, noting signs of distress and the impact of any existing structure on the exploration or the proposed construction Embankments Identify and document the condition of existing embankments, noting evidence of either general or differential settlement, erosion, localized sags, or slope failures Drainage Identify and document the general drainage capability of soils, the location of springs and seeps, and the extent of poorly drained areas, wetlands, swamps, bogs, and ponds. Identify OHIO DEPARTMENT OF TRANSPORTATION January 2016 Specifications for Geotechnical Explorations Page 3-5

20 and document the condition and functionality of existing drainage features and systems relative to performance of geotechnical structures and earthwork Landslides Identify and document evidence of dormant or active landslides, their locations and limits, and landslide topography in general. Note all surface cracks, scarps, toe bulges, and other indications of landslide activity Bedrock Exposures Identify and document the limits of bedrock exposures and the types and vertical intervals of bedrock exposed. If possible, note the strike and dip of the bedrock. Note rock fall hazards along existing alignments Dumps Identify and document the limits and general composition of rubbish, debris, and other waste fills or waste pits. If during reconnaissance, any materials such as, but not limited to, drums, tanks, or stained earth or any unusual odors are encountered, discontinue geotechnical exploration work and notify the District Geotechnical Engineer immediately. The site will be considered to contain hazardous or toxic material and must be handled in accordance with ODOT policy Mining Identify and document the limits and status of surface or underground mining, quarrying, reclaimed areas, or other excavation operations. Note any evidence of mining operations, spoil piles, mine water discharge, and possible mine subsidence features. Refer to the ODOT Manual for Abandoned Underground Mine Inventory and Risk Assessment for additional guidance Soft Soils Identify and document the limits of compressible or low strength soil, such as peat or soft clay that will affect settlement, embankment stability or foundation support Water Crossings Identify and document the condition of foundations of existing structures, noting any settlement, scour, streambed and bank composition, and channel migration. Contact the District Bridge Engineer for bridge inspection information Land Usage Identify and document the current land usage. Categories of land usage include but are not limited to cultivated, wooded, pasture, residential, commercial, and industrial Karst Identify and document ground surface features that may be related to karst formations, for karst prone areas. July 2018 Page 3-6 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

21 PLANNING General For ODOT projects, a typical geotechnical exploration includes drilled borings. Therefore, references made in this specification for the development of a geotechnical exploration program are for a drilled boring program, except as noted. Other methods of subsurface exploration are available, as discussed in Section 400, and may provide useful and efficient design data in conjunction with or in place of borings. Contact the District Geotechnical Engineer for review and approval of any geotechnical exploration program that utilizes a method other than borings. Planning of a geotechnical exploration program cannot be prescribed by simple guidelines to fit all conditions. However, follow the guidelines given in this section whenever practical. Evaluate a project considering its specific geological conditions, the proposed work, and existing subsurface information. Selectively locate borings for development of maximum subsurface information, using a minimum number of borings to achieve that end. Also consider topography, geologic origin of materials, surface manifestation of soil conditions, and any special design considerations when determining the spacing and depth of the borings. Locate the borings to provide adequate overhead clearance for equipment, adequate clearance of underground utilities, minimum damage to private property, and minimum disruption of traffic, without compromising the quality of the geotechnical data. When office reconnaissance discloses historic geotechnical exploration(s), utilize this information to the fullest extent possible. As subsurface information becomes available during progression of the boring and sampling program or if the alignment or locations of the roadway or structures change during the project development, review the locations of the borings; consider increasing or decreasing the number of borings initially considered or moving borings to more strategic locations. If during the planning stage, any materials such as, but not limited to, drums, tanks, or stained earth or any unusual odors are encountered, discontinue geotechnical exploration work and notify the District Geotechnical Engineer immediately. The site will be considered to contain hazardous or toxic material and must be handled in accordance with ODOT policy. All references to blow counts for determination of boring depths refer to the N 60 value see Section 404. All boring plans must be submitted to the District Geotechnical Engineer and approved before beginning the boring, sampling, and field testing task. Submit a scaled boring plan, showing all project and historic borings, and a schedule of borings in tabular format. In the schedule of borings, present the following information for each boring: exploration identification number location by station and offset estimated amount of rock and soil. Also show the total of each for the entire program. OHIO DEPARTMENT OF TRANSPORTATION January 2016 Specifications for Geotechnical Explorations Page 3-7

22 303.2 Exploration Identification Number Survey and record all exploration (borings, probes, test pits, etc.) locations according to the ODOT Survey & Mapping Specifications. See Survey & Mapping Specifications Section 300 for Datum and Coordinate Systems and Section 400 for precision requirements. Determine the station and offset of all explorations. For geotechnical documents and reports, report exploration locations in geographic coordinates (Latitude and Longitude) shown as decimal degrees to six decimal places. Report all stations and offsets to the whole foot and elevations to one decimal place. Assign each exploration with an identification number, unique within a project, according to the following format: X-ZZZ-W-YY, where: X designates the method of geotechnical exploration, using: B Drilled boring C Static cone D Dynamic cone T Test pit H Hand auger X Other Use ZZZ and W to identify an exploration location within a particular geotechnical exploration program. The primary set of numbers, ZZZ, begins at 001 for each project and continues consecutively in the cardinal direction. Show all three digits, including leading zeroes. The secondary number, W, designates explorations located between, or offset from, consecutively numbered explorations. For the first exploration with a particular primary number, assign the number zero for W. Use the numbers 1 through 9 for W for additional explorations offset from the first or located between consecutively number explorations. For example, explorations located between B and B are designated B-005-1, B-005-2, etc. Use YY to designate the year that the geotechnical exploration program began. Note that this is not necessarily the year that the exploration was performed. A boring planned in 2007 but drilled in 2008 will use 07, such as B The numbers YY may be used to distinguish between different phases of geotechnical exploration performed several years apart. Do not repeat primary and secondary combinations. For example, B and C should not exist on the same project. Instead use B and C or C For another example, B and B , drilled as part of different phases of geotechnical exploration, should not exist on the same project. Instead use B and B (if the latter boring was drilled between explorations 4 and 5). Either W or YY or both may be omitted in references to the explorations, such as in reports or drawings, so long as the omission will not cause any confusion. If omitted, W is assumed to be zero and YY is assumed to be the year of the current geotechnical exploration program. July 2018 Page 3-8 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

23 For example: Exploration Identification Number: B A drilled boring located between explorations 14 and 15. geotechnical exploration program planned in Part of a Exploration Identification Number: T-004 A test pit that was performed as part of the current geotechnical exploration program. When referring to historic explorations that did not use the above identification scheme, assign an exploration identification number that is similar to the original identification number, using the following guidelines and examples. Use the first letter of the original exploration identification for X and the original number for ZZZ. If the original exploration identification number includes a secondary letter after the primary number, such as B-3A, use the secondary letter for W (for example, B-003-A), otherwise use zero for W. Use the year of the geotechnical exploration program for YY. The year the exploration was performed may be used for YY if the year the project was planned is not known. When assigning exploration identification numbers to historic explorations, duplicate numbers are acceptable, so long as the first letter, X, is different. For example, R and S may exist on the same project. Table Examples of Exploration Identification Numbers For Historic Explorations. Original Year of New Exploration Boring Original Identification Number Identification Boring B B S-5B 1969 S-005-B-69 B-24A 1997 B-024-A-97 P P EB E NB N Borings for Evaluation of Existing Pavement Subgrade (Type A) For projects involving rehabilitation or widening of existing pavement, and where the proposed subgrade will not vary from existing subgrade by more than 3.0 feet (1 meter), locate borings based on the proposed pavement work as follows: a) If the proposed pavement work consists of replacing or rubblizing the existing pavement only, drill 100 percent of the borings through the existing pavement. OHIO DEPARTMENT OF TRANSPORTATION January 2016 Specifications for Geotechnical Explorations Page 3-9

24 b) If the proposed pavement work involves adding a lane, along with replacing or rubblizing the existing pavement, drill 50 percent of the borings through the existing pavement and 50 percent of the borings in the planned widened area. c) If the proposed pavement work involves adding a lane without replacing or rubblizing the existing pavement, drill 100 percent of the borings in the planned widened area. Where subsurface conditions are considered uniform, space the borings a maximum of 400 feet (120 meters) apart, including one boring at the beginning of the project and one boring at the end of the project. Place borings closer than 400 feet as necessary to identify non-uniform or problematic conditions. Offset borings from the centerline or baseline as needed to obtain representative samples of the subgrade that will be encountered during construction. Locate borings to explore poorly performing pavements and the presence of wet or soft subgrade conditions when field reconnaissance indicates their potential existence. Do not rely solely on historic borings to evaluate subgrade conditions. Extend borings 6 feet (2 meters) below proposed top of subgrade or below existing grade, whichever is lower in elevation. Extend borings through any soft or loose soil into stiff or medium dense soil. Perform continuous Standard Penetration Test sampling for the 6-foot (2-meter) interval immediately below proposed top of subgrade. Mainline borings drilled through the pavement may be used to represent the shoulder subgrade when evaluating shoulders for maintenance of traffic Roadway Borings (Type B) For projects involving a new horizontal alignment or where the existing vertical alignment will change by more than 3.0 feet, locate borings as near as practical to the centerline or baseline of the proposed roadway except where surface or subsurface conditions disclose variable conditions. Locate borings to disclose the nature of subsurface materials at the deepest points of cuts, areas of transition from cut to fill, and foundation areas beneath the points of highest embankment. Where subsurface conditions are considered uniform, space the borings a maximum of 400 feet (120 meters) apart, including one boring at the beginning of the project and one boring at the end of the project. Place borings closer than 400 feet as necessary to identify non-uniform or problematic conditions. Consider all the proposed routes and ramps of the project, utilizing boring locations that contribute to more than one alignment whenever possible. Extend borings to a depth of 10 feet (3 meters) below proposed grade or existing ground surface, whichever is lower in elevation, unless bedrock is encountered at a shallower depth or unless noted otherwise. In areas where soft or loose soils are encountered, extend the borings 5 feet (1.5 meters) into stiff or medium dense soils, with a minimum boring depth of 10 feet (3 meters), or to bedrock, whichever is encountered first. Perform Standard Penetration Test sampling at 2.5-foot (0.75 meter) intervals unless noted otherwise. Obtain representative undisturbed samples when appropriate. July 2018 Page 3-10 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

25 Embankment Foundations (Type B1) Determine the maximum height of embankment by measuring vertically from the existing ground line to the proposed ground line. Locate borings to disclose the nature of subsurface materials beneath the points of highest embankment. Where weak or compressible soils are encountered and stability or settlement problems are anticipated, locate borings transverse to centerline or baseline, as required to establish the lateral extent of such conditions beneath the full width of the proposed embankment. Obtain additional borings along the alignment to define the problem limits as necessary. At bridges, the abutment borings may be used to explore the approach embankment foundations. Extend borings to a minimum depth equal to the height of the embankment or 10 feet, whichever is greater, of which the last 10 feet (3.0 meters) must be in stiff or medium dense soils. Terminate the boring if bedrock is encountered. Obtain samples at maximum 5-foot (1.5 meter) intervals below 20 feet (6 meters) Cut Sections (Type B2) Determine the maximum depth of cut by measuring vertically from the existing ground line to the proposed ground line. Locate borings to disclose the nature of subsurface materials at the deepest points of cuts. Locate a minimum of one boring on centerline or baseline where the depth of cut is relatively uniform in the cross section. Obtain offset borings if soft or wet soils are encountered and stability of the cut slopes is a concern. Extend borings in stiff or medium dense soil to a minimum depth of 10 feet (3 meters) below the proposed grade. In cut sections involving bedrock, core bedrock to a depth of 10 feet (3 meters) below the proposed excavation at maximum intervals of 1000 feet (300 meters). These borings will typically be located at the back of the ditch line at the points of deepest cut. Where major changes in the geology or lithology occur, reduce the interval to establish the limits of these changes. Keep in mind that more severely weathered and deteriorated rock conditions are typically encountered on the sides and ends of a hill as compared to the middle. Keep the amount of rock core utilized in developing the stratigraphic column of bedrock to a minimum. Supplement borings that core bedrock with soil borings that extend to the top of bedrock spaced a maximum of 400 feet (120 meters) apart, in order to develop the elevation of the bedrock surface and the nature of the soil overburden throughout the cut. Complete mapping of all bedrock exposures within the project limits to augment the proposed boring plan Sidehill Cut Sections (Type B3) Where the slope and the thickness of soil overburden are relatively uniform in the cross section, and the depth of cut is significantly greater on one side of centerline or baseline than on the other, locate borings as follows: a) Locate one boring in the back of the proposed ditch line area on the uphill side. Locate an additional boring on the uphill side, at a point where it is anticipated the OHIO DEPARTMENT OF TRANSPORTATION January 2016 Specifications for Geotechnical Explorations Page 3-11

26 backslope will intersect the ground line. If the horizontal distance between borings is inadequate to define subsurface conditions, or in the case where irregular slope, talus, or residual cover is encountered, obtain one or more intermediate borings as necessary. Extend upper borings to depths sufficient to vertically overlap the adjacent lower boring by at least 10 feet (3 meters). Where the depth of cut exceeds 35 feet (10 meters) with at least half the interval anticipated being through bedrock, extend the upper borings to depths sufficient to provide at least 10 feet (3 meters) of vertical overlap in bedrock between adjacent borings. b) Where the slope is irregular or the overburden is estimated to be non-uniform in thickness, obtain additional borings on the downhill side in the proposed ditch line area. c) Obtain additional borings as necessary to determine the profile of top of bedrock or variability of soil type. Figure Example boring layout in cross section for sidehill cut section Sidehill Cut-Fill Sections (Type B4) Where the slope and the thickness of soil overburden are relatively uniform in the cross section, and where one side of the centerline or baseline requires excavation and the other side requires fill, locate borings as follows: a) Where the depth of cut exceeds 10 feet (3 meters), regardless of the embankment height, locate and drill borings according to Section to explore the cut. July 2018 Page 3-12 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

27 b) Where the maximum height of embankment at the outer edge of shoulder is 5 feet (1.5 meters) or less, obtain one boring on the centerline or baseline, in addition to any borings drilled in the cut section. c) Where the maximum height of embankment is between 5 and 10 feet (1.5 and 3 meters), obtain one boring at the outer edge of shoulder in the embankment section, in addition to any borings drilled in the cut section. d) Where the maximum height of embankment exceeds 10 feet (3 meters), locate the borings in the embankment section according to Section , in addition to any borings drilled in the cut section Sidehill Fill Sections on Unstable Slopes (Type B5) Where embankment fill will be placed on slopes with signs of sloughing or sliding, obtain a minimum of two borings on the downhill side. Locate one boring at the point where a 1:1 slope from the proposed pavement edge intercepts the ground line, and locate the other where the proposed embankment slope intercepts the ground line. If the horizontal distance between borings is inadequate to define subsurface conditions, or in the case where irregular slope, talus, or residual cover is encountered, obtain one or more intermediate borings. Extend borings 10 feet (3 meters) into stiff or medium dense soils below what is considered to be unstable material. Where bedrock is at a shallow depth, extend the lower borings to a depth of 10 feet (3 meters) into bedrock and extend the upper borings to depths as required to define a complete stratigraphic column continuous with the bedrock penetrated by the lower boring. Figure Example boring layout in cross section for sidehill fill greater than 10 feet and sidehill fill on unstable slope Geohazard Borings (Type C) Locate borings within the limits of known or suspected geohazards to identify the vertical and lateral extents of the problematic condition(s). Additional borings may be drilled immediately outside the geohazard limits to confirm the lateral extent. Boring locations, spacings, and depths must be OHIO DEPARTMENT OF TRANSPORTATION January 2016 Specifications for Geotechnical Explorations Page 3-13

28 determined based on the known or suspected conditions of the geohazard, subsequent to field and office reconnaissance. Consider other exploratory methods as detailed in Section 406, where appropriate. Perform continuous Standard Penetration Test sampling unless noted otherwise. Obtain representative undisturbed samples where appropriate Lakes, Ponds, and Low-Lying Areas (Type C1) Identify lakes, ponds, and low-lying areas where wet surface soils occur, where wetland or swamp conditions exist, or where no functioning drainage outlet can be observed. Determine the depth of lakes and ponds and the thickness of muck. Determine the thickness of soft surface soils in wetlands and low-lying wet areas. Methods of disturbed sampling other than Standard Penetration Test and undisturbed sampling may be considered. Comply with applicable regulations related to wetlands Peat Deposits, Compressible Soils, and Low Strength Soils (Type C2) Locate borings to identify the vertical and lateral extents of areas of peat deposits, compressible soils, and low strength soils, where significant consolidation or danger of shear failure is considered possible. Consider geophysical or cone penetrometer testing to replace borings to the extent that it is cost effective. See Section 406 for additional information regarding other exploratory methods Uncontrolled Fills, Waste Pits, and Reclaimed Surface Mines (Type C3) Locate borings within the limits of uncontrolled fills, waste pits, and reclaimed surface mines to determine the composition and extent of the fill and character of the underlying natural soils. Locate borings transverse to centerline or baseline as required to establish the lateral extent of such conditions beneath the full width of the proposed embankment. Extend borings through rubbish, debris, scrap, waste materials, clean fill soils, or other artificial fill materials, through underlying soft soils, and into stiff or medium dense soils or bedrock. Comply with all environmental regulations Underground Mines (Type C4) Where the roadway crosses areas of known or possible underground mining, locate borings transverse to centerline or baseline as necessary to establish the lateral extent of mining conditions. Consider surface features, geology, and mine records in determining boring locations. Use geophysical techniques, where appropriate, with drilling, as part of a comprehensive exploration program. Each program exploring underground mines must be tailored for the specific project and site conditions. Contact the District Geotechnical Engineer when mined conditions are anticipated or encountered. For a preliminary boring program, extend borings to 5 to 20 feet (1.5 to 6 meters) below the lowest known mined interval. Obtain enough information to determine the presence or absence of minable seams and voids, to define the vertical and lateral extent of the seam including its strike and dip, to determine mining impacts, and to determine the phreatic water surface and water quality of each minable seam. July 2018 Page 3-14 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

29 Additional borings may be needed to explore voids or other anomalies encountered in the preliminary borings. For subsequent explorations, extend borings to 5 feet (1.5 meters) below the lowest known mined interval. Use angled borings, if necessary, when exploring shafts or other slope entries or consider geophysical techniques. Refer to the ODOT Manual for Abandoned Underground Mine Inventory and Risk Assessment for additional guidance Landslides (Type C5) Locate borings within the top, middle and bottom of the landslide area, or as near to these locations as practical. Obtain additional offset and longitudinal borings to define the landslide limits and the bedrock surface as necessary, considering the anticipated remediation. Extend borings through overburden soils and into bedrock. If bedrock is known to be very deep, extend the borings at least 30 feet below the estimated failure surface. If bedrock is encountered, sample a minimum of 10 feet of bedrock at each boring location. Adjust boring spacing and location, bedrock coring, and boring depth per Section if the landslide repair will involve a retaining wall. Figure Example boring plan for a landslide exploration Rockfall (Type C6) Refer to Section with the exception that the mapping of existing bedrock exposures becomes the primary method of exploration with the proposed boring plan used to augment the mapping Karst (Type C7) Subsurface karst features are best explored using both boring and geophysical testing methods. Contact the District Geotechnical Engineer if karst features are suspected. OHIO DEPARTMENT OF TRANSPORTATION January 2016 Specifications for Geotechnical Explorations Page 3-15

30 303.6 Proposed Underground Utilities (Type D) Locate borings as near as practical to the centerline of proposed underground utilities to disclose the nature of subsurface materials and determine whether the required excavation will be in soil or bedrock. Where subsurface conditions are considered uniform, space the borings a maximum of 600 feet (180 meters) apart, including one boring at the beginning of the excavation and one boring at the end of the excavation. Place borings closer than 600 feet as necessary to identify non-uniform or problematic conditions. Extend borings to a depth of 3 feet (one meter) below the depth of any proposed underground utilities. Drill borings deeper if significant sheeting or shoring is required. Perform Standard Penetration Test sampling at maximum 5.0-foot (1.5-meter) intervals. Obtain representative undisturbed samples when appropriate Structure Borings (Type E) Locate borings within the limits of the proposed substructure elements. Locate borings initially to provide adequate information for the design of the complete substructure unit. If the initial data does not reveal sufficient information to define the subsurface conditions relative to structural support and performance, or if the structure location or concept is changed, obtain additional borings. Exceptions to the boring depths specified in this section may be made if the size and type of structure or subsurface conditions warrant. Extend borings through any unsuitable or questionable foundation materials into stiff or medium dense soil or into bedrock to sufficient depth where the loads imposed by the structure do not significantly affect settlement. As a general rule, carry borings to such depths that the net increase in soil stress under the load of the structure is less than 10 percent of the effective soil stress at that depth, unless hard or dense soils or bedrock are encountered first. Unless noted otherwise, obtain samples in structure borings at 2.5-foot (0.75-meter) intervals to a depth 20 feet (6 meters) below the proposed footing elevation. Obtain samples below this depth at maximum 5-foot (1.5 meter) intervals. For foundation elements subject to scour, obtain continuous samples for particle-size analysis from the approximate elevation of the channel bottom to a depth 6 feet (2 meters) below the channel bottom. Where bedrock is exposed within or near the limits of the proposed structure, determine the bedrock surface elevation and the horizontal and vertical limits of the exposed bedrock by survey methods. Determine the type of bedrock by visual inspection at the site of the exposure Bridges (Type E1) Obtain a minimum of one boring for each substructure unit. For substructure units over 100 feet (30 meters) in width, obtain a minimum of two borings. Consider twin parallel structures as one structure, unless site conditions dictate that they should be considered as individual structures. If the initial data does not reveal sufficient information to define the subsurface July 2018 Page 3-16 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

31 conditions, obtain additional borings. Where the bedrock surface varies significantly, additional borings may be required to adequately define the subsurface conditions. Extend borings for bridges in soil through soft or loose soil and 30 feet (10 meters) into hard or dense soils requiring not less than 30 blows per foot (30 blows per 300 millimeters). Extend borings in soil to depths not less than 30 feet (10 meters) but no greater than 100 feet (30 meters) below the proposed footing elevation. Where bedrock is encountered above the proposed footing elevation, core bedrock to a depth of 5 feet (1.5 meters) below the proposed footing elevation. Where bedrock is encountered below the proposed footing elevation, core a minimum of 10 feet (3 meters) of bedrock. Core additional (deeper) bedrock if drilled shafts are being considered Culverts (Type E2) a) (Type E2a) For three-sided culverts, and pipe culverts or box culverts with a planned diameter or span greater than 10 feet (3 meters), obtain two borings at opposite corners, one each near the proposed inlet and outlet. Extend borings through soft or loose soil and 20 feet (6 meters) into soils requiring not less than 20 blows per foot (20 blows per 300 millimeters). Extend borings in soil to a minimum depth of 30 feet (9 meters) below the bottom of the culvert, or 5 feet (1.5 meters) into bedrock, whichever is less. Scour sampling and testing are not required for pipe culverts and box culverts. b) (Type E2b) For pipe culverts or box culverts with a planned diameter or span less than 10 feet (3 meters) and planned full height headwalls, locate embankment borings at the proposed culvert to define the subsurface conditions. No additional borings are required. If no embankment borings are planned, such as for a culvert replacement, obtain two borings at opposite corners, one each near the proposed inlet and outlet, each to a depth of 20 feet below the invert elevation of the culvert or to auger refusal on bedrock, whichever is shallower. If auger refusal is encountered above the stream bed, core bedrock to the elevation of the stream bed. Scour sampling and testing are not required for pipe culverts and box culverts. Do not drill borings for a culvert with planned half-height headwalls or a pipe culvert with a planned diameter less than 5 feet (1.5 meters). c) (Type E2c) For culverts of any size that will be bored and jacked or tunneled, obtain a minimum of two borings, one each near the proposed inlet and outlet. Obtain additional borings as needed to define all materials to be penetrated by boring and jacking or tunneling Retaining Walls (Type E3) Obtain borings for retaining walls along the proposed wall alignment. Obtain a minimum of one boring for each retaining wall. For walls over 100 feet (30 meters) in length, obtain a minimum of two borings. For walls over 300 feet (90 meters) in length, space borings a OHIO DEPARTMENT OF TRANSPORTATION January 2016 Specifications for Geotechnical Explorations Page 3-17

32 maximum of 150 feet (50 meters) apart. Obtain additional borings as required for stability considerations for walls above or below slopes. Where two retaining walls will be placed back-to-back within 100 feet (30 meters) of each other, such as an elevated ramp, alternate the boring locations between the two walls and space the borings approximately 150 feet (50 meters) apart. a) (Type E3a) For retaining walls 7.5 feet (2.3 meters) high or less, extend the borings to a depth below the bottom of the wall face at least twice the height of the wall. b) (Type E3b) For retaining walls more than 7.5 feet (2.3 meters) high that retain new fill, typically constructed from bottom to top, such as cast-in-place reinforced concrete, mechanically stabilized earth (MSE), or bin-type retaining walls, extend the borings as follows. For borings in soil, extend the borings below the estimated bottom of the wall face through soft or loose strata 20 feet (6 meters) into hard or dense soils requiring not less than 30 blows per foot (30 blows per 300 millimeters), but not less than 1.5 times the wall height. For borings that encounter bedrock above the estimated bottom of the wall face, core bedrock to a depth of 5 feet (1.5 meters) below the estimated bottom of the wall face. For borings that encounter bedrock below the estimated bottom of the wall face, extend the boring 5 feet (1.5 meters) into bedrock. c) (Type E3c) For retaining walls more than 7.5 feet (2.3 meters) high that retain existing soil, typically constructed from top to bottom by excavating the existing soil, such as sheet pile, soldier pile with lagging, tied-back, adjacent drilled shaft, and soil nail retaining walls, extend the borings as follows. For borings in soil, extend the borings below the estimated bottom of the wall face through soft or loose strata 20 feet (6 meters) into hard or dense soils requiring not less than 30 blows per foot (30 blows per 300 millimeters), but not less than the wall height. For borings that encounter bedrock above the estimated bottom of the wall face, core bedrock to a depth of 5 feet (1.5 meters) below the estimated bottom of the wall face. For borings that encounter bedrock below the estimated bottom of the wall face, extend the boring 5 feet (1.5 meters) into bedrock. July 2018 Page 3-18 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

33 For retaining walls which have a drilled-in foundation, such as soldier pile and drilled shaft wall types, extend the borings to a depth below the bottom of the wall face equal to the wall height whether bedrock is encountered or not. If the proposed wall is to include permanent tiebacks or soil nails, obtain additional borings to determine the subsurface conditions in the anchor zone. Locate borings at a distance 1.0 to 1.5 times the wall height behind the proposed wall (anchor zone may be further behind wall depending on the subsurface conditions and backslope adjust boring locations accordingly) and at the same spacing as the borings located along the wall alignment. Extend the additional borings to the same elevation as the bottom of the borings located along the wall alignment Noise Barrier (Type E4) Obtain borings for noise barrier foundations along the proposed barrier alignment, or as close as practical without compromising the quality of the geotechnical data. Space the borings approximately 200 feet (60 meters) apart. Extend borings to depths of 25 feet (7.5 meters) or 5 feet (1.5 meters) into bedrock, whichever is less. Obtain samples at 2.5-foot (750 millimeter) intervals for the entire depth of the boring High Mast Lighting Towers (Type E5) In most cases, additional borings for light tower foundations are not necessary, as the borings for the nearby roadway and structures are sufficient for the design of lighting foundations. Refer to Section of the ODOT Traffic Engineering Manual for more information regarding light tower foundations. When additional borings are necessary for light towers, extend borings to depths of 25 feet (7.5 meters) or 5 feet (1.5 meters) into bedrock, whichever is less. Obtain samples at 2.5-foot (0.75-meter) intervals for the entire depth of the boring Buildings and Salt Domes (Type E6) Drill a minimum of two borings for each building or salt dome less than 100 feet (30 meters) in length, width, or diameter. Locate borings along the perimeter of the proposed structure. Drill additional borings spaced approximately 100 to 150 feet (30 to 45 meters) apart if the dimensions of the proposed structure are greater than 100 feet (30 meters). Extend borings a minimum of 10 feet (3 meters) below the anticipated foundation depth for lightly loaded buildings, such as maintenance garages. Extend borings a minimum of 20 feet (6 meters) below the anticipated foundation depth for heavily loaded structures and salt domes. Terminate the boring if bedrock is encountered below the footing elevation. Additional borings or deeper borings may be needed if soft or organic soils, shallow bedrock, or uncontrolled fills are encountered at the site. METHOD OF PAYMENT Reconnaissance and Planning is an engineering service to be performed and paid for according to the engineering agreement and the Specifications for Consulting Services. The method of compensation will be actual cost plus a net fee. OHIO DEPARTMENT OF TRANSPORTATION January 2016 Specifications for Geotechnical Explorations Page 3-19

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35 SECTION 400 BORING, SAMPLING, AND FIELD TESTING GENERAL Perform the work in a manner to promote the greatest accuracy in results, efficiency in execution, safety of life, protection of property, and according to the directions and to the satisfaction of ODOT and the Consultant. Refer to Geotechnical Engineering Circular No. 5, Evaluation of Soil and Rock Properties, FHWA-IF , for state of the practice information regarding boring, sampling, and field testing. This publication is available on the internet at: Schedule of Borings Prepare a complete boring schedule prior to proceeding with the borings. For each boring, provide a reference to centerline or baseline, planned depth, sampling frequency, and any planned in-situ testing subject to approval by the District Geotechnical Engineer. Schedule borings so as to minimize delays and moving of drilling equipment Inspection and Supervision The Consultant is responsible for the inspection and supervision of the boring and sampling as it is being performed. The use of faulty equipment or improper procedures is not permitted. Failure to correct faulty equipment or improper procedures is cause for stopping the work Field Location of Test Borings The Consultant is responsible for placing necessary staking on a project site. Identify the location of test borings for roadway, bridges, retaining walls, or other purposes on the ground by a stake showing boring exploration identification number, centerline or baseline station, offset distance, and surface elevation Access Access to the project site will be as stipulated in the ODOT Specifications for Consulting Services. Prior to entry on private property, coordinate right of entry with the District. If access to private property is denied, notify the District Production Administrator Permits Obtain all necessary permits from government and private agencies. For work performed within ODOT right-of-way, complete Form MR 505 and submit to the District Permit Department Underground Installations Determine the location of all underground installations such as gas lines, water lines, sewers, electrical cables, telephone cables, highway lighting, or other structures prior to performing the borings. Notify the appropriate owners of such installations of the work to be performed. Most utility owners can be contacted through the Ohio Utilities Protection Service ( or and the Oil and Gas Producers Underground Protection Service ( or and usually require at least two business days notice prior to commencing the work. Local municipalities or the ODOT District that own or maintain utilities may need to be contacted directly. Exercise caution to avoid damage to underground installations. OHIO DEPARTMENT OF TRANSPORTATION July 2018 Specifications for Geotechnical Explorations Page 4-1

36 401.7 Operation on Navigable Waters In cases where borings are to be performed within the limits of navigable waters, notify the authority having jurisdiction over such waters (the District Engineer of the U.S. Army Corps of Engineers; the United States Coast Guard; the port, river, or harbor authority; or any other applicable authority) of the proposed work. Obtain approval for entry on such waters and conform to any regulations of the governing authority Stream Gauges At sites where borings are made from a barge, boat, or other piece of floating equipment, install an adequate stream level gauge and keep records of water surface elevations for determining accurate boring elevations. Furnish a reference elevation point necessary for proper setting of the gauge. Establish this point in accordance with the latest ODOT Survey Manual, as defined for low order spot elevations False Starts If a boring cannot be completed due to encountering underground utilities, structures, or hazardous materials, the existence and location of which were not previously known, the boring will be considered a false start, for which payment will be made Abandoned Borings Advance borings to the depths specified through whatever material is encountered, including boulders, fill, and other types of obstructions. No measurement or payment will be made for borings abandoned or lost before reaching the specified depth, except as provided for by false starts. Do not abandon any boring without first obtaining the approval of the District Geotechnical Engineer Cave-ins and Voids If, while drilling borings, cave-ins or voids are encountered in the soil or bedrock at a possible mine or karst location supporting existing roadways, contact the District Geotechnical Engineer. Take care to prevent cross-hole communication, artesian flow of ground water from the void, or any other potential dewatering Hazardous and Toxic Materials If during drilling operations, any materials such as, but not limited to, drums, tanks, or stained earth or any unusual odors are encountered, discontinue geotechnical exploration work and notify the District Geotechnical Engineer immediately. The site will be considered to contain hazardous or toxic material and must be handled in accordance with ODOT policy Damage to Property Perform the operations in such a manner to minimize damage. Repair any damage and restore the premises to the conditions initially encountered as much as practical. Report property damage within one week of completing all work on the property. Use the property damage report in Appendix B to report damage and submit to the District Production Administrator. ODOT is not liable for damage to property when such damage is a result of negligence in the performance of the work. July 2016 Page 4-2 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

37 Traffic Maintenance Provide traffic control according to the Ohio Manual of Uniform Traffic Control Devices for the appropriate Typical Application Number for the site. This publication is available on the internet at px Ground Water Determination Measure and record the ground water level in all borings drilled on land prior to adding drilling fluid, at the completion of drilling, and at other times as necessary. If more than one day is required to complete a boring, measure and record the depth of the boring at the end of each day and the groundwater level at the beginning and end of each day. No additional compensation will be made for ground water determinations except when required for instrumentation. METHODS OF ADVANCING BORINGS Hand Operated Equipment These types of equipment are portable, relatively easy to move, and can sample to relatively shallow depths either individually or in conjunction with multiple pieces of equipment. General types of hand operated equipment include, but are not limited to, hand augers, mechanical soil augers, and peat samplers. Refer to ASTM D 1452 for guidance on equipment and procedures for the use of earth augers in shallow geotechnical explorations Hand Auger Hand augers are acceptable for obtaining disturbed samples of fine grained soils, free of larger gravels, cobbles, boulders, large rock fragments, or construction debris. This equipment can also be used in granular soils or saturated fine grained soils, but with limited effectiveness. The equipment should be of a type that will retain the soil as it is cut with a minimum 2-inch (50 mm) diameter cutting head. The cutting head may be a bucket style, which retains the sample within the cutting head, or a screw style, which retains the sample on the auger flight Mechanical Auger A mechanical auger is acceptable for obtaining disturbed samples of fine grained soils, free of larger gravels, cobbles, boulders, large rock fragments, or construction debris, above the piezometric surface. This equipment can also be used in granular soils or saturated fine grained soils, but with limited effectiveness. The equipment is advanced using a continuous flight auger, powered by a mechanical power source at the end of the shaft. Power sources include, but are not limited to, hand-held drill, small hand-operated combustion or electric engine, or a portable drilling platform Peat Sampler A peat sampler is acceptable for obtaining disturbed samples of saturated or very soft, fine grained soils or peat, free of larger gravels, cobbles, boulders, large rock fragments, or OHIO DEPARTMENT OF TRANSPORTATION July 2018 Specifications for Geotechnical Explorations Page 4-3

38 construction debris. The peat sampler can be used in conjunction with a hand auger or a mechanical soil auger to reach the desired sample depth prior to use. The equipment consists of an open plate sampling head which is pushed into the undisturbed soils for the length of the sampling head. The sampler is then twisted 180º clockwise, cutting a sample core which is then retracted to the ground surface Other Other forms of hand operated equipment such as, but not limited to, tripod with portable motorized cathead, probing rods, or retractable plug sampler, may be used with prior authorization from the District Geotechnical Engineer Rotary Drilling This type of equipment employs either mechanical or hydraulic power from an integral motor or power take-off from the carrier vehicle. Rotary drills are equipped with an automatic hammer for drive sampling, hydraulic head, and a chain or cable pulldown for press sampling and coring. These drill rigs are available in truck-mounted, track-mounted, rubber-tired ATV-mounted, skid-mounted, or trailer-mounted. Use a calibrated automatic hammer, except for skid rig drilling. Other exceptions require prior authorization from the District Geotechnical Engineer. Air or water rotary drilling is permissible as long as the operation minimizes adverse impact to the surrounding formation. General types of rotary drilling are: continuous flight solid stem auger, hollow-stem auger, cased (concentric), and rotary wash (mud) drilling Continuous Flight Solid Stem Augers This method is acceptable to determine the vertical sequence of fine grained soils relatively free of cobbles and boulders, and for obtaining disturbed or undisturbed samples. This method should not be used in soil formations where the boring walls become unstable when not supported Hollow Stem Augers This method is acceptable to determine the vertical sequence of subsurface strata in materials relatively free of cobbles and boulders, and for obtaining disturbed or undisturbed samples. This method of drilling is acceptable for advancing the boring and recovering undisturbed samples, provided the inside diameter of the auger stem is large enough to permit recovery of 3-inch (75-millimeter) diameter or larger undisturbed samples. Except in saturated sand, use a center plug when advancing the augers between sample intervals to limit soil cuttings from entering the hollow stem augers Cased (Concentric) Boring This method is acceptable for all borings in soil and rock. Casings maintain an open drill hole, ensure maximum circulation of drilling fluid, and prevent foreign materials from falling into the hole. Use flush-joint casing for drilling or driving. Use commercial pipe with couplings only for driving. Telescoping casing may be used as long as the minimum size does not restrict sampling. Perform all sampling in advance of the casing shoe. July 2016 Page 4-4 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

