FINAL REPORT OF SUBGRADE EXPLORATION NORTON ROAD AND JOHNSON ROAD INTERSECTION IMPROVEMENTS
Franklin County, Ohio PID 102047, SJN 467744
Prepared For:
ORCHARD, HILTZ & MCCLIMENT, INC. 580 NORTH FOURTH STREET, SUITE 610, COLUMBUS, OHIO 43215
Prepared By:
DLZ OHIO, INC.
DLZ Job No. 1721-3001.00
August 8, 2017
6121 Huntley Road, Columbus, OH 43229 OFFICE 614.888.0040 ONLINE WWW.DLZ.COM
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SUBGRADE EXPLORATION NORTON ROAD AND JOHNSON ROAD INTERSECTION IMPROVEMENTS FINAL Submittal (8/2/17)
EXECUTIVE SUMMARY
As part of the Norton Road and Johnson Road intersection improvement (FRA-CR3-06.79, PID 102047) a subgrade geotechnical exploration was performed along the proposed alignments in Grove City, Franklin County, Ohio. The project reportedly consists of replacing the existing two-way stop crossroad with a westward shifted roundabout from the existing intersection location with approach lanes offset from existing to accommodate.
A total of eleven (11) borings (B-001-0-17 through B-011-0-17) were drilled to depths ranging from 8.5 to 10.0 feet below existing grade for this geotechnical exploration performed on February 28 and March 2, 2017. Samples of the subsurface materials were obtained for classification, general index testing and strength testing. Fill and possible fill was encountered in six of the borings to depths of between 1.5 and 4.5 feet beneath the existing ground surface. Fill or possible fill consisted of generally very soft to stiff, cohesive, fine-grained soils. Natural soils were encountered underlying surficial materials generally consisting of soft to very stiff, cohesive, fine-grained soil. Samples within the natural overburden soils occasionally contained root hairs, iron oxide stains, and rock fragments. Sulfate content within the upper two soil samples of each boring ranged from 0 to 200 parts per million (ppm). Loss of Ignition (LOI) testing was performed on three (3) samples identified as containing organic materials and ranged from 4.34 to 15.29 percent, corresponding to descriptions of moderately to highly organic (ODOT SGE Table 600-7). Bedrock was not encountered.
Subgrade analyses were performed in accordance with ODOT Geotechnical Bulletin No. 1 (GB-1). Based on the conditions encountered in the borings, the soils at the site are generally conducive to support of the proposed paved roadway. However, the GB-1 analysis identified numerous areas that will require subgrade stabilization. Unsuitable soils were not encountered along the proposed alignments. Based on the results of the GB-1 analyses, a CBR value of 5 is recommended for design of the proposed roadway.
Considering the high soil moisture contents encountered in the majority of the borings performed for this exploration, installation of a drainage system including construction underdrains and adequate ditches are recommended as a practical solution to promote drainage of the subgrade and improve subgrade stability. Global subgrade stabilization is also recommended to increase life time of the roadway. Table A summarizes the recommended global stabilization alternatives, limits and minimum depths.
SUBGRADE EXPLORATION NORTON ROAD AND JOHNSON ROAD INTERSECTION IMPROVEMENTS FINAL Submittal (8/2/17)
Table A: Recommended Global Subgrade Stabilization Alternatives Subgrade Stabilization Alternatives Project Limits Minimum Depths Undercut and Replace with Item 204 Full Length 18 Inches Granular Material Undercut and Replace with Item 204 Granular Material and SS CMS 861 Full Length 12 Inches Geogrid Chemical Stabilized Subgrade Item Full Length 12 inches 206 with Lime
SUBGRADE EXPLORATION NORTON ROAD AND JOHNSON ROAD INTERSECTION IMPROVEMENTS FINAL Submittal (8/2/17)
TABLE OF CONTENTS 1.0 INTRODUCTION ...... 1 2.0 GEOLOGY AND OBSERVATIONS OF THE PROJECT ...... 2 3.0 EXPLORATION ...... 3 3.1 Field Exploration ...... 3 3.2 Laboratory Testing Program ...... 3 4.0 FINDINGS ...... 4 4.1 Overburden Conditions ...... 5 4.2 Bedrock Conditions ...... 6 4.3 Groundwater Conditions ...... 6 5.0 General Information ...... 7 5.1 General Embankment Construction and Subgrade Preparation ...... 7 5.2 Pavement Subgrade Recommendations ...... 7 5.2.1 Unsuitable subgrade ...... 9 6.0 CLOSING REMARKS ...... 10
APPENDIX
General Information-Drilling Procedures and Logs of Borings Legend-Boring Log Terminology Soil Profile Sheets (6) Boring Logs (11) Laboratory Testing Results ODOT GB-1 Spreadsheets
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1.0 INTRODUCTION This report presents the findings of the geotechnical exploration performed for the intersection improvement (FRA-CR3-06.79, PID 102047, SJN 467744) located at County Road 3 (Norton Road) and Township Road 293 (Johnson Road) in Grove City, Franklin County, Ohio. The project limits are approximately from straight line mile (SLM) 6.6 to SLM 7.0 on Norton Road (primary roadway) and from approximately SLM 1.6 to SLM 2.0 on Johnson Road. The project reportedly consists of replacing the existing two-way stop crossroad with a roundabout. Preliminary design information calls for a westward shift of the roundabout from the existing intersection location with approach lanes offset from existing to accommodate.
The purpose of this exploration was to: 1) determine the subsurface conditions to the depths of the borings, 2) evaluate the engineering characteristics of the subsurface materials, and 3) provide information to assist in the design and construction of the proposed intersection.
The exploration presented in this report was performed in accordance with DLZ Ohio, Inc.’s (DLZ) proposal with Orchard, Hiltz & McCliment, Inc. (OHM) dated October 6, 2016. This exploration was also performed in general accordance with the Ohio Department of Transportation (ODOT) Specifications for Geotechnical Exploration (SGE) dated July 2016.
The geotechnical engineer has planned and supervised the performance of the geotechnical engineering services, considered the findings, and prepared this report in accordance with generally accepted geotechnical engineering practices. No other warranties, either expressed or implied, are made as to the professional advice included in this report.
6121 Huntley Road, Columbus, OH 43229 OFFICE 614.888.0040 ONLINE WWW.DLZ.COM
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2.0 GEOLOGY AND OBSERVATIONS OF THE PROJECT The project site lays within the Darby Plain, part of the Southern Ohio Loamy Till Plain physiographic region of the Till Plains geological section. The Darby Plain is characteristically moderately low relief, broad hummocky ground moraine with several broad, indistinct recessional moraines, and poorly drained swales between hummocks. Soils are commonly loamy, high-lime Wisconsinan-age till and sparse outwash over carbonate rocks and shale.
Mapping from the Ohio Department of Natural Resources (ODNR) indicates that bedrock underlying the project site is more than 100 feet below existing ground surface, mapped at an elevation of approximately 780 feet on the eastern end of the project sloping downward to the west where it is at an elevation of approximately 700 feet.
A field reconnaissance of the project was performed by personnel from DLZ on February 16, 2017. No geohazard conditions were observed at the time of reconnaissance. The project area is generally agricultural land with residential properties located in the southeastern quadrant of the site. The surrounding topography is rolling, with approximately 10 feet in elevational changes. Pavement conditions along Norton Road were observed to be in good condition, with occasional longitudinal, transitional, and edge cracking. The pavement conditions along Johnson Road were observed to have a greater degree of cracking, with occasional potholes and patches.
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3.0 EXPLORATION 3.1 FIELD EXPLORATION A total of eleven (11) borings (B-001-0-17 through B-011-0-17) were performed for this geotechnical exploration on February 28 and March 2, 2017. Borings B-001-0-17 through B-007-0-17 were drilled in and along the existing Norton Road, while borings B-008-0-17 through B-011-0-17 were drilled in and along the existing Johnson Road. Six (6) borings were drilled in the existing roadway to a depth of between 8.5 and 9 feet below existing grade; five (5) borings were drilled within the new alignment of the proposed roadway to a depth of between 9 and 10 feet below existing grade.
The borings were drilled using either a track or truck-mounted drill rig, and were advanced between sampling intervals with 3¼-inch ID Hollow-Stem Augers (HSA). In general, disturbed soil samples were obtained with a 2-inch OD split-barrel sampler in general accordance with ASTM D-1586 (AASHTO T206) continuously through the soil overburden. The two hammer systems used were calibrated on May 20, 2016 and February 22, 2017 and had average drill rod energy efficiency ratios (ER) of 94.4 and 95.3 percent, respectively. The borings were backfilled with a soil/bentonite mixture at completion and the pavement was patched with asphalt cold patch for borings drilled in the roadway.
The surveyed boring locations are shown on the soil profile sheets presented in the Appendix. Boring logs and information concerning the drilling procedures are also presented in Appendix I. The boring locations and ground surface elevation at each boring were provided by OHM. The surveyed locations and ground surface elevations at the boring locations are listed on the individual boring logs. 3.2 LABORATORY TESTING PROGRAM The laboratory testing program consisted of visual classifications, and general index tests. The soils were classified in general accordance with the ODOT SGE Section 600 Laboratory Testing. The general index tests consisted of grain-size analyses, moisture content, and plasticity determinations. The results of the classifications, grain-size analyses, moisture content, and plasticity determinations are shown on the boring logs in the Appendix. Sulfate testing (method TEX-145-E) was performed on one of the upper two samples from each boring. Loss on Ignition testing (AASHTO T-267) was also performed on select samples. Results of the sulfate and loss on ignition testing are presented in the Appendix.
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4.0 FINDINGS The subsurface conditions encountered in the borings generally consisted of pavement materials or topsoil generally over fill and possible fill, underlain by natural fine-grained cohesive soils. The following section presents the generalized subsurface conditions encountered by the borings. For more detailed information, please refer to the boring logs presented in the Appendix. Please note that the strata contact lines shown on the boring logs represent approximate boundaries between soil types. In the field, the actual soil transition might be different both vertically and laterally.
Table 1 below summarizes the thickness of the surficial materials and depth of fill/possible fill encountered at each soil boring.
SUBGRADE EXPLORATION NORTON ROAD AND JOHNSON ROAD INTERSECTION IMPROVEMENTS FINAL Submittal (8/2/2017) Page 5 of 10
Table 1: Summary of Geotechnical Exploration Findings Ground Surficial Latitude/Longitude Existing Depth of Boring ID Alignment Surface Material & (deg) Fill/Possible Fill 2 (ft) Elevation (ft) Thickness (in) 1
Proposed Norton 39.889672, Asphalt (10), B-001-0-17 892.755 2.5 Road -83.155353 Base (3)
Proposed Norton 39.890553, Asphalt (10), B-002-0-17 891.395 N/A Road -83.154927 Base (4)
39.891227, B-003-0-17 Roundabout 3 886.916 N/A 1.5 -83.154804
39.891516, Asphalt (13), B-004-0-17 Roundabout 3 891.172 4.5 -83.154603 Base (4)
Proposed Norton 39.892027, B-005-0-17 893.499 N/A N/A Road -83.154557
Proposed Norton 39.89275, B-006-0-17 893.941 N/A 3.0 Road -83.154145
Proposed Norton 39.893359, Asphalt (10), B-007-0-17 893.007 4.0 Road -83.153929 Base (4)
Proposed 39.891401, B-008-0-17 885.155 Asphalt (10) N/A Johnson Road -83.155971
39.891426, B-009-0-17 Roundabout 3 888.719 N/A 3.0 -83.154928
Proposed 39.891316, Asphalt (8), B-010-0-17 892.079 N/A Johnson Road -83.154145 Base (4)
Proposed 39.891282, B-011-0-17 890.955 Topsoil (2) 3.0 Johnson Road -83.153396
1Thickness measurements represent the approximate measurement obtained in the field from the side of the bore hole. 2Depth measured from the existing ground surface. 3Roundabout Reference Line “CC” from OHM was utilized for alignment references.
4.1 OVERBURDEN CONDITIONS At the ground surface, the borings located within the existing roadway encountered between 8 and 13 inches of asphalt pavement. Beneath the asphalt pavement, approximately 0 to 4 inches of aggregate base was
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encountered. Topsoil was only reported to be encountered in boring B-011-0-17 at a thickness of 2 inches. Material reported as either fill or possible fill was recorded within six (6) borings to depths ranging from 1.5 to 4.5 feet below the existing surface. The fill or possible fill material encountered generally consisted of very soft to stiff, cohesive, fine-grained soils of moderate to high plasticity, visually or mechanically classified as being Silt and Clay (A-6a), Silty Clay (A-6b), or Clay (A-7-6). However, one sample of medium dense granular fill soil was encountered within B-001-0-17, mechanically tested to be Gravel (A-1-a). Underlying the surficial materials, the borings encountered natural soils consisting of generally soft to very stiff, cohesive, fine-grained soils visually or mechanically classified as being Sandy Silt (A-4a), Silt and Clay (A-6a), Silty Clay (A-6b), and Clay (A-7-6). One sample in B-007-0-17 contained loose, granular, natural soil visually classified as Gravel with Sand, Silt, and Clay (A-2-6). Samples within the natural overburden soils occasionally contained root hairs, iron oxide stains, and rock fragments. Sulfate content within the upper two soil samples of each boring ranged from 0 to 200 parts per million (ppm). Loss of Ignition (LOI) testing was performed on three (3) samples identified as containing organic materials and are presented in Table 2.