39 Rotary Wash (Mud) Drilling This method is acceptable for advancing the boring, maintaining an open hole, and obtaining either disturbed or undisturbed samples, especially below the piezometric surface. Maintain a head of drilling fluid above the piezometric surface when advancing the boring. Use and dispose of drilling fluids and muds properly and according to all manufacturer recommendations and applicable state and federal regulations Other Boring Methods Other forms of boring methods such as bucket augers, sonic drilling, direct push, and angle hole drilling, may be used with prior authorization from the District Geotechnical Engineer. TYPES AND METHODS OF SAMPLING In general, there are three types of samples obtained in a subsurface exploration: disturbed samples, undisturbed samples, and rock cores. Obtain samples that are representative of the in situ soil and rock. During the advancement of the boring, inspect the cuttings generated at the surface for signs of strata changes. Refer to ASTM D 4700 for guidance on both disturbed and undisturbed sampling of soils from the vadose zone. As a minimum, obtain a soil sample at each strata change and at intervals not to exceed 5 feet (1.5 meters). Obtain soil samples at more frequent intervals as required in Section 300. When encountered, obtain continuous samples of bedrock as required in Section Disturbed Samples Disturbed samples of soil are samples obtained in a manner that does not cause alteration in the composition of the material, but may cause a major disturbance in the soil structure. Disturbed samples are commonly used for visual description, water content determination, and soil classification. The most common and accepted method of obtaining disturbed samples in soils free of cobbles and boulders is split-spoon sampling performed during the Standard Penetration Test. Perform the Standard Penetration Test as outlined in AASHTO T 206 or ASTM D 1586 and as directed in Section 300, except as noted here. If the sampler sinks under the weight of the rods or under both the weight of the rods and hammer, note the length of travel to the nearest inch (25 mm) and drive the sampler through the remainder of the test interval. If the sampler sinks for a complete 6-inch (150 millimeter) increment, record 0 blows for that increment. Use a calibrated automatic hammer, except for skid rig drilling. Other exceptions require prior authorization from the District Geotechnical Engineer. Disturbed samples may also be obtained with hand operated or rotary drilling equipment (auger samples), in test pits (bulk samples), and auger tube sampler Undisturbed Samples Undisturbed samples of soil are samples obtained in a manner that causes minimum disturbance to both the structure and composition of the soil. Undisturbed soil samples are obtained primarily with thin-walled tube samplers and piston samplers. OHIO DEPARTMENT OF TRANSPORTATION July 2018 Specifications for Geotechnical Explorations Page 4-5

40 Thin-walled (Shelby) Tube Sampler This type of sampler consists of an open tube constructed from steel, galvanized steel, or brass. Collect thin-walled tube samples according to AASHTO T 207 or ASTM D Piston Sampler For very soft or highly saturated soils, where poor recovery from a thin-walled tube sampler occurs, a piston sampler can be used. The piston sampler is very similar to the thin-walled tube sampler, except that a piston is used to create a vacuum within the tube which holds the sample in place, reducing the potential for the sample loss Other Undisturbed Samplers Other types of undisturbed samplers such as Denison sampler, pitcher sampler, and WES sampler, can be used with prior authorization from the District Geotechnical Engineer Coring of Rock During drilling operations, exercise extreme care in determining the top of bedrock. Upon encountering top of bedrock, take a continuous cylindrical core to disclose the sequence of rock strata and for laboratory analysis as necessary. Perform coring in accordance with AASHTO T225, except a single tube barrel is not permitted. As a minimum, use a double tube core barrel, swivel type. Water, air and slurry drilling methods are all acceptable. Select a method that minimizes loss or breakage of the core and minimizes the impact to the in-place formations. Use a size and type of core barrel and bit in the coring of rock, concrete, or boulders that permits maximum recovery of the penetrated interval. A Type N series core barrel (NX or NQ) is preferred. Adjust drill fluid or air pressure and rate of flow, speed of bit rotation, and pressure on the bit as necessary to try to achieve 100 percent recovery. Do not exceed 5 feet (1.5 meters) in the initial coring run below top of rock. Do not exceed 5 feet (1.5 meters) in a coring run in fractured or highly fractured rock. After achieving 90 percent recovery in rock that is moderately fractured or better, increase core run lengths to a maximum of 10 feet (3.0 meters). Angle hole core drilling or scribe knife core drilling may be used to better define the bedding planes and fracture orientations with prior authorization from the District Geotechnical Engineer. STANDARD PENETRATION TESTING (SPT) CALIBRATION General Standard Penetration Testing (SPT) has well-documented variation in the energy delivered to the split-spoon sampler from the hammer. The SPT hammer efficiency variation results in SPT blow counts that may not be representative of the actual subsurface conditions. Some items affecting the energy delivered to the split-spoon sampler include the drill rig type, hammer type, drill rod, and hammer operating system. In an effort to normalize Standard Penetration Testing, calibration of each SPT hammer utilized on ODOT projects is required such that an N 60 value, penetration resistance July 2016 Page 4-6 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

41 normalized to 60 percent drill rod energy ratio, can be determined for each split-spoon sample. Details of the calibration requirements are presented below Calibration Testing Calibrate each hammer system by energy testing in accordance with ASTM D 4633 and calculate a drill rod energy ratio, ER. Perform the calibration under the supervision of a Registered Engineer. Perform the SPT energy calibration for each hammer system at least once every two years and after any hammer system change or repair. Keep a copy of the latest calibration records for the hammer system being used with the drill rig, and send a copy to ODOT Office of Geotechnical Engineering, attention: Field Exploration Section Head, 1600 West Broad Street, Columbus, (Paul.Painter@dot.ohio.gov) Determination of N 60 Value Record the blow count (N) values for the Standard Penetration Testing. Correct the measured N value to an equivalent rod energy ratio of 60 percent, N 60, by the following equation: N 60 = N m x (ER/60) Where: N m = measured N value = Y+Z Y = number of blow counts in second 6-inch interval Z = number of blow counts in third 6-inch interval ER = drill rod energy ratio, expressed as a percent, for the system used Do not use an ER value greater than 90 to calculate N60. If the calibrated ER value is equal to or less than 90%, use the actual ER value to calculate N60, otherwise, use 90. When using the ODOT Standard gint Library file, enter the ER value on the Drill Rigs table to the nearest whole number as determined by the calibration test, even if it is greater than 90. The ODOT Standard Boring Log Reports and other standard Reports have all been configured to not use an ER value greater than 90 and will report ER values greater than 90 as 90*. Record the N 60 value to the nearest whole number. It is not necessary to correct refusal blow counts, defined as an SPT drive requiring more than 50 blows with less than 6 inches of penetration. SIZE, IDENTIFICATION, PRESERVATION, HANDLING, AND STORAGE OF SAMPLES General Clearly and permanently identify all samples with the minimum information: County-Route-Section, Exploration Identification Number, field sample number, and depth from ground surface. Provide suitable facilities for storage, packaging and delivering of samples to guard against theft, loss, damage or breakage. Do not permit samples to freeze under any circumstances prior to visual description and testing. OHIO DEPARTMENT OF TRANSPORTATION July 2018 Specifications for Geotechnical Explorations Page 4-7

42 Retain all untested portions of samples through completion and ODOT approval of Stage 2 plans. Prior to disposing rock cores, contact the District Geotechnical Engineer so that they may take possession if they choose to do so Standard Penetration Samples Place a representative sample of material in a tightly capped container immediately after collection to prevent loss or gain of moisture. Resealable bags are not acceptable as a sample container. Place material from a single soil stratum in the sample container. If multiple soil strata are encountered in a sample, use a separate container for each stratum sample. Identify each sample by the same sample number, but label as A, B, C, etc. for each stratum encountered in the sample from top to bottom. Record the sample depth at which the strata change occurred. Do not jam the sample into the container, and take care to minimize damage to the soil structure of the sample. Remove any excess drilling fluid from the sample. Label, preserve and transport the soil samples according to ASTM D 4220, Paragraph Other Disturbed Samples Place auger and bulk samples collected in a tightly woven bag, retaining a small portion of the sample in a tightly capped container for moisture determination. When moisture density testing is required, collect at least 20 pounds (9 kilograms) if the sample is fine grained, and relatively free of large gravel, cobbles, boulders, or deleterious materials. If the sample contains a large amount of granular materials, increase the sample size to 40 pounds (18 kilograms). Place a tight sealable cap or wax seal on the ends of the auger tube samples to prevent moisture loss Undisturbed Samples Obtain undisturbed samples that are not less than 3 inches (75 millimeters) in diameter, and not less than 18 inches (500 millimeters) nor greater than 24 inches (750 millimeters) in length, exclusive of any material removed from the ends of the sample prior to sealing. Seal and label samples according to AASHTO T 207 or ASTM D Transport undisturbed samples according to ASTM D 4220, Paragraph Rock Cores Submit rock cores in compartmented corrugated cardboard boxes, plastic boxes, or wooden boxes with a cover and fasteners to prevent accidental opening during handling. The inside of the box should be partitioned into either four or five compartments, each being 2-1/4 inches by 2-1/4 inches (57 millimeters by 57 millimeters) in cross-section and hold a total length of at least 10 feet of rock core. Identify boxes of rock cores, in addition to the above requirements, by box number and total number of boxes per boring. Additionally, record the core recovery and run RQD. Place all labeling information on the top of the cover and side of the box. Figure illustrates the labeling of the core box. Place cores in a box in the exact order as removed from the boring. Clearly and permanently mark the top and bottom depths of each coring run and insert and secure wooden dividers between each coring run. Securely block core in a partially filled compartment to prevent shifting and dislocation. July 2016 Page 4-8 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

43 Do not divide core from the same core run between boxes. Do not place rock cores from more than one boring in the same box. If testing is anticipated, protect rock cores during transport and storage until testing can be accomplished. Preserve these rock cores according to ASTM D 5079, Paragraph 7.5.2, excluding the use of microcrystalline wax. Core Box Lid (Side View) ABC (PID 12345) B R Rec 100/120 RQD 85/120 Box 1 of 5 ABC (PID 12345) B R Rec 100/120 RQD 85/120 Box 1 of 5 Core Box Top of Run End of Run Core Loss L = 20 Figure Rock Core Labeling. OHIO DEPARTMENT OF TRANSPORTATION July 2018 Specifications for Geotechnical Explorations Page 4-9

44 FIELD TESTS The following field tests are acceptable test methods and explorations and may be used with prior authorization from the District Geotechnical Engineer Test Pits Perform test pits by excavation using a backhoe or other excavation equipment. Construct the test pits to the appropriate depth and width to expose the interval to be examined. Comply with applicable regulations regarding trench safety. Examine the soil and moisture conditions of the test pit sidewalls and bottom of the excavation. Note the soil type, layer thickness, seepage depths, moisture condition, and soil strength measured using a hand penetrometer. Obtain samples for classification and moisture content testing. Record findings and observations on the Field Test Pit Log, which is described in Section A sample Field Test Pit Log is presented in Appendix B. Take representative digital photographs of test pit sidewalls Cone Penetration Test The cone penetration test (CPT) is the hydraulic push of an instrumented steel probe at a constant rate to obtain continuous vertical profiles of stress, pressures, and/or other measurements. No boring, cuttings, or spoil are produced by this test. Testing is conducted according to ASTM D The cone penetration test can be conducted without the use of a pore pressure measurement (i.e. CPT) or can be conducted using a device to measure penetration pore pressure using a piezocone (i.e. CPTu). Some equipment has the capability to measure the propagation of shear waves using a seismic piezocone (i.e. SCPTu) Dynamic Cone Penetration Test The dynamic cone penetration (DCP) test is performed using a steel rod with a steel cone attached to one end, driven into the soil by dropping a sliding, calibrated hammer from a standard height. Testing is conducted according to ASTM D The material strength is measured by the penetration in inches (millimeters) per hammer blow. Although the procedure is typically used to evaluate the strength of pavement and subgrade materials, it can also be used to evaluate the compaction of fill and characteristics of deeper soils. The results of the DCP test can be correlated with CBR, unconfined compressive strength, resilient modulus, and shear strengths. A DCP can be successfully used to depths of 20 feet Pressuremeter Test The pressuremeter test (PMT) involves inflating a cylindrical probe against the sidewalls of a boring. In general, the instrument is placed in a pre-bored hole prior to expansion, although it is possible to self-bore the instrument to the test location. The pressuremeter can be used to obtain specific strength and deformation properties of the subsurface soils and rock. Testing is performed according to ASTM D A pseudoelastic modulus can be calculated from the pressuremeter readings. July 2016 Page 4-10 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

45 406.5 Vane Shear Test The vane shear test (VST) is the use of a simple rotated blade to evaluate the undrained shear strength in soft clays and silts. The use of the VST should be limited to soils in which slow (6 degrees per minute) rotation of the blade will lead to undrained shearing. Testing is performed according to ASTM D Flat Plate Dilatometer Test The flat plate dilatometer test (DMT) involves pushing an instrumented steel blade into the subsurface soils and periodically stopping the penetration to obtain specific pressure measurements at the selected depth. No boring cuttings or spoil are generally produced by this test, although it is possible to advance a conventional soil boring and then perform the DMT downhole within the boring. Testing is performed according to ASTM D The pressure measurements, combined with the hydrostatic water pressure, produce three index parameters related to soil classification, compressibility, and horizontal stress Geophysical Testing Geophysical testing methods are often non-invasive and the results can be used to establish the stratification of subsurface materials, the profile of the top of bedrock, depth to groundwater, limits of types of soil deposits, rippability of hard soil and rock, and the presence of voids, buried pipes, and depths of existing foundations. In general, geophysical testing can cover a relatively large area with few tests. Results are interpreted qualitatively and best when correlated with information obtained from borings, test pits, and other direct methods of exploration. Major types of geophysical testing include seismic (seismic refraction and spectral-analysis-of-surface waves (SASW)), electrical (DC resistivity, electromagnetics, and ground penetrating radar (GPR)), gravity, and magnetic methods. Refer to Application of Geophysical Methods to Highway Related Problems FHWA-IF dated August 2004 for more information regarding applicability of methods. This publication is also available on the internet at: Subsurface Void Imaging Methods that have been used to image or map subsurface voids include boring cameras, boring LIDAR, and sonar. These methods can provide more information about the condition, size, and orientation of voids when that information is needed. SEALING OR BACKFILLING OF BORINGS Backfill or seal all borings in accordance with these specifications and in a manner which ensures against subsequent damage or injury to persons, animals, or equipment. The Consultant will be liable for claims and any regulatory violation resulting from borings which are not properly backfilled or sealed, except when the borings are performed by ODOT. Refer to Section 500 for abandonment of instrumented borings. These requirements are not intended to be used if known contamination exists at a site, or where borings encounter contamination during the exploration. Seal borings completed at sites where contamination is known or thought to exist in accordance with the applicable oversight agency s requirements. OHIO DEPARTMENT OF TRANSPORTATION July 2018 Specifications for Geotechnical Explorations Page 4-11

46 407.1 Backfilling Borings Not all borings require sealing. Backfilling a boring is a semi-uncontrolled process of placing a mixture of natural soil and bentonite pellets or chips into the boring following completion of the drilling. Backfill a boring if it meets any of the following conditions; otherwise, seal it: Drilled to a depth of 10.0 feet or less Encountered predominantly granular soils (more than 75% of the profile) Did not encounter static ground water level considered to be hydraulically connected with the ground water table (naturally occurring static water). Prior knowledge of geology and ground water conditions in the area will be necessary. Backfill a boring to a maximum depth of 40 feet. If a boring extends deeper than 40 feet, seal the portion of the boring below 40 feet in accordance with the requirements of Section 407.2, regardless of the conditions encountered. When predominantly granular soils are encountered pull the augers or casing to allow the natural formation to collapse. Backfill the remaining borehole which has remained open to the ground surface. It is the responsibility of the Consultant to avoid any negative impact to the environment and settlement of the backfill material. Backfill material shall consist of a mixture of natural soil and a minimum of 20% bentonite chips or pellets, by volume. A general estimate is one 50-pound bag of bentonite chips for every 15.0 feet of boring in a 6.5-inch diameter hole. Thoroughly mix the chips or pellets and the natural soil utilizing a shovel at the ground surface and ensure that the material is sized to enable placement down the hole without bridging. Where isolated seams, layers, or pockets of water seepage are encountered, increase the amount of bentonite at those depths. Compact the upper 10.0 feet of backfill material. Backfill to a depth of 2.0 feet below the top of the boring. For the upper 2.0 feet, place the same material as encountered in the upper 2.0 feet of the boring, matching any pavement Sealing Borings Sealing a boring is a controlled process of constructing a permanent hydraulic barrier in a hole using knowledgeable seal selection and conscientious seal placement. For a boring that requires sealing, refer to Table F.1 in Appendix F for sealant material selection, depending on boring diameter and depth. The placement of the sealant material within the boring is an essential function for the sealing performance. Improper placement of a seal can result in voids and internal erosion of the seal. If the boring is advanced into bedrock more than 10 feet, the core hole should be sealed. Seal borings using either bentonite chips or pellets (BCP) or grout to a depth of two feet below the ground surface. For the upper 2.0 feet, place the same material as encountered in the upper 2.0 feet of the boring, matching any pavement. Acceptable use of BCP and grout mixtures are presented below Bentonite Chips or Pellets (BCP) BCP may be used to seal a boring to a maximum depth of 40 feet. July 2016 Page 4-12 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

47 When chips are added to water they generally hydrate and swell quickly. If chips are added to a boring too quickly they can wedge and block the hole, referred to as bridging. When fully hydrated, the bentonite forms a solid low hydraulic conductive layer which seals against the boring walls. However, hydrated bentonite has low strength and provides little bearing support. Bentonite pellets typically hydrate at a slower rate than the chips. If the pellets are coated, then the onset of hydration is retarded until the coating has dissolved. This allows for the pellets to reach the bottom of a water filled boring prior to creating the seal. Refer to Table F.2 for recommended sizes of bentonite chips and pellets, depending on the boring depth and diameter, based on NCHRP s Guide for Sealing Geotechnical Exploratory Holes. BCP are typically placed by pouring into an open boring from the surface. When placing this way, the rate of pouring is critical. Too quick of a rate of placement can result in bridging. Periodically sound the boring to determine if bridging is occurring. If bridging occurs, use a tamper to break the blockage, allowing the bentonite to fall to the bottom of the boring. Typical rate of placement of bentonite chips is 20 lbs/min (9 kg/min). When the boring contains a water column, bentonite pellets settle through the water column at a rate of approximately 1 ft/sec (0.3 m/sec). To avoid bridging, the pellets should be placed at a rate no greater than one 50 pound (23 kg) bag in 2 minutes High Solids Content Bentonite Grout (HSB) HSB is relatively thick with high viscosity. Generally, this type of grout has at least 20% solids content. The percentage of solids is determined based on the solids content, by dry weight of dry powdered bentonite and mixing water. For a solids content of 30% or more, a positive displacement pump will be necessary for pumping. Powdered bentonite and commercial one-sack grouts are readily available which only require water and means of mixing Neat Portland Cement Group (PC) PC consists of ASTM C150 Type I Portland Cement mixed with clean water. Typically, 5 to 7 gallons (19 to 26 liters) of water are mixed with 94 pounds (43 kg) of cement. The mixing proportions can be expressed in terms of the water:cement ratio (w/c) which is based on the weight of water being mixed to the weight of dry cement. The unit weight of water is assumed to be 8.34 pounds per gallon. Additives are typically not utilized in this grout. Typical PC mixture designs are presented in Table F Cement Bentonite Grout (C/B) C/B typically contains the same volumes of materials utilized in PC, but with the addition of bentonite. Mix proportions for a 5% C/B are presented in Table F.3. OHIO DEPARTMENT OF TRANSPORTATION July 2018 Specifications for Geotechnical Explorations Page 4-13

48 Grout Placement Mix the selected grout in accordance with industry standard practices and manufacturer s specifications. Place all grout by tremie method. The tremie pipe can either be inserted through the hollow stem augers or casing prior to removal, or within the open boring after removal of tooling. Insert the tremie pipe to just above the bottom of the open boring making sure the tip of the tremie pipe is not inserted into loose materials. After insertion of the tremie pipe, begin grout placement either by gravity or pressure (pumped). Once grouting starts, keep the discharge end of the tremie pipe in the grout column until grouting operations are completed. After completing the grouting operations, wait to place the top two feet of material to determine if any settlement of the grout occurs. If grout settlement occurs, add additional grout as needed before placing the upper two feet of in kind material Special Conditions Body of Water If a boring is drilled in a body of water and is 12 inches or less in diameter, do not backfill or seal the boring. It is preferred that the boring collapse and fill naturally Voids If a void is encountered within the boring, either install casing or plug and seal the boring. Contact the District Geotechnical Engineer to notify them of the void. If further exploration is necessary, such as borehole camera or downhole mapping, install an open ended solid casing from the ground surface into the void. Install a shale trap immediately above the top of the void. Install a hose clamp on the shale trap to minimize movement after placement. If sufficient annulus exists between the boring wall and the casing place fine aggregate (ODOT CMS Item ) to 5 feet above the shale trap then place C/B grout to the ground surface. If insufficient annulus exists for placement of the fine aggregate, place the C/B grout directly on top of the shale trap. If no further exploration is necessary, seal the boring. Place a grouting basket or plug in the boring immediately above the top of the void. After placement, install 5 feet of fine aggregate (ODOT CMS Item ) on top of the basket or plug. Seal the remainder of the boring with C/B grout via tremie to ground surface. If multiple voids are encountered within a single boring, seal using a staged grouting process, tremie method. First, seal from the bottom of the boring to the base of the lowest void with C/B grout. Allow to set for a minimum of 12 hours. Second, install a grouting basket or plug at the top of the lowest void. Seal the section of boring between the lowest void and the next overlying void. Allow to set for a minimum of 12 hours. Repeat as many times as necessary based on number of voids encountered. July 2016 Page 4-14 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

49 Flowing Artesian Conditions A flowing artesian condition occurs when the hydrostatic head pressure of a water source is greater than the distance from the ground surface to the top of the water-bearing stratum. When the confining layer is penetrated by the boring, water flows from the top of the boring. A head pressure several feet above the ground surface may be encountered. As the boring is advanced, the flow may become restricted. If a flowing artesian condition is encountered at any time during the drilling process, the boring must be sealed in accordance with these requirements. Capture the artesian head pressure immediately upon encounter and upon drilling completion, if still flowing, by adding a sufficient number of augers or casing to confine the flowing water. Record the height of the water column above the ground surface. Depending on the depth to the top of the water bearing stratum and the measured head pressure above the ground surface, prepare a grout mix to seal the boring that is heavy enough to overcome the hydrostatic pressure (heavy grout). Refer to Table F.4 for design of the heavy grout mix. If a HSB grout is used, the grout will need to be around 30% solids or greater, or include weighting agent drilling additives to overcome the hydrostatic head pressure. Place the heavy grout using a tremie method within the augers or casing for the full depth of the boring. After initial grout placement, incrementally remove the augers or casing while maintaining a full column of grout and inspecting for water flow at the ground surface. Add grout as necessary to maintain a boring full of grout throughout the removal process. After removal and grout placement, inspect for flowing water at the ground surface. If water flow is observed, reinstall the augers or casing and replace grout with a heavier grout mix. Refer to Table F.4 for design guidance of a heavier grout mix. When unable to capture the head with the addition of the augers or casing, the use of a disposable or grouting packer may be necessary to restrict the artesian flow to allow for grout placement. CORING AND PATCHING OF BRIDGE DECKS When advancing a boring through a bridge deck, locate the boring to avoid any structural members. If the structure contains prestressed box beams, do not drill through the beams. If a bridge structural member is struck or damaged, immediately contact the District Geotechnical Engineer. When possible, place the boring in the shoulder or in the center of a driving lane to avoid the wheel path of a driving lane. When coring through a bridge deck, utilize the following procedure unless otherwise directed by the District Geotechnical Engineer or District Bridge Engineer. Step-core the corehole using thin walled core bits. Do not use augers to advance through bridge decks. A step-cored hole consists of two concentric cores, a through core and an over core. The through core consists of a core hole slightly larger in diameter than the outside diameter of the auger or casing to be used in advancing the boring. The through core is advanced the full depth of the bridge deck. The over core will be at least 2 inches larger in diameter than the through core to allow for a minimum 1-inch lip inside the two holes. Advance the over core approximately one-third the depth into the bridge deck. OHIO DEPARTMENT OF TRANSPORTATION July 2018 Specifications for Geotechnical Explorations Page 4-15

50 Upon completion of the boring, place a minimum ¼-inch thick steel plate, cut to the diameter of the over core, on the lip to close off or seal the through core. Fill the over core hole with a high strength quick set concrete flush with the surface of the bridge deck, as shown in Figure Figure Typical patch of a bridge deck. FIELD BORING LOGS AND OTHER RECORDS Field Boring Logs Complete a field boring log for each boring hole drilled. The field boring log will contain heading and field data sections which are described in more detail as follows. July 2016 Page 4-16 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

51 Field Boring Log Heading Record the following information in the heading of the field boring log: Project Designation (generally either County-Route-Section or Bridge Number) Exploration identification number Location; referenced to centerline or baseline or survey stationing, measured to the nearest 1 foot (0.3 meter). Include GPS coordinates, see Section Type and make of drilling equipment ER and date of last calibration of hammer system Method of drilling and sampling employed Boring diameter Dates of start and completion of the boring Names of personnel on site, including crew chief, crew members, and logger Ground surface elevation of boring, measured to the nearest 0.1 foot (0.05 meter) and referenced datum Sheet number and total number of log sheets for the boring Method and material (including quantity) used for backfilling or sealing, including type of instrument installation, if any Any general remarks concerning the drilling operations Field Boring Log Data Record the subsurface information relating to the strata conditions and sampling information on the field boring log. Measure depths to the nearest 0.1 foot (0.05 meter). Include the following information: Thickness of pavement, sod, or topsoil cover at surface Depth, length and type of each sample Number of blows, in 6-inch (150-millimeter) increments when standard penetration tests are taken Length of each rock core run Amount of sample recovered in each sample, measured in inches (millimeters) Measurement of the Rock Quality Designation (RQD) of the core run Depths of strata changes Visual description of each strata encountered, according to Section 600 OHIO DEPARTMENT OF TRANSPORTATION July 2018 Specifications for Geotechnical Explorations Page 4-17

52 Depth where seepage or wet conditions were encountered, including any free water within the sample Depth and thickness where obstacles were encountered, such as boulders, squeezing ground, heaving sands, caving materials, or buried structures Depth to water level prior to introduction of drilling fluid, for rock core or to wash out heaving sands Depth of interval where wash water or air return circulation was lost Depth of interval where water gain occurred, and approximate amount of gain Color of water and type of cuttings flushed to surface Change in resistance or rate of advancement Any unusual conditions encountered in advancing the boring and sampling Reason for abandoning the boring in the event that the planned depth was not reached Depth to water at completion of the drilling operations prior to backfilling Rock Core Photograph Obtain a digital photograph of each core run after placing in the box, looking directly down onto the core. Take a sufficient number of photographs of each box of core to depict the pertinent characteristics of the rock, including any necessary close-up photographs. Wet the rock to enhance the color contrast of the core. Include the project, boring, and rock core run information and a legible scale in each photograph Field Test Pit Log Complete a field test pit log for each test pit excavated. Complete the heading and field data sections as follows Field Test Pit Log Heading Record the following information in the heading of the field test pit log: Project Designation (generally either County-Route-Section or Bridge Number) Exploration identification number Location; referenced to centerline or baseline or survey stationing, measured to the nearest 1 foot (0.3 meter). Include GPS coordinates, see Section Type and make of excavation equipment Dates of start and completion of the excavation Names of personnel on site, including equipment operator and logger July 2016 Page 4-18 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

53 Ground surface elevation at test pit, measured to the nearest 0.1 foot (0.05 meter) and referenced datum Sheet number and total number of log sheets for the test pit Method of shoring used, if any Method of backfilling or sealing Any general remarks concerning the excavating operations Field Test Pit Log Data Record the subsurface information relating to the strata conditions and sampling information on the field test pit log. Include the following information: Thickness of pavement, sod, or topsoil cover at surface Depths where bulk samples were taken Depths of strata changes Visual description of each strata encountered according to Section 600 Depth where seepage or wet conditions were encountered, including any free water Depth and thickness where obstacles were encountered, such as boulders, squeezing ground, heaving sands, caving materials, or buried structures Any unusual conditions encountered in excavating the test pit Reason for abandoning the test pit in the event that the planned depth was not reached Depth to water at completion of the excavation prior to backfilling METHOD OF PAYMENT Boring, Sampling, and Field Testing is an engineering service to be performed and paid for according to the engineering agreement and the Specifications for Consulting Services. The method of compensation for the work involved in Boring, Sampling, and Field Testing, will be on a unit cost basis. The tasks and corresponding units for this work are listed in the Proposal/Invoice form presented in Appendix E. The work includes technical supervision of the agreement and field logging; supplying sample containers, cases, bags, sample tubes and core boxes; delivery and storage of samples; preparation, duplication and delivery of records; backfilling; furnishing all other labor, tools, machinery, materials, supplies, equipment (including floating equipment), and utilities necessary and incidental to completing the work in strict accordance with these specifications. Detailed accounting of direct non-salary expenses will be required in accordance with the Specifications for Consulting Services. Field coordination and field logging are engineering services to be performed and paid for according to the engineering agreement and the Specifications for Consulting Services. Field coordination OHIO DEPARTMENT OF TRANSPORTATION July 2018 Specifications for Geotechnical Explorations Page 4-19

54 includes making arrangements for site access, procuring any necessary permits, clearing utilities, preparing damage reports, and property damage restoration oversight. Field logging includes preparing all records presented in Section 409. The method of compensation for the work involved in field coordination will be actual cost plus a net fee. The method of compensation for the work involved in field logging, if drilling is subcontracted, will be actual cost plus a net fee, otherwise, it will be included in the unit cost of drilling. July 2016 Page 4-20 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

55 SECTION 500 INSTRUMENTATION TYPES OF INSTRUMENTATION Monitoring Wells Monitoring wells are a type of instrument used to measure ground water levels. They are also used for collecting ground water samples and testing aquifer parameters. Installation involves drilling a test boring, inserting riser pipe with a screened interval into the boring, backfilling with granular material around the screened interval, sealing the remaining annulus above the sensing zone, and providing a protector cover. Typically, preliminary test borings are drilled prior to installation of the monitoring well(s) so that the ground water profile can be examined and so that the grain-size distribution of the water-bearing formation can be determined. Then the length and depth of the screened interval can be prescribed, and as well, the openings in the screen and the granular backfill can be sized to provide uninterrupted flow from the aquifer. In some cases, preliminary borings may not be drilled but rather the geologist may determine these criteria on the jobsite by carefully observing the nature of the soil samples and any occurrences of groundwater or seepage as the test borings are being drilled for the monitoring wells Open Standpipe Piezometers Open standpipe piezometers are a type of monitoring well with a small diameter (two inches or less) and a short (one foot or less) screened interval. Their purpose is to measure ground water levels and piezometric pressures within isolated water-bearing formations in soil or rock. Open standpipe piezometers are designed and installed in similar fashion to monitoring wells Inclinometers Inclinometers are used to monitor lateral movement of a soil or rock mass through the use of an inclinometer probe or tilt indicator probe inserted into an inclinometer casing. The inclinometer probe is a wheeled instrument, which uses force-balanced accelerometers to measure its inclination from vertical. The inclinometer casing is grooved along its length on the inside so as to accept the wheels of the inclinometer probe and maintain its horizontal orientation. Inclinometers can be used for both quantitative and qualitative measurements of slope movements TDR Cable TDR (Time Domain Reflectometry) is a method used to measure subsurface deformation utilizing a vertically or horizontally placed coaxial cable to monitor the location of a shearing plane in a soil or rock mass. An electronic signal sent down the length of the cable is reflected back from the other end. Any points of deformation (kinks, bends, breaks, or elongations) in the cable will cause increased resistance in the reflected signal, allowing the locations of these deformations to be determined along the length of the cable. Prior to installation, the TDR cable is crimped at regularly spaced intervals to provide calibration reference points. The location of the shearing plane or the location of the vertical subsurface movement in a moving soil or rock mass can therefore be determined by referencing the crimped intervals. If TDR cable installation is proposed on a project, contact the District Geotechnical Engineer for guidance. OHIO DEPARTMENT OF TRANSPORTATION July 2016 Specifications for Geotechnical Explorations Page 5-1

56 501.5 Other Instrumentation Other types of geotechnical instrumentation may be installed if project-specific circumstances warrant their use. Other instrumentation may include, but are not limited to, pneumatic piezometers, vibrating wire piezometers, extensometers, and strain gages. In addition, instrumentation used for pressuremeter testing, sonic testing, and seismic testing may be installed. The use of other geotechnical instrumentation will require prior approval of the District Geotechnical Engineer. MONITORING WELLS/PIEZOMETERS Materials Construct the monitoring well or piezometer with a minimum 1-inch nominal inside diameter to allow for monitoring ground water levels. If groundwater sampling, pumping, and other testing of the formation under study is desired then a minimum 2-inch nominal inside diameter should be utilized. The following materials are required to install a monitoring well or piezometer Riser Pipe Furnish flush-threaded, schedule 40 PVC solid pipe. Typical sections are 2.5-foot, 5-foot, and 10-foot long with watertight connections. Other materials, such as stainless steel, ABS, and fluoropolymer material, may be used for riser pipe if approved by the District Geotechnical Engineer Well Screen Furnish flush-threaded, schedule 40 PVC pipe, machine slotted. Wire wound stainless steel, pre-packed screens and porous tips may also be used for well screens, if approved by the District Geotechnical Engineer. The screen should be otherwise identical material to the riser pipe, with the same connections. Typically, well screens are commercially available in 2.5-foot, 5-foot, and 10-foot long sections. For groundwater monitoring, only a generic slot size of inch openings is recommended. For any installation where sampling or testing from the well then select the slot size of the screen based upon the grain size distribution of the aquifer material, according to ASTM D5092. If a naturally developed filter pack is utilized, the slot size of the screen should retain at least 70% of the formation material. If an artificial filter pack is used, the slot size of the screen should retain at least 90% of the filter pack Bottom Cap Furnish a flush-threaded or slip bottom cap made of PVC or other approved material for the bottom end of the well screen. Do not attach bottom caps in monitoring wells with PVC solvent glue or any other material that could alter the ground water chemistry. If a natural filter pack, or aquifer material is such that the collection of fines with the installation is anticipated, include a sediment sump as part of the bottom cap. A sediment sump should be a small section of riser pipe placed below the screen to allow for accumulation of fine sediment without clogging of the screen. July 2016 Page 5-2 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

57 Top Cap Furnish a flush-threaded cap, slip-type removable cap or expandable plug made of PVC or other approved material, designed to fit snugly on the top end of the riser pipe. Vent the cap Filter Pack Furnish either a naturally developed or artificial filter pack. The filter pack should be installed beneath the bottom cap and extend above the top of the screen a sufficient length to ensure that the water levels and quality is not being impacted by the rest of the well installation. The filter pack should be sized to minimize the migration of the natural soil particles from the ground formation into the well screen. a) Naturally Developed Filter Pack. With a naturally developed filter pack, the granular material of the formation is allowed to collapse around the screen and riser. A naturally developed filter pack may be considered for formations that contain predominantly coarse grained, free-draining materials. This type of filter pack is appropriate when the grain size distribution of samples from the studied formation indicate that the effective grain size (D 10 ) is greater than 0.01 inch and the uniformity coefficient (D 40 /D 90 ) is greater than 3. If the natural formation does not meet these criteria or if the grain size distribution of the natural formation is not known, an artificial filter pack should be used. b) Artificial Filter Pack. An artificial filter pack consists of a granular material deliberately placed within the annulus between the screen and the outside of the boring. An artificial filter pack, sometimes referred to as sand pack, gravel pack, or well pack, is composed of hard durable granular material that has been washed, screened, and dried and is chemically inert, such as silica sand. For groundwater monitoring only clayey materials use a generic artificial pack consisting of Global #5 quartz sand of equivalent. Ensure that the artificial filter pack material meets the following gradation. U.S. Standard Sieve Sizes Table Filter Pack Gradation Opening size in inches Total Percent Passing # % # % # % # % # % For any installation where sampling or testing from the well then furnish a filter pack meeting the requirements of ASTM D5092. Pre-packed screens may also be used in place of artificial filter packs. OHIO DEPARTMENT OF TRANSPORTATION July 2016 Specifications for Geotechnical Explorations Page 5-3

58 Bentonite Seal Furnish bentonite (hydrous aluminum silicate, sodium montmorillonite or calcium montmorillonite) powder, granulation, chips or pellets (coated or uncoated) to create a low permeability seal at the top of the filter pack. Make sure that the filter pack is sufficiently placed to allow for minor migration of the seal into the granular material without impacting the screen. A bentonite grout, as described in Section a, may also be used to form the bentonite seal. However, an additional 6 to 12-inch layer of fine sand will also need to be placed in the upper portion of the filter pack to minimize infiltration of grout into the sensing zone Grout Furnish one of the following types of grout to backfill the boring from the bentonite seal to the ground surface. a) Bentonite Grout. Furnish a mixture of powdered or granular bentonite with water. Typical bentonite grout mix consists of 1 to 1.25 pounds of bentonite per gallon of water. Use of granular bentonite with a hydration inhibiting catalyst is acceptable. When the backfill zone is above the water level in the boring, dry granular bentonite or bentonite chips may be used to backfill the boring annulus. b) Bentonite/Cement Grout. Furnish a mixture of powdered bentonite and Type I Portland Cement. Typical bentonite/cement grout mix ratio consists of 6 to 7 gallons of water and 3 to 9 pounds of powdered bentonite per one 94-pound bag of Portland Cement. c) Neat Cement Grout. Furnish a mixture of Type I Portland Cement and water. Quick setting types of cement should not be used in a neat cement grout. Typical neat cement grout mix consists of 6 to 7 gallons of water per one 94-pound bag of cement Protector Cover Furnish a protector cover according to Section Boring Construction and Preparation Boring Construction Advance borings using hollow stem augers or other approved techniques. Construct the boring in a manner to minimize the development of a mud skin or smearing on the walls of the boring. Keep the boring clean and open for the full depth prior to the installation of the monitoring well. Install the monitoring well after the boring is completed to the desired depth. If the boring is not being drilled for a geohazard, continuous sampling may be necessary to determine the limits of the saturated zone(s). July 2016 Page 5-4 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

59 Diameter of Annulus Construct the boring so as to maintain a minimum of a continuous 1-inch annulus between the inside of the augers (or the wall of the boring if solid stem augers are used) and the riser pipe and screen. If the diameter of the boring is inadequate to maintain a 1-inch annulus, then ream the boring to the required diameter Determining Well Interval After completion of the sampling, determine the saturated zone in which the instrument will be installed in. Determine the limits of the filter pack, or sensing zone, so that it maximizes the majority of the saturated zone, or zone of interest. The filter pack should not extend beyond the saturated zone and should allow for the bentonite seal. Based on the length of the filter pack, size the well screen length so that it is completely encompassed within the filter pack Depth of Boring Advance the boring to 6 to 12 inches below the planned depth of the filter pack. If the boring has been drilled deeper than the planned depth, backfill the additional boring depth with bentonite grout or bentonite chips or pellets. If bentonite chips or pellets are used, hydrate in lifts while backfilling. If grout is used, place grout to the depth of the base of the filter pack and allow time for the grout to harden before installing the filter pack. Install grout according to Section Standard Installation The following installation procedure is applicable to a single monitoring well installed in soil. For monitoring wells installed in bedrock and special installations, refer to Sections and Figure shows a typical monitoring well installation. OHIO DEPARTMENT OF TRANSPORTATION July 2016 Specifications for Geotechnical Explorations Page 5-5

60 Figure Typical Monitoring Well Installation Initial Filter Pack Placement Install the filter pack from the bottom of the boring, grout or bentonite to the depth of the bottom cap. July 2016 Page 5-6 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

61 Instrument Construction Assemble the full length of the instrument (bottom cap, well screen and riser pipe) either at the ground surface prior to placement in the boring or as the pipe configuration is being lowered into the boring inside the hollow stem augers. Place the instrument such that the installation is centered with the borehole. The well screen should be placed to ensure proper placement of the filter pack and the riser pipe should be placed to ensure a proper seal around it. Place centralizers so that they do not impede or obstruct the placement of filter pack, bentonite seal, or grout. Place the top cap on the top end of the riser pipe prior to placement of any additional material Filter Pack After the instrument has been placed, fill the annulus with the filter pack up to the top of the intake or sensing zone. Typically, the top of the well screen will be at least two feet lower than the top of the filter pack. Do not allow bridging (obstruction preventing the full or proper placement) of the filter pack to occur. Remove the hollow stem augers gradually as the filter pack is placed, taking care to not allow the top of the filter pack material to drop below the bottom of the hollow stem augers Bentonite Seal Place a minimum two-foot thick bentonite seal directly into the annulus. Ensure that bridging of the material does not occur, allowing for complete filling of the annulus with impermeable material. Remove the hollow stem augers gradually as the bentonite seal is placed, ensuring that the top of the bentonite seal does not drop below the bottom of the hollow stem augers. If bentonite grout is used to form the seal, place a 6 to 12-inch layer of fine sand (sugar sand) in the upper portion to the filter pack to minimize the infiltration of grout into the sensing zone Grout After the bentonite seal is in place, fill the remainder of the boring annulus with grout using a tremie pipe for placement from the bottom to top. Continue grout placement until the consistency of the return grout material at the ground surface is similar to the original grout. The hollow stem augers will remain in place until the grout reaches the ground surface at which time gradually begin removing the hollow stem augers. Add additional grout as needed to ensure that the top of the grout material does not drop below the bottom of the hollow stem augers. Confirm the top of grout surface 24 hours after placement to ensure the grout has not shrunk or dropped. If the top of grout surface has dropped to a level more than 36 inches below the ground surface, then place additional grout Protector Cover Install a protector cover at the ground surface according to Section 504. OHIO DEPARTMENT OF TRANSPORTATION July 2016 Specifications for Geotechnical Explorations Page 5-7

62 Installation Report Record field measurements on an installation report representing the actual construction of the monitoring well. Report measurements to the nearest 0.1 feet, referenced to the ground surface. At a minimum, include the following information on the installation report: Exploration Identification Top of filter pack depth/elevation Number Top of screen depth/elevation Date of well installation Bottom of screen depth/elevation Site name (county/route/section) Bottom of filter pack depth/elevation PID Number Bottom of boring depth/elevation Location: Lat., Long., Station, Type of riser and screen material offset distance and direction Type of filter pack Inspectors name Type of grout Ground surface elevation Depth to water at completion Top of riser height/elevation Depth to water at 24 hrs. after comp. Top of grout depth/elevation Other pertinent information Top of bentonite seal depth/ elevation Field Labeling A typical monitoring well installation report is presented in Appendix B Development Upon completion of installation, develop the instrument. At a minimum, for those instruments that are to be utilized only for ground water level observations, first surge and then bail or pump until the purged water is clear. Any instrument that is to be utilized for in-situ testing of the hydrogeologic conditions of the monitored interval which will result in a high inflow of water will be further developed. The most common methods of monitoring well development include mechanical surging and bailing or pumping, over-pumping, air-lift surging, and jetting. Begin all methods of development slowly and gently and increase in energy as the monitoring well is developed until sufficient energy is applied to disturb the filter pack, thereby freeing the fines and allowing them to be drawn into the monitoring well. Monitor the development process quantitatively through the use of direct reading instruments. These include single or multi-parameter instruments that measure the water quality parameters of turbidity, ph, conductivity, and temperature. A well will be considered developed when the water has cleared and the water quality parameters have stabilized Bedrock Installation A monitoring well or piezometer may be installed to monitor ground water levels in bedrock. This application may include, but is not limited to, slope stability explorations, mine or karst investigations, and new construction evaluations. The monitoring zone may span the entire bedrock interval or may isolate a specific zone within the bedrock. Figure shows a monitoring well installation in bedrock with a void. July 2016 Page 5-8 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

63 Figure Monitoring Well Installed in Bedrock with Void Generally, a filter pack is not utilized in a bedrock installation due to the narrow annulus between the screen and the sides of the boring. If a filter pack is required, the boring may be reamed with a tricone roller bit to increase the diameter of the boring and facilitate the installation of a filter pack. A pre-packed screen may also be used in a bedrock monitoring well installation. OHIO DEPARTMENT OF TRANSPORTATION July 2016 Specifications for Geotechnical Explorations Page 5-9

64 Attach a shale trap or basket to the riser pipe just above the well screen to allow for placement of the bentonite seal. When voids are the studied formation, such as in an underground mine or a karst investigation, place the screened section within the void. To permit grouting of the annulus, attach the shale trap or basket to the riser pipe in the zone of competent rock just above the void. Once the shale trap or basket is in position, place the bentonite seal in the annulus. A two-foot bentonite seal is generally sufficient. However, if the screen is placed within a void, use a minimum three-foot seal above the shale trap to ensure a good seal. If the bedrock above the well screen is highly fractured, increase the length of the bentonite seal so that two feet of the seal is above the highly fractured zone. Backfill the remainder of the annulus with grout and finish the installation according to the standard monitoring well installation procedure Special Installations Monitoring wells/piezometers may be installed for special conditions or purposes, which include, but are not limited to permeability/permissivity studies and multiple installations Permeability/Permissivity In this application, also known as time-lag or slug test, a monitoring well is used to study the permeability of the water bearing zone. Here the inflow of water from the surrounding soil mass is critical. The filter pack must be at least as permeable as the formation being studied, but not so open-graded that it allows infiltration of the soil particles and possible fouling of the filter pack and clogging of the well screen. Proper installation and development of the monitoring well is essential in this type of installation Multiple Installations Monitoring wells piezometers are most commonly installed with a single riser pipe/well screen assembly in a borehole. Multiple installations can include a cluster of closely spaced installations or nested installations (multiple riser pipe/well screen assemblies installed in the same borehole) or a multiple-port well. INCLINOMETERS Materials Use the following materials to install an inclinometer Inclinometer Casing Furnish ABS pipe in 5 or 10-foot long sections, 2.75-inch outside diameter with snap lock quick connections. Other size casings and different materials and connections may be used if approved by the District Geotechnical Engineer. The inside of the each pipe has machined grooves at four equidistantly spaced locations along the longitudinal axis. All joints will have watertight connections to prevent grout from entering the casing during installation. July 2016 Page 5-10 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

65 Bottom Cap Furnish a permanently fixed ABS cap with a watertight connection designed to seal off the bottom of the inclinometer casing Top Cap Furnish a removable ABS cap designed to fit snugly onto the top of the inclinometer casing Bentonite/Cement Grout Furnish a mixture of powdered bentonite and Type I Portland Cement to backfill the boring. Match the strength of the grout mix to the strength of the formation into which the inclinometer is being installed, according to Table If directed by the District Geotechnical Engineer, make one set of three 2-inch by 2-inch grout cubes in the field for compressive strength testing. Ship these to the location specified by the District Geotechnical Engineer. OHIO DEPARTMENT OF TRANSPORTATION July 2016 Specifications for Geotechnical Explorations Page 5-11

66 Table Grout Mix Design for Inclinometers Grout for Hard Soils and Rock Grout for Soft Soils Application (SPT>4blows per foot) (SPT4 blows per foot) Ratio Ratio Material Weight Weight By Weight By Weight Water 30 gallons gallons 6.6 Portland 94 lbs 94 lbs Cement 1 1 (1 bag) (1 bag) (Type I) Bentonite ±25 lbs. 0.3 ±39 lbs. 0.4 Notes: ~100 psi 28-day compressive strength. Similar strength to hard clay. ~ 4 psi 28-day compressive strength. Similar strength to very soft clay. Grout Mix Design Source is Durham Geo Slope Indicator Mix the water and cement together first to maintain the water-cement ratio prior to the addition of the bentonite. If the bentonite is mixed first it is difficult to maintain the water-cement ratio. Adjust the bentonite mix ratio until grout has a heavy cream consistency. Thin grouts will result in separation of the solids and water. Thick grouts will be difficult to pump Protector Cover Furnish a protector cover according to Section Boring Construction and Preparation Advance the test boring to the termination depth or top of competent bedrock using hollow stem augers or other approved method. Take a minimum of 10 feet of rock core if the failure surface is suspected to be within the overburden soils. If the failure surface is suspected to be within the bedrock, core bedrock to a minimum depth of 20 feet below the anticipated location of the failure surface. If bedrock is impractically deep, the test boring may be terminated in soil as long as the bottom is at least 30 feet below the anticipated failure surface. Upon completion of the drilling activities, and prior to placement of the inclinometer casing, inspect the inside of the boring for obstructions and depth. If the inspection indicates that the boring has caved in or soil and/or rock cuttings have accumulated in the boring, either ream the boring with a tricone bit, flush, or re-drill to remove the obstructions Installation Once the boring has been completed to the specified depth and is clear of obstructions and debris, install the inclinometer casing as outlined below. Figure shows a typical inclinometer installation Initial Grout Placement Prior to installation of the casing, place bentonite/cement grout through a tremie pipe placed the bottom of the boring, until approximately the lower half of the boring is filled. July 2016 Page 5-12 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

67 Figure Typical Inclinometer Installation OHIO DEPARTMENT OF TRANSPORTATION July 2016 Specifications for Geotechnical Explorations Page 5-13

68 Inclinometer Casing Assemble the full length of the bottom cap and the inclinometer casing at the ground surface or as it is lowered into the boring. Insert the inclinometer casing into the boring, through the hollow stem augers, and rest the bottom cap directly on the bottom of the boring displacing the initial grout placement. If the inclinometer casing cannot be inserted the entire depth of the boring due to an obstruction, remove the casing, ream out the boring, replace the grout and re-install the casing. Do not force the inclinometer casing into the boring, especially by utilizing down pressure from the drill rig. To counteract the buoyant forces from the water and grout within the boring, fill the casing with clean, potable water or place a weighted rod inside the entire length of the casing. Place the top cap on the top end of the casing prior to the placement of any additional material. Place one of the two sets of opposing grooves within the casing in-line with the assumed direction of movement, as shown in Figure Mark the grooves of the casing with the A-A axis (direction of movement) and the B-B axis (perpendicular to the direction of movement). If the orientation of the grooves is not perfectly aligned upon completion of the placement of the casing, do not attempt to rotate the casing to re-align. This may result in spiraling of the casing. Figure Typical Inclinometer Casing Grooves and Axes July 2016 Page 5-14 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

69 Bentonite/Cement Grout Fill the remaining annulus between the outside of the inclinometer casing, placing grout through a tremie pipe inserted approximately two feet into the existing grout. As the grout is added to the boring, any water located within the boring will be displaced to the ground surface. Continue grout placement until the consistency of the return grout material is similar to the original grout. Begin removing the hollow stem augers gradually after the top of the grout reaches the ground surface and the return material has the proper consistency, ensuring that the top of the grout material does not drop below the bottom of the hollow stem augers. Place additional grout as needed until all the augers are removed. Confirm the top of grout surface 24 hours after placement to ensure the grout has not shrunk or dropped. If the top of grout surface has dropped to a level more than 36 inches below the ground surface, then place additional grout Protector Cover Install a protector cover according to Section Installation Report Record field measurements on an installation report representing the actual construction of the inclinometer. Report measurements to the nearest 0.1 feet, referenced to the ground surface. At a minimum, include the following information on the installation report: Exploration Identification Number Top of casing height/elevation Date of installation. Top of grout depth/elevation Site name (county/route/section) Bottom of boring depth/elevation PID Number Location: Lat., Long., Station., Type of casing material offset distance and direction Type of grout Inspectors name Labeling of A-A and B-B axes Ground surface elevation Other pertinent information A typical inclinometer installation report is presented in Appendix B. PROTECTOR COVERS A protector cover is placed at the top of any boring containing geotechnical instrumentation to protect it from contamination, debris, and vandalism. This cover may either be above-ground or flush-mounted. An above-ground protector is typically preferred, however, a flush-mounted protector must be used wherever an above-ground protector would interfere with motor vehicle traffic, such as inside guardrail, anywhere in the roadway or shoulders, or within a paved or grass median, which is not protected from traffic by a guardrail or concrete crash barrier. OHIO DEPARTMENT OF TRANSPORTATION July 2016 Specifications for Geotechnical Explorations Page 5-15

70 504.1 Materials Above-Ground Protector Cover Furnish an aluminum or steel casing, typically five feet long and a minimum four inches square or in diameter, with a lockable aluminum cover at the top Flush-Mounted Protector Cover Furnish a flush-mounted protector cover consisting of a steel casing, usually 9 to 12 inches long, with a cast-iron lid at the top. The cast iron lid is fixed down with threaded stainless steel bolts with lubricant and contains a gasket to minimize water collection within the cover. The top of the lid is typically marked as either Monitoring Well or Test Well Portland Cement Concrete Furnish Type I Portland cement concrete Padlock Furnish a weather resistant keyed brass padlock to secure the above-ground protector cover. Key the lock to a specific ODOT key code, which is available upon request Installation Above-Ground Protector Cover After completely backfilling the annulus between the instrumentation and the boring with grout according to the previous sections, excavate an approximate 2-foot wide by 36 to 42- inch deep conical/cylindrical hole at the ground surface around the top of the instrumentation. Cut the inner casing or riser off below the anticipated top of the protector casing to a sufficient depth so that readings can be performed. Mix the Type I Portland cement concrete with water according to manufacturer s directions. Place the protector cover in the ground around the top of the instrumentation and the fill the excavation with Type I Portland cement concrete around the bottom of the protector cover. Set the protector cover so that the top of the protector casing is approximately two to three feet (24 to 36 inches) above the ground surface and it extends at least 9 inches below the ground surface. If the installation is for an inclinometer casing, center the installed inclinometer casing within the protector cover so that the clamp and collar on the pulley system, if used when taking readings, can be attached to the head of the installation without interference from the protector cover. Fill the annulus with sand to within six inches of the top of the protector casing to hold the free end of the inclinometer casing firmly in place. Ensure that the top cap is in place on the inclinometer casing before pouring the sand. Drill a weep hole through the protector cover just above the top of the concrete to allow an outlet point for any water accumulation within the sand fill. July 2016 Page 5-16 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

71 Install the brass padlock to secure the cover. Provide a copy of the padlock key to the District Geotechnical Engineer if requested. A typical above-ground protector cover installation is shown in Figure Figure Above-Ground Protector Cover Flush-Mounted Protector Prepare the excavation and the Type I Portland cement concrete according to Section Cut the inner casing or riser pipe off below the level of the ground surface to a sufficient depth so that readings can be performed when the lid is removed. If the installation is for an inclinometer casing, center the installed inclinometer casing within the protector cover, so that the clamp and collar on the pulley system, if used when taking readings, can be attached to the head of the installation without interference from the protector cover. Place the protector cover in the ground around the top of the instrumentation and the fill the excavation with Type I Portland cement concrete around the protector cover. Set the protector cover so the lid is flush with the existing ground surface or pavement. OHIO DEPARTMENT OF TRANSPORTATION July 2016 Specifications for Geotechnical Explorations Page 5-17

72 A typical flush-mounted protector cover installation is shown in Figure Figure Flush-Mounted Protector Cover METHOD OF PAYMENT Instrumentation is an engineering service to be performed and paid according to the engineering agreement and the Specifications for Consulting Services. The method of compensation for the work involved in Instrumentation will be on a unit cost basis. The tasks and corresponding units for this work are listed in the Proposal/Invoice form presented in Appendix E. The work includes technical supervision of the agreement; preparation, duplication, and delivery of records; furnishing all labor, tools machinery, materials, supplies, equipment, and utilities necessary and incidental to completing the work strictly according to these specifications. July 2016 Page 5-18 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

73 SECTION 600 LABORATORY TESTING GENERAL The purpose of the laboratory testing is as follows: Classify all soil, rock, and man-made materials which have been sampled Define physical properties to be used for the design and construction of the project Only qualified personnel working under the supervision of a licensed Professional Engineer may perform laboratory testing. Use only appropriate AASHTO or ASTM standard test methods unless otherwise stated herein or requested by the District Geotechnical Engineer. Develop the testing program so as to provide the necessary data in the most efficient manner. Refer to Geotechnical Engineering Circular No. 5, Evaluation of Soil and Rock Properties, FHWA-IF , for state of the practice laboratory testing information. This publication is available on the internet at: Soils having widely different physical characteristics are encountered throughout Ohio. To simplify the presentation and facilitate the interpretation of soils information for design and construction purposes, use the ODOT Soil Classification Chart, as shown in Figure Perform all subsurface explorations for ODOT by classifying soils and miscellaneous materials according to this chart. Determine the water content and visually describe every soil sample. Select a sufficient number of soil samples for classification testing to define the subsurface conditions. For each boring, perform at least one classification test for each distinct soil stratum encountered and for all samples at critical locations and depths related to stability, settlement, unsuitable materials, subgrade, or foundation design. Use classification testing to confirm or modify the visual descriptions of samples. Visually describe all bedrock samples according to Section 605. VISUAL DESCRIPTION OF SOILS Determine the water content and visually describe every soil sample. Visually describe the soil samples using techniques and terminology described herein when manipulating and examining a soil. Use terms in the description of soils in the following order: compactness or consistency, color, primary component, secondary component(s) with modifier(s), supplementary descriptive terms (when appropriate), and water content. Following are two examples of visual soil descriptions: Medium dense, brown coarse and fine sand, some gravel, trace silt and clay, well-graded, wet Very stiff, mottled brown and yellow clay, some sand, little stone fragments, moist OHIO DEPARTMENT OF TRANSPORTATION January 2016 Specifications for Geotechnical Explorations Page 6-1

74 Since visual descriptions are based on estimates of particle size distribution and plasticity characteristics, it may be difficult to clearly identify the soil s primary component. Secondary components may be used to describe primary components, such as silty clay or sandy silt, when the anticipated classification calls for it (see descriptions in Figure 600-1) or to indicate the soil may fall into one of two possible primary groups (i.e., borderline classifications). Visually inspect each soil sample representing proposed pavement subgrade for the presence of gypsum (CaSO 4 2H 2 O). Gypsum crystals are soft (easily scratched by a knife; they will not scratch a copper penny), translucent (milky) to transparent, and do not have perfect cleavage (do not split into thin sheets). Photos of gypsum crystals are shown in Supplement If gypsum is present, test the sample for sulfate content in accordance with Supplement Compactness or Consistency Use the terms defined herein to refer to the relative compactness of a non-cohesive soil (ODOT Classifications A-1, A-2, A-3, and non-plastic A-4 and A-8) and to the relative consistency of a cohesive soil (ODOT Classifications plastic A-4, A-5, A-6, A-7, and A-8) Non-Cohesive Soils Describe the relative compactness of non-cohesive soils according to Table 600-1: Table Relative Compactness of Non-Cohesive Soils Description Standard Penetration Blows Per Foot (0.30 m), N 60 Very Loose Less than 5 Loose 5 10 Medium Dense Dense Very Dense Greater than Cohesive Soils Describe the relative consistency of cohesive soils according to Table Unconfined compressive strength is preferred over standard penetration for description of relative consistency Color Describe the color of the soil in clear and concise terms, such as: brown, gray, or black. Where two major and distinct colors are present, use both in the description, such as: brown and gray. Where a major color appears to be modified by a secondary color, refer to the modifying color first, such as: yellowish-brown, or greenish-gray. Where two major and distinct colors appear swirled in the soil, describe the colors as mottled, such as: mottled brown and gray. July 2017 Page 6-2 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

75 Table Relative Consistency of Cohesive Soils Description Standard Unconfined Penetration Compressive Strength*, Blows Per Foot tsf (kpa) (0.30 m), N 60 Hand Manipulation Very Soft Less than 0.25 (24) Less than 2 Easily penetrated 2 in. (50 mm) by fist Soft (24 48) 2 4 Easily penetrated 2 in. (50 mm) by thumb Medium Stiff (48 96) 5 8 Penetrated by thumb with moderate effort Stiff (96 192) 9 15 Readily indented by thumb but not penetrated Very Stiff ( ) Readily indented by thumbnail Hard Greater than 4.0 (383) Greater than 30 Indented with difficulty by thumbnail *As determined by hand penetrometer or torvane tests Components Use the particle sizes in Table to describe the components of the soil: Boulders Cobbles Gravel Sand Silt Clay Table Description of Particle Size Component Coarse Fine Coarse Fine Size Larger than 12 in. (300 mm) 3 in. to 12 in. (75 mm to 300 mm) ¾ in. to 3 in. (19 mm to 75 mm) #10 sieve to ¾ in. (2.0 mm to 19 mm) #40 sieve to #10 sieve (0.42 mm to 2.0 mm) #200 sieve to #40 sieve (.074 mm to 0.42 mm) mm to #200 sieve (0.005 mm to mm) Smaller than mm OHIO DEPARTMENT OF TRANSPORTATION January 2016 Specifications for Geotechnical Explorations Page 6-3

76 Differentiate between silts and clays by manipulation as follows: Silt When subjected to shaking in the palm of the hand, a pat of saturated inorganic silt expels enough water to give a glossy appearance to the surface and, when bent or slightly squeezed between the fingers, the surface of the pat will become dull. The pat, upon working in the hand, loses moisture, becomes brittle, and breaks easily into very fine particles Clay Clay is sticky at high water contents, plastic over a wide range of water contents, and can be rolled into a fine thread without breaking. Upon drying it becomes hard and will not break into fine particles Identification of Components Describe soil components as: gravel, stone fragments, sand, silt, clay, organic materials such as root fibers or wood fragments, miscellaneous materials such as uncontrolled fill, or peat, or any combination thereof Organics in Soils Except Peat Describe organics by characteristics such as smell, texture, staining, color, or presence of organic material Peat Soils Describe soils composed primarily of plant tissue in various stages of decomposition and having a fibrous to amorphous texture, a dark brown to black color, and an organic odor as a peat. Distinguish among various peat soils according to its composition, for example, woody peat, fibrous peat, sedimentary peat, fine textured peat, loamy peat, marly peat, marls, or various combinations thereof Gravel and Stone fragments Differentiate between gravel and stone fragments as follows: Gravel is rounded or subrounded pieces of rock exposed to either stream or glacial abrasion. Stone fragments are angular pieces of rock subjected to little or no abrasive action or manufactured materials such as blast furnace slag Modifiers of Components Use modifiers of components according to Table 600-4: Table Modifiers of Components Term Percent By Weight Trace 0 to 10 Little 10 to 20 Some 20 to 35 And 35 to 50 July 2017 Page 6-4 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

77 602.6 Supplementary Descriptive Terms Use supplemental descriptive terms for additional information when appropriate, such as: glacial till, alluvial, or residual type of manufactured material (i.e. slag, recycled asphalt or concrete, etc). Use secondary descriptive terms such as: a description of foreign material, organic odor, fissures, voids or cavities, staining, or lenses Water Content Describe the relative water content of the soil samples according to Table 600-5: Term Dry Damp Moist Wet Table Water Content of Soils Criteria Soil leaves no moisture when pressed between fingers. For cohesive soils, is brittle to powdery. Water content well below the plastic limit Soil leaves very little moisture when pressed between fingers. Soil contains a small amount of moisture. Water content below the plastic limit. Soil leaves small amount of moisture when pressed between fingers. Water content above the plastic limit to -3% of the liquid limit. For cohesive soils, the water content is near or above the liquid limit. For non-cohesive soils, the pore space is filled with water and water can be poured from sample with ease. SOIL CLASSIFICATION ODOT Soil Classification Method Classify soils by their physical characteristics using the ODOT Soil Classification Chart, shown in Figure 600-1, based on test data for grain size distribution, liquid limit, and plasticity index. Classify soils by proceeding from top to bottom of the chart. Place a soil in the first classification in which the properties of the soil meet all the requirements of that classification. The ODOT Soil Classification Chart is in general agreement with the "Classification of Soils and Soil Aggregate Mixtures for Highway Construction Purposes", AASHTO M 145, with modifications. These modifications have been made as a result of ODOT's experience with the behavior of subgrade and foundation soils encountered in Ohio. The ODOT Soil Classification Chart provides for the classification of all materials commonly encountered in subsurface explorations. These materials are grouped into three general categories, as follows. OHIO DEPARTMENT OF TRANSPORTATION January 2016 Specifications for Geotechnical Explorations Page 6-5

78 Granular material, having 35 percent or less by weight passes the No. 200 U.S. Standard sieve Silt-clay material, having more than 35 percent by weight passes the No. 200 U.S. Standard sieve Miscellaneous materials classified by visual inspection and not readily identified by the tests used for classification of soils The first two categories are similar to those of the AASHTO classification system while the third category is a provision only of the ODOT Soil Classification Chart. The classifications within these categories are discussed in the following paragraphs. The classifications for granular materials are the same as those adopted by AASHTO with the following exception: granular materials containing a minimum of 50 percent by dry weight of coarse and fine sand sizes and a maximum plasticity index of 6 have been classified as Group A-3a. The classifications for silt-clay materials of the AASHTO classification have been modified as follows: a) The A-4 classification has been divided into A-4a and A-4b. A-4a soils are sandy silt soils containing less than 50 percent silt sizes. A-4b soils are predominantly silts containing not less than 50 percent silt sizes. Silt sizes are particles passing the No. 200 U.S. Standard sieve, or smaller than millimeter, and larger than millimeter in diameter. b) The A-6 classification has been divided into A-6a and A-6b. A-6a soils are predominantly silts and clays having a maximum liquid limit of 40 and a plasticity index of 11 to 15 inclusive. A-6b materials are silty clays with a maximum liquid limit of 40 and a plasticity index of 16 or greater. c) The A-8 classification is an optional AASHTO classification which is adopted by ODOT for organic silt or clay soils, not including peat. A-8 soils are defined as those soils which would otherwise classify as A-4, A-5, A-6, or A-7, but have a liquid limit value after oven drying less than 75 percent of its liquid limit before oven drying. The A-8 classification has been divided into A-8a and A-8b. A-8a soils are sandy silt soils which otherwise would have classified as an A-4 soil and exhibit the loss in liquid limit value upon oven drying as noted above. A-8b soils are predominantly silts and clays which otherwise would have classified as an A-5, A-6, or A-7 soil and exhibit the loss in liquid limit value upon oven drying as noted above. The classification of miscellaneous materials is also provided by the ODOT Soils Classification Chart. These materials, which are commonly encountered in subsurface explorations, do not lend themselves to standard laboratory classification tests and are therefore classified by visual inspection based on their general character or geologic nature. July 2017 Page 6-6 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

79 Figure ODOT Soil Classification Chart OHIO DEPARTMENT OF TRANSPORTATION January 2016 Specifications for Geotechnical Explorations Page 6-7

80 Examples of miscellaneous materials include topsoil, pavement and base, berm material, uncontrolled fill, cobble or boulder zones, and peat. The AASHTO classification system provides a parameter for the characterization of soils referred to as the Group Index. This methodology has been included in the Ohio Classification Chart with modifications. Modifications to the AASHTO Group Index consist of limiting the value of the Group Index to 0 to 20, based on an empirical formula, weighted to take into account variations in the percentage of coarse material, the liquid limit, and the plasticity index. Assuming good drainage and thorough compaction, the suitability of soils as subgrade materials is inversely related to the Group Index. That is to say, the lower the Group Index, the better the supporting characteristics of the soil as a subgrade material. The modified empirical formula is as follows: where: Group Index = 0.2A AC BD A = That portion of the percentage passing the No. 200 sieve greater than 35 percent and not exceeding 75 percent, expressed as a positive whole number (0 to 40). B = That portion of the percentage passing the No. 200 sieve greater than 15 percent and not exceeding 55 percent, expressed as a positive whole number (0 to 40). C = That portion of the numerical liquid limit greater than 40 and not exceeding 60, expressed as a positive whole number (0 to 20). D = That portion of the numerical plasticity index greater than 10 and not exceeding 30 expressed as a positive whole number (0 to 20) Testing Requirements Classify representative soil samples by the ODOT Soil Classification Method. Perform the tests listed in Table utilizing either AASHTO or ASTM test methods, except modify the Particle-Size Analysis according to Section Table Testing Requirements for Classification of Soils Test Method AASHTO ASTM Designation Designation Water Content Determination T 265 D 2216 Organic Content by Loss on Ignition T 267 D 2974 Particle-Size Analysis T 88 D 422 Liquid Limit T 89 D 4318 Plastic Limit and Plasticity Index T 90 D 4318 July 2017 Page 6-8 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

81 603.3 Modifications to Test Methods Organic Content by Loss on Ignition Perform the organic content by loss on ignition test only on samples visually described as moderately to highly organic or as peat Particle-Size Analysis Perform the particle-size analysis of soils as described by AASHTO T 88 or ASTM D 422 except: Limit the length of the hydrometer test to two hours Do not perform the hydrometer test on non-cohesive materials essentially free of material passing the No. 200 U.S. standard sieve, as determined by visual inspection Plastic Limit and Plasticity Index Perform the plastic limit test prior to performing the liquid limit test Liquid Limit Determine the liquid limit of soils as described by AASHTO T 89 or ASTM D 4318 only on samples determined to be plastic by means of the plastic limit test. Determine the liquid limit of silt-clay soils visually described as moderately to highly organic on each sample twice. First determine the liquid limit when prepared by air drying as described by AASHTO R 58 or ASTM D 421 dry preparation method. Then determine the liquid limit on the same sample when prepared by oven drying as described by AASHTO T 265 or ASTM D Organic Silts and Clays Designate organic silts and organic clays as such when they have sufficient organic content to influence the soil properties. Classify a soil as an A-8a organic silt when it would have otherwise classified as an A-4 soil and its liquid limit value after oven drying is less that 75 percent of its liquid limit value before oven drying. Classify a soil as an A-8b organic clay when it would have otherwise classified as an A-5, A-6, or A-7 soil and its liquid limit value after oven drying is less that 75 percent of its liquid limit value before oven drying. Perform the organic content by loss on ignition test to determine the percent organic content Granular and Silt-Clay Soils Containing Organics Classify granular soils and silt-clay soils which contain organics but retain 75 percent or more of its liquid limit value after oven drying according to the ODOT classifications A-2 through A-7. Verify the organic content of soils containing organic material visually described as moderately to highly organic by performing the organic content by loss on ignition test. Modify, as necessary, the description of the soil according to Table 600-7: OHIO DEPARTMENT OF TRANSPORTATION January 2016 Specifications for Geotechnical Explorations Page 6-9

82 Table Organic Content of Soils Percent of Organic Matter Description (By Weight) 2 to 4 Slightly Organic 4 to 10 Moderately Organic > 10 Highly Organic Peat Soils Do not subject samples visually identified as peat to further classification testing. Perform the organic content by loss on ignition test to determine the percent organic content Sulfate Content in Soils Use the test procedure described in Supplement 1122 for the determination of the sulfate content of soils. STRENGTH AND CONSOLIDATION TESTING OF SOILS Perform strength and consolidation testing when necessary for design of the project. Do not test undisturbed samples until after related samples have been classified to determine the nature of subsurface conditions Laboratory Strength and Consolidation Test Methods Use only relatively undisturbed samples, successfully obtained using a thin-walled tube of suitable diameter per AASHTO T 207 or ASTM D Classify the undisturbed samples by performing testing on a portion of the sample as described above. In addition, test samples selected for strength or consolidation determinations using the appropriate test methods from the list below. Use either AASHTO or ASTM test methods: July 2017 Page 6-10 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

83 Table Strength and Consolidation Testing Requirements for Soils Test Method Unconfined Compressive Strength AASHTO Designation ASTM Designation T 208 D 2166 Direct Shear T 236 D 3080 Unconsolidated-Undrained Triaxial Compression Consolidated-Undrained Triaxial Compression One-Dimensional Consolidation T 296 D 2850 T 297 D 4767 T 216 D 2435 Specific Gravity T 100 D Index Strength Tests Perform index strength tests such as hand penetrometer and torvane tests according to manufacturer's instructions. Do not rely solely on these index strength results to determine strength parameters for final design. Use these results for relative consistency and strength, and comparative indication to anticipated and achieved laboratory and field test results Other Tests Perform other tests, when necessary for design of the project, with prior approval from the District Geotechnical Engineer. BEDROCK DESCRIPTION General Bedrock encountered in Ohio is sedimentary. Metamorphic and igneous rocks are encountered only in the form of gravel, cobbles, and boulders, which were carried and deposited into the state as a result of glaciation. Visually describe all bedrock encountered. Use terms described herein for the description of bedrock, which may include in the following order: bedrock type, color, degree of weathering, strength, texture, bedding, other descriptors, type and condition of discontinuities, unit RQD, and unit loss. Unit RQD, and unit loss are not required for bedrock exposures or rock sampled by means other than a core barrel. Following are two examples of visual rock descriptions: OHIO DEPARTMENT OF TRANSPORTATION January 2016 Specifications for Geotechnical Explorations Page 6-11

84 Sandstone, gray, unweathered, strong, very fine to coarse grained, thick bedded, argillaceous, RQD 90%, Loss 5% Shale, variegated brown and gray, moderately weathered, slightly strong, thin bedded to laminated, fissile, jointed, moderately fractured, narrow, slightly rough, RQD 85%, Loss 10% Bedrock Type Determine the type of in-place bedrock based upon its physical characteristics. The primary bedrock types encountered in Ohio are: claystone, coal, dolomite, limestone, sandstone, shale, siltstone, and underclay. Refer to Appendix A for a complete listing and brief description of all rock types. When alternating layers occur between two distinct rock types describe the material as Interbedded with the major rock type first, with estimated percentage, and the secondary rock type second, with estimated percentage. Describe each rock type in detail, such as: Interbedded Shale (70%) and Limestone (30%), RQD 50%, Loss 10%; Shale, gray, moderately weathered, weak, laminated, calcareous, ranges in thickness from 8 inches to 24 inches; Limestone, light gray, slightly weathered, moderately strong, thin bedded, fossiliferous, ranges in thickness from 2 inches to 6 inches Color Determine the color of the bedrock using the wet color of the rock. Describe the color of the bedrock, for example: brown, gray, or black. Colors may be modified as light or dark. If the primary color appears to be tinted by a secondary color, refer to the secondary color first, such as: greenishgray, yellowish-brown, or brownish-gray. Where two or more major and distinct colors appear in the rock, describe the color as variegated, such as: variegated red and gray Weathering Describe the degree of weathering of the rock mass according to Table Do not describe weathering for coal, fireclay, or underclay. July 2017 Page 6-12 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