Table 2: Summary of Sulfate Test Data Boring ID Sample # Depth (ft) LOI ODOT SGE Table 600-7 Description B-007-0-17 SS-2 3.0-4.5 5.63 Moderately Organic B-009-0-17 SS-1 0.0-1.5 4.34 Moderately Organic B-011-0-17 SS-1 0.0-1.5 15.29 Highly Organic
4.2 BEDROCK CONDITIONS Bedrock was not encountered within any borings performed as part of this subgrade exploration. 4.3 GROUNDWATER CONDITIONS Seepage or free groundwater was not encountered within the depths of the borings during and upon completion of drilling. It should be noted that groundwater conditions may vary seasonally and with the passage of time. Therefore, the contractor should be equipped to deal with possible groundwater, seepage, and surface water that may accumulate in the open excavations during construction.
Although the groundwater table was not encountered in the borings, the subgrade soils at several boring locations were found to exhibit high moisture contents, and it is critical that effective measures to promote drainage of groundwater and surface water (i.e. grading of subgrade and surface, berms, ditches, etc.) be incorporated into the roadway design to prolong the pavement life.
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5.0 GENERAL INFORMATION The project reportedly consists of replacing the existing two-way stop crossroad with a roundabout. Preliminary design information calls for a westward shift of the roundabout from the existing intersection location with approach lanes offset from existing to accommodate. Proposed alignment shifts will require up to approximately one (1) foot of cut and up to approximately eight (8) feet of fill to bring existing ground surface up to the proposed grade. If the proposed roadway alignments differ from these assumptions, DLZ should be notified to provide revised recommendations as necessary. Additionally, it was assumed that the proposed work will be constructed in general accordance with the latest version of the ODOT Construction and Materials Specifications (CMS). 5.1 GENERAL EMBANKMENT CONSTRUCTION AND SUBGRADE PREPARATION Embankment construction and subgrade preparation should be performed in accordance with ODOT CMS Items 203 and 204. Prior to embankment construction or subgrade preparation, perform clearing and grubbing, including removal of stumps and roots, in accordance with ODOT CMS Item 201; remove existing pavement and base materials, as well as other structures or obstructions, as necessary, in accordance with ODOT CMS Item 202. The embankment foundation and pavement subgrade should then be prepared by stripping any topsoil, organics, or other deleterious or unsuitable materials. Topsoil, pavement materials, and fill thicknesses encountered in the borings are listed in Table 1 of Section 4.0 of this report. It is anticipated that the areas of cultivated land will have greater organic soil thicknesses at the surface than encountered in the borings. Where new embankment fill is placed on existing slopes steeper than 4H:1V, Special Benching per ODOT Geotechnical Bulletin No. 2 (GB-2) is recommended.
Material to be utilized as borrow should be restricted to conform to Item 203.02R and 203.3 for embankment construction and Item 204.02 for subgrade. Both the embankment and subgrade materials specifications listed above allow the use of Item 703.16, A. (natural soil), and Item 703.16, B. (granular embankment). Note that the top 12 inches within the subgrade is required to have a minimum dry density of 100 pounds per cubic foot, pcf. All embankment materials should be spread and compacted in accordance with Items 204.07 and 204.03. Frozen materials should not be incorporated into any new fill nor should new fill, pavement materials, or structures be placed on top of frozen materials. 5.2 PAVEMENT SUBGRADE RECOMMENDATIONS In general, the borings encountered fine-grained, cohesive soils at or near the anticipated pavement subgrade level consisting of soft to very stiff, cohesive, fine-grained soils classified as Sandy Silt, Silt and Clay, Silty Clay, and Clay (A-4a, A-6a, A-6b, and A-7-6) with lesser amounts of loose to medium dense, granular soils classified as either Gravel or Gravel with Sand, Silt, and Clay (A-1-a and A-2-6). It should be noted that the subgrade materials discussed contained material that was visually identified as fill or possible fill in six of the ten pavement borings.
Subgrade analyses in accordance with ODOT Geotechnical Bulletin No. 1 (GB-1) were performed for borings located along the proposed alignments of Norton Road, Johnson Road, and the roundabout. The results of the analyses are included in the Appendix. The GB-1 analyses calculated a design California Bearing Ratio (CBR) of 6 for Norton Road, the roundabout, and the entire project analyses; and a CBR of 5 was calculated for the Johnson Road analysis. The design CBR calculated by the GB-1 spreadsheet is an estimated average value of all
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the subgrade samples based on correlations using the laboratory index testing results and/or ODOT soil classification. The cut and fill at each boring location are included in the analyses. The minimum calculated CBR value of 5 is recommended for pavement design along the project. A reduced CBR value has been recommended based on engineering judgment.
Generally, subgrade soils with a moisture content exceeding the optimum moisture content of the soil by three or more percentage points, or that have low N-values, are considered to be problematic soils (ref. ODOT GB- 1, page 3 of 11). The results calculated by the GB-1 spreadsheet indicate that a majority of the borings encountered soils within 6.0 feet of the anticipated finished subgrade have low N-values and/or natural moisture contents exceeding their optimum moisture content by more than three percentage points. The high moisture contents in the majority of the samples are an indication of poor drainage along the alignment.
Sulfate contents of soil samples obtained from each boring were all tested to be under 3,000 parts per million (ppm) which is the upper limit concentration for ODOT screening criteria for consideration of chemical stabilization. However, plasticity Index (PI) values ranged from 10 to 31 and exceeded 20 frequently in mechanically tested soil samples; therefore, Chemically Stabilized Subgrade (Item 206) utilizing cement may not be used. Chemically Stabilized Subgrade (Item 206) could be utilized to stabilized the subgrade if lime stabilization methods are used. The ODOT GB-1 spreadsheet analysis for the entire project recommends a chemical stabilization depth of 12 inches.
Considering the general presence of both high moisture content and low blow count soils in the borings performed for this exploration, global subgrade stabilization is recommended . Furthermore, underdrains are recommended in an effort to promote drainage of the subgrade. Table 3 presents the recommended global subgrade stabilization alternatives for unstable subgrade.
Table 3: Recommended Global Subgrade Stabilization Alternatives Subgrade Stabilization Alternatives Project Limits Minimum Depths Undercut and Replace with Item 204 Full Length 18 Inches Granular Material Undercut and Replace with Item 204 Granular Material and SS CMS 861 Full Length 12 Inches Geogrid Chemical Stabilized Subgrade Item Full Length 12 inches 206 with Lime
New embankment fill within 6 feet of the subgrade should have a CBR of 7 or above. Borrow sources for new embankment fill should be tested to confirm the materials meets these criteria along with the other required criteria described in this report and ODOT CMS Items 203 and 204.
If Item 204 Excavate and Replace is utilized, per ODOT GB-1, it is recommended that ODOT Plan Note G122 be included in the plans. The actual depths and limits of undercutting (Item 204 Excavate and Replace) should be determined by the Project Engineer in the field based on the results of proof rolling and subgrade observations
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in accordance with ODOT CMS Item 204 as well as guidance provided under Item 204 in the ODOT Construction Administration Manual of Procedures (MOP). Any areas that exhibit rutting, instability, or other indications of soft or loose soils should be over excavated and replaced in accordance with ODOT CMS Item 204. Where the Item 204 Excavate and Replace (i.e. undercut) depth due to unstable subgrade is greater than 18 inches replacement using geogrid is recommended, where feasible. Use Item 703.16 Type B backfill in conjunction with geogrid and place geotextile at the base of the excavation. Supplemental specification 861 should be included in the plans if replacement with geogrid is utilized. The undercuts should extend 18 inches beyond the edge of the surface of the pavement, paved shoulder, or paved medians.
5.2.1 UNSUITABLE SUBGRADE Unsuitable subgrade soils including soils classified as A-4b, A-2-5, A-7-5, A8-a and A8-b, soils with Liquid Limit greater than 65, and rock, shale or coal were not encountered in the performed borings within the excavation depths.
5.2.1.1 Rock Subgrade Bedrock was not encountered within the performed borings of this exploration.
SUBGRADE EXPLORATION NORTON ROAD AND JOHNSON ROAD INTERSECTION IMPROVEMENTS
APPENDIX
General Information-Drilling Procedures and Logs of Borings Legend-Boring Log Terminology Soil Profile Sheets (6) Boring Logs (11) Laboratory Testing Results ODOT GB-1 Spreadsheets
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GENERAL INFORMATION DRILLING PROCEDURES AND LOGS OF BORINGS
Drilling and sampling were conducted in accordance with the Ohio Department of Transporation (ODOT) Specifications for Geotechnical Exploration (SGE) dated July 17, 2015. Borings were drilled with either a truck-mounted or ATV-mounted drill rig.
Drive split-barrel sampling was performed in 1.5 foot increments at intervals not exceeding 5 feet. In the event the sampler encountered resistance to penetration of 6 inches or less after 50 blows of the drop hammer, the sampling increment was discontinued. Standard penetration data were recorded and one or more representative samples were preserved from each sampling increment.
In borings where rock was cored, NXM or NQ size diamond coring tools were used.
In the laboratory all samples were visually classified by a geotechnical engineer. Moisture contents of all soil samples were determined. A limited number of samples, based on SGE requirements, were selected for performance of grain-size analyses and plasticity characteristics tests. The results of these tests are shown on the boring logs.
The boring logs included in the Appendix have been prepared on the basis of the field record of drilling and sampling, and the results of the laboratory examination and testing of samples. Stratification lines on the boring logs indicating changes in soil stratigraphy represent depths of changes approximated by the driller, by sampling effort and recovery, and by laboratory test results. Actual depths to changes may differ somewhat from the estimated depths, or transitions may occur gradually and not be sharply defined. The boring logs presented in this report therefore contain both factual and interpretative information and are not an exact copy of the field log.
Although it is considered that the borings have disclosed information generally representative of site conditions, it should be expected that between borings conditions may occur which are not precisely represented by any one of the borings. Soil deposition processes and natural geologic forces are such that soil and rock types and conditions may change in short vertical intervals and horizontal distances.
Soil/rock samples will be stored at our laboratory for a period as dictated by the requirement of the SGE. After this period of time, they will be discarded, unless notified to the contrary by the client.
S:\Dept\Geotechnical\Forms\Borings\General Info English_ODOT rev_07172015.doc LEGEND – BORING LOG TERMINOLOGY Explanation of each column, progressing from left to right
1. Depth (in feet) – refers to distance below the ground surface.
2. Elevation (in feet) – is referenced to mean sea level, unless otherwise noted.
3. Standard Penetration (N) – the number of blows required to drive a 2-inch O.D., 1-3/8 inch I.D., split-barrel sampler, using a 140- pound hammer with a 30-inch free fall. The blows are recorded in 6-inch drive increments. Standard penetration resistance is determined from the total number of blows required for one foot of penetration by summing the second and third 6-inch increments of an 18-inch drive.
50/n – indicates number of blows (50) to drive a split-barrel sampler a certain number of inches (n) other than the normal 6-inch increment.
4. The length of the sampler drive is indicated graphically by horizontal lines across the “Standard Penetration” and “Recovery” columns.
5. Sample recovery from each drive is indicated numerically in the column headed “Recovery”.
6. The drive sample location is designated by the heavy vertical bar in the “Sample No., Drive” column.
7. The length of hydraulically pressed “Undisturbed” samples is indicated graphically by horizontal lines across the “Press” column.