85 Table Weathering of Bedrock Description Unweathered Slightly Weathered Moderately Weathered Highly Weathered Severely Weathered Parameters No evidence of any chemical or mechanical alternation of the rock mass. Mineral crystals have a bright appearance with no discoloration. Fractures show little or no staining on surfaces. Slight discoloration of the rock surface with minor alterations along discontinuities. Less than 10 percent of the rock volume presents alteration. Portions of the rock mass are discolored as evident by a dull appearance. Surfaces may have a pitted appearance with weathering halos evident. Isolated zones of varying rock strengths due to alteration may be present. 10 to 15 percent of the rock volume presents alterations. Entire rock mass appears discolored and dull. Some pockets of slightly to moderately weathered rock may be present and some areas of severely weathered materials may be present. Majority of the rock mass reduced to a soil-like state with relic rock structure discernable. Zones of more resistant rock may be present, but the material can generally be molded and crumbled by hand pressures Relative Strength Describe the relative strength of the bedrock according to Table : OHIO DEPARTMENT OF TRANSPORTATION January 2016 Specifications for Geotechnical Explorations Page 6-13

86 Description Extremely Strong Very Strong Strong Moderately Strong Slightly Strong Weak Very Weak Table Strength of Bedrock Range of Unconfined Compressive Field Parameters Strength psi (ksf) MPa Cannot be scratched by a knife or sharp pick. Chipping of hand specimens requires hard repeated blows of the geologist hammer. Cannot be scratched by a knife or sharp pick. Breaking of hand specimens requires hard repeated blows of the geologist hammer. Can be scratched with a knife or pick only with difficulty. Requires hard hammer blows to detach hand specimen. Sharp and resistant edges are present on hand specimen. Can be scratched with a knife or pick. Grooves or gouges to ¼ (6mm) deep can be excavated by hand blows of a geologist s pick. Requires moderate hammer blows to detach hand specimen. Can be grooved or gouged 0.05 inch (2 mm) deep by firm pressure of a knife or pick point. Can be excavated in small chips to pieces about 1-inch (25 mm) maximum size by hard blows of the point of a geologist s pick. Can be grooved or gouged readily by a knife or pick. Can be excavated in small fragments by moderate blows of a pick point. Small, thin pieces can be broken by finger pressure. Can be carved with a knife. Can be excavated readily with a point of a pick. Pieces 1 inch (25 mm) or more in thickness can be broken by finger pressure. Can be scratched by fingernail. Greater than 30,000 (> 4320) 15,000 to 30,000 (2160 to 4320) 7500 to 15,000 (1080 to 2160) 3600 to 7500 (520 to 1080) 1500 to 3600 (215 to 520) 750 to 1500 (108 to 215) 40 to 750 (6 to 108) Greater than to to to to 25 5 to to Texture Describe the rock texture by the grain size of the parent material from which the rock is composed. Use the particle sizes in Table , which are based upon the American Geological Institute, to describe the rock texture: July 2017 Page 6-14 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

87 Table Texture of Bedrock Component Particle Size Boulder Larger than 12 in. Larger than 300 mm Cobbles 3 in. to 12 in. 75 mm to 300 mm Gravel 0.08 in. to 3 in. 2 mm to 75 mm Sand Coarse Medium Fine Very Fine 0.02 in. to 0.08 in. (#35 to #10 sieve) 0.01 in. to 0.02 in. (#60 to #35 sieve) in. to 0.01 in. (#120 to #60 sieve) in. to in. (#200 to #120 sieve) 0.5 mm to 2 mm 0.25 mm to 0.5 mm mm to 0.25 mm mm to mm Bedding The bedding thickness is the average perpendicular distance between bedding surfaces. Describe bedding thicknesses according to Table : Table Bedding Thickness of Bedrock Description Very Thick Thick Medium Thin Very Thin Laminated Thinly Laminated Thickness Greater than 36 in. (> 1000 mm) 18 in. to 36 in. (500 mm to 1000 mm) 10 in. to 18 in. (250 mm to 500 mm) 2 in. to 10 in. (50 mm to 250 mm) 0.4 in. to 2 in. (10 mm to 50 mm) 0.1 in. to 0.4 in. (2.5 mm to 10 mm) Less than 0.1 in. (< 2.5 mm) OHIO DEPARTMENT OF TRANSPORTATION January 2016 Specifications for Geotechnical Explorations Page 6-15

88 605.8 Descriptors Describe secondary characteristics of bedrock as necessary. Use no more than three characteristics in the description. Use the list of common terms, which are defined in Appendix A. Arenaceous Argillaceous Brecciated Calcareous Carbonaceous Cherty Clay Seams Conglomeritic Crystalline Dolomitic Ferriferous Fissile Fossiliferous Friable Iron Stained Lithic Micaceous Pyritic Siliceous Stylolitic Vuggy Vitreous Coal Stringer Discontinuities When a bedrock description is necessary due to a design element relative to the condition of the bedrock, such as a foundation supported on/or into bedrock or a cut slope within bedrock, provide a description of the bedrock discontinuities. Typically, for spread footings founded on/or into bedrock, utilize a modified Rock Mass Rating (RMR) description of the discontinuities as outlined in Section For drilled shafts extending into bedrock provide a Geologic Strength Index (GSI) description of the discontinuities as outlined in Section For rock cut slopes, utilize both modified RMR and GSI discontinuities descriptions as outlined in Section and Description Utilizing Modified RMR Describe discontinuities according to Table : Table Discontinuities in Bedrock Description Fault Joint Shear Bedding Parameters Fracture which expresses displacement parallel to the surface that does not result in a polished surface. Planar fracture that does not express displacement. Generally occurs at regularly spaced intervals. Fracture which expresses displacement parallel to the surface that results in polished surfaces or slickensides. A surface produced along a bedding plane. Contact A surface produced along a contact plane. (generally not seen in Ohio) July 2017 Page 6-16 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

89 When the discontinuity is a fracture (i.e. fault, joint, or shear), describe the degree and condition of the fracturing. Determine the degree of fracturing based on the average distance between recognized natural fractures. Describe the conditions of the fractures based on average aperture width and surface roughness, as shown in Tables and : Table Degree of Fracturing in Bedrock Description Spacing Unfractured Greater than 10 ft. Intact 3 ft. to 10 ft. Slightly Fractured 1 ft. to 3 ft. Moderately Fractured 4 in. to 12 in. Fractured 2 in. to 4 in. Highly Fractured Less than 2 in. Table Condition of Fractures in Bedrock A. Aperture Width Description Width Open Greater than 0.2 in. Greater than 5.0 mm Narrow 0.05 in. to 0.2 in. 1.0 mm to 5.0 mm Tight Less than 0.05 in. Less than 1.0 mm B. Surface Roughness Description Criteria Very Rough Near vertical steps and ridges occur on the discontinuity surface Slightly Rough Asperities on the discontinuity surface are distinguishable and can be felt. Slickensided Surface has a smooth, glassy finish with visual evidence of striations. OHIO DEPARTMENT OF TRANSPORTATION January 2016 Specifications for Geotechnical Explorations Page 6-17

90 Description Utilizing GSI Describe discontinuities according to Table : Table Structure Description Intact or Massive Blocky Very Blocky Blocky/Disturbed/ Seamy Disintegrated Laminated/Sheared Parameters Intact rock with few widely spaced discontinuities Well interlocked undisturbed rock mass consisting of cubical blocks formed by three interesting discontinuity sets Interlocked, partially disturbed mass with multifaceted angular blocks formed by 4 or more joint sets Angular blocks formed by many intersecting discontinuity sets, Persistence of bedding planes Poorly interlocked, heavily broken rock mass with mixture of angular and rounded rock pieces Lack of blockiness due to close spacing of weak shear planes Table Surface Condition Description Very Good Parameters Very rough, fresh unweathered surfaces Good Fair Poor Very Poor Rough, slightly weathered, iron stained surface Smooth, moderately weathered and altered surfaces Slickensided, highly weathered surface with compact coatings or fillings or angular fragments Slickensided, highly weathered surfaces with soft clay coating or fillings July 2017 Page 6-18 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

91 Rock Quality Designation (RQD) The Rock Quality Designation, RQD, is an index of fracture frequency. Determine the RQD value for each core run (Run RQD) and for the total length of each bedrock unit encountered by a boring (Unit RQD). The RQD value is calculated by adding up the total length of each rock core piece which is 4 inches (100 millimeters), or longer, and dividing by the total length of the core run or total rock unit thickness. Express the value as a percentage. Take measurements along the centerline axis of the core. Consider only natural fractures for the RQD determination, discounting mechanical breaks resulting from the drilling operations or transport of the core. If there are fractures that cannot be determined to be either mechanical or natural, consider these to be natural. Figure illustrates the procedure for calculating RQD. Figure Typical RQD Calculation OHIO DEPARTMENT OF TRANSPORTATION January 2016 Specifications for Geotechnical Explorations Page 6-19

92 Core Recovery Calculate core recovery within each core run (Run Recovery) and for each rock unit (Unit Recovery). Calculate the run recovery for each core run, expressed as a percentage, by the following equation R Run Recovery L Where: R R = Length of recovered core of the core run. L R = Length of the core run 100 Calculate the unit recovery for each rock unit, expressed as a percentage, by the following equation R R R Unit Recovery L U U 100 Where: R U = Length of recovered core for the bedrock unit. L U = Length of core run for the bedrock unit. TESTING OF ROCK Test Methods When necessary for design of the project, perform testing on rock according to the test methods listed in Table : Table Rock Testing Methods TEST METHOD ASTM DESIGNATION Slake Durability D 4644 Point Load Strength Index D 5731 Unconfined Compressive Strength of Intact Rock D 7012, Method C Compressive Strength and Elastic Moduli D 7012, Method D Other Tests Perform other tests necessary for the design of the project, with prior approval of the District Geotechnical Engineer. METHOD OF PAYMENT Laboratory Testing is an engineering service to be performed and paid for according to the engineering agreement and the Specifications for Consulting Services. July 2017 Page 6-20 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

93 The method of compensation for the work involved in Laboratory Testing will be unit cost. The quantities of pay items for Laboratory Testing will be the actual number of units completed and accepted. The unit prices in the engineering agreement for the respective pay items shall include all testing, determinations, measurements, computations, tabulations, and other work required in the performance of the tests; technical supervision and engineering oversight; and services, labor, storage, equipment, transportation, materials, and supplies necessary for and incidental to the completion of the laboratory testing work specified herein, including work reasonably implied. A unit for the direct shear test and consolidated-undrained triaxial compression test will include testing of three specimens. Payment for the visual description of bedrock will be included in the cost of procuring the bedrock cores. The quantities of pay items for Laboratory Testing shall be the actual number of units completed and accepted. The basis of payment shall be the quantity of accepted work multiplied by the unit price in the engineering agreement for each of the items of Laboratory Testing. OHIO DEPARTMENT OF TRANSPORTATION January 2016 Specifications for Geotechnical Explorations Page 6-21

94 Pay items for Laboratory Testing according to Table : Table Method of Payment Description Unit Unit Price Water Content Test and Visual Description Each $13 Classification Package, per Table 600-6, excluding Organic Content by Loss on Ignition, and including Each $165 Visual Description and Hydrometer Organic Content by Loss on Ignition Each $52 Liquid Limit Test Each $42 Plastic Limit Test Each $39 Particle Size Analysis--Sieve and Hydrometer Each $95 Particle Size Analysis--Sieve Only Each $69 Unconfined Compression Test on Soil Each $82 Direct Shear Test Each $528* Unconsolidated-Undrained Triaxial Compression Test Each $183 Consolidated-Undrained Triaxial Compression Test Each $960 One-Dimensional Consolidation Test Each $550 Specific Gravity Test Each $66 Slake Durability Each $229 Point Load Strength Index Each $66 Unconfined Compressive Strength of Intact Rock Each $99 Compressive Strength and Elastic Moduli on Rock Each $266 Sulfate Content in Soils Colorimetric Method Each $102 Misc.: Each *Unit price assumes intact specimens with a maximum time to failure of 24 hours each July 2017 Page 6-22 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

95 SECTION 700 GEOTECHNICAL EXPLORATION REPORTS GENERAL Provide all geotechnical information as required to complete the project planning and design in accordance with the Project Development Process, or as directed by ODOT. Provide a paper copy and an electronic copy of all geotechnical submissions to the District Geotechnical Engineer. Clearly identify on every submission (reports, plan drawings, etc.), the geotechnical specification (title and date) under which the geotechnical work was contracted and performed. Label the first complete version of all documents being submitted as draft. Subsequent to ODOT review and approval, submit a complete version of the document, revised as necessary, and label final. Submit electronic copies of all final Geotechnical Exploration plan sheets in accordance with Location & Design Manual Volume 3, Section Geotechnical Exploration plan sheets include Soil Profile sheets, Structure Foundation Exploration sheets, and Geohazard Exploration sheets. In addition, submit final boring locations in electronic format for inclusion in the ODOT Geotechnical Data Management System (GeoMS). An electronic copy of the boring location form in Excel format can be obtained at SOIL PROFILE Present roadway and subgrade explorations as plan drawings in the form of a Soil Profile. If the project includes structures, present all structure explorations in the Soil Profile as well. Do not create separate Structure Foundation Exploration plan sheets. A sample Soil Profile is provided in Appendix D. Use the form of presentation and include the features described below: Form of Presentation Conform to the ODOT CADD Engineering Standards Manual regarding the size, format, lettering, and file management for the plan sheets Scale For cover sheets and laboratory test data sheets use a scale of 1 =1. For projects, or individual alignments, less than 1500 feet in length, use the largest standard horizontal scale (1 =5, 1 =10, 1 =20, 1 =25, 1 =40, 1 =50 ) appropriate to present the entire plan and profile on one sheet. For projects, or individual alignments, greater than 1500 feet (500 meters) in length, use a scale of 1 =50 (or 1:500). A vertical scale of 1 =10 (or 1:100) is required. Plot all cross sections to the same horizontal and vertical scale. Use a scale according to the ODOT Location and Design Manual, Volume 3, Section , except that a scale of 1 =20 (or 1:200) is allowed for higher or wider slopes. A 1 =10 scale is preferred. Plot more than one cross section per sheet if space permits Cover Sheet Include the following information on the cover sheet of the Soil Profile: OHIO DEPARTMENT OF TRANSPORTATION July 2016 Specifications for Geotechnical Explorations Page 7-1

96 General Information Include the following information in written text on the cover sheet: a) Project Description: A brief description of the project. Include the bridge number (i.e., FRA ) of each bridge included in the plan set, if any. b) Historic Records: Identify historic geotechnical explorations referenced in this exploration. State if no historic records are available. c) Geology: Provide generalized information about the project area, such as the terrain (i.e. Physiographic Region general description), soil origin (i.e., lacustrine, clayey or glacial till, outwash, alluvial, residual soils, colluvium), relative thickness (thin, thick, deep), any feature relative to the soils (i.e., buried valleys, boulder belts, peat deposits), bedrock type(s) and age (i.e., Berea Sandstone of Devonian Age or shale, sandstone, claystone, coal and limestone of Pennsylvanian aged Conemaugh Group) d) Reconnaissance: A brief presentation of site geology and topographical information as derived from the field reconnaissance notes. Include any site surface features of geotechnical importance. Comment on the good or bad performance of slopes, any structures, or pavement. Identify historic geotechnical explorations referenced in this exploration. Make sure date and personnel who performed field reconnaissance is listed. e) Subsurface Exploration: A brief description of the test boring and sampling methods. Include the date of last calibration and drill rod energy ratio as a percent for the hammer system(s) used. If multiple drill rigs are utilized, provide information for each rig. f) Exploration Findings: A summary of soil, bedrock, and groundwater conditions encountered and a generalized interpretation of the findings. g) Specifications: A statement of which version (date) of the SGE specifications the exploration was performed in accordance with. This should be the date of program planning. h) Available Information: A statement of where original drawings and data may be inspected in the future. i) A list of the initials of the personnel and the dates they performed a field reconnaissance of the site, the subsurface exploration (i.e., drilling), and the preparation of the Soil Profile. If these tasks were performed over a period of many days, present the range of dates during which the tasks were performed Legend Include a legend on the cover sheet of the drawings which contains the following information: July 2015 Page 7-2 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

97 a) Soil and Rock Symbology. Show and define only the symbology for soil and bedrock types that appear in the Soil Profile. Use the symbology and descriptions for soil and bedrock types as presented on the Soil and Rock Symbology chart presented in Appendix D. b) Miscellaneous Symbols. Show and define all miscellaneous symbols and acronyms used on any of the Soil Profile sheets. Do not list symbols that were not used. c) Number of Tests. Identify the numbers of soil samples for each classification that were mechanically classified and visually described. Do not include test results of historic geotechnical explorations in this number of tests, but calculate and show these results in a separate table Location Map Include a map showing the general location of the project, with the beginning and ending stations indicated. Size the map as defined in the ODOT Location and Design Manual, Volume 3, Section , Location Map Index of Sheets Identify, in a table, the station limits for each plan and profile sheet and cross section sheet for projects greater than 1500 feet in length, having multiple alignments, or if cross sections are used Index of Bridges Identify, in a table, the list of bridges for which structural foundation explorations were performed Testing for Scour Analysis If sampling and testing for a scour analysis was performed, present this data, using metric units for the diameter, on the cover sheet in tabular form if space permits, otherwise present this data on a new sheet after the boring log sheets. Only show the results if the final foundation design requires scour analysis Summary of Soil Test Data Show a summary of test data for all roadway and subgrade boring samples on the cover sheet if all the test data fits on the front sheet, otherwise, present on additional sheets. Rotate summary table 90 when warranted to maximize number of borings presented on the additional sheets. Display the data by roadway and subgrade borings in ascending stationing order for each roadway. When borings from historic geotechnical explorations are being used, include their test data in a separate table and make a note as to its source. Provide the exploration identification number and centerline or baseline station and offset of each boring. For each sample, record the following: a) The sample depth interval. OHIO DEPARTMENT OF TRANSPORTATION July 2016 Specifications for Geotechnical Explorations Page 7-3

98 b) Sample number and type, for example, SS-1, SS-2, ST-3, SS-4, etc. Do not repeat sample numbers in the same boring. c) N 60 d) Percent recovery. e) Hand Penetrometer. f) The percentage each of aggregate, coarse sand, fine sand, silt, and clay size particles; the liquid limit, plastic limit, plasticity index, and water content, all rounded to the nearest whole percent or number, for those samples mechanically classified. g) The classification of the soil by the ODOT Soil Classification Method as described in Section 600, including the Group Index in parentheses. h) A visual description of those samples not mechanically classified by the ODOT Soil Classification Method, including water content and the estimated ODOT Classification with Visual in parentheses. Reference to a mechanically classified sample, for example, SAME AS SS 10 is satisfactory in lieu of a visual description. i) An asterisk indicating a sample taken within 3 feet of proposed subgrade j) Sulfate Content Test Results Presentation of Undisturbed Test Results Display any undisturbed test results in graphical format on the sheets prior to the presentation of the surface and subsurface data Presentation of Surface Data Prepare a roadway plan drawing showing the existing surface features, the proposed construction, and exploration locations. Include the following information on the drawing: Existing Surface Features Show the locations and limits of existing surface features, in general conformance with the ODOT Location and Design Manual, Volume 3, Section , except no utilities shall be shown. Show additional surface features, such as, but not limited to: Poorly performing pavement sections Springs Rock outcrops Uncontrolled fills, dumps, waste pits, excavations Low-lying poorly drained areas, swamps, bog areas, lakes, ponds, abandoned streams, existing streams, and intermittent streams July 2015 Page 7-4 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

99 Identify existing land usage, such as, but not limited to: Wooded areas Grazing land Cultivated land Identify the type, limits, and locations of geohazard features, such as, but not limited to: Landslides Rockfall Mine areas Karst features Use appropriate symbols and labels as defined in the ODOT CADD Engineering Standards Manual. Otherwise, identify features with text and boundary limits as necessary Proposed Construction Show the proposed construction, in general conformance with the ODOT Location and Design Manual, Volume 3, Section Exploration Locations Show locations of project, instrumented, and historic borings with appropriate exploration symbols, as defined in the ODOT CADD Engineering Standards Manual, and corresponding exploration identification numbers according to Section Where borings are not shown in profile on the same sheet, indicate the sheet where the graphical boring log can be found. Boring targets should be aligned with the centerline or baseline of reference Notes Include notes regarding observations not readily shown by drawings Surface Contours As a minimum, present existing ground surface major contours developed for the design project. Present the minor contours if doing so does not compromise the presentation of other geotechnical information or topographic features. Showing both major and minor contours is preferred for geohazard explorations Cross Section Index On each sheet, present a cross section index of sheets where cross sections within the station limits presented on that sheet can be found Presentation of Subsurface Data Present the roadway subsurface data in the form of a profile along the centerline or baseline and on cross sections, when applicable. OHIO DEPARTMENT OF TRANSPORTATION July 2016 Specifications for Geotechnical Explorations Page 7-5

100 Plot graphical boring logs to a vertical scale only. Indicate the location and depth of borings by means of a heavy dashed vertical line. Present the exploration identification number above the boring. Indicate soil and bedrock layers by symbols 0.4 inches (10 millimeters) in width and centered on the heavy dashed vertical line where possible. Use 0.4-inch (10 millimeter) wide symbols for bedrock exposures as well, except, do not include a heavy dashed vertical line. Use the symbols shown on the Soil and Rock Symbology chart in Appendix D. Show borings from historic explorations in the same manner as described above and present the exploration identification number above the graphical boring log Profile View Show the proposed grade line, the existing ground profile, and information disclosed by borings and testing on the profile view. Display the existing ground line and the proposed grade line according to the ODOT CADD Engineering Standards. Do not show curve data. Indicate the offsets of borings with respect to centerline or baseline immediately above the borings shown on the profile. Reference borings located immediately adjacent to the centerline or baseline and considered representative of centerline or baseline subsurface conditions directly to the centerline or baseline. Plot offset borings in or near the same elevation interval of a centerline or baseline boring either on a cross section or immediately above or below the centerline or baseline borings in a box containing an elevation scale. Presentation of offset borings on cross sections is preferred if there are numerous such borings Cross Sections Prepare cross sections to show subsurface conditions disclosed by a series of borings drilled transverse to centerline or baseline. Display the existing and proposed ground lines according to the ODOT CADD Engineering Standards. Indicate the station of borings with respect to centerline or baseline immediately above the borings shown on the cross section. Bedrock exposures shown on cross sections may be plotted along the contour of the cross section Graphical Boring Logs and Bedrock Exposures Show the following information adjacent to each graphical boring log or bedrock exposure, when applicable: a) The thickness, to the nearest inch (25 millimeters), of any shallow surface material such as sod, topsoil, asphalt, concrete, aggregate base, uncontrolled fill, or peat, written immediately above the boring. b) Top of rock indicated at the elevation by a line with TR. c) The numeric value, to the nearest whole percent, of the moisture content of each sample tested, placed with the bottom of the text aligned with the bottom of the sample, immediately adjacent to the boring. Present this information on the right side of the graphical boring log if space allows. Identify this column at the bottom of the boring with the label WC (water content). July 2015 Page 7-6 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

101 d) N 60, placed with the bottom of the text aligned with the bottom of the sample, immediately adjacent to the boring. Also show the refusal blow counts as uncorrected blows and if the penetration is less than 6 then show the penetration in inches. Example format is shown in the sample plans in Appendix D. Present this information on the left side of the graphical boring log if space allows. Identify this column at the bottom of the boring with the label N 60. e) Free water indicated at the elevation encountered by a medium weight horizontal line with the letter "w" attached, and static water by a shaded equilateral triangle, point down. Present this information on the same side of the graphical boring log as the moisture content, if space allows. f) When in place bedrock is encountered, provide a complete geologic description of each bedrock unit. When testing is performed (for example, point load strength index, SDI, and compressive strength), provide test results. When rock core is obtained, include unit recovery and unit RQD values within the description. Use headings or footings for clarity as necessary. If there is not sufficient room to present these descriptions on the same sheet, present them on a subsequent(s) sheet(s). Do not present a complete geologic description of each bedrock unit for structure or geohazard borings for which this information is presented on the boring log as described in g) Visual description of any uncontrolled fill or any interval not adequately defined by a symbol on the graphical borings. h) Indication of organic content using the modifiers listed in Section Include results for loss on ignition, for example, moderately organic (LOI=5.1%). i) Each moisture content of a plastic soil that is equal to or greater than the liquid limit minus three, designated by a 1/8-inch (3-millimeter) solid black circle placed immediately adjacent to the moisture content value. j) Each moisture content of a non-plastic soil either greater than or equal to 25 percent, or greater than or equal to 19 percent but appearing wet initially, designated by an open 1/8-inch (3-millimeter) circle with a horizontal line through the circle placed immediately adjacent to the moisture content value. k) The reason for discontinuing a boring before reaching the planned depth indicated immediately below the boring. If the reason was because of the use of hand equipment, indicate this, for example, "Refusal-Hand Auger Boring Logs Show the boring logs of all structure borings and any roadway borings drilled in the vicinity of the structure on the boring log sheet(s) following the plan and profile sheet(s). Create the boring logs in accordance with Section OHIO DEPARTMENT OF TRANSPORTATION July 2016 Specifications for Geotechnical Explorations Page 7-7

102 STRUCTURE FOUNDATION EXPLORATION Present the geotechnical exploration involving structures only (i.e., no roadway), including bridges, culverts, retaining walls, and noise walls, as plan drawings in the form of a Structure Foundation Exploration. Structures explored as part of the same construction project may be presented together under the same cover sheet. A sample Structure Foundation Exploration is provided in Appendix D. Use the same form of presentation and features to be included as described in Section 702, except as noted below: Cover Sheet Do not prepare a Summary of Soil Test Data or an Index of Sheets. If sampling and testing for a scour analysis was performed, present this data, using metric units for the diameter, on the cover sheet in tabular form if space permits, otherwise present this data on a new sheet after the boring log sheets Plan and Profile Place the plan and profile views of the structure on a subsequent sheet(s), following the cover sheet. Show the plan and profile sheet(s) at the same scale as the Site Plan for the proposed structure when possible. Show the existing and proposed profiles and the locations of the proposed structure foundation elements on the profile view. Information regarding the preparation of Site Plans is contained in the ODOT Bridge Design Manual, Section 200. Do not present a complete geologic description of each bedrock unit on the profile, rather, present this information on the boring log as described in For culverts present the plan and profile along the flowline of the culvert Boring Logs Show the boring logs of all structure borings on the boring log sheet(s) following the plan and profile sheet(s). Create the boring logs in the same format as those presented in the sample Structure Foundation Exploration in Appendix D. Boring logs may be created using the boring log report forms in the Office of Geotechnical Engineering gint library (oh dot.glb), found at For boring log sheets use a scale of 1 =1. The maximum depth of a boring log on a single sheet shown on a plan sheet should be limited to 60 feet. Develop the boring logs by integrating the driller's field logs, laboratory test data, and visual descriptions. Include the following information on the boring logs: Heading Include the following in the heading: Exploration identification number Project designation (C-R-S) and PID Structural File Number (if applicable) and project type. Note if the structural file number listed is existing (E) or proposed (P) July 2015 Page 7-8 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

103 Centerline or baseline name, station, offset, and surface elevation Coordinates, see Section Names of drilling, sampling and logging firm(s) and personnel Methods of drilling and sampling Name/type of drill rig and hammer system Date started and date completed Date of last calibration and drill rod energy ratio (ER) in percent for the hammer system(s) used Boring completion depth Boring Information Include the following on the boring log: A depth and elevation scale Indication of stratum change Description of material in each stratum with hatching that represents the primary material or design stratum Depth of bottom of boring Depth of boulders or cobbles, if encountered Caving depth Static and free water level observations Artesian water and height of rise Heaving sand with location and height Cavities or other unusual conditions Method and material (including quantity) used for backfilling or sealing, including type of instrument installation, if any Depth interval represented by sample Sample number and type (restart sampling numbering for each boring) Percent recovery for each sample Measured blow counts for each 6 inches (152 millimeters) of drive for split spoon samples, numeric entries only N 60 to the nearest whole number Hand penetrometer and/or torvane test results Particle-size analysis OHIO DEPARTMENT OF TRANSPORTATION July 2016 Specifications for Geotechnical Explorations Page 7-9

104 Liquid limit, plastic limit, plasticity index Water content ODOT soil classifications, with V in parentheses for those samples that are not mechanically classified Top of bedrock and bedrock descriptions of all in place bedrock encountered Run rock core percent recovery Run RQD Unit rock core percent recovery Unit RQD SDI, if applicable, with lithology described for any interlayered unit Compressive strength test results, if applicable, with lithology described for any interlayered unit Presentation of Undisturbed Test Results Display any undisturbed test results in graphical format following the boring log sheet(s). GEOHAZARD EXPLORATION Present the geotechnical exploration for geohazards as plan drawings in the form of a Geohazard Exploration. Use the same form of presentation and features to be included as described in Section 703, except present the scales and cross sections as described in Section Identify the geohazard type(s) (landslide, rockfall, abandoned underground mine) in the title block. REPORT OF GEOTECHNICAL EXPLORATION, FINDINGS AND RECOMMENDATIONS Present a report of the geotechnical exploration and findings along with analyses and recommendations in a written text format. Identify the project PID and contact person (with contact information). Include the report in the appropriate planning/design step submission according to the ODOT Location and Design Manual, Volume 3 and the ODOT Bridge Design Manual. For all other reports, present information using the following headings and directions: Report Title Depending on the contents of the report, use one of the following titles: Preliminary Geotechnical Exploration Subgrade Exploration Roadway Exploration Structure Foundation Exploration Geohazard Exploration (Identify Type of Geohazard) July 2015 Page 7-10 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

105 705.2 Executive Summary Present a brief summary of the findings and recommendations at the front of the report. List specific recommendations that will result in a deviation from the ODOT Construction and Material Specifications or from standard earthwork practices for the project Introduction Describe the project, including the project limits, and a description of the geotechnical report being submitted. Describe the purpose of Preliminary Geotechnical Reports, if applicable Geology and Observations of the Project Provide a description of the general geology and hydrogeology, listing sources of information. Present field and office reconnaissance notes, emphasizing geotechnical features of interest Exploration Describe the exploration performed, including the following: List of projects from which historic boring programs were referenced and included Project exploration program Boring method(s) or other type of exploration method(s) Sample method(s) and intervals Laboratory testing program Findings Describe the geotechnical conditions revealed by the borings or other exploratory method(s). Give a description of the topography, drainage features, geology, and any other factors that might affect the design and construction of the project in the report. Also, identify areas where remedial measures may be required due to soft subgrade, soft embankment foundation, stability problems, settlement, or other concerns Analyses and Recommendations Clearly document analyses which have been performed in order to develop recommendations regarding stability, settlement, and/or structure foundations. Include a diagram(s) showing the section(s) analyzed. Present calculations in a logical format in the appendix, as noted below. Describe how soil and bedrock parameters used in the analyses were determined. Acknowledge and explain any discrepancies between these parameters and field or laboratory test data. Incorporate special drawings relating to stability, settlement, or foundation analysis of a size that produce a clear presentation and permit compact and neat folding for inclusion into the report. Present recommendations as described below for each report type. Do not restate ODOT Construction and Material Specifications; include only recommended exceptions. OHIO DEPARTMENT OF TRANSPORTATION July 2016 Specifications for Geotechnical Explorations Page 7-11

106 Preliminary Geotechnical Exploration Prepare preliminary recommendations related to the design and construction of the roadway that include any remedial measures that may be necessary to complete the project. Present all geotechnical alternatives considered. If comparing different vertical or horizontal alignments, list the geotechnical concerns for each alignment alternative and present a cost summary. Present a recommended alignment based on the geotechnical information compiled Subgrade Exploration Prepare recommendations related to the pavement design and subgrade support parameters and construction of the roadway subgrade in accordance with GB1. Present a GB1 spreadsheet in the report. Provide specific treatment of unstable subgrade. Be specific in the recommendations, noting the areal extent (by station and width) and depth of all required remedial earthwork measures. Also identify limits of unsuitable subgrade. Non-specific recommendations which state, for example, to "undercut soft subgrade where it occurs, are not acceptable Roadway Exploration Prepare recommendations related to the design and construction of the roadway that include any remedial measures necessary to complete the project. Provide specific treatment of soft foundation areas, design of cut slopes, drainage considerations, embankment design related to stability or settlement, construction sequence, instrumentation, field controls, and any other design factors affecting the project. Prepare recommendations related to the pavement design and subgrade support parameters according to Section if a Subgrade Exploration Report was not prepared. Be specific in the recommendations, noting the areal extent (by station and width) and depth of all required remedial earthwork measures. Likewise, be specific regarding locations concerning cut and fill slope recommendations. Non-specific recommendations are not acceptable Structure Foundation Exploration For recommendations related to the design and construction of structures, include all design details, plan notes and construction constraints necessary to complete the project. Consider all available geotechnical information, including historic explorations, in formulating the design recommendations. Provide foundation or pile type, treatment of the foundation, allowable bearing of spread footings, design of piles and their estimated length, footing elevations, construction sequence, instrumentation, field controls and any other design factors affecting the project. Non-specific recommendations will not be accepted. Present a statement of the parameters used in the analysis of the foundation design, such as those related to bearing capacity and settlement. Show the method of analysis and diagram of the section analyzed. Consider each pier and each abutment individually. Give consideration to the effect of approach embankment loadings on the piers and abutments. July 2015 Page 7-12 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

107 Geohazard Exploration Present a list and description of alternatives considered for the remediation of the geohazard. Include a cost estimate for each alternative. Present a recommended preferred alternative Appendices Present the following information in the appendices to the report Boring Plan Present a site plan showing all boring locations. Present the plan in a scale that will allow the text to be legible but not spread the information out. Present a north arrow and a legend Boring Logs Include boring logs as described in Section in the report. The maximum depth of a boring log on a single 8-½ x 11 sheet should be limited to 30 feet, and the maximum depth of a boring log on a single 11 x 17 sheet should be limited to 60 feet. Present color pictures of rock cores immediately following the log. If the pages of rock core pictures exceed 20, only present the pictures on the electronic copy of the report. Gradation curves from particle size analyses need not be included in the report Undisturbed Test Data Report undisturbed test data as described below. Use the forms for undisturbed test reports presented in Appendix C. a) Unconfined Compression Test. Provide a report of the unconfined compression test according to AASHTO T 208 or ASTM D 2166 and include the following: (1) Heading. Include project identification, boring number, station and offset, depth interval of sample, and sample number in the report heading. (2) Graphical Data. Show a graph of the stress-strain relationship. Present an interpretation of the results including the maximum stress at the corresponding strain. (3) Specimen Data. Show specimen data including dimensions of specimen, wet unit weight, dry unit weight, failure sketch to scaled size showing front and side views disclosing major crack patterns, description of material, particlesize analysis, liquid limit, plastic limit, plasticity index, moisture content. b) Triaxial Compression Test. Provide a report of the triaxial compression test according to AASHTO T 296 or T 297, or ASTM D 2850 or D 4767, and include the following: (1) Heading. Include information according to Section a (1) in the heading. OHIO DEPARTMENT OF TRANSPORTATION July 2016 Specifications for Geotechnical Explorations Page 7-13

108 (2) Graphical Data. For each test specimen, show the relationship for the vertical stress versus strain and the pore pressure versus strain in graphical form. For the appropriate range of stress conditions selected, show the Mohr's stress circles based on total and effective stress. Provide an interpretation of the cohesion and friction angle from the data. (3) Test Data. For each specimen, include moisture content, wet and dry unit weights, liquid limit, plastic limit, plasticity index, particle-size analysis, chamber pressures, and failure sketches to a scaled size showing front and side views disclosing major crack patterns. Record a description of the material and the type of triaxial test. c) Direct Shear Test. Provide a report of the direct shear test according to AASHTO T 236 or ASTM D 3080 and include the following information: (1) Heading. Include information according to Section a (1) in the heading. (2) Graphical Data. Present normal pressure versus shear stress and shear displacement versus shear stress in graphical form, established on the basis of not less than three normal loads. (3) Test Data. For each of the three specimens, include initial (wet) weight and volume of the specimen, wet unit weight, and moisture content. In addition, include the following information on one or more of the test specimens: liquid limit, plasticity index, and particle-size analysis. Record a description of the material and the type of test. Provide an interpretation of the cohesion and friction angle from the data. d) Consolidation Test. Provide a report of the consolidation test according to AASHTO T 216 or ASTM D 2435 and include the following information: (1) Heading. Include information according to Section a (1) in the heading. (2) Pressure-Void Ratio. On the first sheet of the report, graphically present the pressure-void ratio relationship with void ratio plotted to arithmetic scale and pressure plotted to logarithmic scale for both the loading and rebound. Show the initial void ratio value at the start of the test on the margin of the graphical presentation. (3) Time-Consolidation Curves. Present the time-consolidation curves for the last four loadings (not reboundings) of the specimen on supplemental sheets. Show consolidation in dial readings to the nearest inch ( July 2015 Page 7-14 OHIO DEPARTMENT OF TRANSPORTATION Specifications for Geotechnical Explorations