8. Sample numbers are designated consecutively, increasing in depth.
9. Soil Description
a. The following terms are used to describe the relative compactness and consistency of soils: Granular Soils – Compactness
Blows/Foot Term Standard Penetration Very Loose less than 5 Loose 5 – 10 Medium Dense 11 – 30 Dense 31 – 50 Very Dense over 50
Cohesive Soils – Consistency
Unconfined Blows/Foot Compression Standard Term tons/sq.ft. Penetration Hand Manipulation Very Soft less than 0.25 less than 2 Easily penetrated 2-in. by fist Soft 0.25 – 0.50 2 – 4 Easily penetrated 2-in. by thumb Medium Stiff 0.50 – 1.0 5 – 8 Penetrated by thumb with moderate effort Stiff 1.0 – 2.0 9 – 15 Readily indented by thumb but not penetrated Very Stiff 2.0 – 4.0 16 – 30 Readily indented by thumbnail Hard over 4.0 over 30 Indented with difficulty by thumbnail
b. Color – If a soil is a uniform color throughout, the term is single, modified by such adjective as light and dark. If the predominant color is shaded by a secondary color, the secondary color precedes the primary color. If two major and distinct colors are swirled throughout the soil, the colors are modified by the term “mottled”.
c. Texture is based on the Ohio Department of Transportation Classification System. Soil particle size definitions are as follows: Description Size Description Size
Boulders Larger than 12” Sand – Coarse 2.0 mm to 0.42 mm Cobbles 12” to 3” – Fine 0.42 mm to 0.074 mm Gravel – Coarse 3” to ¾” Silt 0.074 mm to 0.005 mm – Fine ¾” to 2.0 mm Clay smaller than 0.005 mm
S:\Dept\Geotechnical\Forms\Borings\Legend ODOT English with 2015 SGE revisions.doc d. The main soil component is listed first. The minor components are listed in order of decreasing percentage of particle size.
e. Modifiers to main soil descriptions are indicated as a percentage by weight of particle sizes. trace 0 to 10% little 10 to 20% some 20 to 35% “and” 35 to 50% f. Moisture content of cohesionless soils (sands and gravels) is described as follows: Term Relative Moisture or Appearance
Dry Soil leaves no moisture when pressed between fingers Damp Soil leaves very little moisture when pressed between fingers. Moist Soil leaves small amount of moisture when pressed between fingers. Wet The pore space is filled with water and water can be poured from sample with ease. g. The moisture content of cohesive soils (silts and clays) is expressed relative to plastic properties. Term Relative Moisture or Appearance
Dry Brittle to powdery; Moisture content well below plastic limit Damp Moisture content below plastic limit Moist Moisture content above plastic limit to -3% liquid limit Wet Moisture content near or above liquid limit 10. Rock Hardness and Rock Quality Designation
a. The following terms are used to describe the relative strength of the bedrock. Term Description
Very Weak 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.
Weak 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.
Slightly Strong 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.
Moderately Strong 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.
Strong 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.
Very Strong Core cannot be scratched by a knife or sharp pick. Breaking of hand specimens requires hard repeated blows of the geologist hammer.
Extremely Strong Core cannot be scratched by a knife or sharp pick. Chipping of hand specimens requires hard repeated blows of the geologist hammer.
b. Rock Quality Designation, RQD – This value is expressed in percent and is an indirect measure of rock soundness. It is obtained by summing the total length of all core pieces which are at least four inches long, and then dividing this sum by the total length of the core run.
11. Gradation – when tests are performed, the percentage of each particle size is listed in the appropriate column (defined in Item 9c).
12. When a test is performed to determine the natural moisture content, liquid limit moisture content, or plastic limit moisture content, the moisture content is indicated in tabular form.
13. The corrected standard penetration (N60) value in blows per foot is indicated in tabular form.
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A E
H V ST
T G S L V TALST R ITA CAPI E P EA R W CA A V
D A D
2 O P
T O E L DR R S W L R E
N S V
P N D A I A E D H S D H L E S ELLI
T A
N E V
E C O C I A E F Y P
T N E L
T R A D A N E 5 M E
D R 2 A A
P M
ALY U N E T2215 L C C 7 5 N A D S
A E R Y H E S 1 U A
W M R 0 S T C A B I A V 2
2 S
P T T B L E L 2
2 R W O MEADO 1 - ELM I 5 6 O 2 C C
0 V A ST A CT ALY O 8 T2217A F V
D E
O L
R E O L A TTE NNE Y L A A IV L A E
W A S
L
R F N 40 C
E W S T ST
O Y - I L
K
S T
- ALY D N O T2091 B
L A
S T A
G
I I R G Y V T L W D T N E L PLEASANT N
L E U E Y O R A 2 E N
Alton A N E A
D N Y A 2 L T A V S N S O A HILT D C R
L V
A 1 L E C
AV S 1 C E L 4 C N E E S E ST E Y W H
R G GREEN S
M
W W
E A
R O H E 1
S O E L PALMETTO 2 W E U Y 7 E P N E W D E S T Y N Y R H R R I A 2 U V Q E DR R V E R S T L L T M T O 2 A G PROJECT DESCRIPTION LEGEND L A HENLEY V V U Y A
S E HICKORY N S G A O
I H Y T N
A A S I
T D O A
AVE E
ALY N R O
W A S T Y N V H A E R O R Y E
L A V
N
L E L A I
E PALMETTO A
L V A T R
V D ST A A ARNOLD A V POSTLE 3 D
E G R A D N E ST R VE
LMETTO - E PA E Y V Y B V L U ST A N L KE A A ST R
A A VE
N FREMONT 9
1 8 O 8 T C 0 T 8 I 2 2 E 6 P 0 M 7
T V M
2 R 2 M 0
A E
4 A G
T A
2 E E
9
K H
U MT V
T ST V 0 I A
L A H E N D S E R R
2 E A V
V T I V R R
E D D D T 2 R E L E
1 U D R N K E B E V R ODOT CLASSIFIED E B O
S
A Y O G A AVE S L L S L A Y
E 9
B S D A - B P P A S R
I E K V
E LINCOLN CT Y DR ST H R A L Y I E
L S 4 V E O SA C W L E M D V N E A
- A A A W V WICKLO S V L
E Y C G 2 E 4 RD OW N L L CK S WI
X A C D F O R T O O U O C L NT C S I DR YP R O T D 1 RNSE O E S V I UN O WESTWAY GU R
I E T A 2 E G R H N W L I C E E W V N E W T R INTERSECTION IMPROVEMENTS AT THE INTERSECTIONS OF NORTON ROAD AND JOHNSON D T A R - S N I O D E I S
Y
E B H C H W E L S IN L A U
V B S 3 B R C A D O R UN AVE ST T L O A V T V P G R
N N S I E ID E D O
E J R D D R W I O
S E N N E E S G 4 N L RD D D L B A E B I
LE B R
DESCRIPTION CLASS MECH./VISUAL R L R P I
e L O L N
I H
E A V N PARKSIDE A L N D N DESCRIPTION I I L H R V D V
N K U S
N D T H S I T N D L E N E E G EA B H R R E R Y O S L R L R L M D V O I E D A O SULLIVANT W A N R A D O E C G R T A H R C E N C R R N N A T P W A R D N L A O A G O I V C A U R T J I R M D H T E ELNORA R 40 L D A E M F Y R E T
R A O DR D D V D F A S E
V E A R O R l H D E R R B T
T D
C O O R E TAMARA R M E E R I
U V W O
ROAD IN GROVE CITY, FRANKLIN COUNTY, OHIO. THE PROJECT INCLUDES THE ADDITION V O
O E DR S N V P AVE UL N A
L S L A IV D T A HA A WHITEHEAD N C T U FE S Y E T D E N SULLIVA E P IL R
E N RD AV W D l M
E T R
R H
E V
G N A N T R ST E I S D D L R A T D N R X I C
L E G DIXIE A D R R
R O T RACE N G Y b B P HALSE S R O F U D R D PL O I D D I E T L I N I E MOUND R E FOX M W R R E O E M R V R R D D ENBERRY DR OLD E V D I V D N DG A A T E T WREN ST TREE A R C ATLANTA A
B T ST
Y L S E R R
D D L E SH A I E N D U D D
R R
E FAIRMOOR RD V R I R B R D E H R R R
A E R V
T R H A E C V D
E L O G V S
V R
D U ,
I A P
I L R E Y T A r OLDE U M N N N E E
D V L A L N E L M X I F
L E A E
R E R
A N A S E E B S O I Y H R H R H D
R D T
I T A T S O D H G R H O T T O E R
A A A
S V OF A ROUNDABOUT AND A WESTWARD SHIFT IN THE EXISTING INTERSECTION. OAKHOL R O A N EA J L E K J IN A G O D
V E H W E O K U L
R S T
E V
K H Y E E C K G N RD BURNS W N I C ST DR H
A G S N T U A R T E O T I N I O P I
C
S A S
V P E O C a L G R D S O H D R T Y L H A D A
R M T R A D R V E L C O H A C ER R C RY EK R
CRE A O N N L U U R N
R O HA R U E N W B E O A OD D A PKWY E RD
N M N R G A
B D R E L VANDERBURG W R O N
I AVE V U B E F V S T N P E A V I C S A OR L E S KC A R
O G T MARY U AVE B NTY E R
D S
R V A n H
A
LU S SEXTON R CKY AL W M EM M E C DR H A G A DR R RM R C D L H I M D S T N P G X BER L R A GRAVEL AND/OR STONE FRAGMENTS A-1-a 1 - B I L VANDE R L IG P D GS R AVE E E R D G
E R B
D D R R c P Y T U H O E E O T A O B U L V O L R W W A R O C
N E W E R O D N D E R D D D G U E AM L I K R R M I R H N M E
D K P L D A T L R
A V
R E P A A O N W H U C N I A 1 D U R A A R L I C E E T V F
L R B L W E G C N E O R DR F I N C M R T H E S O RD E O Y R R
L M B E H S Y G R G R
D S R D O
R E M N R R h R A
S E R J U I K R Y N D A
R S R I D B K N 4 E S C E L T W E B Y D H Y H T N W RD V M R O D A S
P R O C I Y D O R M A R L G A V A L D O I I R Y E K R 1 I D IOU L RIA R A S S R RD E M R ST D A G O I N O H O
LD R C O E S I M J DR A N HIR B M T F L R ERN EY IGG CT R
L S S C LN C N O S - TE R Y N RD PH EN Y O DR DR N SE R DA B S LE O
N O U S
S DRI H T RE CK B T O F SB RD 5 I N - U T RG S S V M I E E N T Y L C E P L W L L V D O A S P O E D V S S D A A R R E RD G N A S N 1 G D N C L E L I IM D I
2 * E I L L A V D R R E I B
D A R L AT A R I H R T H D O B R LDH I A H L H LR S D N D D O H T 2 Y E I GEOLOGY R B R RD A R A I S O G S L
W B G
T S T R E D L W T - E
H E
W R N R H O
5 T I
A A H
O C D HALL N RD S H R H M T C E S N R
X H A T E
- D A E E - C V Y L U W C I L
A E RD 2 G A E O S L R W 1 R EX N E A L MO A LL N R U E D 5 I D NT EL H F R L R C O RD S D L
D 3 RD A A L A T A
C D R 2 L RD R E M L IM E E R L L B RD A A N L O DR P H T C T H 5 Y AL E L D O
GR GR. AND/OR ST. FRAGS. WITH SAND, SILT & CLAY A-2-6 - 1 B ESH D AM R R W DN OOD CRO FT R RD CL I ME
T
M Y C S L O A N A E GFI - H EL
R D W 1 S
O O 2 E RD
L
M R L 5 ELM REINHARD E G
A L Y PARKC D T BIRCH G RD P TEL
H H A C RD L M R H PARK DR U E A N S 5 ALM P N DE R FIE C INA L L L D - T D
D O L
THE PROJECT IS LOCATED WITHIN DARBY PLAIN, PART OF THE SOUTHERN OHIO LOAMY 1 Y 2 D H RD D DR 5 R R
K
2 P A M E
R R E E E
R L
B I R C1 A L - V
T
A W P C S MPARK D A EL E A P
O A
O G L D P R E D R L D O E G R A A A S
M A R I B
DR A S R R Y L I D L INTE W D D G L W R LN B U G R ER RY E E K DR M S
C T M S S A O L E P K E N P E L R E P A DR H AVE A B N N E E E L I R R P A X R R L H I Y P U K L c A K U D T L H
R E V G R
D E A E S
L U A D R L L V K T N O I
I i H C FRI N N R E H GE P TR R O E L T
A ED ALI V S LA E R
P R A A R D S E
C N E H E C S o A
- R AVE
C L T O R 1 R E R R W 2 Y P O A
I C W B A C A T G 0 D E R
D W M R S R CIR O
R D Y R
A F R E
R t D L E R O Y W E F I R N CT E A F V V P H E W E A
G N O E L V P L A S S I N W O E B o K C L S E L T R P U O A K R L E P OA C L R A L A T I B T R F A C PA S LB F RKG G W K Y LEN Y O E PAR A F E T N L A D FR ON V PL U U
P A C D R
TILL PLAIN PHYSIOGRAPHIC REGION. THE DARBY PLAIN IS GENERALLY MODERATELY LOW W
S A
R
O - M
L
CEDAR L 1
T C A 2 L I
C M CT H G E 5 RD
W
O T S ASHPARK DR R I
A E
B V 1
O E R V G A LE L IL L
SANDY SILT A-4a 2 5 L 2 V I P N H
E MA E E P C DR L 1 B E R T
K N C I SHA G C I E D L - A E C D R T K R L 1 R D R E L N A N E E K 2 E R F RELIEF WITH GROUND AND RECESSIONAL MORAINES WITH POORLY DRAINED SWALES E E R K L O RD T D T C 5 6 L S S O R I N E L L I R R W L H L E I O D D G H N A B W P R E I R N M K B T R T O D E T C E C R T R S V N R S I E H B Y E R 5 B R I L G L U R O L L D H E E M W R D M V N E E I 1 R 2 S R R D D RTON T D R MO C R T R L W D C N DR R - D I
9 N E A C CREEK E DR D K O S D ID 4 R DR A LOWWO E IC L OD B R O L G H AVE U N 1 I 4 H R D D T L D M K E R N OD R R I WO IC R LEY K
D L D R W F A S W B K D R L V U E N D O T R I O O O N M G D Y BETWEEN HUMMOCKS. TYPICAL NATIVE OVERBURDEN SOIL IS COMPRISED OF LOAMY, K N A L A T D IN O I L E H H O - HI L R R L R C 3 A L I E W V D L T STARCREST T E M B D I C R L O R
F E D E Y L C L
G R D R B E V L D A E I G N P
N K E N NORTONPL W P R H R DR I E O I L A O U W EK L E V O R
- E R GLENNON H E C R T O L E D R DR L R A C N O W R Y C L G A E M
I RD R L T T O O N C L S K A A V I L L D RD RE ED V G T S D L E R O DR
L M E E - E N O D I P G T H ALK W
R I RERD RI O VE N RCL E 2 IF A A F G L L KI KIRE RE SMITH RD 5 ST
O'H T HIGH-LIME WISCONSINAN-AGE TILL AND SPARSE OUTWASH. ARRA S T T 9
S SILT AND CLAY A-6a 7 12 U
N
H
RD L
M
G
A
I COLUMBUS I L
W S H E L L T VIL E S GE R R GEO T C S N SOUTHWEST TI - C R - ELM 1 27 A 1 6 M ST D AIRPORT R SEASPRITE D R
ALKIRE 11 - DE RD E C 5 R R
P AT 2 H D Galloway DR BEDROCK IS MAPPED AS BEING 100 FEET OR MORE BELOW THE EXISTING GROUND -
C C RD
RD 8 H - N T 5 O U SILTY CLAY A-6b 4 11 M SO LL N 2 E A RU I G E N - I D
N D B
3 L Y D N R H C R
O
R UNROE 5 E N D O AVE Y D T H R R U O A SCHRD N A B R SURFACE, RANGING IN ELEVATION FROM APPROXIMATELY 700 TO 780 FEET. E L M S I U R D T RD K E S
D R U H J
I N
N
T
R E L THER F EA E G H Y
O T T LOUISEC
R S
I
C R
R 270 D H
N
C
I
PROJECT END B 7 A 27 C - C 5 CABIN CROFT LN
2
D R
-
A I C 8 N SCOT D T E R
L R C 5 D A E h G s T V R V r E a N 2 M B A A D R A - D NORTON ROAD R A
- D
W
H C
2 A W LINCOLN
B D HO 9 R R M L CLAY A-7-6 8 9 D
V
Y
D S E
T
L U
3 L
O T
O O S
H C U 1ST G A U
N A
H
O
J AVE T N 2ND N RECONNAISSANCE S U D L R R
G H I T AVE (CR 3) 1 BOLTON FIELD AIRPORT B U 2ND O AVE S
1 . N T CENTRAL - 7 K AVE HARR C ISBURG STAT - 3RD ION LN
O U D AVE
E
2 R
C 3RD T AVE N E S
E
C E D D MCCLAIN A T V
7 E S L N 4 S TH A
N L V E
A P AVE I
E W 4TH N
T
AVE D
R
8 S
N
D I
T
T DR N S D E
Z U T
L
N
S T
E
8 P
L O T S
V
A
E A I S SLM 7.0 N P
M N I L A W
5 I R
A L
H O K I 4 R V N ROYALTON M DR 2 CRAIG Y DR E
K - R CHERRY TREE CT U T
B S A SITE RECONNAISSANCE WAS PERFORMED BY DLZ ON FEBRUARY 16, 2017. NO O C MCDA D Y
R T O R D CT H T R R R U SO E N B J RU I L G E T I YATES P B C
L N
D N TOTAL 22 38 D N O E
O
H D P BLANKNER T R N D E DR E E
N V L SOUTHWEST ADDISON P A A T E MCD E ON L S D D R
H
A URBANCREST N C BLVD I T G
C 0 DR I M H A R B R THA CT
T
JOHNSON D
C
R Y
R E
N
R T D 0 K ICK
E O GEOHAZARDS WERE OBSERVED. SURROUNDING LAND USAGE IS PRIMARILY RESIDENTIAL AND RD S W U S
RD CYPRESS T T
B N
E AVE N U
L T A R
B S T
C
S 4
A
SEQUOIA C
1 AVE 62 H
T T L
U S P
O E S V R THOMAS A THOMASAVE E - 2
P SASSAFRAS DOGWOOD E N I D BRI R NKM N A U CT N A CT L A
U R I D T R P R
J G L C I BARBEE L
O B AVE E T VERNAL
N BASSWOOD M
R G AVE DR
A R
E
M O
V CULTIVATED LAND. EXISTING PAVEMENT CONTAINED OCCASIONAL LONGITUDINAL, S L E O A A V R P U E CAROL E L I AVE H
T S
P
E C D O DOLO
R
T
E
S
I N O
R LOUISE N G T H AVE A A S C Y R
E W T A H
R S
G I E W O R P
5 A V N 0 8 M N B A T A T U O E A C R TERRY C
D D V L R P E O K I E L V C A E A LN LN E E R L K A D K A R T N H N DR B
5 6 S D N S L A E R E V L IS E D DENN V G A N R L L R D N JAMES O D
L D R R 2 W T E
2 TRANSITIONAL, AND EDGE CRACKING ALONG NORTON ROAD AND MORE SEVERE CRACKING E T CT Z V
O W D S V
H R D I A O T A MICHEAL LN A A E E N
H N S PAVEMENT OR BASE = X = APPROXIMATE THICKNESS VISUAL T M P G I - U C ANNA M S L N R W I R - D DR D
E O AVE R ANGLEBROOK L DR D
R I A M A
N I RD A 1 H D N A WENDY LN R
D V P C R E A T
J M
T N E H C L R O O R HOM C ECO Y T O M R E E 0 Z E A R F M B E D R
T
E E B R R
I
T L LARO D E C S
G N R L A A O O R V DR L S E
M O V D P I R H A E T A
L M L M
R C A 4 R O T A T N T A E E N
C N I M E T GROVE U S JA S D T N N N L C D T A T W O C A N L A V ST T A B R V K S R R
A D CITY RD E T 1 O E S I C S B S O A C R N N E GR H L OVE CIT N A YR L D L
C
P Y WITH OCCASIONAL POTHOLES AND PATCHES ALONG JOHNSON ROAD. W P I MID HIT D E GROVE H
E
R L ST T R CITY D P D
C I I IN SU O R R L L RD I E PHERCT T S 3 R H E D - R C H I COL T UMB U C US
F A
A C R T
ST R E E P T HO E T S RNH E ILL T
B 1 S C P S ST E V T P R L
A N I O B B C I - C 13 C C B 5 L S R R OAKHURST E D K IL O
U P E N V 0 DR M E O P E KP A B ARK T R O V R L S R S E F T I A
E S DR W Y G T WA N
D S R S V N E R E O O A
D U E 4 L E U L Q D IV T L M K E U L E C D O
C A B R IV A 1 W E O V R I A T C H E L R A L S V CT PL G R
R A O REDW O OOD A D M C T V SAWYER DR T T E D R R S A - 1 R GROVE CITY R D INFINITY B GLENDALE
CT D R
R
U E RD N C D L E V VOELLER R
S A K E D
L S C L AVE V
U E E I E
T I V O H U R KENNY N
A C T B R G ROLLING O N K E I NGS I LN R TON G
N H R
E O
I A V HIL O O AVE E L LSPL V M
A R L B E L NHIL L A
P SOD AND TOPSOIL = X = APPROXIMATE THICKNESS VISUAL V O L R
A R N A Y E
R
E WOODLAWN
Z
M
L
O A
T
D
N AVE L T E
A
K U S A
O V R P
D
I O E P A
T V P SIDEC L HILL ALERIEST E V MELANE AN P PAUL T GELA DR AVE RD P S
A
PL H K N P N
I I
E R N K S B
D G
O E E O
J S
R V N
R R B SUANN
E W E I
E N O I AVE
V A C C O C L
N E Y O R R
N D Y
CT O SUBSURFACE EXPLORATION L V L S G TEPHEN O O
ST O R
R M O
J K D T G G R C R A
O S - D O V R
H E G 13 N
O
5 C H EUG
S E R NE WOODGROVE E AVE
A B
E
B L DR CIR VENTURA
C R U L BLVD D C-135 A V BUXTON
E N N NTUR L
AB N CI LVD R T LN O A Y P WHITE R K W
D T
Y D
A S
K
R K R D Y
R
B
R
A
B DR L E RENSCH CASA C RD BLVD RENSC CASABLVD TONIBROOKE H N CT RD S
DR
D A TOTAL OF 11 BORINGS WERE DRILLING ON FEBRUARY 28 AND MARCH 2, 2017. BORINGS FF O C- U 13 R 7
R
D BORING LOCATION - PLAN VIEW. R CT
E N E R
WERE ADVANCED USING ATV- OR TRUCK-MOUNTED ROTARY DRILL RIG WITH 3 ‚-INCH MAYFAIR T C IR A DR MAYFAIR MAYF DR D R
R R
E
V
O
D O
H 2
I.D. HOLLOW-STEM AUGERS TO DEPTHS RANGING FROM 8.5 TO 10.0 FEET BELOW GROUND F
9
F
CHANCELLOR DR
N
2
H E
G
U
A
H
N - E AS N TE RN WILLIAM C SBURG T O CT C R
D
T
E
T V - O B R O EAT R SURFACE. SOIL SAMPLES WERE COLLECTED AT CONTINUOUS INTERVALS BY METHODS OF 1 TY G DERS R RD N
R
E
4 H R O D N T R ORDERS U R
RD O 0 E
S RD V D O O
H C-264 ORDERS DRIVE SAMPLE AND/OR ROCK CORE BORING PLOTTED TO VERTICAL SCALE ONLY. C RD -264 C 3 C-264 - STANDARD PENETRATION TESTING (ASTM D-1586). AUTOMATIC HAMMER SYSTEMS WERE - C-136 C L -2 64 2 E W I S C L R D 6 HORIZONTAL BAR INDICATES A CHANGE IN STRATIGRAPHY.
CALIBRATED ON MAY 20, 2016 AND FEBRUARY 22, 2017 WITH AVERAGE DRILL ROD ENERGY
RATIOS (ER) OF 94.4% AND 95.3%. LOCATION MAP
WC INDICATES WATER CONTENT IN PERCENT. PROJECT BEGIN
EXPLORATION FINDINGS NORTON ROAD SCALE IN MILES
(CR 3) INDICATES STANDARD PENETRATION RESISTANCE IN GENERAL, SURFICIAL MATERIAL ENCOUNTERED BY THE BORINGS CONSISTED OF: 1) N60 SLM 6.6
NORMALIZED TO 60% DRILL ROD ENERGY RATIO. BETWEEN 8 TO 13 INCHES OF ASPHALT PAVEMENT OVER APPROXIMATELY 0 TO 4 INCHES 0 1 2 3 4 N
n OF AGGREGATE BASE IN BORINGS PERFORMED IN THE ROADWAY, 2) APPROXIMATELY 0 TO o
NUMBER OF BLOWS FOR STANDARD PENETRATION TEST (SPT): y 2 INCHES OF TOPSOIL IN BORINGS PERFORMED OUTSIDE OF THE ROADWAY, AND 3) l E
X= NUMBER OF BLOWS FOR FIRST 6 INCHES. m APPROXIMATELY 0 TO 4.5 FEET OF FILL OR POSSIBLE FILL MATERIAL WITHIN SIX (6) OF
X/Y/Z L
Y= NUMBER OF BLOWS FOR SECOND 6 INCHES.
THE BORINGS. FILL OR POSSIBLE FILL MATERIAL WAS GENERALLY VERY SOFT TO STIFF I
COHESIVE FINE-GRAINED SOIL CLASSIFIED AS EITHER A-6A, A-6B, OR A-7-6; ONE Z= NUMBER OF BLOWS FOR THIRD 6 INCHES. F M PARTICLE SIZE DEFINITIONS
A SAMPLE IDENTIFIED AS FILL WAS MEDIUM DENSE GRANULAR SOIL CLASSIFIED AS A-1-A.