109 millimeters), plotted to an arithmetic scale, with time in minutes plotted to a logarithmic scale or square root-of-time plotted to an arithmetic scale. Indicate the pressure for each curve. Show the entire curve of any one loading on a single sheet. Use abbreviated heading information on each sheet. (4) Coefficient of Consolidation. Show the curve of the coefficient of consolidation on the same sheet as the pressure-void ratio curve. On this graph, plot the coefficient of consolidation to an arithmetic scale and plot the average pressure to a logarithmic scale. (5) Data Sheet. For each consolidation test, include diameter, initial thickness, specific gravity, initial moisture content, initial void ratio, wet and dry unit weights, liquid limit, plastic limit, plasticity index, and particle-size analysis of samples. Include a description of the soil Calculations Present calculations in a logical format to support recommendations. METHOD OF PAYMENT Geotechnical Exploration Reports is an engineering service performed and paid for according to the engineering agreement and the Specifications for Consulting Services. The method of compensation for the work involved in Geotechnical Exploration Reports is actual cost plus a net fee. OHIO DEPARTMENT OF TRANSPORTATION July 2016 Specifications for Geotechnical Explorations Page 7-15

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111 SECTION 800 PROPOSAL AND INVOICE PROPOSAL Prepare the price proposal for geotechnical explorations as specified herein and according to the Specifications for Consulting Services, Chapter 6. For proposal cost summaries, utilize the proposal form presented in Appendix E or as approved by the Office of Consultant Services and the Office of Geotechnical Engineering. Only modify the proposal format to best represent the proposed labor personnel categories. Otherwise, do not modify the proposal format. Enter data only in the highlighted cells. An electronic copy of the proposal/invoice form in Excel format can be obtained at Subconsultants must submit a proposal to the prime Consultant in this same format. For all subsurface exploration programs proposed, include a scaled boring plan, showing all project and historic borings, and a schedule of borings in tabular format. Identify whether the exploration program is for a local let or ODOT let project. In the schedule of borings, present the following information for each boring. exploration identification number location by station and offset estimated amount of rock and soil. Also show the total of each for the entire program. Boring, Sampling, and Field Testing will be compensated on a unit price per foot basis. Laboratory Testing will be compensated on a unit price basis, however, the unit costs are fixed, based on recent historic averages. INVOICE Prepare the invoice for geotechnical explorations as specified herein and according to the Specifications for Consulting Services. Utilize the invoice tabs of the same form mentioned above and presented in Appendix E. Only modify the invoice format to best represent the proposed labor personnel categories. Otherwise, do not modify the invoice format. Enter data only in the highlighted cells. An electronic copy of the proposal/invoice form in Excel format can be obtained at Subconsultants must submit an invoice to the prime Consultant in this same format. OHIO DEPARTMENT OF TRANSPORTATION July 2014 Specifications for Geotechnical Explorations Page 8-1

112

113 APPENDIX A SOIL AND BEDROCK CLASSIFICATION

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115 APPENDIX A.1 - ODOT Quick Reference for Visual Description of Soils 1) STRENGTH OF SOIL: 2) COLOR : Non-Cohesive (granular) Soils - Compactness If a color is a uniform color throughout, the term is single, Description Blows Per Ft. modified by an adjective such as light or dark. If the Very Loose < 4 predominate color is shaded by a secondary color, the Loose 5 10 secondary color precedes the primary color. If two major Medium Dense and distinct colors are swirled throughout the soil, the colors are modified by the term mottled Dense Very Dense > 50 3) PRIMARY COMPONENT Use DESCRIPTION from ODOT Soil Classification Chart on Back Cohesive (fine grained) Soils - Consistency Description Qu (TSF) Blows Per Ft. Hand Manipulation 4) COMPONENT MODIFIERS: Very Soft <0.25 <2 Easily penetrates 2 by fist Description Percentage By Weight Soft Easily penetrates 2 by thumb Trace 0% - 10% Medium Stiff Stiff Penetrates by thumb with moderate effort Readily indents by thumb, but not penetrate Little 10% - 20% Some 20% - 35% Very Stiff Readily indents by thumbnail And 35% -50% Hard >4.0 >30 Indent with difficulty by thumbnail 5) Soil Organic Content % by Description Weight Slightly Organic Moderately Organic Highly Organic 2% - 4% 4% - 10% 6) Relative Visual Moisture Description Dry Damp > 10% Moist Wet Cohesive Soil Criteria Powdery; Cannot be rolled; Water content well below the plastic limit Leaves very little moisture when pressed between fingers; Crumbles at or before rolled to 1 / 8 ; Water content below plastic limit Leaves small amounts of moisture when pressed between fingers; Rolled to 1 / 8 or smaller before crumbling; Water content above plastic limit to -3% of the liquid limit Very mushy; Rolled multiple times to 1 / 8 or smaller before crumbles; Near or above the liquid limit Non-cohesive Soils No moisture present Internal moisture, but no to little surface moisture Free water on surface, moist (shiny) appearance Voids filled with free water, can be poured from split spoon.

116 ST DEPARTMENT A TE OF OF TRANSPORTATION OHIO CLASSIFICATION OF SOILS Ohio Department of Transportation (The classification of a soil is found by proceeding from top to bottom of the chart. The first classification that the test data fits is the correct classification.) SYMBOL DESCRIPTION Classifcation LL /LL % O Pass AASHTO OHIO x 100* #40 % Pass #200 Liquid Limit (LL) Plastic Index (PI) Group Index Max. REMARKS Min. of 50% Gravel and/or Stone Fragments A-1-a 30 Max. 15 Max. 6 Max. 0 combined gravel, cobble and boulder sizes Gravel and/or Stone Fragments with Sand A-1-b 50 Max. 25 Max. 6 Max. 0 F S Fine Sand A-3 51 Min. 10 Max. NON-PLASTIC 0 Coarse and Fine Sand A-3a 0 Max. Max. Min. of 50% combined coarse and fine sand sizes Gravel and/or Stone Fragments with Sand and Silt A-2-4 A Max. 40 Max. 41 Min. 10 Max. 0 Gravel and/or Stone Fragments with Sand, Silt and Clay A-2-6 A Max. 40 Max. 41 Min. 11 Min. 4 Sandy Silt A-4 A-4a 76 Min. 36 Min. 40 Max. 10 Max. 8 Less than 50% silt sizes Silt A-4 A-4b 76 Min. 50 Min. 40 Max. 10 Max. 8 50% or more silt sizes Elastic Silt and Clay A-5 76 Min. 36 Min. 41 Min. 10 Max. 12 Silt and Clay A-6 A-6a 76 Min. 36 Min. 40 Max Silty Clay A-6 A-6b 76 Min. 36 Min. 40 Max. 16 Min. 16 Elastic Clay A Min. 36 Min. 41 Min. < LL-30 = 20 Clay A Min. 36 Min. 41 Min. >LL Organic Silt A-8 A-8a 75 Max. 36 Min. W/o organics would classify as A-4a or A-4b W/o organics Organic Clay A-8 A-8b 75 Max. 36 Min. would classify as A-5, A-6a, A-6b, A-7-5 or A-7-6 MATERIAL CLASSIFIED BY VISUAL INSPECTION Sod and Topsoil Pavement or Base Uncontrolled Fill (Describe) Bouldery Zone P Peat * Only perform the oven-dried liquid limit test and this calculation if organic material is present in the sample.

117 3: WEATHERING APPENDIX A.2 ODOT Quick Reference Guide for Rock Description 1: ROCK TYPE: Common rock types are: Claystone; Coal; Dolomite; Limestone; Sandstone; Siltstone; & Shale. 2: COLOR: To be determined when rock is wet. When using the GSA Color charts use only Name, not code. Description Field Parameter Unweathered No evidence of any chemical or mechanical alternation of the rock mass. Mineral crystals have a bright appearance with no discoloration. Fractures show little or no staining on surfaces. Slightly Slight discoloration of the rock surface with minor alterations along discontinuities. Less than 10% of the weathered rock volume presents alteration. Portions of the rock mass are discolored as evident by a dull appearance. Surfaces may have a pitted Moderately appearance with weathering halos evident. Isolated zones of varying rock strengths due to alteration weathered may be present. 10 to 15% of the rock volume presents alterations. Highly Entire rock mass appears discolored and dull. Some pockets of slightly too moderately weathered rock 5: RELATIVE STRENGTH weathered Severely weathered Description Very Weak Weak Slightly Strong Moderately Strong Strong Very Strong Extremely strong may be present and some areas of severely weathered materials may be present. Majority of the rock mass reduced to a soil-like state with relic rock structure discernable. Zones of more resistant rock may be present, but the material can generally be molded and crumbled by hand pressures. Field Parameter Core can be carved with a knife and scratched by fingernail. Can be excavated readily with a point of a pick. Pieces 1 inch or more in thickness can be broken by finger pressure. Core can be grooved or gouged readily by a knife or pick. Can be excavated in small fragments by moderate blows of a pick point. Small, thin pieces can be broken by finger pressure. Core can be grooved or gouged 0.05 inch deep by firm pressure of a knife or pick point. Can be excavated in small chips to pieces about 1-inch maximum size by hard blows of the point of a geologist s pick. Core can be scratched with a knife or pick. Grooves or gouges to ¼ deep can be excavated by hand blows of a geologist s pick. Requires moderate hammer blows to detach hand specimen. Core can be scratched with a knife or pick only with difficulty. Requires hard hammer blows to detach hand specimen. Sharp and resistant edges are present on hand specimen. Core cannot be scratched by a knife or sharp pick. Breaking of hand specimens requires hard repeated blows of the geologist hammer. Core cannot be scratched by a knife or sharp pick. Chipping of hand specimens requires hard repeated blows of the geologist hammer. 4: TEXTURE 6: BEDDING Sand Component Grain Diameter Boulder >12 Cobble 3 12 Gravel Coarse Medium Fine Very Fine Description Thickness Very Thick >36 Thick Medium Thin 2 10 Very Thin Laminated Thinly Laminated <0.1 7: DESCRIPTORS Arenaceous sandy Argillaceous - clayey Calcareous - contains calcium carbonate Carbonaceous - contains carbon Conglomeritic - contains rounded to subrounded gravel Crystalline contains crystalline structure Ferriferous contains iron Fissile thin planner partings Friable easily broken down Micaceous contains mica Siliceous contains silica Stylolitic contain stylotites (suture like structure) Brecciated contains angular to subangular gravel Cherty- contains chert fragments Dolomitic- contains calcium/magnesium carbonate Fossiliferous contains fossils Pyritic contains pyrite Vuggy contains openings

118 APPENDIX A.2 ODOT Quick Reference Guide for Rock Description 8: DISCONTINUITIES a: Discontinuity Types Type Parameters Fracture which expresses displacement parallel to the Fault surface that does not result in a polished surface. Planar fracture that does not express displacement. Joint Generally occurs at regularly spaced intervals. Fracture which expresses displacement parallel to the Shear surface that results in polished surfaces or slickensides. Bedding A surface produced along a bedding plane. A surface produced along a contact plane. Contact (generally not seen in Ohio) b: Degree of Fracturing Description d: Surface Roughness Description Very Rough Slightly Rough Slickensided Criteria Near vertical steps and ridges occur on the discontinuity surface. Asperities on the discontinuity surface are distinguishable and can be felt. Surface has a smooth, glassy finish with visual evidence of striation. 9: GSI DESCRIPTION Description Intactt or Massive Blocky a: Structure Very Blocky Blocky/Disturbed/ Seamy Disintegrated Laminated/Sheared Parameters Intact rock with few widely spaced discontinuities Well interlocked undisturbed rock mass consisting of cubical blocks formed by three interesting discontinuity sets Interlocked, partially disturbed mass with multi-faceted angular blocks formed by 4 or more joint sets Angular blocks formed by many intersecting discontinuity sets, Persistence of bedding planes Poorly interlocked, heavily broken rock mass with mixture of angular and rounded rock pieces Lack of blockiness due to close spacing of weak shear planes 10: RQD Unfractured Intact Slightly fractured Moderately fractured Fractured Spacingg > 10 ft.. 3 ft. 10 ft. 1 ft. 3 ft. 4 in. 12 in. 2 in. 4 in. c: Aperture Width Description Open Narrow Tight Spacing > 0.2 in in in. <0.05 in. Highly fractured < 2 in. 11: RECOVERY R Run Recovery L R R L R = Run Length R R Run Recovery 100 R Unit Recovery L U U L U = Rock Unit Lengthh R U Rock Unit Recovery 100 b: Surface Condition Description Very Good Good Fair Poor Very Poor Parameters Very rough, fresh unweathered surfaces Rough, slightly weathered, iron stained surface Smooth, moderately weathered and altered surfaces Slickensided, highly weathered surface with compact coatings or fillings or angular fragments Slickensided, highly weathered surfaces with soft clay coating or fillings

119 APPENDIX A.3 - ODOT Rock Type GENERAL AND GLOSSARY: The following terms are use in describing the rock types found within Ohio. following listing is presented in alphabetical order. The Amorphous: Does not contain crystalline structure with shapeless appearance. Anhydrous: Does not contain water within the crystalline structure. Bioturbated: Evidence of past organisms, such as filled burrows, within the rock mass. Conchodial Fracture: A curved fracture plane with a rock mass. Concretion: A solidified mass of concentrated material, usually of a single or multiple mineral composition. Dilute HCl: Hydrous: A liquid composed of a 10% Hydrochloric Acid solution. Contains water within the crystalline structure. Hardness: When describing rock and minerals, the hardness of the material is commonly referred to. The hardness is the ability of the material to resist scratching. The easier the material is scratched, the lower the hardness, and the more resistant the material is to scratching, the higher the hardness. The following table list hardness of common items to aid in field determinations: Object Hardness Fingernail 2.5 Copper Penny (pre 1982) 3.5 Knife Blade/Nail 5.5 Window Glass 5.5 Hardened Steel (File) 6.5 Indurated: Partially lithified (hardened) sediment. Lithified: Process during which unconsolidated sediments are formed into sedimentary rock. Luster: Vitreous: The ability of the material to reflect light resulting in a surface appearance. Description referring to a glassy luster.

120 ROCK TYPES: The following are descriptions of the basic rock types found within Ohio. It should be noted that when referencing a percentage of composition the percentage is based on volume not weight. ROCK TYPE DESCRIPTION ANHYDRITE A rock or mineral consisting of anhydrous calcium sulfate (CaSO 4 ) which is common to massive evaporite beds and readily alters to gypsum. Anhydrite is white, has a vitreous or pearly luster, and a hardness of 3.5 BRECCIA A coarse-grained sedimentary rock comprised of more than 25% subangular to angular gravel, cobbles and/or boulders. These grains are supported by either inter-grain contact or a matrix of sands, silt and/or clay and cemented by calcite, dolomite, hematite, silica or hardened clay. Color depends on the cementing agent with white, gray, yellow, orange, brown, and red colors common. CHERT A hard dense sedimentary rock consisting of very fine quartz crystals and may contain amorphous silica or silica replaced fossils. Chert varieties in color, but commonly is white or ranges from brown to black, has a semivitreous to dull luster, and a hardness of 7. When broken it commonly produces conchoidal fractures. These fractures are smooth with sharp edges. Chert forms as oval or irregular nodular or concretionary segregations, or as layered deposits in limestone and dolomite. Also referred to as flint. CLAYSTONE A fine-grained rock formed of at least 75% clay sized particles. Claystone is comprised of lithified clay having the texture and composition of shale, but lacking the laminations and fissility of a shale. Generally has a blocky, thick to massive appearance. Claystone may range in color from red, gray, olive, yellow, or brown with multiple colors typical. Slickensides are commonly found within claystone. COAL A combustible substance containing more than 50%, by weight, and more than 70%, by volume, of carbonaceous material; formed from the compaction and lithification of plant remains. Colors of coals range from brown to black. It is generally light weight with a shiny appearance on fresh surfaces. CONGLOMERATE A coarse-grained sedimentary rock comprised of more than 25% rounded to subrounded gravel, cobbles, and/or boulders. These grains are supported by either inter-grain contact or a matrix of sands, silt and/or clay and cemented by calcite, hematite, silica or hardened clay. Color depends on the matrix and cementing agent with white, gray, yellow, orange, brown, and red colors common. DOLOMITE A sedimentary rock of which more than 50% consists of the mineral dolomite (calcium magnesium carbonate CaMg(CO 3 ) 2 ) and less than 10% is comprised of the mineral calcite. It is commonly interbedded with limestone, and the magnesium can be replaced with ferrous iron. Dolomite typically has a hardness of 3.5 to 4, colors ranging from white to light gray and will weakly react with cold dilute HCl on fresh or powdered surfaces. FIRECLAY See Underclay for description. The preferred use is Underclay.

121 ROCK TYPE FLINT GYPSUM HALITE IRONSTONE DESCRIPTION A common name for chert, generally used by archaeologists. See Chert for a description. A rock or mineral consisting of hydrous calcium sulfate (CaSO 4 2H 2 O). It forms thick extensive beds in Silurian aged rock commonly associated with halite and anhydrite in evaporative deposits. Gypsum may be white, translucent or transparent with a vitreous to pearly luster and a hardness of 2.0. Does not react with dilute HCl. A rock or mineral occurring in massive, granular compact or cubic-crystalline forms associated with evaporite beds. It is comprised of sodium chloride (NaCl) and is commonly known as salt. Halite is colorless to white with a hardness of 2.0 to 2.5. Fresh samples will have a salty flavor. A sedimentary rock that is heavy and compact, containing primary components of iron oxides, carbonates, clay, and/or sand. Fresh surfaces generally are gray which weathers (oxidizes) to yellowish brown (limonite) to deep red (hematite) depending on the type and amount of oxide/hydroxide formed. It is very distinct in that its density is greater than a typical sedimentary rock. Purer forms of ironstone occur as concretionary forms within shale, sandstone and limestone or dolomite layers, or at bedding contacts. Generally these concretionary forms are composed of goethite (Fe(OH), hardness ), limonite (FeX(OH), hardness ), or siderite (FeCO 3, hardness ) and can be called kidney ores for their kidney shapes. Colors of these concretions vary between gray, yellowish brown, brown, brownish red or black depending upon the composition and degree of weathering. LIMESTONE A sedimentary rock consisting of the mineral calcite (calcium carbonate CaCO 3 ). Impurities may include chert, clay and minor mineral crystals. It may be crystalline (hard, pure, fine to coarse texture) with very fine grains not visible to the naked eye and/or fossiliferous (contains remains of organisms). Limestone is typically white to dark gray in color with a hardness of 3.5 to 4.0 and reacts vigorously with cold dilute HCl. MUDSTONE SANDSTONE Descriptions based on Folk or Dunham Carbonate Classification systems are not needed. A fine grained sedimentary rock comprised of mud (silt and clay) sized particles. Mudstone can be used as a generic term incorporating the rock classes of siltstone, claystone, and shale with Ohio. Although this term was widely used on pasts projects, the three previous descriptions are preferred for current projects. For a detailed description see Claystone. A sedimentary rock comprised of grains of angular or rounded sand in a matrix of silt and/or clay cemented together by silica, iron oxides, or calcium carbonate. Sandstones may be composed of up to 25% of particles of gravel, cobbles, and/or boulders sizes. Color depends on the cementing agent with white, gray, yellow, orange, brown, and red colors common.

122 ROCK TYPE SHALE SILTSTONE UNDERCLAY DESCRIPTION A fine-grained sedimentary rock formed by the lithification of clay, silt or mud (predominate particle size is less than mm). Shale has a laminated structure, which gives it fissility along which the rock splits readily. Shale is commonly interbedded with sandstone or limestone. Carbonaceous shale often grades into coal. Typical colors may be red, brown, black, green or gray. A fine-grained sedimentary rock formed from particles finer than sand, but coarser than clay. Siltstone is comprised of lithified silt and lacks lamination or fissility. Typical colors may be gray, olive, or brown. Generally, siltstone has a fine grit feeling when rubbed against teeth. A layer of clay lying immediately beneath a coal bed or carbonaceous shale. This layer may be bioturbated and indurated or lithified. It is chiefly comprised of siliceous or aluminous clay capable of withstanding high temperatures without deformation, and may have a high shrink/swell potential. Rock Descriptors: The following listing of descriptors is for rock types found within Ohio. The following descriptors should be applied when the condition comprises 10% or more of the observed sample by volume. If the condition comprises less than 10% use contains ---. For example if the core contains more than 10% mica then the rock is micaceous, but if the rock is composed of 5% mica then the rock is contains mica. The following listing is presented in alphabetical order. Percentage Composition >10% < 10% Description Arenaceous NA Contains sand sized particles. Should not be used to describe sandstone, conglomerate, or breccia. Argillaceous NA Contains clay and/or silt sized particles that result in the appearance having a slightly clayey texture. Should not be used to describe shale, claystone, or mudstone. Brecciated NA Contains less than 25% angular to subangular gravel, cobbles and boulders. Typically used to describe sandstone, limestone or dolomite. Calcareous NA Contains calcium carbonate indicated by reaction with HCl. Should not be used for describing limestone or dolomite. Carbonaceous NA Contains a significant amount of carbon, but is not combustible. Should not be used to describe coal. Cherty Contains chert fragments Contains chert fragments. Conglomeritic NA Contains less than 25% rounded to subrounded gravel, cobbles and boulders. Typically used to describe sandstone, limestone or dolomite Crystalline NA Contains crystalline structure visible with the unaided eye or a 10 power hand lens. Generally referred to by the crystal size based upon texture chart, i.e. fine grained.

123 Percentage Composition >10% < 10% Description Dolomitic NA Contains calcium/magnesium carbonate. Reacts slightly with dilute HCl on a fresh surface, and slightly to moderately on a powdered surface. Should only be used with limestone Ferriferous/Ferric Slightly ferric Contains iron based minerals that are either visible, or results in an increase density. Fissile NA Partings along closely spaced planes parallel or nearly parallel to bedding. Fossiliferous Contains fossils Contains remains of plant and animals including carbonized fossils, silica, pyrite or other mineral replaced organisms and sand, silt, and/or clay filled cast or burrows of organisms in most sedimentary rocks. Friable NA Can be easily broken down with hand pressure. Lithic Contains lithic fragments Contains less than 25% rounded to angular rock fragments. Typically used to describe claystone. Marine NA Reference made to limestone and dolomites which were deposited in a salt water marine environment. Micaceous Contains Mica Rock mass contains mica fragments. Non-marine NA Reference made to limestone and dolomites which were deposited in a fresh water environment. Commonly also referred to as impure. Petroliferous NA Contains free petroleum or petroleum staining, including natural asphalt. Pyritic Contains pyrite Rock mass contains pyrite crystals or nodules Siliceous Contains silica Rock mass contains very fine to fine silica material. Stylolitic NA Contain stylotites (cranial suture like structure) within the rock mass. Vuggy NA Contains solution cavities which may or may not contain mineral crystals. Typically used to describe carbonate rocks.

124 APPENDIX A.4 - ODOT Rock Core Photo Examples Figure A-1: Correct Method of Core Photo Comment: Photo taken at a bad angle resulting in the inability to see details in the core and the entire length of the core is not visible. Figure A-2: Incorrect Method of Core Photo Obtuse Angle

125 Comment: Photo taken with shading over the core results in the inability to distinguish the entire characteristics of the core. Figure A-3: Incorrect Method of Core Photo Shading

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127 APPENDIX B BORING TYPES AND FIELD FORMS

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129 Boring Project Minimum Requirements Type Description Location Spacing Depth Sample Interval Notes Existing Pavement Subgrade A Replacing or rubblizing the existing pavement only 100% of borings through the existing pavement Maximum 400' 6' below Continuous SPT (N 60 ) and proposed/existing borings at beginning grade, whichever is Undisturbed samples - ED Adding a lane(s) along with 50% of borings through and end of project. lower elevation replacing or rubblizing the existing pavement, 50% and existing pavement of borings through widened Closer spacings as through soft/loose soil portion. necessary to identify or non-uniform or encounter bedrock problematic conditions Adding a lane(s) only 100% of borings through the widened portion. ED = Engineer's decision

130 Roadway Boring Minimum Requirements Boring Additional Requirements Type Location Spacing Depth Sample Interval Subtype Description Location Spacing Depth Sample Interval Notes Consider transverse borings where Greater of 10' stability is a concern or conditions or Maximum 5' intervals change 1 Embankment Maximum height of fill. height of embankment below 20' Stop if Consider nearby structure borings encounter bedrock in place of roadway borings Minimize rock coring in consistent Core bedrock at 10' below grade in soil lithology Maximum height of cut. maximum spacing of or 2 Cut If rock expected, drill 1000' and at lithologic 10' below grade in rock Consider offset borings to define top at back of ditchline. changes. for representative of bedrock, where stability is a concern, borings or conditions change CL or BL except where Maximum 400' Minimum 10' below SPT (N 60 ) at 2.5' Upper (transverse) conditions are and proposed/existing intervals. boring to overlap lower Obtain additional borings as necessary B variable - ED borings at beginning grade, whichever is ED - Representative ED - As necessary (ditchline) boring by 10' where slope is irregular or overburden and end of project. lower elevation Undisturbed samples 3 Sidehill Cut and critical sections. to determine project is non-uniform. and are ED conditions. Overlap 10' bedrock Closer spacings as 5' of stiff/medium See Figure where cut>35' and necessary to identify dense soil >half of cut is bedrock. non-uniform or or Drill for cut per B3 problematic conditions encounter bedrock Drill for fill per B1 ED - As necessary Cut borings per B2 4 Sidehill Cut-Fill Fill<5', drill at CL or BL to determine project Fill borings per B1 5'<fill<10', drill at outer conditions. edge of shoulder 10' into stiff/medium ED - As necessary to dense soil below 5 ED - Representative determine project unstable material. Develop complete stratigraphic Sidehill Fill on and critical sections. conditions. column between borings. Unstable Slope Where bedrock is shallow, See Figure Minimum 2 borings extend lower boring on downhill side. 10' into bedrock ED = Engineer's decision

131 Boring Minimum Requirements Boring Additional Requirements Type Location Spacing Depth Sample Interval Subtype Description Location Spacing Depth Sample Interval Notes May consider different methods of ED ED sampling soft soils such as muck. Lakes, ponds, Sufficient to define the Sufficient to determine 1 and low-lying limits of the problematic the depth of water, if Comply with applicable regulations areas area. applicable, and the related to wetlands. thickness of muck or soft surface soils 2 Peat deposits, compressible soils, and low strength soils ED ED Consider geophysical or cone Sufficient to define the Sufficient to determine penetrometer testing to replace borings limits of the problematic the thickness of the to the extent that it is cost effective. area. problematic soil Geohazard C ED - within the limits ED ED - minimum depth is Continuous SPT (N 60 ) Uncontrolled ED ED of known or suspected through the material Sufficient to define the Sufficient to determine fills, waste pits, geohazards. in question and Undisturbed samples 3 limits of the problematic the thickness of the Comply with all environmental regulations. and reclaimed adequately penetrating are ED. area. problematic soil surface mines Additional borings may underlying soil/bedrock be drilled immediately for a remediation outside the geohazard design. Preliminary - 5 to 20 feet Contact DGE limits to confirm the below the lowest known lateral extent. mined interval. Consider surface features, geology, Underground 4 ED and mine records in determining locations. mines Additional - 5 feet below the lowest known mined Consider angled borings and geophysical interval techniques ED Top, middle, and bottom ED ED of landslide, or as close Sufficient to define 10 feet into bedrock. Plan boring plan considering the anticipated 5 Landslides as possible the landslide limits and If bedrock is known to be remediation. top of bedrock if very deep, extend boring See Figure applicable 30 feet below the estimated failure surface. Contact DGE 6 Karst Consider geophysical methods along with ED ED borings ED = Engineer's decision

132 Underground Utilities Boring Minimum Requirements Type Location Spacing Depth Sample Interval Notes D Maximum 600' and Identify excavation in either bedrock Along the CL of the utility borings at beginning 3' below the invert SPT (N 60 ) at maximum or soil and end of project. 5' intervals. Drill borings deeper if significant Closer spacings as Undisturbed samples sheeting or shoring is required necessary to identify at ED. non-uniform or problematic conditions ED = Engineer's decision

133 Boring Minimum Requirements Boring Additional Requirements Type Location Spacing Depth Sample Interval Subtype Description Location Spacing Depth Sample Interval Notes Min 1 boring per substructure If bedrock is encountered above unit <100' wide 30 feet of N 60 >29 below footing elevation, core to 5' below Core additional (deeper) bedrock 1 Bridge proposed footing elevation footing elevation if drilled shafts are being considered - ED Min 2 borings per substructure or unit >100' wide bedrock If bedrock is encountered below Whichever is less footing elevation, core 10' Structure E 2 Below bottom of culvert: 30' of soil 2 borings on opposite and corners 20' of N 60 >19 or 5' of bedrock Whichever is less Embankment borings 20' below invert elevation or or 2 borings on opposite bedrock corners Whichever is less 2 borings on opposite Obtain additional borings as needed to corners define all materials to be penetrated by boring/jacking or tunneling Drill below the bottom of the wall face a depth = 2x height of For all wall types <8.0' high wall face Below bottom of wall face: 20 feet of N 60 >29 and > 1.5x Within the limits of the ED Max 100' below SPT (N 60 ) at max wall face height proposed substructure the proposed footing 2.5' intervals to a depth Min 1 boring per wall or units elevation of 20' below the proposed Along the alignment of the wall >100' long, min 2 borings If bedrock encountered above or footing elevation. Max >7.5' high and >300' long, max 150' spacing bottom of wall face, 5' below For wall types such as concrete cantilever, Depth where net 5.0' intervals below that. b. retain new fill bottom of wall face MSE, bin-type walls increase in soil stress or under proposed load For structures subject to If bedrock encountered below is <10% scour, continuous SPT (N 60 ) bottom of wall face, 5' into unless for 6.0 feet below the stream 3 bedrock hard or dense soils bed Whichever is less or bedrock is Undisturbed samples - ED Below bottom of wall face: For wall types such as sheet pile, soldier encountered first 20 feet of N 60 >29 and > 1 x pile with lagging, tied-back, adjacent wall face height drilled shaft, and soil nail walls Along the alignment of the wall or Culvert Retaining Wall a. b. c. a. c. >10' span or diameter, or 3- sided culverts <10' span or diameter Bored and jacked or tunneled >7.5' high and retain existing fill Noise Barrier High Mast Lighting Tower Buildings and Salt Dome If bedrock encountered above For drilled in foundations, extend boring For anchored walls, locate Same as above for both wall and bottom of wall face, 5' below a min depth below the bottom of the wall additional borings 1.0 to 1.5 x wall anchor bond zone, if applicable bottom of wall face face = the wall face height whether height behind wall or as necessary or bedrock is encountered or not. depending on anchor zone If bedrock encountered below bottom of wall face, 5' into bedrock Whichever is less 25' or 2.5' intervals full depth in soil Along the noise barrier alignment 200' apart 5' into bedrock Whichever is less 25' Borings not necessary in most cases; When necessary, locate at the or use nearby roadway or structure borings. light tower 5' into bedrock 2.5' intervals full depth in soil Whichever is less Along perimeter of structure For structure <100', drill 2 borings Min 10' below foundation for lightly loaded structures For structure >100', drill additional borings spaced 100' to 150' apart Min 20' below foundation for heavily loaded structures and salt domes Refer to Section of ODOT Traffic Engineering Manual ED = Engineer's decision min = minimum max = maximum

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141 Ohio Department of Transportation Division of Production Management Office of Geotechnical Engineering PROPERTY DAMAGE REPORT Project Identification Property Owner Property Owner Address Property Owner Phone Number Parcel Number Crew Members Date of Field Activities Approximate Limits of Damage Sta. to Sta. Cause and Description of Damage: General Site Diagram of Damage: Pictures: Was Property Owner Contacted Prior to Entry? Y N Date: By Whom? Who Contacted Phone Number: Comments and Discussions: Was Property Owner Contact After Damage? Y N Date: By Whom? Who Contacted Phone Number: Comments and Discussions: Crew Chief Remarks: Signature: Date: Date Submitted to District: To Whom:

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143 APPENDIX C LABORATORY FORMS

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146 UNCONFINED COMPRESSION TEST AASHTO T OHIO DEPARTMENT OF TRANSPORTION OFFICE OF GEOTECHNICAL ENGINEERING PROJECT TER OGE NUMBER PID PROJECT TYPE ROADWAY SAMPLE IDENTIFICATION BORING ID: B STATION: , 110' RT. SAMPLE ID: ST-13 DEPTH: feet 4,500 4,000 3,500 STRESS (psf) OHDOT UNCONFINED COMPRESSION - OH DOT.GDT - 7/21/14 08:35 - X:\DESIGN\GINT UNDISTURBED TESTING\PROJECTS\TER LAB TEST.GPJ 3,000 2,500 2,000 1,500 1, Qu = 4,486 psf at 7.64% strain STRAIN (%) SPECIMEN FAILURE SKETCHES OR PHOTOGRAPHS SPECIMEN DETAILS HEIGHT: inches DIAMETER: inches WET UNIT WT: pcf DRY UNIT WT: pcf TESTED BY: CWP 7/30/2010 CLASSIFICATION RESULTS GRADATION (%) GR CS FS SI CL ATTERBERG LIMITS MOISTURE LL PL PI WC ODOT CLASS: FRONT VIEW SIDE VIEW A-7-6 HP (tsf): 1.25 DESCRIPTION: Stiff gray clay, little silt, trace sand, moist

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148 Compressive Strength of Rock ASTM 7012 ODOT - Office of Geotechnical Engineering Lab No. Date: BORING NUMBER TOP DEPTH (FT) BOTTOM DEPTH (FT) SAMPLE NUMBER DISTRICT PID COUNTY ROUTE SECTON STATION OFFSET OFFSET DIRECTION FORMATION DESCRIPTION MEASUREMENT LENGTH (INCHES) DIAMETER (INCHES) LENGTH / DIAMETER 1 CORRECTION FACTOR 2 AREA (IN 2 ) 3 MASS (GRAMS) AVERAGE UNIT WEIGHT (LBS/FT 3 ) MAXIMUM LOAD (LBS) COMPRESSIVE STRENGTH (PSI) TIME OF TEST (MINUTES) LOADING DIRECTION PERP. TO BEDDING TECHNICIAN BEFORE TESTING AFTER FAILURE

149 Compressive Strength of Rock ASTM 7012 ODOT - Office of Geotechnical Engineering Lab No. TER02 Date: BORING NUMBER B-002 TOP DEPTH (FT) 32.0 BOTTOM DEPTH (FT) 32.3 SAMPLE NUMBER 2 DISTRICT 13 PID COUNTY TER ROUTE 395 SECTON STATION OFFSET 3.7 OFFSET DIRECTION RT FORMATION DESCRIPTION IP Allegheny & Pottsville Group Sandstone, bluish gray, slightly weathered, very strong, very fine to fine grained, thin bedded, slightly argillaceous. MEASUREMENT LENGTH (INCHES) DIAMETER (INCHES) LENGTH / DIAMETER CORRECTION FACTOR AREA (IN 2 ) MASS (GRAMS) AVERAGE UNIT WEIGHT (LBS/FT 3 ) MAXIMUM LOAD (LBS) COMPRESSIVE STRENGTH (PSI) TIME OF TEST (MINUTES) 1:29 LOADING DIRECTION PERP. TO BEDDING TECHNICIAN JDOWELL BEFORE TESTING AFTER FAILURE

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151 UNCONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION TEST AASHTO T OHIO DEPARTMENT OF TRANSPORTION OFFICE OF GEOTECHNICAL ENGINEERING PROJECT TER OGE NUMBER PID PROJECT TYPE ROADWAY SAMPLE IDENTIFICATION BORING ID: B STATION: , BL SAMPLE ID: ST-3 DEPTH: feet 1,100 1, DEVIATOR STRESS (psf) OHDOT UU TRIAXIAL TEST - OH DOT.GDT - 7/21/14 08:34 - X:\DESIGN\GINT UNDISTURBED TESTING\PROJECTS\TER LAB TEST.GPJ Qu = 1,025 psf at 14.65% strain 1 = 3,043 psf 3 = 2,017 psf STRAIN (%) SPECIMEN FAILURE SKETCHES OR PHOTOGRAPHS SPECIMEN DETAILS TYPE: Undisturbed HEIGHT: inches DIAMETER: inches WET UNIT WT: pcf DRY UNIT WT: pcf SPECIFIC GRAVITY: 2.63 (Assumed) NOTES: Su = psf TESTED BY: ABD 12/18/2003 CLASSIFICATION RESULTS GRADATION (%) GR CS FS SI CL ATTERBERG LIMITS MOISTURE LL PL PI WC ODOT CLASS: FRONT VIEW SIDE VIEW A-7-6 HP (tsf): 4.00 DESCRIPTION: Medium Stiff Light Brown Clay, Some Silt, Moist

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153 CONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION TEST AASHTO T (Page 1 of 2) OHIO DEPARTMENT OF TRANSPORTION OFFICE OF GEOTECHNICAL ENGINEERING PROJECT TER OGE NUMBER PID PROJECT TYPE ROADWAY SAMPLE IDENTIFICATION BORING ID: B SAMPLE ID: ST-7 STATION: , BL DEPTH: feet 12,000 11,000 10,000 9,000 TOTAL STRESS c = 1,154 psf = 6.8 EFFECTIVE STRESS c' = 2,169 psf ' = 6.7 OHDOT CU TRIAXIAL TEST - PAGE 1 - OH DOT.GDT - 7/21/14 08:36 - X:\DESIGN\GINT UNDISTURBED TESTING\PROJECTS\TER LAB TEST.GPJ SHEAR STRESS (psf) 8,000 7,000 6,000 5,000 4,000 3,000 2,000 1, ,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 SPECIMEN DETAILS INITIAL Specimen 1 Specimen 2 Specimen 3 H o (in) D o (in) tot (pcf) dry (pcf) e o WC o (%) S o (%) SATURATION / CONSOLIDATION / FINAL B f t 50 (min) H c (in) A c (in 2 ) dry,f (pcf) e f WC f (%) S f (%) NORMAL STRESS (psf) TEST DETAILS SAMPLE TYPE: Undisturbed SATURATION METHOD: Wet Mounting Method SPECIFIC GRAVITY: 2.63 NOTES: CLASSIFICATION RESULTS GRADATION (%) GR 0 CS 0 FS 0 ATTERBERG LIMITS LL 50 PL 23 PI 27 ODOT CLASS: DESCRIPTION: A-7-6 (Assumed) TESTED BY: ABCD 2/13/2003 SI 21 CL 79 MOISTURE WC 30 HP (tsf): 3.50 Very Stiff, Reddish Brown CLAY, Some Silt, Moist

154 6,000 5,500 5,000 CONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION TEST AASHTO T (Page 2 of 2) OHIO DEPARTMENT OF TRANSPORTION OFFICE OF GEOTECHNICAL ENGINEERING PROJECT TER OGE NUMBER PID PROJECT TYPE ROADWAY SAMPLE IDENTIFICATION BORING ID: B SAMPLE ID: ST-7 STATION: , BL DEPTH: feet SPECIMEN FAILURE SKETCHES/PHOTOGRAPHS OHDOT CU TRIAXIAL TEST - PAGE 2 - OH DOT.GDT - 7/21/14 08:42 - X:\DESIGN\GINT UNDISTURBED TESTING\PROJECTS\TER LAB TEST.GPJ PORE PRESSURE (psf) DEVIATOR STRESS (psf) 4,500 4,000 3,500 3,000 2,500 2,000 1,500 CELL PRESSURE 1,000-9,143 psf 500-9,858 psf - 11,370 psf ,470 8,460 8,450 8,440 8,430 8,420 8,410 8,400 8,390 8,380 CELL PRESSURE 8,370-9,143 psf 8,360-9,858 psf - 11,370 psf 8, STRAIN (%) FRONT VIEW FRONT VIEW FRONT VIEW SIDE VIEW SIDE VIEW SIDE VIEW

155 DIRECT SHEAR TEST UNDER CONSOLIDATED DRAINED CONDITIONS AASHTO T (Page 1 of 2) OHIO DEPARTMENT OF TRANSPORTION OFFICE OF GEOTECHNICAL ENGINEERING PROJECT TER OGE NUMBER PID PROJECT TYPE ROADWAY SAMPLE IDENTIFICATION BORING ID: B SAMPLE ID: ST-9 STATION: , BL DEPTH: feet 3,500 3,000 OHDOT DIRECT SHEAR - PAGE 1 - OH DOT.GDT - 7/21/14 08:31 - X:\DESIGN\GINT UNDISTURBED TESTING\PROJECTS\TER LAB TEST.GPJ MAXIMUM SHEAR STRESS (psf) 2,500 2,000 1,500 1, INITIAL ,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 NORMAL STRESS (psf) SPECIMEN DETAILS Specimen 1 Specimen 2 Specimen 3 H o (in) V o (in 3 ) W tot (lb) WC o (%) tot (pcf) dry (pcf) e o S o (%) CONSOLIDATED H c (in) e c FINAL WC f (%) TEST DETAILS SAMPLE TYPE: Undisturbed SOAKED SPECIMEN: Yes SPECIFIC GRAVITY: 2.63 NOTES: = 23 c =1,500 psf (Assumed) Middle sample not included in friction angle calculations. CLASSIFICATION RESULTS GRADATION (%) GR 10 CS 10 FS 22 ATTERBERG LIMITS LL 26 PL 17 PI 9 ODOT CLASS: DESCRIPTION: A-4a TESTED BY: CWP 1/20/2011 SI 36 CL 22 MOISTURE WC 21 HP (tsf): 0.50 Soft, Gray SANDY SILT, Some Clay, Little Gravel, Moist.

156 DIRECT SHEAR TEST UNDER CONSOLIDATED DRAINED CONDITIONS AASHTO T (Page 2 of 2) OHIO DEPARTMENT OF TRANSPORTION OFFICE OF GEOTECHNICAL ENGINEERING PROJECT TER OGE NUMBER PID PROJECT TYPE ROADWAY SAMPLE IDENTIFICATION BORING ID: B SAMPLE ID: ST-9 STATION: , BL DEPTH: feet 3,500 3,000 OHDOT DIRECT SHEAR - PAGE 2 - OH DOT.GDT - 7/21/14 08:32 - X:\DESIGN\GINT UNDISTURBED TESTING\PROJECTS\TER LAB TEST.GPJ SHEAR STRESS (psf) 2,500 2,000 1,500 1, psf psf psf SHEAR DISPLACEMENT (in) NORMAL STRESS TESTED BY: CWP 1/20/2011

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158 OHIO DEPARTMENT OF TRANSPORTION OFFICE OF GEOTECHNICAL ENGINEERING PROJECT TER OGE NUMBER ONE-DIMENSIONAL CONSOLIDATION AASHTO T (Page 1 of 2) PID PROJECT TYPE ROADWAY SAMPLE IDENTIFICATION BORING ID: B SAMPLE ID: ST-5 STATION: , 110' RT. DEPTH: feet e o = P c = 1420 psf OHDOT CONSOLIDATION - PAGE 1 - OH DOT.GDT - 7/21/14 09:59 - X:\DESIGN\GINT UNDISTURBED TESTING\PROJECTS\TER LAB TEST.GPJ VOID RATIO, e o ,000 10,000 VERTICAL STRESS (psf) SPECIMEN DETAILS Initial Height, H o = in Ring Diameter, D = in Initial Volume, V o = in 3 Initial (Total) Weight, W tot = lb Dry Weight, W dry = lb Initial Water Content, WC o = 28.9 % Wet (Total) Unit Weight, tot = pcf Dry Unit Weight, dry = pcf Volume of Solids, V s = in 3 Initial Saturation, S o = 95.5 % Final Water Content, WC f = 28.1 % Final Wet Weight, W wet,f = lb Final Dry Unit Weight, dry,f = pcf Final Saturation, S f = % Final Void Ratio, e f = C c = C r = P o = 1320 psf OCR = COEFFICIENT OF CONSOLIDATION, C v (ft 2 /day) TEST DETAILS SPECIFIC GRAVITY: 2.80 NOTES: VERTICAL STRESS (psf) METHOD OF TESTING: Test Method B CONDITION OF TEST: Natural Moisture Content CLASSIFICATION RESULTS GRADATION (%) GR 2 CS 3 FS 11 ATTERBERG LIMITS LL 46 PL 23 PI 23 ODOT CLASS: DESCRIPTION: ,000 10,000 A-7-6 (Actual) TESTED BY: MRS 3/27/2012 SI 21 CL 63 MOISTURE WC 29 HP (tsf): 2.25 Very Stiff, Brown CLAY, Some Silt, Little Sand, Trace Gravel, Moist

159 OHIO DEPARTMENT OF TRANSPORTION OFFICE OF GEOTECHNICAL ENGINEERING PROJECT TER OGE NUMBER ONE-DIMENSIONAL CONSOLIDATION AASHTO T (Page 2 of 2) PID PROJECT TYPE ROADWAY SAMPLE IDENTIFICATION BORING ID: B SAMPLE ID: ST-5 STATION: , 110' RT. DEPTH: feet OHDOT CONSOLIDATION - PAGE 2 - OH DOT.GDT - 7/18/16 08:55 - X:\DESIGN\GINT UNDISTURBED TESTING\PROJECTS\TER LAB TEST.GPJ SPECIMEN HEIGHT (in) NORMAL STRESS : 0.25 tsf : 0.50 tsf : 1.00 tsf : 2.00 tsf ,000 10,000 ELAPSED TIME (min) TESTED BY: MRS 3/27/2012

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161 APPENDIX D REPORTS

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163 ST DEPARTMENT A TE OF OF TRANSPORTATION OHIO SOIL AND ROCK SYMBOLOGY Ohio Department of Transportation SOIL VISUALLY CLASSIFIED MATERIALS SYMBOL DESCRIPTION Classifcation AASHTO OHIO Uncontrolled Fill (Describe) Sod and Topsoil Pavement or Base Gravel and/or Stone Fragments A-1-a Bouldery Zone P Peat Gravel and/or Stone Fragments with Sand A-1-b ROCK F S Fine Sand A-3 Anhydrite Limestone Coarse and Fine Sand -- A-3a Breccia Mudstone Gravel and/or Stone Fragments with Sand and Silt A-2-4 A-2-5 Chert Sandstone Gravel and/or Stone Fragments with Sand, Silt and Clay A-2-6 A-2-7 Claystone Shale Sandy Silt A-4 A-4a C Coal Siltstone Silt A-4 A-4b Conglomerate Underclay Elastic Silt and Clay A-5 Dolomite Silt and Clay A-6 A-6a Fireclay Silty Clay A-6 A-6b Flint Elastic Clay A-7-5 Gypsum Clay A-7-6 Halite Organic Silt A-8 A-8a Interbedded Shale and Limestone Organic Clay A-8 A-8b Ironstone

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165 SOIL PROFILE SAMPLE PLAN SHEETS

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167 X:\Design\CADD Standards\SAMPLE PLANS\2014 edits\soil_profile\sheets\99999ic001.dgn 18-JUL :03PM jgardne1 PROJECT DESCRIPTION THIS PROJECT, TER , IS THE WIDENING OF SR 395 FROM US 92 TO CR 10. ALSO INCLUDED IN THIS PROJECT IS THE REALIGNMENT OF RAMP H FROM US 102 TO SR 395 AND OF A PORTION OF WEST STREET (TR 130). HISTORIC RECORDS FOUR HISTORIC HAND AUGER BORINGS ALONG EXISTING RAMP H FROM THE ORIGINAL CONSTRUCTION PLANS, TER , DATED 1965, ARE PRESENTED ON THIS SOIL PROFILE. GEOLOGY THE SITE LIES IN THE GLACIATED PORTION OF OHIO, WITHIN THE SOUTHERN OHIO LOAMY TILL PLAIN, ALONG THE WESTERN EDGE OF THE BLACK RIVER INTERLOBATE PLAIN, BOTH FROM THE LATE WISCONSINIAN GLACIATION. THE SOILS UNDERLYING THE PROJECT AREA ARE COMPOSED PRIMARILY OF GLACIALLY DEPOSITED OUTWASH AND TILL MATERIALS, HOWEVER, SOME ALLUVIAL (WATER-DEPOSITED) SOILS MAY BE ENCOUNTERED CLOSE TO THE BLACK RIVER, UNDERLAIN BY OHIO SHALE OF DEVONIAN AGE. RECONNAISSANCE STEVE YOUNG VISITED THE SITE ON AUGUST 14, THE LAND USAGE AROUND THE PROJECT IS GENERALLY COMMERCIAL AND RESIDENTIAL. THE PAVEMENT IS GENERALLY GOOD, BUT A BAD PAVEMENT AREA WITH PATCHES WAS OBSERVED ON SR 395 FROM STA TO ONE PROPERTY ON THE EAST SIDE OF SR 395, BETWEEN THE RAILROAD AND THE US 92 AND US 102 INTERCHANGE, IS THE SITE OF AN ABANDONED LANDFILL. THE REALIGNED RAMP H IS PROPOSED TO CUT ACROSS THE SOUTH EDGE OF THIS PROPERTY. NO EVIDENCE OF SURFACE FEATURES ASSOCIATED WITH ABANDONED LANDFILL WERE OBSERVED. THE BLACK RIVER RUNS FROM NORTH TO SOUTH JUST TO THE EAST OF THE PROJECT. SUBSURFACE EXPLORATION (21) TEST BORINGS WERE COMPLETED AS PART OF THIS SUBSURFACE EXPLORATION, BETWEEN SEPTEMBER 15 AND 18, MOST BORINGS WERE DRILLED WITH A TRUCK MOUNTED ROTARY DRILL RIG, USING 3-INCH I.D. HOLLOW STEM AUGERS TO ADVANCE THE HOLES THROUGH SOIL. A MECHANICALLY POWERED, CONTINUOUS HELICAL SCREW AUGER (HAND AUGER) WAS USED TO ADVANCE TWO OF THE BORINGS, H AND H TO DELINEATE LIMITS OF UNCONTROLLED FILL. DISTURBED SOIL SAMPLES WERE OBTAINED IN ACCORDANCE WITH THE STANDARD PENETRATION TEST (AASHTO T206) AT 1.5 TO 5.0 FOOT INTERVALS FOR THE FULL DEPTH OF THE SOIL PORTION OF THE BORINGS. HAMMER CALIBRATED ON AUGUST 8, 2013 AND HAS A DRILL ROD ENERGY RATIO OF 81.9%. UNDISTURBED SOIL SAMPLES WERE OBTAINED AS SHOWN ON THE LOGS OR IN THE SUMMARY OF SOIL TEST DATA, IN ACCORDANCE WITH AASHTO T207. AUGER SAMPLES WERE OBTAINED WITH THE HAND AUGER. WHERE BEDROCK WAS ENCOUNTERED, THE BORINGS WERE ADVANCED AND THE ROCK WAS SAMPLED USING A TYPE NQ SERIES CORE BARREL, WATER METHOD. EXPLORATION FINDINGS ALL OF THE BORINGS ENCOUNTERED SOILS OF GLACIAL ORIGIN, EITHER GLACIAL OUTWASH OR GLACIAL TILL. GRANULAR SOILS ARE PREDOMINANT, CLASSIFIED AS ODOT A-1-a, A-1-b, AND A-3a. COHESIVE SOILS, CLASSIFIED AS ODOT A-4A, A-6a, AND A-6b WERE LESS PREVALENT, BUT PRESENT THROUGHOUT THE SITE. A LAYER OF SLIGHTLY ORGANIC SOIL (A-6b) WAS ENCOUNTERED IN B IN THE AREA OF THE ABANDONED LANDFILL, BORINGS WERE DRILLED TO DELINEATE THE LIMITS OF POSSIBLE UNCONTROLLED FILL ASSOCIATED WITH THE LANDFILL. UNCONTROLLED FILL, DESCRIBED AS BROWN SILT WITH GARBAGE AND PAPER, WAS ENCOUNTERED IN B THE TWO HAND AUGER BORINGS H AND H DID NOT ENCOUNTER UNCONTROLLED FILL. GRAY SHALE BEDROCK DESCRIBED AS, SLIGHTLY WEATHERED,MODERATELY STRONG, THIN BEDDED, CARBANACEOUS AND FRACTURED, WAS ENCOUNTERED IN THE BORING B , DRILLED NEAR THE TOE OF SLOPE, IN THE VICINITY OF THE ABANDONED LANDFILL. TRANSIENT GROUNDWATER WAS ENCOUNTERED SPORADICALLY IN THE BORINGS, AS NOTED, TYPICALLY IN GRANULAR SOILS. SPECIFICATIONS THIS GEOTECHNICAL EXPLORATION WAS PERFORMED IN ACCORDANCE WITH THE STATE OF OHIO, DEPARTMENT OF TRANSPORTATION, OFFICE OF GEOTECHNICAL ENGINEERING, SPECIFICATIONS FOR GEOTECHNICAL EXPLORATIONS, DATED JULY AVAILABLE INFORMATION ALL AVAILABLE SOIL AND BEDROCK INFORMATION THAT CAN BE CONVENIENTLY SHOWN ON THE GEOTECHNICAL EXPLORATION SHEETS HAS BEEN SO REPORTED. ADDITIONAL EXPLORATIONS MAY HAVE BEEN MADE TO STUDY SOME SPECIAL ASPECT OF THE PROJECT. COPIES OF THIS DATA, IF ANY, MAY BE INSPECTED IN THE DISTRICT DEPUTY DIRECTOR S OFFICE OR THE OFFICE OF GEOTECHNICAL ENGINEERING AT 1980 WEST BROAD STREET. LEGEND ODOT CLASSIFIED DESCRIPTION CLASS MECH./VISUAL GRAVEL AND/OR STONE FRAGMENTS A-1-a 8 14 GRAVEL AND/OR STONE FRAGMENTS WITH SAND A-1-b 11 5 COARSE AND FINE SAND A-3a 3 4 GRAVEL AND/OR ST. FRAGS. WITH SAND AND SILT A SANDY SILT A-4a SILT AND CLAY A-6a 8 9 SILTY CLAY A-6b 2 2 TOTAL UNCONTROLLED FILL (UCF) VISUAL SHALE VISUAL PAVEMENT OR BASE = X = APPROXIMATE THICKNESS VISUAL SOD AND TOPSOIL = X = APPROXIMATE THICKNESS VISUAL EXPLORATION LOCATION - PLAN VIEW HISTORIC BORING LOCATION - PLAN VIEW - TER , 1965 DRIVE SAMPLE AND/OR ROCK CORE BORING PLOTTED TO VERTICAL SCALE ONLY. HORIZONTAL BAR INDICATES A CHANGE IN STRATIGRAPHY. AUGER BORING PLOTTED TO VERTICAL SCALE ONLY. HORIZONTAL BAR INDICATES A CHANGE IN STRATIGRAPHY. WC INDICATES WATER CONTENT IN PERCENT. W INDICATES FREE WATER ELEVATION. INDICATES STANDARD PENETRATION RESISTANCE N 60 NORMALIZED TO 60% DRILL ROD ENERGY RATIO. INDICATES A PLASTIC MATERIAL WITH A MOISTURE CONTENT EQUAL TO OR GREATER THAN THE LIQUID LIMIT MINUS 3. INDICATES A NON-PLASTIC MATERIAL WITH A MOISTURE CONTENT GREATER THAN 25% OR GREATER THAN 19% WITH A WET APPEARANCE. * INDICATES A SAMPLE TAKEN WITHIN 3 FT OF PROPOSED GRADE. SS INDICATES A SPLIT-SPOON SAMPLE. ST INDICATES A SHELBY TUBE SAMPLE. HA INDICATES A HAND AUGER SAMPLE. NP INDICATES A NON-PLASTIC SAMPLE. TR INDICATES THE TOP OF ROCK. ODOT CLASSIFIED HISTORIC BORING DESCRIPTIONS CLASS MECH./VISUAL GRAVEL AND/OR STONE FRAGMENTS A-1-a 8 - GRAVEL AND/OR ST. FRAGS. W/SAND & SILT A ELASTIC CLAY A CLAY A UNCONTROLLED FILL VISUAL - 3 TOTAL 13 3 T-34 BEGIN PROJECT STA C-27 C-21 T-24 LOCATION MAP SCALE IN MILES PARTICLE SIZE DEFINITIONS 12" 3" 2.0 mm 0.42 mm mm mm BOULDERS COBBLES GRAVEL COARSE SAND FINE SAND SILT CLAY No. 10 SIEVE No. 40 SIEVE No. 200 SIEVE INDEX OF SHEETS LOCATION PLAN VIEW PROFILE FROM STA. TO STA. SHEET SHEET SR WEST ST RAMP H PIKE ST. Rocky Run T-16 C END PROJECT STA CROSS- SECTION SHEET & FT & FT RECON. - DRILLING - DRAWN - SPY 08/14/14 BIT 09/15-18/14 INK 12/11-15/14 REVIEWED - RED 12/18/14 C-10 WEST T-43 ST. BLACK 102 RIVER Creek Miller s C-12 C-30 Buck Creek 92 C-19 N CUT FILL EMB. MAX. MAX. 5 FT 5 FT 6 FT 7 FT 16 FT 11 FT <1 FT 5 FT 12 FT 19 FT 9 FT 19 FT DESIGN AGENCY PID NO. OHIO DEPARTMENT OF TRANSPORTATION SOIL PRO FILE T ER OFFICE OF GEOTECHNICAL ENGINEERING W. BROAD ST. COLUMBUS, OH

168 X:\Design\CADD Standards\SAMPLE PLANS\2015 edits\soil_profile\sheets\99999id001.dgn 14-JUL :36AM blogston EXPLORATION NO., SUMMARY OF SOIL TEST DATA % SR 395 % % % % % % STATION & OFFSET FROM TO ID N60 REC tsf GR CS FS SILT CLAY LL PL PI WC CLASS (GI) B SS NP NP NP 9 A-1-b (0) * STA. 0+00, SS NP NP NP 6 A-1-b (0) LATITUDE = LONGITUDE = B SS SAME AS SS-2 6 A-1-b (VISUAL) SS SAME AS SS-2 5 A-1-b (VISUAL) SS A-2-4 (0) STA 4+00, 7.0' RT SS A-4a (0) LATITUDE = LONGITUDE = B SS A-6a (6) SS SAME AS SS-4 14 A-6a (VISUAL) SS NP NP NP 4 A-1-b (0) * STA. 8+00, 3.0' LT SS SAME AS SS-1 9 A-1-b (VISUAL) LATITUDE = LONGITUDE = B SS A-6b (6) SS SAME AS SS-3 21 A-6b (VISUAL) SS A-6a (4) * STA , SS A-4a (5) LATITUDE = LONGITUDE = B SS SAME AS SS-2 15 A-4a (VISUAL) SS SAME AS SS-2 35 A-4a (VISUAL) SS NP NP NP 13 A-1-b (0) * STA , SS A-4a (3) LATITUDE = LONGITUDE = SAMPLE HP SS SAME AS SS-2 17 A-4a (VISUAL) SS SAME AS SS-2 15 A-4a (VISUAL) SS NP NP NP 12 A-1-b (0) ODOT ppm SO B SS A-2-4 (0) * 141 STA , SS A-6a (4) LATITUDE = SS SAME AS SS-2 20 A-6a (VISUAL) LONGITUDE = SS SAME AS SS-2 20 A-6a (VISUAL) B SS NP NP NP 5 A-1-b (0) * 223 STA , SS SAME AS SS-2 16 A-1-b (VISUAL) LATITUDE = SS NP NP NP 6 A-1-a (0) LONGITUDE = SS SAME AS SS-3 6 A-1-a (VISUAL) B SS NP NP NP 5 A-1-b (0) * 165 STA , 1.0' LT SS A-2-4 (0) LATITUDE = SS A-6b (8) LONGITUDE = SS SAME AS SS-3 17 A-6b (VISUAL) B SS NP NP NP 6 A-1-b (0) * 194 STA , 1.0' LT SS A-6a (7) LATITUDE = SS SAME AS SS-2 20 A-6a (VISUAL) LONGITUDE = SS SAME AS SS-2 22 A-6a (VISUAL) B SS NP NP NP 6 A-1-b (0) * 115 STA , 4.0' LT SS A-6a (7) LATITUDE = SS SAME AS SS-2 16 A-6a (VISUAL) LONGITUDE = SS SAME AS SS-2 24 A-6a (VISUAL) SUMMARY OF SOIL TEST DATA WEST ST. EXPLORATION NO., SAMPLE % HP % % % % % % ODOT STATION & OFFSET FROM TO ID N60 REC tsf GR CS FS SILT CLAY LL PL PI WC CLASS (GI) ppm SO4 B SS A-4a (4) * 1140 STA. 7+00, 2.0' RT SS A-6a (4) LATITUDE = SS SAME AS SS-2 16 A-6a (VISUAL) LONGITUDE = SS SAME AS SS-2 19 A-6a (VISUAL) B SS NP NP NP 12 A-3a (0) * STA. 9+50, SS NP NP NP 7 A-3a (0) LATITUDE = SS SAME AS SS-2 11 A-3a (VISUAL) LONGITUDE = SS SAME AS SS-2 19 A-3a (VISUAL) SS SAME AS SS-2 5 A-3a (VISUAL) SS NP NP NP 6 A-1-b (0) SS SAME AS SS-6 5 A-1-b (VISUAL) SUMMARY OF SOIL TEST DATA RAMP H EXPLORATION NO., SAMPLE % HP % % % % % % ODOT STATION & OFFSET FROM TO ID N60 REC tsf GR CS FS SILT CLAY LL PL PI WC CLASS (GI) ppm SO4 B SS NP NP NP 7 A-2-4 (0) * 345 STA , 16.0' RT SS SAME AS SS-1 13 A-2-4 (VISUAL) LATITUDE = SS A-4a (4) LONGITUDE = SS SAME AS SS-3 9 A-4a (VISUAL) B SS A-2-4 (0) * 212 STA , 10.0' RT SS A-4a (4) LATITUDE = SS SAME AS SS-2 14 A-4a (VISUAL) LONGITUDE = SS SAME AS SS-2 14 A-4a (VISUAL) B SS BROWN SILT, WITH GARBAGE AND PAPER - UCF (VISUAL) STA , 75.0' LT ST SAME AS SS-1 56 UCF (VISUAL) LATITUDE = SS A-4a (1) LONGITUDE = SS A-6a (0) SS NP NP NP 12 A-1-a (0) SS SAME AS SS-5 14 A-1-a (VISUAL) H HA A-4a (1) STA , 60.0' LT HA SAME AS HA-1 16 A-4a (VISUAL) LATITUDE = HA NP NP NP 18 A-1-a (0) LONGITUDE = H HA SAME AS HA-2 18 A-1-a (VISUAL) STA , 120.0' LT HA NP NP NP 15 A-1-a (0) LATITUDE = HA SAME AS HA-2 16 A-1-a (VISUAL) LONGITUDE = T ER SOIL PRO FILE SUM M A RY O F SOIL TEST D A TA DRAWN INK CHECKED RED

169 X:\Design\CADD Standards\SAMPLE PLANS\2015 edits\soil_profile\sheets\99999id002.dgn 14-JUL :37AM blogston SUMMARY OF SOIL TEST DATA RAMP H (CONT.) EXPLORATION NO., SAMPLE % HP % % % % % % ODOT STATION & OFFSET FROM TO ID N60 REC tsf GR CS FS SILT CLAY LL PL PI WC CLASS (GI) ppm SO4 B SS NP NP NP 3 A-1-a (0) STA , 30.0' LT SS NP NP NP 5 A-1-a (0) LATITUDE = SS SAME AS SS-2 5 A-1-a (VISUAL) LONGITUDE = SS NP NP NP 8 A-3a (0) SS SAME AS SS-4 8 A-3a (VISUAL) ST A-4a (6) SS SAME AS SS-9 18 A-4a (VISUAL) SS SAME AS SS-9 13 A-4a (VISUAL) SS A-4a (2) SS SAME AS SS-9 10 A-4a (VISUAL) SS SAME AS SS-12 4 A-1-a (VISUAL) SS NP NP NP 2 A-1-a (0) SS SAME AS SS-12 4 A-1-a (VISUAL) B SS SAME AS SS-4 15 A-1-a (VISUAL) STA , 100' LT SS SAME AS SS-4 15 A-1-a (VISUAL) LATITUDE = SS SAME AS SS-4 15 A-1-a (VISUAL) LONGITUDE = SS NP NP NP 24 A-1-a (0) SS SAME AS SS-4 12 A-1-a (VISUAL) SS SAME AS SS-4 15 A-1-a (VISUAL) SS SAME AS SS-4 22 A-1-a (VISUAL) SS SAME AS SS-4 14 A-1-a (VISUAL) SS-9 50/4" SHALE, GRAY, WEATHERED, WEAK, FRACTURED 16 VISUAL B SS A-6a (1) * 426 STA , 3.9' LT SS A-2-4 (0) LATITUDE = SS SAME AS SS-2 13 A-2-4 (VISUAL) LONGITUDE = SS SAME AS SS-2 17 A-2-4 (VISUAL) B SS NP NP NP 5 A-1-b (0) * 178 STA , \ SS A-4a (1) LATITUDE = SS SAME AS SS-2 10 A-4a (VISUAL) LONGITUDE = SS A-2-4 (0) SUMMARY OF SOIL TEST DATA RAMP H HISTORIC BORINGS EXPLORATION NO., % % % % % % SHTL. STATION & OFFSET FROM TO GR CS FS SILT CLAY LL PI WC CLASS H \ CONST. RAMP H, STA , 27.28' LT. (\ EX. RAMP H, STA. 1+50, 35.0' LT.) ( NP NP 23) (VISUAL) BROWN, SANDY SILT WITH STONE FRAGMENTS AND BRICKBATS ( ) (VISUAL) DARK-BROWN SILT WITH PAPER AND GARBAGE A A NP NP 14 A-1-a NP NP 15 A-1-a H ( ) (VISUAL) \ CONST. RAMP H, STA , 23.64' LT. (\ EX. RAMP H, STA. 3+50, 30.0' LT.) BROWN SILT WITH GRAVEL, GARBAGE AND PAPER A NP NP 25 A-1-a NP NP 10 A-1-a H \ CONST. RAMP H, STA , 48.06' RT. (\ EX. RAMP H, STA. 5+40, 6.0' RT.) A NP NP 10 A-1-a NP NP 13 A-1-a H \ CONST. RAMP H, STA , 5.88' RT. (\ EX. RAMP H, STA. 6+70, 26.0' LT.) A NP NP 13 A-1-a NP NP 13 A-1-a 3 11 T ER SOIL PRO FILE SUM M A RY O F SOIL TEST D A TA DRAWN INK CHECKED RED

170 X:\Design\CADD Standards\SAMPLE PLANS\2014 edits\soil_profile\sheets\99999id003.dgn 18-JUL :03PM jgardne SOIL PRO FILE T ER LA BO RA TO RY TEST D A TA DRAWN INK CHECKED RED

171 X:\Design\CADD Standards\SAMPLE PLANS\2014 edits\soil_profile\sheets\99999ip001.dgn 18-JUL :03PM jgardne CONST. WEST ST. (TR 130) EX. WEST ST. (TR 130) \ EX. RAMP G \ CONST. RAMP H H \ EX. RAMP H CONST. SR COMMERCIAL 5 MATCH LINE STA STA EX. US 92 = STA CONST. SR 395 STA CONST. SR 395 = STA CONST. WEST ST. (TR 130) STA CONST. SR 395 = STA EX. WEST ST STA CONST. SR 395 = STA \ EX. RAMP H STA CONST. SR 395 = STA \ CONST. RAMP H DETERIORATED PAVEMENT COMMERCIAL BEGIN PROJECT STA ABANDONED LANDFILL APPROXIMATE LIMITS EX. US W B B BEGIN WORK STA FOR SOIL PROFILE FOR WEST ST. (TR 130) SEE SHEET NO. 8. FOR SOIL PROFILE FOR RAMP H SEE SHEET NO. 9. FOR SOIL PROFILE CROSS SECTIONS FOR RAMP H SEE SHEET NOS. 10 & B B B B B B CONCRETE = N60 WC B RT. ASPHALT = 0.5 BASE = N60 WC B LT. ASPHALT = B ASPHALT = 0.7 N60 WC N 60 WC T ER SOIL PRO FILE STA TO STA SR 395 DRAWN INK CHECKED RED HORIZONTAL SCALE IN FEET 100 N

172 X:\Design\CADD Standards\SAMPLE PLANS\2014 edits\soil_profile\sheets\99999ip002.dgn 18-JUL :03PM jgardne MATCH LINE STA CONST. SR W MATCH LINE STA BRUSH& SCATTERED TREES COMMERCIAL (VACANT) COMMERCIAL B B B B ASPHALT = 0.8 B ASPHALT = 0.6 B ASPHALT = N60 WC N60 WC N60 WC BRUSH& SCATTERED TREES T ER SOIL PRO FILE STA TO STA SR 395 DRAWN INK CHECKED RED HORIZONTAL SCALE IN FEET 100 N

173 X:\Design\CADD Standards\SAMPLE PLANS\2014 edits\soil_profile\sheets\99999ip003.dgn 18-JUL :03PM jgardne B CONST. SR COMMERCIAL MATCH LINE STA B BRUSH& SCATTERED TREES CR 10 PIKE ST. WEEDS END PROJECT STA B B LT. ASPHALT = 0.7 B LT. ASPHALT = 0.7 B LT. ASPHALT = N60 WC N60 WC N60 WC COMMERCIAL T ER SOIL PRO FILE STA TO STA SR 395 DRAWN INK CHECKED RED HORIZONTAL SCALE IN FEET 100 N

174 X:\Design\CADD Standards\SAMPLE PLANS\2014 edits\soil_profile\sheets\99999ip004.dgn 18-JUL :03PM jgardne FOR SOIL PROFILE FOR SR 395 SEE SHEET NOS APPROXIMATE LIMITS CONST. WEST ST. EX. WEST ST. STA CONST. SR 395 = STA \ CONST. RAMP H STA CONST. SR 395 = STA \ EX. RAMP H CONST. SR 395 STA CONST. SR 395 = \ EX. RAMP G ABANDONED LANDFILL STA CONST. WEST ST. (TR 130) STA CONST. SR 395 = STA EX. WEST ST. \ EX. RAMP H \ CONST. RAMP H EX. US WEEDS COMMERCIAL BEGIN WORK STA W FOR SOIL PROFILE FOR RAMP H SEE SHEET NO. 9. FOR SOIL PROFILE CROSS SECTIONS FOR RAMP H SEE SHEET NOS. 10 & 11. B RT. ASPHALT = 0.6 B TOPSOIL = B B B B H B H H B B H B B H H B N 60 WC N60 WC T ER SOIL PRO FILE W EST ST. (TR 130) DRAWN INK CHECKED RED HORIZONTAL SCALE IN FEET 100 N

175 Profile\sheets\99999IP005.dgn 18-JUL :04PM jgardne1 935 FOR SOIL PROFILE FOR SR 395 SEE SHEET NOS FOR SOIL PROFILE FOR WEST ST. (TR 130) SEE SHEET 87. FOR SOIL PROFILE CROSS SECTIONS FOR RAMP H SEE SHEET NOS. 10 & 11. END WORK STA CROSS SECTION INDEX STATION SHEET & & STA CONST. SR 395 = STA \ CONST. RAMP H STA CONST. SR 395 = STA \ EX. RAMP H EX. WEST ST. (TR 130) CONST. WEST ST. (TR 130) STA CONST. SR 395 = STA EX. WEST ST. STA CONST. SR 395 = STA CONST. WEST ST. (TR 130) \ EX. RAMP G \ EX. RAMP H \ CONST. RAMP H EX. US 102 WITH ST. FRAGS. AND W BRICKBATS W W W N60 WC 10 AUGER REFUSAL ON BOULDER 880 REFUSAL (BOULDERS) REFUSAL REFUSAL (HOLE CAVED IN) WEEDS B B H B ABANDONED LANDFILL APPROXIMATE LIMITS CONST. SR 395 B H B H B H B H H B B B LT. ASPHALT = 0.7 B \ ASPHALT = 0.7 B RT. ASPHALT = N60 WC N60 WC B RT. ASPHALT = DARK-BROWN SILT WITH PAPER AND GARBAGE H LT. BROWN SANDY SILT N 60 WC BROWN SILT WITH GRAVEL, GARBAGE AND PAPER H LT. 25 N60 WC H RT. B LT. TOPSOIL = ST SLIGHTLY ORGANIC H STA RT T ER SOIL PRO FILE RA M P H DRAWN INK CHECKED RED HORIZONTAL SCALE IN FEET 100 N

176 20 \ Existing Ramp H 10 5 HORIZONTAL SCALE IN FEET X:\Design\CADD Standards\SAMPLE PLANS\2014 edits\soil_profile\sheets\99999ix001.dgn 18-JUL :04PM jgardne :1 3: B TOPSOIL = ST N 60 - BROWN SILT, WITH GARBAGE AND PAPER WC 2:1 BROWN SILT WITH GRAVEL, GARBAGE AND PAPER GARBAGE H STA REFUSAL (BOULDERS) W (HOLE CAVED IN) 2: H STA BROWN SANDY SILT WITH ST. FRAGS. AND DARK-BROWN SILT BRICKBATS W WITH PAPER AND B ASPHALT = N N WC \ Existing Ramp H B ASPHALT = WC 7:1 6:1 \ Ramp G DRAWN 0 INK CHECKED RED SOIL PRO FILE T ER RA M P H C RO SS SECTIO NS STA & STA