NATURAL SOIL WAS ENCOUNTERED UNDERLYING SURFICIAL MATERIAL, CONSISTING OF O 3 INDICATES A PLASTIC MATERIAL WITH A MOISTURE CONTENT
1 12" 3" 2.0 mm 0.42 mm 0.074 mm 0.005 mm
: GENERALLY SOFT TO VERY STIFF COHESIVE FINE-GRAINED SOILS CLASSIFIED AS EITHER EQUAL TO OR GREATER THAN THE LIQUID LIMIT MINUS 3. R
8
4 A-4A, A-6A, A-6B, OR A-7-6, WITH THE EXCEPTION OF ONE SAMPLE OF LOOSE : BOULDERS COBBLES GRAVEL COARSE SAND FINE SAND SILT CLAY P
9 GRANULAR SOIL CLASSIFIED AS A-2-6. NATURAL SOIL WAS IDENTIFIED AS OCCASIONALLY
* INDICATES A SAMPLE TAKEN WITHIN 3 FT OF PROPOSED GRADE.
7 CONTAINING ROOT HAIRS, IRON OXIDE STAINS, AND ROCK FRAGMENTS. No. 10 SIEVE No. 40 SIEVE No. 200 SIEVE
1 L 0
2 SS INDICATES A SPLIT SPOON SAMPLE. I
/ SPECIFICATIONS
4
1 O /
4 NP INDICATES A NON-PLASTIC SAMPLE. THIS GEOTECHNICAL EXPLORATION WAS PERFORMED IN ACCORDANCE WITH THE STATE OF S
OHIO, DEPARTMENT OF TRANSPORTATION, OFFICE OF GEOTECHNICAL ENGINEERING,
SPECIFICATIONS FOR GEOTECHNICAL EXPLORATIONS, DATED JULY 2016. n g d
. 1
0 AVAILABLE INFORMATION 0
C I
7 ALL AVAILABLE SOIL AND BEDROCK INFORMATION THAT CAN BE CONVENIENTLY SHOWN
4 ON THE GEOTECHNICAL EXPLORATION SHEETS HAS BEEN SO REPORTED. ADDITIONAL 0
2 EXPLORATIONS MAY HAVE BEEN MADE TO STUDY SOME SPECIAL ASPECT OF THE 0
\ PROJECT. COPIES OF THIS DATA, IF ANY, MAY BE INSPECTED IN THE DISTRICT DEPUTY s
t DIRECTOR'S OFFICE OR THE OFFICE OF GEOTECHNICAL ENGINEERING AT 1980 WEST e
e BROAD STREET. h s
\ l a c i n h c e
t INDEX OF SHEETS o e g SUMMARY OF SOIL TEST DATA, SHEET 2. 9 \ 7 7 4 .
0 LOCATION PLAN VIEW PROFILE CUT FILL EMB. 2 6 0
1 SHEET SHEET MAX. MAX.
FROM STA. TO STA. 0 \ B - A
R NORTON ROAD 3 d R R BEGIN 206+00 3 3 <1 FT 8 FT
n RECON. - DML - 2/16/2017 C o t
206+00 END 4 4 <1 FT <1 FT - r
o DRILLING - DLZ - 2/28 & 3/3/2017 N A
JOHNSON ROAD
O DRAWN - DML - 4/2-14/2017 R C F
BEGIN END 5 5 <1 FT 5 FT F REVIEWED - VBP - 4/12/2017 -
1 ROUNDABOUT 0 0 3 BEGIN END 6 6 - 6 FT \
1 1 6 2 7 1 \ j o r p
\ : M M : \ p r o j \ 17 2 1\ 3 0 0 1 - F C O N o r t o n R d R A B \ 10 2 0 4 7 \ g e o t e c h n ic a l\ s h e e t s \ 0 2 0 4 7 IC 0 0 2 . d g n 4 / 14 / 2 0 17 9 : 4 8 : 14 A M m ly o n
S U MMA R Y O F S O I L T E S T D A T A N O R T O N R O A D
E X P L O R A T I O N N O . , S A MP L E % H P % % % % % % O H I O S O 4 S T A T I O N & O F F S E T F R O M T O I D N 6 0 R E C t s f G R C S F S S I L T C L A Y L L P L P I WC C L A S S p p m
B - 0 0 1- 0 - 17 0 1. 0 0 - 0 2 . 5 0 1 16 11 - 8 9 6 2 3 N P N P N P 5 A - 1- a ( 0 ) - S T A . 19 5 + 7 3 . 3 0 2 . 5 0 - 0 4 . 0 0 2 9 0 - B R O WN A N D G R A Y , S I L T A N D C L A Y - A - 6 a ( V ) 0 L A T I T U D E = 3 9 . 8 8 9 6 7 2 0 4 . 0 0 - 0 5 . 5 0 3 7 7 8 1. 5 0 0 3 9 3 4 5 4 4 4 17 2 7 2 5 A - 7 - 6 ( 16 ) - L O N G I T U D E = - 8 3 . 15 5 3 5 3 0 5 . 5 0 - 0 7 . 0 0 4 16 9 4 2 . 0 0 S A ME A S S S - 3 14 A - 7 - 6 ( V ) - 0 7 . 0 0 - 0 8 . 5 0 5 12 10 0 2 . 0 0 S A ME A S S S - 3 15 A - 7 - 6 ( V ) - B - 0 0 2 - 0 - 17 0 1. 0 0 - 0 2 . 5 0 1 16 7 8 2 . 0 0 12 8 13 2 7 4 0 3 0 16 14 16 A - 6 a ( 8 ) 12 7 S T A . 19 9 + 15 . 8 0 2 . 5 0 - 0 4 . 0 0 2 12 9 4 2 . 0 0 5 9 15 3 1 4 0 2 6 16 10 15 A - 4 a ( 7 ) - L A T I T U D E = 3 9 . 8 9 0 5 5 3 0 4 . 0 0 - 0 5 . 5 0 3 13 10 0 1. 7 5 S A ME A S S S - 2 14 A - 4 a ( V ) - L O N G I T U D E = - 8 3 . 15 4 9 2 7 0 5 . 5 0 - 0 7 . 0 0 4 14 10 0 2 . 0 0 S A ME A S S S - 2 14 A - 4 a ( V ) - 0 7 . 0 0 - 0 8 . 5 0 5 17 10 0 2 . 2 5 S A ME A S S S - 2 13 A - 4 a ( V ) -
B - 0 0 5 - 0 - 17 0 0 . 0 0 - 0 1. 5 0 1 5 6 1 0 . 5 0 S A ME A S S S - 2 2 4 A - 6 b ( V ) - S T A . 2 0 4 + 6 3 . 7 0 1. 5 0 - 0 3 . 0 0 2 11 7 8 1. 7 5 6 6 11 3 0 4 7 3 4 18 16 18 A - 6 b ( 10 ) 2 0 0 L A T I T U D E = 3 9 . 8 9 2 0 2 7 0 3 . 0 0 - 0 4 . 5 0 3 2 3 10 0 3 . 0 0 S A ME A S S S - 2 13 A - 6 b ( V ) - L O N G I T U D E = - 8 3 . 15 4 5 5 7 0 4 . 5 0 - 0 6 . 0 0 4 2 9 10 0 3 . 0 0 8 9 13 3 1 3 9 3 0 17 13 14 A - 6 a ( 8 ) - 0 6 . 0 0 - 0 7 . 5 0 5 19 10 0 1. 5 0 S A ME A S S S - 4 14 A - 6 a ( V ) - 0 8 . 5 0 - 10 . 0 0 6 3 0 10 0 3 . 5 0 S A ME A S S S - 4 13 A - 6 a ( V ) -
B - 0 0 6 - 0 - 17 0 0 . 0 0 - 0 1. 5 0 1 6 6 7 0 . 7 5 S A ME A S S S - 2 2 4 A - 6 b ( V ) 0 S T A . 0 1. 5 0 - 0 3 . 0 0 2 6 3 3 0 . 7 5 2 1 7 9 2 3 4 0 4 0 2 0 2 0 2 2 A - 6 b ( 10 ) - L A T I T U D E = 0 3 . 0 0 - 0 4 . 5 0 3 6 9 4 1. 0 0 0 3 9 2 5 6 3 4 8 2 2 2 6 2 9 A - 7 - 6 ( 16 ) - L O N G I T U D E = 0 4 . 5 0 - 0 6 . 0 0 4 9 10 0 1. 2 5 S A ME A S S S - 3 2 3 A - 7 - 6 ( V ) - 0 6 . 0 0 - 0 7 . 5 0 5 4 7 8 0 . 5 0 S A ME A S S S - 3 2 3 A - 7 - 6 ( V ) - 0 8 . 5 0 - 10 . 0 0 6 8 10 0 1. 0 0 S A ME A S S S - 3 15 A - 7 - 6 ( V ) -
B - 0 0 7 - 0 - 17 0 1. 0 0 - 0 2 . 5 0 1 7 6 1. 0 0 D A R K B R O WN , S I L T Y C L A Y 14 A - 6 b ( V ) - S T A . 2 0 9 + 8 1. 9 0 2 . 5 0 - 0 4 . 0 0 2 8 7 2 1. 2 5 1 3 8 2 6 6 2 4 2 19 2 3 2 7 A - 7 - 6 ( 14 ) 7 3 L A T I T U D E = 3 9 . 8 9 3 3 5 9 0 4 . 0 0 - 0 5 . 5 0 3 7 11 B R O WN , G R . A N D / O R S T O N E F R A G S WI T H S A , S I , A N D C L 12 A - 2 - 6 ( V ) - L O N G I T U D E = - 8 3 . 15 3 9 2 9 0 5 . 5 0 - 0 7 . 0 0 4 6 17 1. 0 0 S A ME A S S S - 5 2 4 A - 6 a ( V ) - 0 7 . 0 0 - 0 8 . 5 0 5 12 10 0 2 . 0 0 13 8 13 2 7 3 9 2 9 17 12 14 A - 6 a ( 7 ) -
S U MMA R Y O F S O I L T E S T D A T A J O H N S O N R O A D
E X P L O R A T I O N N O . , S A MP L E % H P % % % % % % O H I O S O 4 S T A T I O N & O F F S E T F R O M T O I D N 6 0 R E C t s f G R C S F S S I L T C L A Y L L P L P I WC C L A S S p p m
B - 0 0 8 - 0 - 17 0 1. 0 0 - 0 2 . 5 0 1 14 8 3 2 . 5 0 6 4 9 2 2 5 9 4 4 2 1 2 3 2 6 A - 7 - 6 ( 14 ) 8 7 S T A . 2 6 + 18 . 5 2 0 2 . 5 0 - 0 4 . 0 0 2 14 0 S A ME A S S S - 1 - A - 7 - 6 ( V ) - L A T I T U D E = 3 9 . 8 9 14 0 1 0 4 . 0 0 - 0 5 . 5 0 3 15 8 9 2 . 7 5 10 7 12 3 1 4 0 2 7 16 11 13 A - 6 a ( 8 ) - L O N G I T U D E = - 8 3 . 15 5 9 7 1 0 5 . 5 0 - 0 7 . 0 0 4 17 10 0 3 . 0 0 S A ME A S S S - 3 17 A - 6 a ( V ) - 0 7 . 0 0 - 0 8 . 5 0 5 14 10 0 2 . 7 5 S A ME A S S S - 3 16 A - 6 a ( V ) - B - 0 10 - 0 - 17 0 1. 0 0 - 0 2 . 5 0 1 11 7 2 1. 5 0 0 2 4 3 4 6 0 3 7 18 19 2 0 A - 6 b ( 12 ) 6 0 S T A . 3 1+ 3 3 . 1 0 2 . 5 0 - 0 4 . 0 0 2 10 8 9 1. 5 0 S A ME A S S S - 1 2 3 A - 6 b ( V ) - L A T I T U D E = 3 9 . 8 9 13 16 0 4 . 0 0 - 0 5 . 5 0 3 18 10 0 2 . 5 0 5 9 14 3 2 4 0 2 6 16 10 14 A - 4 a ( 7 ) - L O N G I T U D E = - 8 3 . 15 4 14 5 0 5 . 5 0 - 0 7 . 0 0 4 2 5 10 0 3 . 0 0 S A ME A S S S - 3 16 A - 4 a ( V ) - 0 7 . 0 0 - 0 8 . 5 0 5 14 8 3 2 . 5 0 S A ME A S S S - 3 15 A - 4 a ( V ) -
B - 0 11- 0 - 17 0 0 . 0 0 - 0 1. 5 0 1 2 5 6 0 . 2 5 S A ME A S S S - 2 3 3 A - 7 - 6 ( V ) - S T A . 3 3 + 4 3 . 4 0 1. 5 0 - 0 3 . 0 0 2 7 5 0 1. 0 0 0 2 7 2 7 6 4 5 0 19 3 1 2 5 A - 7 - 6 ( 18 ) 14 7 L A T I T U D E = 3 9 . 8 9 12 8 2 0 3 . 0 0 - 0 4 . 5 0 3 10 8 3 1. 7 5 9 3 6 2 9 5 3 3 3 2 0 13 18 A - 6 a ( 9 ) - L O N G I T U D E = - 8 3 . 15 3 3 9 6 0 4 . 5 0 - 0 6 . 0 0 4 3 2 5 0 3 . 0 0 S A ME A S S S - 3 18 A - 6 a ( V ) - 0 6 . 0 0 - 0 7 . 5 0 5 15 10 0 2 . 5 0 S A ME A S S S - 3 15 A - 6 a ( V ) - 0 7 . 5 0 - 0 9 . 0 0 6 18 5 6 2 . 5 0 S A ME A S S S - 3 12 A - 6 a ( V ) -