177 \ Existing Ramp H US :1 8:1 950 DRAWN 0 INK HORIZONTAL SCALE IN FEET CHECKED RED X:\Design\CADD Standards\SAMPLE PLANS\2014 edits\soil_profile\sheets\99999ix002.dgn 18-JUL :04PM jgardne :1 3: H WC 2: /4" N 60 3: B TR 16 WC 2:1 SHALE, GRAY, SLIGHTLY WEATHERED, MODERATELY STRONG, THIN BEDDED, CARBONACEOUS, FRACTURED. RQD 66%, LOSS 0%. NO WATER RETURN. H WC 2:1 B TOPSOIL = ST N AUGER REFUSAL ON BOULDER 18 SLIGHTLY ORGANIC WC H STA W REFUSAL :1 \ Existing Ramp H H STA W REFUSAL 10: SOIL PRO FILE T ER RA M P H C RO SS SECTIO NS STA & STA

178

179 STRUCTURE FOUNDATION EXPLORATION SAMPLE PLAN SHEETS

180

181 C-59 CREEK X:\Design\CADD Standards\SAMPLE PLANS\2014 edits\sfe\geotechnical\sheets\84432zc001.dgn 18-JUL :51PM jgardne1 PROJECT DESCRIPTION REHABILITATION OF THE EXISTING THREE SPAN STRUCTURE ADA OVER MILL CREEK BY REPLACEMENT OF THE BRIDGE DECK, BEAMS, ABUTMENTS, PORTIONS OF THE PIERS AND THE NECCESSARY ROADWAY APPROACH WORK ON SR 125. HISTORIC RECORDS NO HISTORIC RECORDS WERE FOUND FOR THIS PROJECT. GEOLOGY THE PROJECT IS LOCATED WITHIN THE SHAWNEE-MISSISSIPPIAN PLATEAU DESCRIBED AS A HIGHLY DISSECTED PLATEAU WITH RELATIVELY FLAT BOTTOM VALLEYS FILLED WITH LACUSTRINE DEPOSITED SILTS AND CLAYS OF TEAYS-AGE. HILLSIDES ARE PREDOMINATELY COMPRISED OF RESIDUAL SOILS FORMED FROM THE UNDERLYING PARENT BEDROCK, AND AT THE BASE OF THE HILLSIDE COLLUVIUM DEPOSITS ARE COMMON. THE UNDERLYING BEDROCKS ARE TYPICALLY DOLOMITES, SHALE, LIMESTONE, AND SANDSTONE OF SILURIAN AGE ALONG THE HILLSIDES AND DEVONIAN AGED OHIO SHALE WITHIN THE MAJOR STREAM VALLEYS. RECONNAISSANCE FIELD RECONNAISSANCE WAS COMPLETED ON AUGUST 7, 2014 BY DISTRICT STAFF. THE SURROUNDING LAND USAGE WAS RECORDED AS RESIDENTIAL. THE DEPTH FROM THE ROAD SURFACE TO THE STREAM BOTTOM WAS APPROXIMATELY 26 FEET. THE STREAM BOTTOM CONSISTED OF GRAVEL, COBBLES AND SOME EXPOSED SHALE AND LIMESTONE BEDROCK. STREAM BANK EROSION WAS ALSO NOTED. PAVEMENT CONSISTED OF ASPHALT IN MODERATE CONDITION WITH NO PATCHING. SUBSURFACE EXPLORATION SIX (6) BORINGS, B THROUGH B , B , AND B WERE COMPLETED. FOUR OF THE BORINGS WERE SITUATED FOR THE BRIDGE ABUTEMENT AND APPROACH AND WERE CONSTRUCTED TO DEPTHS RANGING FROM 27 FEET TO 32.5 FEET. BORINGS B AND B WERE CONSTRUCTED FOR THE INTERMEDIATE BRIDGE FOUNDATION ELEMENTS AND WERE ADVANCED TO DEPTHS OF 14.5 FEET AND 17.7 FEET. TWO PHASES OF BORINGS WERE REQUIRED TO COMPLETE THE EXPLORATION. THE INITIAL DRILLING OCCURRED BETWEEN 09/10/14 AND 09/12/14. THE SECOND PHASE OF BORINGS WERE CONSTRUCTED BETWEEN 09/23/14 AND 09/25/14. ALL DRILLING WAS COMPLETED WITH A TRUCK MOUNTED CME 55 ROTARY DRILL RIG AND A CME 850R TRACKED RIG USING 3 INCH OR 3 INCH I.D. HOLLOW STEM AUGERS TO ADVANCE THE BORINGS THROUGH THE SOIL HORIZON. DISTURBED SAMPLES WERE COLLECTED IN ACCORDANCE WITH STANDARD PENETRATION TESTING METHODS (AASHTO T206) AT CONTINUOUS SAMPLING INTERVALS AND 2 FEET SAMPLING INTERVALS FOR THE FULL SOIL DEPTH OF THE BORINGS. A CME AUTO-HAMMER WAS USED FOR ALL SPT SAMPLES. THE HAMMER SYSTEMS WERE LAST CALIBRATED ON 5/10/13 AND 5/17/13. THE AVERAGE DRILL ROD ENERGY RATIOS (ER) WERE 88.4% AND 91.3%. ALL OF THE BORINGS ENCOUNTERED BEDROCK AND WERE ADVANCED FOR SAMPLING USING AN N-SERIES CORE BARREL, WATER CIRCULATION METHOD. EXPLORATION FINDINGS FOR ON-ROAD DRILLING, SURFACE MATERIALS ENCOUNTERED DURING THE DRILLING OPERATIONS WERE 4 INCHES OF ASPHALT AND 12 INCHES OF CONCRETE. THE OFF-ROAD HOLES ENCOUNTERED APPROXIMATELY 6 INCHES OF TOPSOIL AS SURFACE MATERIAL. THE ABUTMENT AND APPROACH BORINGS ENCOUNTERED COHESIVE AND NONCOHESIVE SOILS WHICH WERE COMPRISED OF STIFF TO VERY STIFF SILTY CLAY (A-6a) AND CLAY (A-7-6), MEDIUM STIFF SANDY SILT (A-4a), STIFF SILT AND CLAY (A-6a), VERY LOOSE TO MEDIUM DENSE STONE FRAGMENTS WITH SAND AND SILT (A-1-a). SIMILARLY, THE INTERMEDIATE BRIDGE FOUNDATION ELEMENT BORINGS WERE CONSTRUCTED THROUGH INTERVALS OF SOFT TO MEDIUM STIFF SANDY SILT (A-4a), VERY LOOSE TO MEDIUM DENSE STONE FRAGMENTS AND SAND (A-1-b), AND MEDIUM DENSE STONE FRAGEMENTS (A-1-a). THE SOILS DEPTHS WERE CONSISTENT WITH MOST OF THE BORINGS RANGING FROM 4 FEET TO 8.5 FEET IN DEPTH WITH THE EXCEPTION OF BORING B THIS BORING DID NOT ENCOUNTER BEDROCK UNTIL A DEPTH OF 16 FEET. THE TOP OF BEDROCK RANGED FROM FEET MSL TO FEET MSL. BEDROCK WAS COMPRISED OF LIMESTONE IN ALL BORINGS. THE UPPER 4 FEET TO 13 FEET OF LIMESTONE WAS HIGHLY WEATHERED, VUGGY, WITH OPEN FRACTURES. THIS UPPER LIMESTONE RECORDED RQDS RANGING FROM 19 TO 87 WITH Qu VALUES RANGING FROM 1174 TO 3175 PSI. THE MODERATELY WEATHERED LIMESTONE BELOW WAS ALSO NOTED AS VUGGY WITH CAVITIES AND OPEN FRACTURES. FOR THIS LAYER, RQDS RANGED FROM 56 TO 87 WITH Qu VALUES RANGING FROM 3659 TO 4814 PSI. SPECIFICATIONS THIS GEOTECHNICAL EXPLORATION WAS PERFORMED IN ACCORDANCE WITH THE STATE OF OHIO, DEPARTMENT OF TRANSPORTATION, OFFICE OF GEOTECHNICAL ENGINEERING, SPECIFICATIONS FOR GEOTECHNICAL EXPLORATIONS, DATED JULY AVAILABLE INFORMATION ALL AVAILABLE SOIL AND BEDROCK INFORMATION THAT CAN BE CONVENIENTLY SHOWN ON THE GEOTECHNICAL EXPLORATION SHEETS HAS BEEN SO REPORTED. ADDITIONAL EXPLORATIONS MAY HAVE BEEN MADE TO STUDY SOME SPECIAL ASPECT OF THE PROJECT. COPIES OF THIS DATA, IF ANY, MAY BE INSPECTED IN THE DISTRICT DEPUTY DIRECTOR S OFFICE OR THE OFFICE OF GEOTECHNICAL ENGINEERING AT 1980 WEST BROAD STREET. WC W N 60 SS NP LEGEND DESCRIPTION BORING LOCATION - PLAN VIEW. INDICATES A SPLIT SPOON SAMPLE. INDICATES A NON-PLASTIC SAMPLE. ODOT CLASS CLASSIFIED MECH./VISUAL GRAVEL AND/OR STONE FRAGMENTS A-1-a 5 3 GRAVEL AND/OR STONE FRAGMENTS WITH SAND A-1-b 2 1 GRAVEL AND/OR STONE FRAGS. WITH SAND & SILT A SANDY SILT A-4a 3 1 SILT AND CLAY A-6a 1 2 SILTY CLAY A-6b 2 2 CLAY A LIMESTONE PAVEMENT OR BASE = X = APPROXIMATE THICKNESS SOD AND TOPSOIL = X = APPROXIMATE THICKNESS DRIVE SAMPLE AND/OR ROCK CORE BORING PLOTTED TO VERTICAL SCALE ONLY. HORIZONTAL BAR INDICATES A CHANGE IN STRATIGRAPHY. INDICATES WATER CONTENT IN PERCENT. INDICATES STANDARD PENETRATION RESISTANCE NORMALIZED TO 60% DRILL ROD ENERGY RATIO. X/Y/D" X= NUMBER OF BLOWS FOR 6 INCHES (UNCORRECTED). TR QU INDICATES FREE WATER ELEVATION. INDICATES A NON-PLASTIC MATERIAL WITH A MOISTURE CONTENT TOTAL 15 9 VISUAL NUMBER OF BLOWS FOR STANDARD PENETRATION TEST SPT): ( Y/D"= NUMBER OF BLOWS (UNCORRECTED) FOR D" OF PENETRATION AT REFUSAL. GREATER THAN 25 % OR GREATER THAN 19 % WITH A WET APPEARANCE. INDICATES TOP OF ROCK. VISUAL VISUAL INDICATES ROCK COMPRESSION TEST, ASTM D7012, METHOD C, RESULTS. Id2 INDICATES SLAKE DURABILITY TEST ASTM D4644. BORING NO. SAMPLE DEPTH QU (PSI) B B B S-1 S-2 S-3 S-1 S-2 S-3 B S-1 BEDROCK TEST SUMMARY S-2 S-1 S-2 S B S S-2 S B S SDI (%) RD C-6 BETHA Mill RD Run T-144 CEDAR T-448 RD COLE C-50 Run HILL T-17 2 DR RD RD Cedar Mills Randalls Branch MIDDLE FIZER T-405 RD RILEY BRANCHR DT-404 Run N Creek T-174 T HOLLOW RD WHITE Cedar RD C-6 C- 125 B OAK BRUSH CREEK BEGIN PROJECT STA SLM T-158 Run Mill C-27 RD CASSEL C-170 T-157 Deep TurkeyRun Cassel Creek Run RODGERS T-171 RUN Creek BLUE Rodgers C-18 RUN RD T-416 T-244 RD Run RD South DRAKE RD RD Turkey Run Run NEW M AN Fork RD C-224 C-224 JEFFERSON WINTERSTEEN T-162 Blue Creek 125 Scioto Walker Wintersteen END PROJECT STA SLM HALL 160 BLUE RUN FORK Hall LOCATION MAP SCALE IN MILES PARTICLE SIZE DEFINITIONS CREEK Run T-16 8 RD Shawnee Run Fork Brush RD RD GOL LEY RD DELONG Creek T-23 0 Jones 348 Corner SHAW N EE Creek 781 BOLDMANRD T-165 RD T-160 MOUNT RD DOGHOLLOWRD T-1 66 Wamsley 12" 3" 2.0 mm 0.42 mm mm mm BOULDERS COBBLES GRAVEL COARSE SAND FINE SAND SILT CLAY No. 10 SIEVE No. 40 SIEVE No. 200 SIEVE D 50 VALUES D 50 BORING NO. SAMPLE NO. ELEVATION VALUE B B SS SS SS-3A SS-2B SS mm mm mm mm mm UNGERRD W YNN T-160 WREN 125 N RECON. - CWP 08/07/14 DRILLING - KAM 09/10/14-09/12/14 DML 09/23/14-09/25/14 DRAWN - BKL 12/14 REVIEWED - CM 12/14 T-167 RD T T-1 T-16 DESIGN AGENCY OHIO DEPARTMENT OF TRANSPORTATION OFFICE OF GEOTECHNICAL ENGINEERING 1980 W. BROAD ST. COLUMBUS, OH PID NO STRUCTURE FO UND A TIO N EXPLO RA TIO N A D A BR. NO. A D A O VER M. B. O F MILL C R. 1 7

182 X:\Design\CADD Standards\SAMPLE PLANS\2015 edits\sfe\sheets\84432zp001.dgn 14-JUL :32AM blogston '-1" BRIDGE LIMITS MEASURED ALONG CONSTRUCTION CONSTRUCTION SR BRG. REAR ABUT. B STA BRG. PIER 1 STA BRG. FWD. ABUT. B STA END APPROACH SLAB STA BRG. PIER 2 STA BEGIN APPROACH SLAB STA /2" B ' RT TR /2" B ' LT TR B ' RT /2" B ' LT TR NORMAL WATER ELEV. = ' B ' LT TR /3" B ' RT TR 14 6/45/6" N TR WC N60 WC N60 WC N60 WC N60 WC N60 WC MIDDLE BRANCH OF MILL CREEK B B B B TOPSOIL = 0.5' TOPSOIL = 0.5' ASPHALT = 0.3' CONCRETE = 1.0' TOPSOIL = 0.5' 685 STRUCTURE FO UND A TIO N EXPLO RA TIO N DRAWN BKL CHECKED CM HORIZONTAL SCALE IN FEET 20 N 2 7 A D A BR. NO. A D A O VER M. B. O F MILL C R.

183 X:\Design\CADD Standards\SAMPLE PLANS\2014 edits\sfe\geotechnical\sheets\84432zl001.dgn 18-JUL :51PM jgardne1 3 7 A D A STRUCTURE FO UND A TIO N EXPLO RA TIO N BRID G E NO. A D A O VER MID DLE BRA NC H O F MILL C REEK BO RING LO G B DRAWN BKL CHECKED CM

184 X:\Design\CADD Standards\SAMPLE PLANS\2014 edits\sfe\geotechnical\sheets\84432zl002.dgn 18-JUL :51PM jgardne1 4 7 A D A STRUCTURE FO UND A TIO N EXPLO RA TIO N BRID G E NO. A D A O VER MID DLE BRA NC H O F MILL C REEK BO RING LO G B DRAWN BKL CHECKED CM

185 X:\Design\CADD Standards\SAMPLE PLANS\2014 edits\sfe\geotechnical\sheets\84432zl003.dgn 18-JUL :51PM jgardne1 5 7 A D A STRUCTURE FO UND A TIO N EXPLO RA TIO N BRID G E NO. A D A O VER MID DLE BRA NC H O F MILL C REEK BO R IN G LO G S B & B DRAWN BKL CHECKED CM

186 X:\Design\CADD Standards\SAMPLE PLANS\2014 edits\sfe\geotechnical\sheets\84432zl004.dgn 18-JUL :55PM jgardne1 6 7 A D A STRUCTURE FO UND A TIO N EXPLO RA TIO N BRID G E NO. A D A O VER MID DLE BRA NC H O F MILL C REEK BO RING LO G B DRAWN BKL CHECKED CM

187 X:\Design\CADD Standards\SAMPLE PLANS\2014 edits\sfe\geotechnical\sheets\84432zl005.dgn 18-JUL :55PM jgardne1 7 7 A D A STRUCTURE FO UND A TIO N EXPLO RA TIO N BRID G E NO. A D A O VER MID DLE BRA NC H O F MILL C REEK BO RING LO G B DRAWN BKL CHECKED CM

188

189 GEOHAZARD EXPLORATION SAMPLE PLAN SHEETS

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191 X:\Design\CADD Standards\SAMPLE PLANS\2014 edits\geohazard_exploration\geotechnical\sheets\99999yc001.dgn 18-JUL :43PM jgardne1 PROJECT DESCRIPTION EXPLORATION OF A LANDSLIDE ON SR 395 IN TERRA COUNTY. HISTORIC RECORDS NO HISTORIC BORINGS RECORDS WERE FOUND FOR THIS PROJECT. GEOLOGY THE LANDSLIDE IS LOCATED IN THE UNGLACIATED AND HIGHLY DISSECTED MARIETTA PLATEAU OF THE APPALACHIAN PLATEAU PROVINCE. THE AREA IS CHARACTERIZED BY DISSECTED TOPOGRAPHY WITH A HIGH RELIEF. SOILS IN THIS AREA ARE PRIMARILY COLLUVIUM DERIVED FROM LOCAL BEDROCK AND MAY INCLUDE SCATTERED AREAS OF RESIDUUM. THE UNDERLYING BEDROCK AT THE SITE CONSISTS OF MOSTLY FINE GRAINED ROCKS OF THE CONEMAUGH FORMATION WITHIN THE PENNSYLVANIAN SYSTEM AND INCLUDES SHALE, MUDSTONE, SANDSTONE, LIMESTONE, COAL AND CLAY. RECONNAISSANCE FIELD RECONNAISSANCE WAS PERFORMED ON AUGUST 12, A CRACK NEAR THE CENTERLINE OF THE PAVEMENT BETWEEN STATIONS AND , AND A WELL-DEFINED TOE BULGE APPROXIMATELY 80 FEET RIGHT OF CENTERLINE WERE OBSERVED. ALSO, THE GUARDRAIL HAS SETTLED SIGNIFICANTLY IN THIS VICINITY AND THE PAVEMENT SIDES SHOWS SEVERAL RECENT OVERLAYS. THE EMBANKMENT APPEARS TO BE FILL PLACED ON A SIDEHILL SLOPE WITH A 2H:1V SLOPE. A WATER SEEP WAS OBSERVED ON THE SLOPE NEAR STA THERE IS A SMALL DRAINAGE DITCH AT THE TOE WHICH RUNS PARALLEL TO THE TOE AND ADJACENT TO CR 100 AND DRIVEWAY NEAR THE TOE. THE SURROUNDING LAND USAGE IS WOODED RURAL LAND WITH SOME RESIDENTIAL LOTS INCLUDING HOUSES. SUBSURFACE EXPLORATION FIVE BORINGS WERE COMPLETED AS PART OF THE EXPLORATION. B AND B WERE DRILLED IN THE SHOULDER OUTSIDE OF THE SCARP. B WAS DRILLED INSIDE OF THE SCARP IN THE DRIVING LANE. B WAS DRILLED IN THE SLIDE AREA AT MID-SLOPE AND B WAS DRILL DRILLED AT THE TOE OF SLOPE NEAR THE BULGED AREA. AN INCLINOMETER WAS INSTALLED IN B AT COMPLETION OF THE DRILLING. ALL BORINGS WERE DRILLED USING A TRUCK MOUNTED ROTARY DRILL RIG AND 3-INCH I.D. HOLLOW STEM AUGERS TO ADVANCE THE BORINGS THROUGH THE SOIL. THE HAMMER SYSTEM USED WAS LAST CALIBRATED ON MAY 17, 2013, AND THE AVERAGE DRILL ROD ENERGY RATIO (ER) IS 81.9%. DISTURBED SAMPLES WERE COLLECTED IN ACCORDANCE WITH THE STANDARD PENETRATION TEST (AASHTO T206) AT CONTINUOUS INTERVALS FOR THE FULL SOIL DEPTH OF THE BORINGS. ALL BORINGS WERE ADVANCED INTO BEDROCK AND SAMPLED (AASHTO T225) USING AN N SERIES WIRELINE CORE BARREL, WATER METHOD. EXPLORATION FINDINGS THE THREE BORINGS DRILLED IN THE PAVEMENT ENCOUNTERED A LAYER OF GRANULAR MATERIAL, (A-1-a & A-1-b) MEDIUM DENSE IN CONSISTENCY AND MOIST, FOLLOWED BY A LAYER OF COHESIVE SOILS (A-6a & A-6b) WHICH WAS STIFF TO MEDIUM STIFF. ANOTHER GRANULAR LAYER (A-1-b) WAS ENCOUNTERED JUST ABOVE THE TOP OF ROCK. THIS LAYER WAS MEDIUM DENSE AND MOIST. THE TWO BORINGS DRILLED ON THE SIDE SLOPE GENERALLY ENCOUNTERED COHESIVE SOILS (A-6a, A-6b & A-7-6) THAT WERE MOIST AND STIFF TO VERY STIFF IN CONSISTENCY. BORING B ALSO ENCOUNTERED A DENSE GRANULAR LAYER ABOVE THE TOP OF ROCK. GROUNDWATER WAS INITIALLY ENCOUNTERED IN THE UPPERMOST GRANULAR LAYER IN B , B , AND B AT A MEAN ELEVATION OF 581 FT. GROUND WATER WAS ENCOUNTERED IN B AT ELEVATION FT. GROUND WATER READINGS WERE NOT MEASURED UPON DRILLING COMPLETION SINCE WASH WATER WAS USED TO CORE BEDROCK. BEDROCK CONSISTING OF CLAYSTONE AND SANDSTONE WAS ENCOUNTERED AT VARYING ELEVATIONS IN EACH OF THE BORINGS. THE CLAYSTONE WAS MODERATELY WEATHERED AND VERY WEAK, WHILE THE SANDSTONE WAS SLIGHTLY WEATHERED AND VERY STRONG. SPECIFICATIONS THIS GEOTECHNICAL EXPLORATION WAS PERFORMED IN ACCORDANCE WITH THE STATE OF OHIO, DEPARTMENT OF TRANSPORTATION, OFFICE OF GEOTECHNICAL ENGINEERING, SPECIFICATIONS FOR GEOTECHNICAL EXPLORATIONS, DATED JULY AVAILABLE INFORMATION ALL AVAILABLE SOIL AND BEDROCK INFORMATION THAT CAN BE CONVENIENTLY SHOWN ON THE GEOTECHNICAL EXPLORATION SHEETS HAS BEEN SO REPORTED. ADDITIONAL EXPLORATIONS MAY HAVE BEEN MADE TO STUDY SOME SPECIAL ASPECT OF THE PROJECT. COPIES OF THIS DATA, IF ANY, MAY BE INSPECTED IN THE DISTRICT DEPUTY DIRECTOR S OFFICE OR THE OFFICE OF GEOTECHNICAL ENGINEERING AT 1980 WEST BROAD STREET. WC W N 60 TR SS NP LEGEND DESCRIPTION GRAVEL AND/OR STONE FRAGMENTS GRAVEL AND/OR STONE FRAGMENTS WITH SAND COARSE AND FINE SAND SILT AND CLAY SILTY CLAY CLAY CLAYSTONE SANDSTONE PAVEMENT OR BASE = X = APPROXIMATE THICKNESS SOD AND TOPSOIL = X = APPROXIMATE THICKNESS BORING LOCATION - PLAN VIEW INSTRUMENTED BORING LOCATION - PLAN VIEW HORIZONTAL BAR INDICATES A CHANGE IN STRATIGRAPHY. INDICATES A NON-PLASTIC SAMPLE. ODOT CLASS CLASSIFIED MECH./VISUAL DRIVE SAMPLE AND/OR ROCK CORE BORING PLOTTED TO VERTICAL SCALE ONLY. INDICATES STANDARD PENETRATION RESISTANCE NORMALIZED TO 60% DRILL ROD ENERGY RATIO. INDICATES WATER CONTENT IN PERCENT. INDICATES FREE WATER ELEVATION. INDICATES TOP OF ROCK. INDICATES A SPLIT SPOON SAMPLE. A-1-a A-1-b A-3a A-6a A-6b A-7-6 TOTAL VISUAL VISUAL VISUAL VISUAL NUMBER OF BLOWS FOR STANDARD PENETRATION TEST SPT): ( X/Y/D" X= NUMBER OF BLOWS FOR 6 INCHES (UNCORRECTED) Y/D"= NUMBER OF BLOWS (UNCORRECTED) FOR D" OF PENETRATION AT REFUSAL C-31 T-170 C-35 T-278 C-36 T-229 C-12 3 T- 187 C-115 C-68 C PROJECT AREA LOCATION MAP SCALE IN MILES C-69 C-100 T-100 C PARTICLE SIZE DEFINITIONS 12" 3" 2.0 mm 0.42 mm mm mm BOULDERS COBBLES GRAVEL COARSE SAND FINE SAND SILT CLAY No. 10 SIEVE No. 40 SIEVE No. 200 SIEVE RECON. - SPY 08/12/14 DRILLING - BIT 09/08-18/14 DRAWN - INK 10/09/14 REVIEWED - RED 10/13/14 T -186 T-164 T-149 C N C-107 DESIGN AGENCY PID NO. OHIO DEPARTMENT OF TRANSPORTATION OFFICE OF GEOTECHNICAL ENGINEERING 1980 W. BROAD ST. COLUMBUS, OH T ER LA NDSLIDE EXPLO RA TIO N

192 X:\Design\CADD Standards\SAMPLE PLANS\2014 edits\geohazard_exploration\geotechnical\sheets\99999yp001.dgn 18-JUL :43PM jgardne W 11 W W S.R. 395 B PATCH DRAG BEGIN B SCARP HEAD B PATCH DRAG END LAND USE IS WOODED RURAL RESIDENTIAL. GUARDRAIL DEFLECTED FROM STATION TO WATER SEEP B B TOE BULGE CR. 100 B RT. ASPHALT = TR B RT. ASPHALT = 1.5 CONCRETE = TR B RT. ASPHALT = TR N60 WC N60 WC N60 WC RESIDENTIAL DRIVE T ER LA NDSLIDE EXPLO RA TIO N STA TO STA DRAWN INK CHECKED RED HORIZONTAL SCALE IN FEET 40 N

193 X:\Design\CADD Standards\SAMPLE PLANS\2014 edits\geohazard_exploration\geotechnical\sheets\99999yx001.dgn 18-JUL :44PM jgardne1 DRAWN INK CHECKED RED HORIZONTAL SCALE IN FEET B STA ASPHALT = 1.5 CONCRETE = 0.8 STA W TR N 60 WC B STA TR N 60 LA NDSLIDE EXPLO RA TIO N T ER C RO SS SECTIO N STA WC B STA TOPSOIL = W /17/50/2" 5 12 TR N 60 WC

194 X:\Design\CADD Standards\SAMPLE PLANS\2014 edits\geohazard_exploration\geotechnical\sheets\99999yl001.dgn 18-JUL :44PM jgardne1 4 8 LA NDSLIDE EXPLO RA TIO N T ER BO RING LO G B DRAWN INK CHECKED RED

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198 X:\Design\CADD Standards\SAMPLE PLANS\2014 edits\geohazard_exploration\geotechnical\sheets\99999yd001.dgn 18-JUL :44PM jgardne1 8 8 LA NDSLIDE EXPLO RA TIO N T ER C O M PRESSIVE STRENG TH TEST RESULTS DRAWN INK CHECKED RED

199 SOIL PROFILE & STRUCTURE FOUNDATION EXPLORATION COMBINED SAMPLE PLAN SHEETS

200

201 OHAWK TRL NEW ENGLANDAVE RD WAY ARBOR LN OLDE POST RD WAYSIDE CANYON MEADOWMOOR FINCH ST LN NANTUCKETAVE MEADOWMOOR 3 DR SUDBURY CHURC HVIEWDRNW BLVD PL REFUGEE RD NANTUCKET STRUBRIDGEPL SUDBURY NW CT DR AVE OLDE CHURCH RD FANEVILHALL RD BUNKER HILL CT GARDEN DR ROGA RD CRUM DR NW BANKER DR NW DALEY ROYALTY DR WHITE LN BALLMAN RD DENTON LN FREEWAY DR MARSHALL DR BETTSDR BEECHWOOD DR PRINCE RD BISHOPDR W MACINTOSH CIR NW PRINCESS ST THOMASLN BALLMAN SQUARERDN WENDELL TREVI CT IMPERIAL RD ROMA CT RD HAMPTON DR NW FOX RIDGEW OOD RD RUN FOXRUNCT S 26 MINKST SYCAMORE DR BLUEVIEW CT N 2 FAIRLAWN DR 14 FOX RUN DR WOLFE TER NW 11 GEARIED ST 2 OPTIMARADR NW ST CEDAR PARK DRUCILLA ST NW ZAPATAPL NW VIOLET MEADOWS 5TH VIOLETMEADOWS ST BLVDNW AVENW BLVD UNION ST NW FANTASY WAY NW DEERRUNRD 2ND ST DR NW 1ST LEONE CT NW PINOAKDR ST ASPEN HILLCT WAY FOREST DR CT ROCKW OOD ST KENNINGTON SQ W COSIMO WINDRI DGE LN BRIDGEVIEW LN TOLLDRIDGE WAY NW RIVERTON LN KENNINGTONS QS SP HUNTINGTON HILLSDR DR NW KENNINGTON SQN CIR KENNINGTON SQE MUELLER LN WHISPERING COVINGTON CT CT RIVA CT NW 1 HERITAGEDR 12 W HITETAIL LNNW MAMIE 25 KESWICKCTN W SAGAMORE RD NW VENTURE DR CARPENT ER 1 13 SOUTHGATE DR PKWY TERRYLN DR TRAI L DR PARLIMENT JULIE DR WEST CLARK DR RD ROME GALA DR ARROW TRAIL SEDGE CT TRAILBLVD WOODCT ESWINE DR W FIELDSTONE WINESAP GREENAPPLE CRABAPPLE LN COLUMBUS EXP PARK E ROSETA ALDER CT ORCHARD GLEN DR ST 18 LN LN EAST AVE DELLENBA UGHLOOP PL 6 30 RUNKLE E WOODFIELD E WOODSTONE 7 DR 6 SOUTHST DR COL UMBUSST WEST ST BLVD MECHANIC ST ETNAC REST CAMERON COLUMBUS LIBERTY ST DR ROY DR STONEY RIDGEDR CANAL ST PURPLE FINCH READER CT EAST ST BRENDEN PARK DR ST KRANER LIMA ST ST LOOP 20 ASPENLN ASHGROVECIR BURROAKDR BRIDGEPORTSTNW CREEK BRAXTONSTNW 29 5 RD CREEK 8 5 WANDA RD FORESTGREEN OAKWOOD WAY NW BLVD DEER PATH DEERPATH CTN RAVINES EDGE CT CT S LONG D R HOLLOW 4 DR LONGWOODCROSSINGBLVD 9 LAURE L ASTER CT SPRING BRANDY MIL L LAVENDER HILLDR COSMOS LN SPRI NGFLOWER WAY SLONE CARNATION DR DR JONQUIL DR DR DAISYDR IRIS CT HAWTHORNE DR WALNUT HILL DR DR NORTH DR LAKE DR 3 ALMAHURST CASTLETON CT RD X:\Design\CADD Standards\SAMPLE PLANS\LIC \geotechnical\sheets\87935IC001.dgn 29-DEC :05PM blogston PROJECT DESCRIPTION WIDENING OF S.R. 310 TO SIX LANES, WIDENING OF STRUCTURE LIC OVER I.R. 70 TO SIX LANES AND WIDENING OF THE RAMPS AT THE INTERCHANGE OF S.R. 310 & I.R. 70. HISTORIC RECORDS A HISTORIC CONSTRUCTION PLAN SET AND SOIL PROFILE, LIC , DATED 1963, WERE REVIEWED FOR THIS PROJECT. THE RECORDS DID NOT PROVIDE ADEQUATE INFORMATION FOR USE ON THE DESIGN OF THIS PROJECT THERFORE NO HISTORIC DATA FROM THAT PROJECT HAS BEEN PRESENTED ON THIS SOIL PROFILE. IN 2000, FIVE EXPLORATION BORINGS, B THROUGH B WERE DRILLED FOR THE POSSIBLE REPLACEMENT OF THE STRUCTURE LIC AT THAT TIME. BORINGS B , B , AND B HAVE BEEN USED FOR DESIGN OF THE CURRENT PROJECT AND ARE PRESENTED HERE. THOSE BORINGS HAVE BEEN RENUMBERED TO B , B AND B , RESPECTIVELY, TO COINCIDE WITH THE BORING NUMBERING FROM THE CURRENT PROJECT. GEOLOGY THE PROJECT IS LOCATED IN THE GALION GLACIATED LOW PLATEAU OF THE CENTRAL LOWLAND TILL PLAINS. THE AREA IS CHARACTERIZED BY ROLLING TERRAIN WITH MODERATE RELIEF ASSOCIATED WITH THE TRANSITION FROM THE TILL PLAINS TO THE WEST TO THE HILLY GLACIATED ALLEGHENY PLATEAU TO THE EAST. THICK DEPOSITS OF WISCONSIAN AGED COHESIVE TILLS COVER MISSISSIPPIAN AGED SHALE AND SANDSTONE BEDROCK. RECONNAISSANCE FIELD RECONNAISSANCE WAS COMPLETED ON JULY 08, 2014 BY OGE STAFF. DURING THE FIELD RECONNAISSANCE THE PAVEMENT WAS NOTED AS BEING IN GOOD CONDITION WITH CRACKING DUE TO AGE. THE APPROACH EMBANKMENTS TO THE BRIDGE APPEAR TO BE IN GOOD CONDITION WITH NO SIGNS OF INSTABILITY AND MINOR SURFACE EROSION AROUND THE GUARD RAIL POSTS. THE STRUCTURE OVER I.R. 70 (LIC ) WAS NOTED AS BEING IN FAIR CONDITION. THE SURROUNDING LAND USAGE WAS NOTED AS BEING A MIX OF COMMERCIAL PROPERTIES AND AGRICULTURAL LAND. SUBSURFACE EXPLORATION SEVENTEEN (17) BORINGS, B THROUGH B AND B THROUGH B , WERE COMPLETED ON S.R. 310 AND THE RAMPS FOR THE ROADWAY EXPLORATION. THESE BORINGS WERE COMPLETED BETWEEN AUGUST 12 AND 14, 2014, WITH A TRUCK MOUNTED ROTARY DRILL RIG, USING 3-INCH I.D. HOLLOW STEM AUGERS TO ADVANCE THE BORINGS THROUGH THE SOIL. DISTURBED SAMPLES WERE COLLECTED IN ACCORDANCE WITH THE STANDARD PENETRATION TEST (AASHTO T206) AT CONTINUOUS AND 2.5 FOOT INTERVALS FOR THE FULL DEPTH OF THE BORINGS. THE HAMMER SYSTEM USED WAS LAST CALIBRATED ON AUGUST 6, 2014, AND THE AVERAGE DRILL ROD ENERGY RATIO (ER) WAS 85%. TO SUPPLEMENT THE HISTORIC BORINGS, TWO (2) BORINGS, B AND B WERE DRILLED FOR THE STRUCTURE FOUNDATION EXPLORATION BETWEEN AUGUST 12 AND 14, 2014, WITH A TRUCK MOUNTED ROTARY DRILL RIG, USING 3-INCH I.D. HOLLOW STEM AUGERS TO ADVANCE THE BORINGS THROUGH THE SOIL. DISTURBED SAMPLES WERE COLLECTED IN ACCORDANCE WITH THE STANDARD PENETRATION TEST (AASHTO T206) AT CONTINUOUS, 2.5 AND 5.0 FOOT INTERVALS FOR THE FULL DEPTH OF THE BORINGS. THE HAMMER SYSTEM USED WAS LAST CALIBRATED ON MAY 07, 2013, AND THE AVERAGE DRILL ROD ENERGY RATIO (ER) WAS 91%. SUMMARY OF SOIL TEST DATA, SHEETS 3 & 4. LOCATION FROM STA. TO STA RAMP B RAMP C S.R. 310 RAMP A RAMP D PLAN VIEW SHEET BORING LOGS, SHEETS INDEX OF SHEETS PROFILE SHEET CUT MAX. <1 FT - <1 FT 1.5 FT 2 FT <1 FT 1 FT 2 FT FILL EMB. MAX. <1 FT 1 <1 FT <1 FT <1 FT 2 FT 2 FT <1 FT STRUCTURES INCLUDED BRIDGE NO. LIC SFN (E) WC W N 60 X/Y/Z * LEGEND DESCRIPTION PAVEMENT OR BASE = X = APPROXIMATE THICKNESS INDICATES WATER CONTENT IN PERCENT. X/Y/D" X= NUMBER OF BLOWS FOR 6 INCHES (UNCORRECTED). LOI SS NP GRAVEL AND/OR STONE FRAGMENTS GRAVEL AND/OR STONE FRAGMENTS WITH SAND GRAVEL AND/OR STONE FRAGS. WITH SAND & SILT GR. AND/OR ST. FRAGS. WITH SAND, SILT & CLAY SANDY SILT SILT SILT AND CLAY SILTY CLAY CLAY TOPSOIL = X = APPROXIMATE THICKNESS BORING LOCATION - PLAN VIEW. HORIZONTAL BAR INDICATES A CHANGE IN STRATIGRAPHY. INDICATES STATIC WATER ELEVATION. INDICATES FREE WATER ELEVATION. ODOT CLASS INDICATES A SAMPLE TAKEN WITHIN 3 FT OF PROPOSED GRADE. INDICATES A SPLIT SPOON SAMPLE. INDICATES A NON-PLASTIC SAMPLE. TOTAL TOTAL TOTAL CLASSIFIED MECH./VISUAL DRIVE SAMPLE AND/OR ROCK CORE BORING PLOTTED TO VERTICAL SCALE ONLY. INDICATES STANDARD PENETRATION RESISTANCE NORMALIZED TO 60% DRILL ROD ENERGY RATIO. X= NUMBER OF BLOWS FOR FIRST 6 INCHES. Y= NUMBER OF BLOWS FOR SECOND 6 INCHES. Z= NUMBER OF BLOWS FOR THIRD 6 INCHES. NUMBER OF BLOWS FOR STANDARD PENETRATION TEST SPT): ( Y/D"= NUMBER OF BLOWS (UNCORRECTED) FOR D" OF PENETRATION AT REFUSAL. INDICATES A PLASTIC MATERIAL WITH A MOISTURE CONTENT EQUAL TO OR GREATER THAN THE LIQUID LIMIT MINUS 3. A-1-a A-1-b A-2-4 A-2-6 A-4a A-4b A-6a A-6b A-7-6 HISTORIC BORING LOCATION - PLAN VIEW - LIC , NUMBER OF BLOWS FOR STANDARD PENETRATION TEST SPT): ( INDICATES ORGANIC CONTENT BY LOSS ON IGNITION (AASHTO T267). INDICATES A NON-PLASTIC MATERIAL WITH A MOISTURE CONTENT GREATER THAN 25 % OR GREATER THAN 19 % WITH A WET APPEARANCE RD C-7 C-20 T-226 REFUGEE RD HUMPHRIES DR BALLMAN SQUARE RD E MINK ST T-223 AULT RD Sycamore Creek C-41 REYNOLDSBURG Wagram T-223 STEMEN RD FOXDENCT 7TH ST CALHOUNCTNW PARAGON REFUGEE RD 3RD ST SHADYBROOK HUNTINGTON RIDGEWAY DR MEADO WCROFT WEDGEWOOD DR RINGBROOK DR GATE RD TOLL T-225 KESWICKDRNW T-1029 TOLLGATE RD PALMER T-36 Creek T-163 T LICKING COUNTY AIRFIELDCOUNTY LYNNE RD WOODBRI DGE COLUMBIA LYNNE RD T-38 T-38 T-38 RD SAYLOR RD PEPPERTREEDR T T-229 MAUGER Etna RD VALLEY DR T T-239 OLD SR31 WRENSNESTCT BLACKLICK C-83 RIVERFORESTRD T-1135 BRANDON MILLDRNW SMOKE RD T-152 Creek Fork HEIMBERGER RD T-241 CREEK 70 ETNA 204 END PROJECT STA SLM LONGWOO D WATKINS RD C-42 BROOK CT PALMER RD T-36 BEGIN PROJECT STA SLM 0.74 LOCATION MAP SCALE IN MILES PARTICLE SIZE DEFINITIONS 12" 3" 2.0 mm 0.42 mm mm mm BOULDERS COBBLES GRAVEL COARSE SAND FINE SAND SILT CLAY No. 10 SIEVE No. 40 SIEVE No. 200 SIEVE LEGEND ODOT CLASSIFIED HISTORIC BORING DESCRIPTIONS CLASS MECH./VISUAL GRAVEL AND/OR STONE FRAGMENTS WITH SAND A-1-b 10 - COARSE AND FINE SAND A-3a 1 1 GRAVEL AND/OR STONE FRAGS. WITH SAND & SILT A SANDY SILT A-4a 32 1 SILT A-4b 9 - SILT AND CLAY A-6a 2 - TOTAL 56 2 RECON. - DAN 07/08/14 DRILLING - DML 08/12/14-08/14/14 DRILLING - KAM 08/12/14-08/14/14 DRAWN - BKL 08/15 REVIEWED - ST 09/15 SNYDER CHURCH RD T-119 YORK RD C-46 YORK T T-939 T-1140 N DESIGN AGENCY PID NO. OHIO DEPARTMENT OF TRANSPORTATION LIC SOIL PRO FILE OFFICE OF GEOTECHNICAL ENGINEERING W. BROAD ST. COLUMBUS, OH