S U MMA R Y O F S O I L T E S T D A T A R O U N D A B O U T
E X P L O R A T I O N N O . , S A MP L E % H P % % % % % % O H I O S O 4 S T A T I O N & O F F S E T F R O M T O I D N 6 0 R E C t s f G R C S F S S I L T C L A Y L L P L P I WC C L A S S p p m
B - 0 0 3 - 0 - 17 0 0 . 0 0 - 0 1. 5 0 1 4 6 7 0 . 5 0 B L A C K, S I L T Y C L A Y , C O N T . R O O T S , S L I G H T L Y O R G A N I C 3 2 A - 6 b ( V ) - S T A . 3 + 3 8 . 8 0 1. 5 0 - 0 3 . 0 0 2 5 10 0 0 . 5 0 1 2 7 2 9 6 1 4 5 2 0 2 5 2 7 A - 7 - 6 ( 15 ) 14 0 L A T I T U D E = 3 9 . 8 9 12 2 7 0 3 . 0 0 - 0 4 . 5 0 3 4 8 3 0 . 5 0 1 3 11 2 8 5 7 3 9 19 2 0 2 5 A - 6 b ( 12 ) - L O N G I T U D E = - 8 3 . 15 4 8 0 4 0 4 . 5 0 - 0 6 . 0 0 4 4 5 0 0 . 5 0 S A ME A S S S - 3 2 1 A - 6 b ( V ) - 0 6 . 0 0 - 0 7 . 5 0 5 2 0 10 0 3 . 0 0 S A ME A S S S - 3 13 A - 6 b ( V ) - 0 8 . 5 0 - 10 . 0 0 6 19 10 0 3 . 0 0 S A ME A S S S - 3 15 A - 6 b ( V ) - B - 0 0 4 - 0 - 17 0 1. 5 0 - 0 3 . 0 0 1 7 5 6 1. 0 0 7 6 11 3 2 4 4 3 1 17 14 2 1 A - 6 a ( 10 ) 8 0 S T A . 1+ 6 0 . 0 0 3 . 0 0 - 0 4 . 5 0 2 4 9 4 0 . 5 0 S A ME A S S S - 1 2 3 A - 6 a ( V ) - L A T I T U D E = 3 9 . 8 9 15 16 0 4 . 5 0 - 0 6 . 0 0 3 7 10 0 1. 2 5 1 2 5 2 7 6 5 4 9 2 0 2 9 2 9 A - 7 - 6 ( 17 ) - L O N G I T U D E = - 8 3 . 15 4 6 0 3 0 6 . 0 0 - 0 7 . 5 0 4 9 8 3 1. 2 5 S A ME A S S S - 3 2 1 A - 7 - 6 ( V ) - 0 7 . 5 0 - 0 9 . 0 0 5 10 10 0 1. 5 0 S A ME A S S S - 3 13 A - 7 - 6 ( V ) -
B - 0 0 9 - 0 - 17 0 0 . 0 0 - 0 1. 5 0 1 3 6 7 0 . 2 5 B R O WN , S I L T A N D C L A Y 2 7 A - 6 a ( V ) - S T A . 0 + 16 . 0 0 1. 5 0 - 0 3 . 0 0 2 4 6 7 0 . 5 0 1 3 9 2 7 6 0 4 3 2 0 2 3 2 6 A - 7 - 6 ( 14 ) 12 0 L A T I T U D E = 3 9 . 8 9 14 2 6 0 3 . 0 0 - 0 4 . 5 0 3 8 7 8 1. 0 0 2 7 12 3 3 4 6 2 9 16 13 17 A - 6 a ( 9 ) - L O N G I T U D E = - 8 3 . 15 4 9 2 8 0 4 . 5 0 - 0 6 . 0 0 4 8 4 4 1. 0 0 S A ME A S S S - 3 15 A - 6 a ( V ) - 0 6 . 0 0 - 0 7 . 5 0 5 15 7 8 2 . 0 0 S A ME A S S S - 3 15 A - 6 b ( V ) - 0 8 . 5 0 - 10 . 0 0 6 2 1 10 0 3 . 0 0 S A ME A S S S - 3 9 A - 6 b ( V ) -
D R A WN 2
S O I L P R O F I L E D ML R A C R C H E C KE D 6 F - 3 - 0 6 . 7 9 S U M M A R Y O F S O I L T E S T D A T A V B P
N 0 0
CULTIVATED LAND RESIDENTIAL CULTIVATED LAND 1 T L E E A F T
N N 0 O I 5
Z I E R L 5 A O 2 H C S 0 D N E L P K W B C M A E R V D H D
C
0
9
8
8 9
| PROPOSED NORTON ROAD 0 D R
209 206 207 208 210 N
211 O
0
9 8 B-007-0-17 0 9 8
B-006-0-17 T 212 R
8
9 2
13 O
0 N
214
890 215 D
890 N
2 E 890 16 E
890 L 89
0 I n 0 89 21 o 7 T y F l m 2 C
18 O
E
R M J A P
5 O
1
: 8 9 0
8 GRASSLANDS/CULTIVATED LAND R L 4 : I 9 P
O 7
1 0 S 2 O /
4 1 T
/ 4
9 2 3 5 1 2 8 4 9 9 5 6 6 8 7 0 2 0
2 1 9 7 5 9 7 5 4 2 0 9 7 6 4 2 1 ...... n ...... 0 g
6 6 5 5 5 5 5 5 4 4 4 4 4 3 3 3 4 d 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 + . 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8
910 2 6 0
0 0 P I
7 2 4
0 . 2
910 900 0 \ A s t T e e h S s \ l 900 890 B-007-0-17 a c
7' RT.8 i B-006-0-17 5 . n 3
ASPHALT CONCRETE PAVEMENT9 - 10" h 15' RT. 8 c AGGREGATE BASE - 4" e 10 24* t o 10 22 11 14*
e 890 880 10 29 13 27 g 14 23 9
\ 11 12 6 23 7
10 24 7 4 13 15 21 14 . 0 2 6 0
1 880 N60 WC 870 N60 WC 0 \ B - A R 3 d R R
870 860 n C o t - r o N A
O R
C 860 F F
-
1 0 0 3 \
1 4 6 2 7 7 3 5 1 9 6 0 0 8 7 2 1 6 5 7 1 4 3 0 2 5 5 7 2 1 5 9 0 2 7 4 8 4 5 4 2 8 0 0 2 3 0 7 4 7 0 4 \ 9 7 5 4 3 1 0 0 0 1 2 3 4 5 6 8 9 1 3 5 6 7 8 9 9 8 7 6 6 5 5 4 3 1 1 3 5 8 4 3 2 0 1 4 6 9 j ...... o 5 5 5 5 4 4 4 4 4 4 4 4 4 3 3 3 3 3 3 3 3 3 3 3 3 3 4 4 4 4 5 5 5 4 6 5 6 6 6 6 6 3 3 3 3 6 r 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 p 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8
\ : 206 207 208 209 210 211 212 213 214 215 216 217 218 M
PROJECT: FRA-CR3-06.79 DRILLING FIRM / OPERATOR: DLZ / K. CONRAD DRILL RIG: CME 75-KC-77 STATION / OFFSET: 195+73, 6' LT. EXPLORATION ID TYPE: ROADWAY SAMPLING FIRM / LOGGER: DLZ / T. SCHMITZ HAMMER: CME AUTOMATIC ALIGNMENT:PROPOSED NORTON ROAD B-001-0-17 PID: 102047 SFN: DRILLING METHOD: 3.25" HSA / NQ2 CALIBRATION DATE: 2/22/17 ELEVATION: 892.8 (MSL) EOB: 8.5 ft. PAGE START: 2/28/17 END: 2/28/17 SAMPLING METHOD: SPT ENERGY RATIO (%): 95.3 LAT / LONG: 39.889672, -83.155353 1 OF 1
MATERIAL DESCRIPTION ELEV. SPT/ REC SAMPLE HP GRADATION (%) ATTERBERG ODOT BACK DEPTHS N AND NOTES 892.8 RQD 60 (%) ID (tsf) GR CS FS SI CL LL PL PI WC CLASS (GI) FILL ASPHALT CONCRETE PAVEMENT - 10" AGGREGATE BASE - 3" 891.7 1 12 MEDIUM DENSE, BROWN, GRAVEL AND STONE 9 27 11 SS-1 - 89 6 2 - 3 - NP NP NP 5 A-1-a (0) FRAGMENTS, TRACE SAND, DAMP [FILL] 890.3 2 8 @1.0'-2.5', LOW RECOVERY, DROVE ON LARGE 3 4 AGGREGATES. 5 14 0 SS-2 ------A-6a (V) 888.8 4 STIFF, BROWN AND GRAY, SILT AND CLAY, LITTLE SAND, 4 3 TRACE GRAVEL, MOIST 3 11 78 SS-3 1.50 0 3 9 34 54 44 17 27 25 A-7-6 (16) @2.5'-4.0', NO RECOVERY, COLLECTED SOIL CUTTINGS. 5 4 STIFF TO VERY STIFF, BROWN AND GRAY, CLAY, SOME 6 6 SILT, LITTLE SAND, TRACE GRAVEL, DAMP TO MOIST 7 27 94 SS-4 2.00 ------14 A-7-6 (V) @5.5'-8.5', BROWN. 10 7 7 7 21 100 SS-5 2.00 ------15 A-7-6 (V) 884.3 8 EOB 6 STANDARD ODOT SOIL BORING LOG (8.5 X 11) - OH DOT.GDT - 8/2/17 14:18 - S:\DEPT\GEOTECHNICAL\GINT\PROJECTS\1721-3001.00 NORTON RAB.GPJ NORTON - S:\DEPT\GEOTECHNICAL\GINT\PROJECTS\1721-3001.00 - 14:18 DOT.GDT 11) - 8/2/17 (8.5 X OH LOG BORING SOIL ODOT STANDARD NOTES: NONE ABANDONMENT METHODS, MATERIALS, QUANTITIES: PLACED 0.5 BAG ASPHALT PATCH; POURED 25 LB. HOLE PLUG; SHOVELED SOIL CUTTINGS PROJECT: FRA-CR3-06.79 DRILLING FIRM / OPERATOR: DLZ / K. CONRAD DRILL RIG: CME 75-KC-77 STATION / OFFSET: 199+16, 6' RT. EXPLORATION ID TYPE: ROADWAY SAMPLING FIRM / LOGGER: DLZ / T. SCHMITZ HAMMER: CME AUTOMATIC ALIGNMENT:PROPOSED NORTON ROAD B-002-0-17 PID: 102047 SFN: DRILLING METHOD: 3.25" HSA / NQ2 CALIBRATION DATE: 2/22/17 ELEVATION: 891.4 (MSL) EOB: 8.5 ft. PAGE START: 2/28/17 END: 2/28/17 SAMPLING METHOD: SPT ENERGY RATIO (%): 95.3 LAT / LONG: 39.890553, -83.154927 1 OF 1
MATERIAL DESCRIPTION ELEV. SPT/ REC SAMPLE HP GRADATION (%) ATTERBERG ODOT BACK DEPTHS N AND NOTES 891.4 RQD 60 (%) ID (tsf) GR CS FS SI CL LL PL PI WC CLASS (GI) FILL ASPHALT CONCRETE PAVEMENT - 10" AGGREGATE BASE - 4" 890.2 1 8 VERY STIFF, BROWN, SILT AND CLAY, LITTLE SAND, 8 27 78 SS-1 2.00 12 8 13 27 40 30 16 14 16 A-6a (8) LITTLE GRAVEL, MOIST 888.9 2 9 STIFF TO VERY STIFF, BROWN, SANDY SILT, "AND" CLAY, 3 7 TRACE GRAVEL, DAMP 7 21 94 SS-2 2.00 5 9 15 31 40 26 16 10 15 A-4a (7) 6 @2.5'-5.5', CONTAINS IRON OXIDE STAINS. 4 6 7 22 100 SS-3 1.75 ------14 A-4a (V) 5 7 @5.5'-8.5', BROWN AND GRAY MOTTLED. 9 6 7 24 100 SS-4 2.00 ------14 A-4a (V) 8 7 @7.0'-8.5', CONTAINS ROCK FRAGMENTS. 6 8 29 100 SS-5 2.25 ------13 A-4a (V) 882.9 8 EOB 10 STANDARD ODOT SOIL BORING LOG (8.5 X 11) - OH DOT.GDT - 8/2/17 14:18 - S:\DEPT\GEOTECHNICAL\GINT\PROJECTS\1721-3001.00 NORTON RAB.GPJ NORTON - S:\DEPT\GEOTECHNICAL\GINT\PROJECTS\1721-3001.00 - 14:18 DOT.GDT 11) - 8/2/17 (8.5 X OH LOG BORING SOIL ODOT STANDARD NOTES: NONE ABANDONMENT METHODS, MATERIALS, QUANTITIES: PLACED 0.5 BAG ASPHALT PATCH; POURED 25 LB. HOLE PLUG; SHOVELED SOIL CUTTINGS PROJECT: FRA-CR3-06.79 DRILLING FIRM / OPERATOR: DLZ / V. DEARING DRILL RIG: CME 55-TATV-26 STATION / OFFSET: 3+39, 10' RT. EXPLORATION ID TYPE: ROADWAY SAMPLING FIRM / LOGGER: DLZ / T. SCHMITZ HAMMER: CME AUTOMATIC ALIGNMENT: ROUNDABOUT B-003-0-17 PID: 102047 SFN: DRILLING METHOD: 3.25" HSA / NQ2 CALIBRATION DATE: 5/20/16 ELEVATION: 886.9 (MSL) EOB: 10.0 ft. PAGE START: 3/2/17 END: 3/2/17 SAMPLING METHOD: SPT ENERGY RATIO (%): 94.4 LAT / LONG: 39.891227, -83.154804 1 OF 1
MATERIAL DESCRIPTION ELEV. SPT/ REC SAMPLE HP GRADATION (%) ATTERBERG ODOT BACK DEPTHS N AND NOTES 886.9 RQD 60 (%) ID (tsf) GR CS FS SI CL LL PL PI WC CLASS (GI) FILL SOFT TO MEDIUM STIFF, BLACK, SILTY CLAY, TRACE TO 1 LITTLE SAND, TRACE GRAVEL; CONTAINS ROOTS, 2 6 67 SS-1 0.50 ------32 A-6b (V) 885.4 1 SLIGHTLY ORGANIC, MOIST [FILL] 2 1 SOFT, BROWN AND GRAY, CLAY, SOME SILT, TRACE 2 2 8 100 SS-2 0.50 1 2 7 29 61 45 20 25 27 A-7-6 (15) SAND, TRACE GRAVEL, MOIST 883.9 3 3 SOFT, BROWN AND GRAY, SILTY CLAY, LITTLE SAND, 1 2 6 83 SS-3 0.50 1 3 11 28 57 39 19 20 25 A-6b (12) TRACE GRAVEL, MOIST 4 2 @3.0'-4.5', BROWN AND GRAY MOTTLED. 1 @4.5'-6.0', CONTAINS ROOT HAIRS. 5 1 6 50 SS-4 0.50 ------21 A-6b (V) 6 3 @6.0'-10.0', VERY STIFF, GRAYISH BROWN, CONTAINS 2 ROCK FRAGMENTS. 9 33 100 SS-5 3.00 ------13 A-6b (V) 7 12 8 8 9 8 31 100 SS-6 3.00 ------15 A-6b (V) 876.9 EOB 10 12 STANDARD ODOT SOIL BORING LOG (8.5 X 11) - OH DOT.GDT - 8/2/17 14:18 - S:\DEPT\GEOTECHNICAL\GINT\PROJECTS\1721-3001.00 NORTON RAB.GPJ NORTON - S:\DEPT\GEOTECHNICAL\GINT\PROJECTS\1721-3001.00 - 14:18 DOT.GDT 11) - 8/2/17 (8.5 X OH LOG BORING SOIL ODOT STANDARD NOTES: NONE ABANDONMENT METHODS, MATERIALS, QUANTITIES: POURED 25 LB. HOLE PLUG; SHOVELED SOIL CUTTINGS PROJECT: FRA-CR3-06.79 DRILLING FIRM / OPERATOR: DLZ / K. CONRAD DRILL RIG: CME 75-KC-77 STATION / OFFSET: 1+60, 5' RT. EXPLORATION ID TYPE: ROADWAY SAMPLING FIRM / LOGGER: DLZ / T. SCHMITZ HAMMER: CME AUTOMATIC ALIGNMENT: ROUNDABOUT B-004-0-17 PID: 102047 SFN: DRILLING METHOD: 3.25" HSA / NQ2 CALIBRATION DATE: 2/22/17 ELEVATION: 891.2 (MSL) EOB: 9.0 ft. PAGE START: 2/28/17 END: 2/28/17 SAMPLING METHOD: SPT ENERGY RATIO (%): 95.3 LAT / LONG: 39.891516, -83.154603 1 OF 1
MATERIAL DESCRIPTION ELEV. SPT/ REC SAMPLE HP GRADATION (%) ATTERBERG ODOT BACK DEPTHS N AND NOTES 891.2 RQD 60 (%) ID (tsf) GR CS FS SI CL LL PL PI WC CLASS (GI) FILL ASPHALT CONCRETE PAVEMENT - 13" AGGREGATE BASE - 4" 889.8 1 SOFT TO MEDIUM STIFF, GRAY, SILT AND CLAY, LITTLE 2 4 SAND, TRACE GRAVEL; CONTAINS ROCK FRAGMENTS, 4 11 56 SS-1 1.00 7 6 11 32 44 31 17 14 21 A-6a (10) SLIGHTLY ORGANIC, MOIST [POSSIBLE FILL] 3 3 2 2 6 94 SS-2 0.50 ------23 A-6a (V) 886.7 4 2 STIFF, GRAYISH BROWN, CLAY, SOME SILT, TRACE SAND, 5 2 TRACE GRAVEL, DAMP TO MOIST 3 11 100 SS-3 1.25 1 2 5 27 65 49 20 29 29 A-7-6 (17) 6 4 @6.0'-9.0', BROWN AND GRAY MOTTLED. 2 4 14 83 SS-4 1.25 ------21 A-7-6 (V) 7 5 5 @7.5'-9.0', LITTLE TO SOME FINE TO COARSE SAND, 8 CONTAINS IRON OXIDE STAINS. 6 17 100 SS-5 1.50 ------13 A-7-6 (V) 882.2 5 EOB 9 STANDARD ODOT SOIL BORING LOG (8.5 X 11) - OH DOT.GDT - 8/2/17 14:18 - S:\DEPT\GEOTECHNICAL\GINT\PROJECTS\1721-3001.00 NORTON RAB.GPJ NORTON - S:\DEPT\GEOTECHNICAL\GINT\PROJECTS\1721-3001.00 - 14:18 DOT.GDT 11) - 8/2/17 (8.5 X OH LOG BORING SOIL ODOT STANDARD NOTES: NONE ABANDONMENT METHODS, MATERIALS, QUANTITIES: PLACED 0.5 BAG ASPHALT PATCH; POURED 25 LB. HOLE PLUG; SHOVELED SOIL CUTTINGS PROJECT: FRA-CR3-06.79 DRILLING FIRM / OPERATOR: DLZ / V. DEARING DRILL RIG: CME 55-TATV-26 STATION / OFFSET: 204+64, 4' LT. EXPLORATION ID TYPE: ROADWAY SAMPLING FIRM / LOGGER: DLZ / T. SCHMITZ HAMMER: CME AUTOMATIC ALIGNMENT:PROPOSED NORTON ROAD B-005-0-17 PID: 102047 SFN: DRILLING METHOD: 3.25" HSA / NQ2 CALIBRATION DATE: 5/20/16 ELEVATION: 893.5 (MSL) EOB: 10.0 ft. PAGE START: 3/2/17 END: 3/2/17 SAMPLING METHOD: SPT ENERGY RATIO (%): 94.4 LAT / LONG: 39.892027, -83.154557 1 OF 1
MATERIAL DESCRIPTION ELEV. SPT/ REC SAMPLE HP GRADATION (%) ATTERBERG ODOT BACK DEPTHS N AND NOTES 893.5 RQD 60 (%) ID (tsf) GR CS FS SI CL LL PL PI WC CLASS (GI) FILL MEDIUM STIFF TO STIFF, BROWN, SILTY CLAY, LITTLE WOH SAND, TRACE TO LITTLE GRAVEL, DAMP TO MOIST 2 8 61 SS-1 0.50 ------24 A-6b (V) 1 3 2 2 3 19 78 SS-2 1.75 6 6 11 30 47 34 18 16 18 A-6b (10) 9 3 @3.0'-4.5', VERY STIFF. 5 10 38 100 SS-3 3.00 ------13 A-6b (V) 889.0 4 14 STIFF TO VERY STIFF, BROWN AND GRAY MOTTLED, SILT 5 7 AND CLAY, SOME SAND, TRACE GRAVEL, DAMP 13 49 100 SS-4 3.00 8 9 13 31 39 30 17 13 14 A-6a (8) @4.5'-6.0', SLIGHTLY ORGANIC. 18 6 7 @6.0'-10.0', BROWN. 8 31 100 SS-5 1.50 ------14 A-6a (V) 7 12 8 5 9 12 50 100 SS-6 3.50 ------13 A-6a (V) 883.5 EOB 10 20 STANDARD ODOT SOIL BORING LOG (8.5 X 11) - OH DOT.GDT - 8/2/17 14:18 - S:\DEPT\GEOTECHNICAL\GINT\PROJECTS\1721-3001.00 NORTON RAB.GPJ NORTON - S:\DEPT\GEOTECHNICAL\GINT\PROJECTS\1721-3001.00 - 14:18 DOT.GDT 11) - 8/2/17 (8.5 X OH LOG BORING SOIL ODOT STANDARD NOTES: NONE ABANDONMENT METHODS, MATERIALS, QUANTITIES: POURED 25 LB. HOLE PLUG; SHOVELED SOIL CUTTINGS PROJECT: FRA-CR3-06.79 DRILLING FIRM / OPERATOR: DLZ / K. CONRAD DRILL RIG: CME 75-KC-77 STATION / OFFSET: 207+41, 15' RT. EXPLORATION ID TYPE: ROADWAY SAMPLING FIRM / LOGGER: DLZ / T. SCHMITZ HAMMER: CME AUTOMATIC ALIGNMENT:PROPOSED NORTON ROAD B-006-0-17 PID: 102047 SFN: DRILLING METHOD: 3.25" HSA / NQ2 CALIBRATION DATE: 2/22/17 ELEVATION: 893.9 (MSL) EOB: 10.0 ft. PAGE START: 2/28/17 END: 2/28/17 SAMPLING METHOD: SPT ENERGY RATIO (%): 95.3 LAT / LONG: 39.892750, -83.154145 1 OF 1
MATERIAL DESCRIPTION ELEV. SPT/ REC SAMPLE HP GRADATION (%) ATTERBERG ODOT BACK DEPTHS N AND NOTES 893.9 RQD 60 (%) ID (tsf) GR CS FS SI CL LL PL PI WC CLASS (GI) FILL MEDIUM STIFF, DARK BROWN, SILTY CLAY, LITTLE SAND, 2 2 10 SOME GRAVEL, CONTAINS ROOTS, SLIGHTLY ORGANIC, 1 67 SS-1 0.75 ------24 A-6b (V) MOIST [FILL] 4 3 2 3 10 33 SS-2 0.75 21 7 9 23 40 40 20 20 22 A-6b (10) 890.9 3 3 MEDIUM STIFF TO STIFF, DARK BROWN, CLAY, SOME 2 SILT, LITTLE SAND, TRACE GRAVEL, DAMP TO MOIST 3 10 94 SS-3 1.00 0 3 9 25 63 48 22 26 29 A-7-6 (16) 4 3 @4.5'-10.0', BROWN. 3 5 4 14 100 SS-4 1.25 ------23 A-7-6 (V) 5 6 2 2 6 78 SS-5 0.50 ------23 A-7-6 (V) 7 2 8 3 9 4 13 100 SS-6 1.00 ------15 A-7-6 (V) 883.9 EOB 10 4 STANDARD ODOT SOIL BORING LOG (8.5 X 11) - OH DOT.GDT - 8/2/17 14:18 - S:\DEPT\GEOTECHNICAL\GINT\PROJECTS\1721-3001.00 NORTON RAB.GPJ NORTON - S:\DEPT\GEOTECHNICAL\GINT\PROJECTS\1721-3001.00 - 14:18 DOT.GDT 11) - 8/2/17 (8.5 X OH LOG BORING SOIL ODOT STANDARD NOTES: NONE ABANDONMENT METHODS, MATERIALS, QUANTITIES: POURED 25 LB. HOLE PLUG; SHOVELED SOIL CUTTINGS PROJECT: FRA-CR3-06.79 DRILLING FIRM / OPERATOR: DLZ / K. CONRAD DRILL RIG: CME 75-KC-77 STATION / OFFSET: 209+82, 7' RT. EXPLORATION ID TYPE: ROADWAY SAMPLING FIRM / LOGGER: DLZ / T. SCHMITZ HAMMER: CME AUTOMATIC ALIGNMENT:PROPOSED NORTON ROAD B-007-0-17 PID: 102047 SFN: DRILLING METHOD: 3.25" HSA / NQ2 CALIBRATION DATE: 2/22/17 ELEVATION: 893.0 (MSL) EOB: 8.5 ft. PAGE START: 2/28/17 END: 2/28/17 SAMPLING METHOD: SPT ENERGY RATIO (%): 95.3 LAT / LONG: 39.893359, -83.153929 1 OF 1