202 EXPLORATION FINDINGS SPECIFICATIONS DRAWN BKL CHECKED ST S.R. 310 THE ROADWAY BORINGS ON S.R. 310, B THROUGH B AND B THROUGH B , ENCOUNTERED PREDOMINATELY COHESIVE SOILS RANGING FROM SANDY SILT (A-4a) TO SILTY CLAY (A-6b). THESE SOILS WERE ENCOUNTERED IN MEDIUM STIFF TO VERY STIFF CONSISTENCY AND IN DAMP TO MOIST CONDITION. B ENCOUNTERED GRAVEL AND STONE FRAGMENTS WITH SAND, SILT AND CLAY (A-2-6) CONSISTING OF RUBBLIZED ASPHALT PARTICLES IN MEDIUM DENSE COMPACTNESS TO A DEPTH OF 4 FEET, ELEVATION FEET MSL. ASPHALT AND BASE MATERIAL WAS REPORTED IN SEVEN (7) OF THE BORINGS, CONSISTING OF 6 INCHES OF BASE MATERIAL AND ASPHALT RANGING FROM 6 INCHES TO 14 INCHES IN THICKNESS. FREE WATER WAS ENCOUNTERED IN B AT 9 FEET BELOW THE GROUND SURFACE, ELEV MSL IN AN A-2-4 LAYER. THE SOIL WAS OF LOOSE TO MEDIUM DENSE COMPACTNESS AND IN A DAMP TO MOIST CONDITION. THIS GEOTECHNICAL EXPLORATION WAS PERFORMED IN ACCORDANCE WITH THE STATE OF OHIO, DEPARTMENT OF TRANSPORTATION, OFFICE OF GEOTECHNICAL ENGINEERING, SPECIFICATIONS FOR GEOTECHNICAL EXPLORATIONS, DATED AUGUST AVAILABLE INFORMATION ALL AVAILABLE SOIL AND BEDROCK INFORMATION THAT CAN BE CONVENIENTLY SHOWN ON THE GEOTECHNICAL EXPLORATION SHEETS HAS BEEN SO REPORTED. ADDITIONAL EXPLORATIONS MAY HAVE BEEN MADE TO STUDY SOME SPECIAL ASPECT OF THE PROJECT. COPIES OF THIS DATA, IF ANY, MAY BE INSPECTED IN THE DISTRICT DEPUTY DIRECTOR S OFFICE OR THE OFFICE OF GEOTECHNICAL ENGINEERING AT 1980 WEST BROAD STREET. X:\Design\CADD Standards\SAMPLE PLANS\LIC \geotechnical\sheets\87935IC002.dgn 29-DEC :05PM blogston SULFATE TEST RESULTS FOR THE BORINGS WERE BELOW 3,000 PPM, EXCEPT FOR B SAMPLE NO. 1 OF B , THE RUBBLIZED ASPHALT, FROM 1 FOOT TO 2.5 FEET, HAD A SULFATE VALUE OF 3,027 PPM. RAMP A BORINGS B , B AND B DRILLED ON RAMP A ENCOUNTERED SILT AND CLAY (A-6a) AND SILTY CLAY (A-6b) SOILS. THE SOILS RANGED IN CONSISTENCY FROM MEDIUM STIFF TO VERY STIFF AND MOIST TO DAMP CONDITION. ALL OF THE BORINGS ENCOUNTERED 6 INCHES OF BASE MATERIAL AND 6 INCHES TO 11 INCHES OF ASPHALT. WATER WAS NOT ENCOUNTERED IN ANY OF THE BORINGS. SULFATE VALUES RANGED FROM LESS THAN 100 PPM TO 447 PPM. RAMP B BORINGS B , B AND B DRILLED ON RAMP B ALSO ENCOUNTERED SILT AND CLAY (A-6a) AND SILTY CLAY (A-6b) SOILS. CONSISTENCY OF THE SOILS RANGED FROM MEDIUM STIFF TO VERY STIFF AND THE CONDITION WAS MOIST TO DAMP. 5 INCHES OF TOPSOIL WAS REPORTED AT THE TOP OF BORING B AND 6 INCHES OF BASE MATERIAL AND 8 INCHES OF ASPHALT WAS REPORTED IN B WATER WAS NOT ENCOUNTERED IN ANY OF THE BORINGS. THE SULFATE VALUES RANGED FROM 340 PPM IN SAMPLE NO. 1 IN BORING B TO 580 PPM FROM SAMPLE NO. 1 IN BORING B RAMP C THE PREDOMINANT SOIL TYPES WERE AGAIN SILT AND CLAY (A-6a) AND SILTY CLAY (A-6b) IN BORINGS B AND B ON RAMP C. THOSE SOILS WERE AGAIN REPORTED TO BE MEDIUM STIFF TO VERY STIFF IN CONSISTENCY AND DAMP IN CONDITION. GRAVEL AND STONE FRAGMENTS WITH SAND AND SILT (A-2-4) WAS REPORTED FROM THE TOP OF B TO A DEPTH OF 6.5 FEET. THIS SOIL LAYER WAS MEDIUM DENSE TO DENSE IN COMPACTNESS AND DAMP IN CONDITION. WATER WAS NOT ENCOUNTERED IN EITHER OF THE BORINGS. THE SULFATE VALUE FROM SAMPLE NO. 1 IN BORING B WAS 1113 PPM AND 1047 PPM FROM SAMPLE NO. 1 IN BORING B RAMP D BORING B AND B WERE DRILLED ON RAMP D. B ENCOUNTERED CLAY (A-7-6). THE CLAY WAS VERY STIFF IN CONSISTENCY AND IN DAMP CONDITION. SILT AND CLAY (A-6a) WAS AGAIN ENCOUNTERED IN B THE SOIL WAS STIFF TO VERY STIFF IN CONSISTENCY AND IN DAMP TO MOIST CONDITION. WATER WAS NOT ENCOUNTERED IN EITHER OF THE BORINGS. THE SULFATE VALUE FROM SAMPLE NO. 1 IN BORING B WAS 1093 PPM AND THE SULFATE VALUE FROM SAMPLE NO. 1 IN BORING B WAS LESS THAN 100 PPM. LIC THE STRUCTURAL BORINGS ENCOUNTERED HIGHLY VARIABLE MATERIALS CONTAINING BOTH GRANULAR AND COHESIVE SOILS. THE GRANULAR SOILS ENCOUNTERED RANGED FROM GRAVEL (A-1-a) TO SILT (A-4b) IN LOOSE TO DENSE COMPACTNESS AND MOIST TO WET CONDITION. THE COHESIVE SOILS ENCOUNTERED RANGED FROM SANDY SILT (A-4a) TO SILTY CLAY (A-6b) IN STIFF TO HARD COMPACTNESS AND DAMP TO WET CONDITION. STATIC WATER LEVELS WERE NOTED BETWEEN ELEVATION FEET MSL AND FEET MSL. HEAVING SANDS, RANGING FROM 1 FOOT TO 7.1 FEET, WERE RECORDED BELOW ELEVATION FEET MSL IN B AND ELEVATION.7 FEET MSL IN B SOIL PRO FILE LIC EXPLO RA TIO N NO TES (C O NT.) 2 20

203 X:\Design\CADD Standards\SAMPLE PLANS\LIC \geotechnical\sheets\87935ID001.dgn 29-DEC :05PM blogston SUMMARY OF SOIL TEST DATA S.R. 310 EXPLORATION ID., SAMPLE % tsf % % % % % % ODOT ppm STATION & OFFSET FROM - TO ID N60 REC HP GR CS FS SILT CLAY LL PL PI WC CLASS (GI) SO4 B SS A-6b (6) * <100 STA , 15 LT SS A-6b (7) LATITUDE = SS SAME AS SS-2 21 A-6b (VISUAL) LONGITUDE = SS SAME AS SS-5 17 A-6a (VISUAL) SS A-6a (5) B SS A-6b (8) * 187 STA , 28 RT SS A-6a (6) LATITUDE = SS SAME AS SS-2 12 A-6a (VISUAL) LONGITUDE = SS SAME AS SS-2 21 A-6a (VISUAL) SS SAME AS SS-2 20 A-6a (VISUAL) B SS A-6b (12) * <100 STA , 32 LT SS A-6b (12) * LATITUDE = SS SAME AS SS-2 19 A-6b (VISUAL) LONGITUDE = SS A-6b (12) SS SAME AS SS-4 18 A-6b (VISUAL) FOR BORINGS B THROUGH B SEE THE BORING LOGS ON SHEETS 14 TO 20. B SS A-6a (7) 340 STA , 68 RT SS A-6a (7) LATITUDE = SS SAME AS SS-2 13 A-6a (VISUAL) LONGITUDE = SS A-6a (8) SS SAME AS SS-4 15 A-6a (VISUAL) B SS A-6b (7) * <100 STA , 60 LT SS SAME AS SS-2 11 A-6b (VISUAL) LATITUDE = SS A-6b (9) LONGITUDE = SS A-6a (8) SS SAME AS SS-4 13 A-6a (VISUAL) B SS A-6a (6) * 300 STA , 34 LT SS A-6a (8) LATITUDE = SS SAME AS SS-2 24 A-6a (VISUAL) LONGITUDE = SS A-6a (8) SS SAME AS SS-4 15 A-6a (VISUAL) B SS A-4a (5) * <100 STA , 21 RT SS A-4a (6) LATITUDE = SS SAME AS SS-2 14 A-6a (VISUAL) LONGITUDE = SS A-6a (7) SS SAME AS SS-4 13 A-6a (VISUAL) B SS A-4a (6) * <100 STA , 11 LT SS A-4a (3) LATITUDE = SS SAME AS SS-2 12 A-4a (VISUAL) LONGITUDE = SS SAME AS SS-5 19 A-2-4 (VISUAL) SS A-2-4 (0) B SS A-2-6 (0) * 3027 STA , 9 RT SS SAME AS SS-1 6 A-2-6 (VISUAL) LATITUDE = SS A-4a (6) LONGITUDE = SS SAME AS SS-3 14 A-4a (VISUAL) SS A-6a (7) 3 20 LIC SOIL PRO FILE SUM M A RY O F SOIL TEST D A TA DRAWN BKL CHECKED ST

204 X:\Design\CADD Standards\SAMPLE PLANS\LIC \geotechnical\sheets\87935ID002.dgn 29-DEC :05PM blogston SUMMARY OF SOIL TEST DATA RAMP A SAMPLE % tsf % % % % % % ODOT ppm FROM - TO ID N60 REC HP GR CS FS SILT CLAY LL PL PI WC CLASS (GI) SO4 B SS A-6b (13) * <100 STA. 5+95, 2 RT SS A-6b (10) * LATITUDE = SS SAME AS SS-2 18 A-6b (VISUAL) LONGITUDE = SS SAME AS SS-2 15 A-6b (VISUAL) SS SAME AS SS-2 17 A-6b (VISUAL) B SS A-6a (4) * 447 STA. 9+97, 2 RT SS A-6a (6) LATITUDE = SS SAME AS SS-2 20 A-6b (VISUAL) LONGITUDE = SS SAME AS SS-5 20 A-6b (VISUAL) SS A-6b (9) SUMMARY OF SOIL TEST DATA RAMP B SAMPLE % tsf % % % % % % ODOT ppm FROM - TO ID N60 REC HP GR CS FS SILT CLAY LL PL PI WC CLASS (GI) SO4 B SS A-6b (7) * 380 STA. 6+00, 23 LT SS SAME AS SS-2 8 A-6b (VISUAL) * LATITUDE = SS A-6a (6) LONGITUDE = SS SAME AS SS-3 13 A-6a (VISUAL) SS SAME AS SS-3 16 A-6a (VISUAL) B SS A-6a (6) * 580 STA , 3 RT SS SAME AS SS-3 8 A-6a (VISUAL) LATITUDE = SS A-6a (6) LONGITUDE = SS SAME AS SS-3 18 A-6a (VISUAL) SS SAME AS SS-3 20 A-6a (VISUAL) SUMMARY OF SOIL TEST DATA RAMP C SAMPLE % tsf % % % % % % ODOT ppm FROM - TO ID N60 REC HP GR CS FS SILT CLAY LL PL PI WC CLASS (GI) SO4 B SS A-6b (11) * 1113 STA. 4+00, 7 RT SS A-6b (11) * LATITUDE = SS SAME AS SS-2 14 A-6b (VISUAL) LONGITUDE = SS SAME AS SS-5 14 A-6a (VISUAL) SS A-6a (5) B SS A-2-4 (0) * 1047 STA. 7+44, 10 RT SS SAME AS SS-1 12 A-2-4 (VISUAL) LATITUDE = SS A-6a (5) LONGITUDE = SS SAME AS SS-3 12 A-6a (VISUAL) SS SAME AS SS-3 11 A-6a (VISUAL) SUMMARY OF SOIL TEST DATA RAMP D SAMPLE % tsf % % % % % % ODOT ppm FROM - TO ID N60 REC HP GR CS FS SILT CLAY LL PL PI WC CLASS (GI) SO4 B SS A-7-6 (10) * 1093 STA. 6+00, 7 RT SS A-7-6 (14) LATITUDE = SS SAME AS SS-2 16 A-7-6 (VISUAL) LONGITUDE = SS SAME AS SS-2 14 A-7-6 (VISUAL) SS SAME AS SS-2 16 A-7-6 (VISUAL) B SS A-6a (7) * <100 STA , 22 LT SS SAME AS SS-1 12 A-6a (VISUAL) * LATITUDE = SS A-6a (8) LONGITUDE = SS SAME AS SS-3 16 A-6a (VISUAL) SS SAME AS SS-3 17 A-6a (VISUAL) 4 20 LIC SOIL PRO FILE SUM M A RY O F SOIL TEST D A TA DRAWN BKL CHECKED ST

205 X:\Design\CADD Standards\SAMPLE PLANS\LIC \geotechnical\sheets\87935IP001.dgn 29-DEC :05PM blogston BEGIN WORK S.R. 310 STA B SURVEY & CONSTRUCTION S.R. 310 B MATCHLINE STA B STA S.R. 310 = STA \ RAMP C = STA \ RAMP D \ SURVEY & CONSTRUCTION RAMP C BEGIN PROJECT S.R. 310 STA S.L.M \ SURVEY & CONSTRUCTION RAMP D COMMERCIAL AGRICULTURAL 1,100 1,100 B ,090 B RT. ASPHALT = 6" BASE = 6" LT. ASPHALT = 6" BASE = 6" ,090 1,080 1,070 B LT N 60 WC 1,080 1, N 60 WC 1,060 N 60 WC 1,060 1,050 1,050 1,040 1, LIC SOIL PRO FILE STA TO STA S.R. 310 DRAWN BKL CHECKED ST HORIZONTAL SCALE IN FEET 80 N

206 X:\Design\CADD Standards\SAMPLE PLANS\LIC \geotechnical\sheets\87935ZP001.dgn 29-DEC :05PM blogston MATCHLINE STA END APPROACH SLAB STA SURVEY AND CONSTRUCTION S.R. 310 B B I.R. 70 EXISTING STRUCTURE BRIDGE NO. LIC SFN: B BRG. PIER 3 STA BRG. PIER 2 STA B ODOT R/W BRG. PIER 1 STA ODOT R/W B BEGIN APPROACH SLAB STA MATCHLINE STA LIC STRUCTURE FO UND A TIO N EXPLO RA TIO N BRID G E NO. LIC O VER I.R. 70 DRAWN BKL CHECKED ST HORIZONTAL SCALE IN FEET 40 N

207 DRAWN BKL CHECKED ST X:\Design\CADD Standards\SAMPLE PLANS\LIC \geotechnical\sheets\87935ZF001.dgn 29-DEC :05PM blogston HORIZONTAL SCALE IN FEET 40 1,090 1,080 1,070 1,060 1,050 1,040 1,030 1,020 1,010 1, MODERATELY ORGANIC (LOI = 6.0%) - 6 B N60 25 RT. ASPHALT = 8" BASE = 6" WC 25-0" BRIDGE LIMITS = 283-0" 25-0" /6/8 11 6/6/9 12 5/6/6 14 7/7/8 12 5/7/5 17 6/5/4 4/7/13 31/34/43 15/17/24 13/18/25 20/20/27 B SPT 74 LT. TOPSOIL = 12 3/3/2 2/2/2 3/3/6 2/2/2 2/4/5 3/5/6 4/6/9 34/50/ WC 4/4/7 3/4/4 7/9/10 8/9/12 8/12/15 7/9/10 12/12/15 11/13/ /8/ /8/ /19/22 5/13/19 22/27/30 6/10/11 12/17/19 11/13/21 34/50/6" 10/13/18 15/24/39 B SPT 39 RT. TOPSOIL = WC /6/6 8 5/6/6 31 5/5/6 12 3/5/6 13 7/8/6 7/15/22 50/6" 7/14/17 9/16/40 12/43/38 8/18/40 B SPT 39 LT. TOPSOIL = 12 11/15/10 2/4/9 4/3/4 4/6/9 12/15/19 8/10/14 7/7/10 35/50/6" 22/50/6" WC /4" 50/5" B N60 25 RT. ASPHALT = 8" BASE = 6" BOULDER ENCOUNTERED WC ,090 1,080 1,070 1,060 1,050 1,040 1,030 STRUCTURE FO UND A TIO N EXPLO RA TIO N LIC BRID G E NO. LIC O VER I.R. 70 1,020 1,010 1,

208 X:\Design\CADD Standards\SAMPLE PLANS\LIC \geotechnical\sheets\87935IP002.dgn 29-DEC :05PM blogston N MATCHLINE STA B B B RAMP E 1065 \ SURVEY AND CONSTRUCTION SURVEY & CONSTRUCTION S.R. 310 \ SURVEY AND CONSTRUCTION RAMP B \ SURVEY AND CONSTRUCTION RAMP A STA S.R. 310 = STA \ RAMP E STA S.R. 310 = STA \ RAMP B ,090 B RT. B LT. ASPHALT = 6" BASE = 6" 1,080 1, N 60 WC N 60 WC B LT. ASPHALT = 6" BASE = 6" , ,050 N 60 WC 1,040 1, COMMERCIAL AGRICULTURAL ODOT R/W ODOT R/W PT Sta COMMERCIAL 4 2 WOODED / AGRICULTURAL MATCHLINE STA ,090 1,080 1,070 1,060 1,050 1,040 1, LIC SOIL PRO FILE STA TO STA S.R. 310 DRAWN BKL CHECKED ST HORIZONTAL SCALE IN FEET 80

209 X:\Design\CADD Standards\SAMPLE PLANS\LIC \geotechnical\sheets\87935IP003.dgn 29-DEC :05PM blogston N MATCHLINE STA B SURVEY & CONSTRUCTION S.R. 310 B B , ,070 1,070 1,060 1,050 1,040 B RT. ASPHALT = 6" BASE = 6" N 60 WC B LT. ASPHALT = 14" BASE = 6" B RT. ASPHALT = 6" BASE = 6" N 60 WC 1,060 1,050 1,040 1,030 N 60 WC 1,030 1,020 1,020 1,010 1, AGRICULTURAL RESIDENTIAL WETLAND S.R. 310 STA S.L.M END PROJECT END WORK S.R. 310 STA AGRICULTURAL RESIDENTIAL 1055 COMMERCIAL LIC SOIL PRO FILE STA TO STA S.R. 310 DRAWN BKL CHECKED ST HORIZONTAL SCALE IN FEET 80

210 X:\Design\CADD Standards\SAMPLE PLANS\LIC \geotechnical\sheets\87935IP004.dgn 29-DEC :05PM blogston END WORK RAMP A STA B \ SURVEY & CONSTRUCTION RAMP B STA S.R. 310 = STA \ RAMP B \ SURVEY & CONSTRUCTION RAMP A B CONSTRUCTION S.R SURVEY & STA S.R. 310 = STA \ RAMP E \ SURVEY & CONSTRUCTION RAMP E \ SURVEY & CONSTRUCTION RAMP D I.R. 70 FOR BORING B SEE SHEET NO. 11. FOR BORING B SEE SHEET NO ,090 1,080 1,070 1,070 1,060 1,060 1,050 1,050 1,040 1,040 1, , ,100 1,100 1,090 1, B WOODED / AGRICULTURAL PT Sta ODOT R/W B B B ASPHALT = 6" BASE = 6" RT N 60 WC B RT. ASPHALT = 8" BASE = 6" N 60 WC B RT. ASPHALT = 11" BASE = 6" N 60 WC LIC SOIL PRO FILE STA TO STA RA M P A DRAWN BKL CHECKED ST HORIZONTAL SCALE IN FEET 80 N

211 X:\Design\CADD Standards\SAMPLE PLANS\LIC \geotechnical\sheets\87935IP005.dgn 29-DEC :05PM blogston , , B STA BEGIN WORK RAMP B RAMP C CONSTRUCTION 1065 \ SURVEY & I.R. 70 \ SURVEY & CONSTRUCTION RAMP B SURVEY & CONSTRUCTION S.R. 310 STA S.R. 310 = STA \ RAMP E STA S.R. 310 = STA \ RAMP B \ SURVEY & CONSTRUCTION RAMP E \ SURVEY & CONSTRUCTION RAMP A FOR BORING B SEE SHEET NO B B AGRICULTURAL ODOT R/W B ,100 1,100 1,090 1,090 B LT. 1,080 1,070 1,060 B LT. TOPSOIL = 5" B RT. ASPHALT = 8" BASE = 6" N 60 WC N 60 WC 1,080 1,070 1,060 N 60 WC 1,050 1,050 1,040 1, PT Sta LIC SOIL PRO FILE STA TO STA RA M P B DRAWN BKL CHECKED ST HORIZONTAL SCALE IN FEET 80 N

212 X:\Design\CADD Standards\SAMPLE PLANS\LIC \geotechnical\sheets\87935IP006.dgn 29-DEC :05PM blogston , , \ SURVEY & CONSTRUCTION RAMP D B END WORK RAMP C STA B SURVEY & CONSTRUCTION S.R. 310 STA S.R. 310 = STA \ RAMP C = STA \ RAMP D \ SURVEY & CONSTRUCTION RAMP C \ SURVEY & CONSTRUCTION RAMP B 4 5 ODOT R/W B AGRICULTURAL 23 IR 70 B B FOR BORING B SEE SHEET NO. 7 FOR BORING B SEE SHEET NO. 11. B RT. ASPHALT = 6" BASE = 6" N 60 WC B RT B RT N 60 WC N 60 WC LIC SOIL PRO FILE STA TO STA RA M P C DRAWN BKL CHECKED ST HORIZONTAL SCALE IN FEET 80 N

213 X:\Design\CADD Standards\SAMPLE PLANS\LIC \geotechnical\sheets\87935IP007.dgn 29-DEC :06PM blogston , , B RAMP D 1080 CONSTRUCTION \ SURVEY & BEGIN WORK RAMP D STA IR 77 STA S.R. 310 = STA \ RAMP C = STA \ RAMP D S.R CONSTRUCTION 1085 SURVEY AND \ SURVEY AND CONSTRUCTION RAMP C COMMERCIAL COMMERCIAL B ODOT R/W B B RT. ASPHALT = 6" BASE = 6" B LT B RT N 60 WC N 60 WC N 60 WC LIC SOIL PRO FILE STA TO STA RA M P D DRAWN BKL CHECKED ST HORIZONTAL SCALE IN FEET 80 N

214 X:\Design\CADD Standards\SAMPLE PLANS\LIC \geotechnical\sheets\87935ZL001.dgn 29-DEC :06PM blogston LIC STRUCTURE FO UND A TIO N EXPLO RA TIO N BRID G E NO. LIC O VER I.R. 70 BO RING LO G B DRAWN BKL CHECKED ST

215 X:\Design\CADD Standards\SAMPLE PLANS\LIC \geotechnical\sheets\87935ZL002.dgn 29-DEC :06PM blogston LIC STRUCTURE FO UND A TIO N EXPLO RA TIO N BRID G E NO. LIC O VER I.R. 70 BO RING LO G B (C O NT.) DRAWN BKL CHECKED ST

216 X:\Design\CADD Standards\SAMPLE PLANS\LIC \geotechnical\sheets\87935ZL003.dgn 29-DEC :07PM blogston Date Started Date completed Boring No. Elev. Depth Physical Characteristics Std. Pen./ Rec. Loss Sample Description ft ft % % % % % R.Q.D. No. 0 Agg C.S. F.S. Silt Clay L.L. P.I. W.C /1/00 State of Ohio Department of Transportation Office of Materials Management LOG OF BORING 1" Sampler: Type S S Dia. Water Elev. 11/2/00 Approx. Project Identification: B Station & Offset 24+21, 74 LT. Surface Elev OVER IR-70 AUGERED TOPSOIL VISUAL 3/3/2 BROWN GRAVELLY SANDY SILT W/BRICK FRAGS NP NP 18 A-4a 2/2/2 BROWN GRAVELLY SANDY SILT NP NP 18 A-4a 3/3/6 BROWN AND GRAY SANDY CLAY WITH STONE FRAGS A-6a 2/2/2 BROWN AND GRAY SANDY CLAY WITH STONE FRAGS A-6a 2/4/5 BROWN AND GRAY SANDY SILT WITH STONE FRAGS NP NP 23 A-4a 3/5/6 BROWN AND GRAY SANDY SILT WITH STONE FRAGS A-4a LIC LICKING ODOT Class /6/9 BROWN AND GRAY SANDY SILT WITH STONE FRAGS NP NP 14 A-4a 22 5/6/8 GRAY SANDY SILT NP NP 11 A-4a /6/9 GRAY SANDY SILT NP NP 12 A-4a /6/6 GRAY SILTY GRAVELLY SAND NP NP 14 A-4a /7/8 GRAY SILTY GRAVELLY SAND NP NP 12 A-1-b /7/5 GRAY SILTY GRAVELLY SAND NP NP 17 A-1-b /5/4 GRAY SILTY GRAVELLY SAND NP NP 13 A-1-b (SAND HEAVED 4.0 IN AUGER FLIGHTS) /7/13 BROWN AND GRAY SANDY SILT NP NP 15 A-4a /34/43 BROWN SILTY SANDY GRAVEL NP NP 8 A-1-b /50/50 BROWN SANDY SILT NP NP 22 A-4a /17/24 BROWN SANDY SILT (SAND HEAVED 3.5 IN AUGER FLIGHTS) NP NP 29 A-4b /18/25 GRAY CLAYEY SILT A-4a /20/27 GRAY SILT NP NP 17 A-4b BOTTOM OF BORING LIC STRUCTURE FO UND A TIO N EXPLO RA TIO N BRID G E NO. LIC O VER I.R. 70 HISTO RIC BO RING LO G B DRAWN BKL CHECKED ST

217 X:\Design\CADD Standards\SAMPLE PLANS\LIC \geotechnical\sheets\87935ZL004.dgn 29-DEC :07PM blogston Date Started Elev. Depth Physical Characteristics Std. Pen./ Rec. Loss Sample Description ft ft % % % % % R.Q.D. No. 0 Agg C.S. F.S. Silt Clay L.L. P.I. W.C LOG OF BORING 1" Sampler: Type S S Dia. Water Elev. Date completed 11/7/00 Approx Boring No. B Station & Offset 24+95, 39 RT Surface Elev /6/00 State of Ohio Department of Transportation Office of Materials Management AUGERED TOPSOIL VISUAL 4/4/7 BROWN AND GRAY SILTY SANDY GRAVEL NP NP 17 A-4a 3/4/4 BROWN AND GRAY GRAVELLY SANDY SILT NP NP 17 A-4a 7/9/10 BROWN AND GRAY GRAVELLY SANDY SILT A-4a 8/9/12 GRAY SANDY SILT NP NP 11 A-4a 8/12/15 GRAY GRAVELLY SANDY SILT NP NP 11 A-4a 7/9/10 GRAY GRAVELLY SANDY SILT NP NP 11 A-4a Project Identification: LIC OVER IR-70 LICKING ODOT Class 12/12/15 GRAY SANDY GRAVELLY SILT NP NP 7 A-4a /13/17 GRAY GRAVELLY SANDY SILT NP NP 10 A-4a /8/11 GRAY SILTY SANDY GRAVEL NP NP 16 A-1-b /8/9 GRAY SILTY GRAVELLY SAND NP NP 20 A-1-b /19/22 GRAY SILTY GRAVELLY SAND NP NP 11 A-3a /13/19 GRAY SILTY GRAVELLY SAND NP NP 14 A /27/30 BROWN GRAVELLY SAND NP NP 19 A-1-b /10/11 BROWN SANDY SILT (SAND HEAVED 4.0 IN AUGER FLIGHTS) NP NP 23 A-4a /17/19 GRAY SILT NP NP 22 A-4b /13/21 GRAY CLAYEY SILT A-4a /50 (0.5) BROWNISH-GRAY SANDY SILT W/CLAY VISUAL /13/18 GRAY SILT NP NP 18 A-4b /24/39 GRAY SILT NP NP 19 A-4b BOTTOM OF BORING LIC STRUCTURE FO UND A TIO N EXPLO RA TIO N BRID G E NO. LIC O VER I.R. 70 HISTO RIC BO RING LO G B DRAWN BKL CHECKED ST

218 X:\Design\CADD Standards\SAMPLE PLANS\LIC \geotechnical\sheets\87935ZL005.dgn 29-DEC :07PM blogston Date Started Date completed Boring No. Elev. Depth Physical Characteristics Std. Pen./ Rec. Loss Sample Description ft ft % % % % % R.Q.D. No. 0 Agg C.S. F.S. Silt Clay L.L. P.I. W.C B /8/00 State of Ohio Department of Transportation Office of Materials Management LOG OF BORING 1" Sampler: Type S S Dia. Water Elev. 11/14/00 Approx 25+96, 39 LT. Station & Offset Surface Elev. Project Identification: AUGERED TOPSOIL VISUAL 11/15/10 BROWN SANDY GRAVELLY SILT NP NP 14 A-4a 2/4/9 BROWN AND GRAY SANDY GRAVELLY SILT A-4a 4/3/4 BROWN AND GRAY SANDY SILT NP NP 25 A-4a 4/6/9 BROWN CLAYEY SILT WITH STONE FRAGS A-4a 12/15/19 BROWN GRAVELLY SANDY SILT A-4a 8/10/14 GRAY GRAVELLY SANDY SILT NP NP 11 A-4a LIC OVER IR-70 LICKING ODOT Class /7/10 GRAY SANDY SILT NP NP 11 A-4a /6/6 GRAY SILTY SANDY GRAVEL NP NP 8 A /6/6 GRAY SILTY GRAVELLY SAND NP NP 31 A-1-b /5/6 GRAY SILTY GRAVELLY SAND NP NP 12 A-4a /5/6 GRAY GRAVELLY SANDY SILT NP NP 13 A-4a /8/6 GRAY SILTY SAND (SAND HEAVED IN AUGER FLIGHTS) NP NP 20 A-4a /15/22 27 GRAVELLY SANDY SILT NP NP 27 A-4a /50 (0.5) BROWN SILTY GRAVELLY SAND NP NP 20 A-1-b (0.5) BROWN SILTY SANDY GRAVEL NP NP 13 A-1-b /14/17 BROWN AND GRAY SILT NP NP 23 A-4b /16/40 BROWN SAND UNDERLAIN BY GRAY SILTY CLAY VISUAL /43/38 GRAY SILT NP NP 22 A-4b /18/40 GRAY SILT NP NP 20 A-4b /50 (0.5) GRAY SILT NP NP 24 A-4b BOTTOM OF BORING LIC STRUCTURE FO UND A TIO N EXPLO RA TIO N BRID G E NO. LIC O VER I.R. 70 HISTO RIC BO RING LO G B DRAWN BKL CHECKED ST

219 X:\Design\CADD Standards\SAMPLE PLANS\LIC \geotechnical\sheets\87935ZL006.dgn 29-DEC :07PM blogston LIC STRUCTURE FO UND A TIO N EXPLO RA TIO N BRID G E NO. LIC O VER I.R. 70 BO RING LO G B DRAWN BKL CHECKED ST

220 X:\Design\CADD Standards\SAMPLE PLANS\LIC \geotechnical\sheets\87935ZL007.dgn 29-DEC :08PM blogston LIC STRUCTURE FO UND A TIO N EXPLO RA TIO N BRID G E NO. LIC O VER I.R. 70 BO RING LO G B (C O NT.) DRAWN BKL CHECKED ST