MATERIAL DESCRIPTION ELEV. SPT/ REC SAMPLE HP GRADATION (%) ATTERBERG ODOT BACK DEPTHS N AND NOTES 893.0 RQD 60 (%) ID (tsf) GR CS FS SI CL LL PL PI WC CLASS (GI) FILL ASPHALT CONCRETE PAVEMENT - 10" AGGREGATE BASE - 4" 891.8 1 12 MEDIUM STIFF TO STIFF, DARK BROWN, SILTY CLAY, 4 11 6 SS-1 1.00 ------14 A-6b (V) LITTLE TO SOME SAND, LITTLE GRAVEL, MOIST [POSSIBLE 890.5 2 3 FILL] 3 3 @1.2'-2.5', LOW RECOVERY, DROVE ON GRAVEL. 2 13 72 SS-2 1.25 1 3 8 26 62 42 19 23 27 A-7-6 (14) 889.0 6 STIFF, GRAY, CLAY, LITTLE SAND, SOME GRAVEL, 4 9 SLIGHTLY ORGANIC, MOIST [POSSIBLE FILL] 4 11 11 SS-3 ------12 A-2-6 (V) @3.0'-4.5', MODERATELY ORGANIC (LOI = 5.63%) 887.5 5 3 LOOSE, BROWN, GRAVEL AND/OR STONE FRAGMENTS 6 3 WITH SAND, SILT, AND CLAY, CONTAINS LARGE ROCK 3 10 17 SS-4 1.00 ------24 A-6a (V) FRAGMENTS, MOIST 3 7 4 @4.0'-5.5', LOW RECOVERY, GRAVEL IN SPLIT-SPOON TIP. 6 21 100 SS-5 2.00 13 8 13 27 39 29 17 12 14 A-6a (7) 884.5 8 MEDIUM STIFF TO STIFF, BROWN AND GRAY, SILT AND EOB 7 CLAY, LITTLE SAND, LITTLE GRAVEL, DAMP TO MOIST @5.5'-7.0', LOW RECOVERY. STANDARD ODOT SOIL BORING LOG (8.5 X 11) - OH DOT.GDT - 8/2/17 14:18 - S:\DEPT\GEOTECHNICAL\GINT\PROJECTS\1721-3001.00 NORTON RAB.GPJ NORTON - S:\DEPT\GEOTECHNICAL\GINT\PROJECTS\1721-3001.00 - 14:18 DOT.GDT 11) - 8/2/17 (8.5 X OH LOG BORING SOIL ODOT STANDARD NOTES: NONE ABANDONMENT METHODS, MATERIALS, QUANTITIES: PLACED 0.5 BAG ASPHALT PATCH; POURED 25 LB. HOLE PLUG; SHOVELED SOIL CUTTINGS PROJECT: FRA-CR3-06.79 DRILLING FIRM / OPERATOR: DLZ / K. CONRAD DRILL RIG: CME 75-KC-77 STATION / OFFSET: 26+19, 6' LT. EXPLORATION ID TYPE: ROADWAY SAMPLING FIRM / LOGGER: DLZ / T. SCHMITZ HAMMER: CME AUTOMATIC ALIGNMENT:PROPOSED JOHNSON ROAD B-008-0-17 PID: 102047 SFN: DRILLING METHOD: 3.25" HSA / NQ2 CALIBRATION DATE: 2/22/17 ELEVATION: 885.2 (MSL) EOB: 8.5 ft. PAGE START: 2/28/17 END: 2/28/17 SAMPLING METHOD: SPT ENERGY RATIO (%): 95.3 LAT / LONG: 39.891401, -83.155971 1 OF 1
MATERIAL DESCRIPTION ELEV. SPT/ REC SAMPLE HP GRADATION (%) ATTERBERG ODOT BACK DEPTHS N AND NOTES 885.2 RQD 60 (%) ID (tsf) GR CS FS SI CL LL PL PI WC CLASS (GI) FILL ASPHALT CONCRETE PAVEMENT - 10" 884.4 VERY STIFF, BROWN AND GRAY, CLAY, SOME SILT, 1 7 LITTLE SAND, TRACE GRAVEL, CONTAINS IRON OXIDE 24 2 7 83 SS-1 2.50 6 4 9 22 59 44 21 23 26 A-7-6 (14) STAINS, MOIST 8 @2.5'-4.0', NO RECOVERY, COLLECTED SOIL CUTTINGS. 4 3 6 24 0 SS-2 ------A-7-6 (V) 881.2 9 4 VERY STIFF, BROWN AND GRAY MOTTLED, SILT AND 7 CLAY, LITTLE SAND, LITTLE GRAVEL, DAMP TO MOIST 8 25 89 SS-3 2.75 10 7 12 31 40 27 16 11 13 A-6a (8) 5 8 9 6 8 29 100 SS-4 3.00 ------17 A-6a (V) 10 7 5 7 24 100 SS-5 2.75 ------16 A-6a (V) 876.7 8 EOB 8 STANDARD ODOT SOIL BORING LOG (8.5 X 11) - OH DOT.GDT - 8/2/17 14:18 - S:\DEPT\GEOTECHNICAL\GINT\PROJECTS\1721-3001.00 NORTON RAB.GPJ NORTON - S:\DEPT\GEOTECHNICAL\GINT\PROJECTS\1721-3001.00 - 14:18 DOT.GDT 11) - 8/2/17 (8.5 X OH LOG BORING SOIL ODOT STANDARD NOTES: NONE ABANDONMENT METHODS, MATERIALS, QUANTITIES: PLACED 0.5 BAG ASPHALT PATCH; POURED 25 LB. HOLE PLUG; SHOVELED SOIL CUTTINGS PROJECT: FRA-CR3-06.79 DRILLING FIRM / OPERATOR: DLZ / V. DEARING DRILL RIG: CME 55-TATV-26 STATION / OFFSET: 0+16, 22' RT. EXPLORATION ID TYPE: ROADWAY SAMPLING FIRM / LOGGER: DLZ / T. SCHMITZ HAMMER: CME AUTOMATIC ALIGNMENT: ROUNDABOUT B-009-0-17 PID: 102047 SFN: DRILLING METHOD: 3.25" HSA / NQ2 CALIBRATION DATE: 5/20/16 ELEVATION: 888.7 (MSL) EOB: 10.0 ft. PAGE START: 3/2/17 END: 3/2/17 SAMPLING METHOD: SPT ENERGY RATIO (%): 94.4 LAT / LONG: 39.891426, -83.154928 1 OF 1
MATERIAL DESCRIPTION ELEV. SPT/ REC SAMPLE HP GRADATION (%) ATTERBERG ODOT BACK DEPTHS N AND NOTES 888.7 RQD 60 (%) ID (tsf) GR CS FS SI CL LL PL PI WC CLASS (GI) FILL VERY SOFT TO SOFT, BROWN, SILT AND CLAY, LITTLE TO WOH SOME SAND, LITTLE GRAVEL; CONTAINS ROOTS, SLIGHTLY 1 5 67 SS-1 0.25 ------27 A-6a (V) 887.2 1 ORGANIC, MOIST [FILL] 2 1 @0.0'-1.5', MODERATELY ORGANIC (LOI = 4.34%) 2 2 6 67 SS-2 0.50 1 3 9 27 60 43 20 23 26 A-7-6 (14) SOFT TO MEDIUM STIFF, BROWN, CLAY, SOME SILT, 885.7 2 3 LITTLE SAND, TRACE GRAVEL, CONTAINS ROOTS, DAMP 2 TO MOIST [POSSIBLE FILL] 3 13 78 SS-3 1.00 2 7 12 33 46 29 16 13 17 A-6a (9) 4 5 MEDIUM STIFF TO STIFF, BROWN AND GRAY MOTTLED, 2 SILT AND CLAY, LITTLE SAND, TRACE GRAVEL, DAMP TO 5 4 13 44 SS-4 1.00 ------15 A-6a (V) MOIST 882.7 6 4 @4.5'-6.0', CONTAINS ROCK FRAGMENTS. 2 6 25 78 SS-5 2.00 ------15 A-6b (V) STIFF TO VERY STIFF, BROWN AND GRAY, SILTY CLAY, 7 10 LITTLE TO SOME SAND, TRACE TO LITTLE GRAVEL; CONTAINS ROCK FRAGMENTS, DAMP 8 @8.5'-10.0', CONTAINS ROOT HAIRS. 3 9 10 35 100 SS-6 3.00 ------9 A-6b (V) 878.7 EOB 10 12 STANDARD ODOT SOIL BORING LOG (8.5 X 11) - OH DOT.GDT - 8/2/17 14:18 - S:\DEPT\GEOTECHNICAL\GINT\PROJECTS\1721-3001.00 NORTON RAB.GPJ NORTON - S:\DEPT\GEOTECHNICAL\GINT\PROJECTS\1721-3001.00 - 14:18 DOT.GDT 11) - 8/2/17 (8.5 X OH LOG BORING SOIL ODOT STANDARD NOTES: NONE ABANDONMENT METHODS, MATERIALS, QUANTITIES: POURED 0.5 BAG HOLE PLUG; SHOVELED SOIL CUTTINGS PROJECT: FRA-CR3-06.79 DRILLING FIRM / OPERATOR: DLZ / K. CONRAD DRILL RIG: CME 75-KC-77 STATION / OFFSET: 31+33, 9' RT. EXPLORATION ID TYPE: ROADWAY SAMPLING FIRM / LOGGER: DLZ / T. SCHMITZ HAMMER: CME AUTOMATIC ALIGNMENT:PROPOSED JOHNSON ROAD B-010-0-17 PID: 102047 SFN: DRILLING METHOD: 3.25" HSA / NQ2 CALIBRATION DATE: 2/22/17 ELEVATION: 892.1 (MSL) EOB: 8.5 ft. PAGE START: 2/28/17 END: 2/28/17 SAMPLING METHOD: SPT ENERGY RATIO (%): 95.3 LAT / LONG: 39.891316, -83.154145 1 OF 1
MATERIAL DESCRIPTION ELEV. SPT/ REC SAMPLE HP GRADATION (%) ATTERBERG ODOT BACK DEPTHS N AND NOTES 892.1 RQD 60 (%) ID (tsf) GR CS FS SI CL LL PL PI WC CLASS (GI) FILL ASPHALT CONCRETE PAVEMENT - 8" AGGREGATE BASE - 4" 891.1 1 12 STIFF, BROWN AND GRAY MOTTLED, SILTY CLAY, LITTLE 8 19 72 SS-1 1.50 0 2 4 34 60 37 18 19 20 A-6b (12) SAND, TRACE GRAVEL; CONTAINS ROCK FRAGMENTS, 2 4 DAMP TO MOIST 3 3 4 17 89 SS-2 1.50 ------23 A-6b (V) 888.1 7 4 VERY STIFF, BROWN AND GRAY, SANDY SILT, "AND" 6 CLAY, TRACE GRAVEL, DAMP 9 30 100 SS-3 2.50 5 9 14 32 40 26 16 10 14 A-4a (7) 5 10 12 6 12 41 100 SS-4 3.00 ------16 A-4a (V) 14 7 10 9 24 83 SS-5 2.50 ------15 A-4a (V) 883.6 8 EOB 6 STANDARD ODOT SOIL BORING LOG (8.5 X 11) - OH DOT.GDT - 8/2/17 14:18 - S:\DEPT\GEOTECHNICAL\GINT\PROJECTS\1721-3001.00 NORTON RAB.GPJ NORTON - S:\DEPT\GEOTECHNICAL\GINT\PROJECTS\1721-3001.00 - 14:18 DOT.GDT 11) - 8/2/17 (8.5 X OH LOG BORING SOIL ODOT STANDARD NOTES: NONE ABANDONMENT METHODS, MATERIALS, QUANTITIES: PLACED 0.5 BAG ASPHALT PATCH; POURED 25 LB. HOLE PLUG; SHOVELED SOIL CUTTINGS PROJECT: FRA-CR3-06.79 DRILLING FIRM / OPERATOR: DLZ / K. CONRAD DRILL RIG: CME 75-KC-77 STATION / OFFSET: 33+43, 13' RT. EXPLORATION ID TYPE: ROADWAY SAMPLING FIRM / LOGGER: DLZ / T. SCHMITZ HAMMER: CME AUTOMATIC ALIGNMENT:PROPOSED JOHNSON ROAD B-011-0-17 PID: 102047 SFN: DRILLING METHOD: 3.25" HSA / NQ2 CALIBRATION DATE: 2/22/17 ELEVATION: 891.0 (MSL) EOB: 9.0 ft. PAGE START: 2/28/17 END: 2/28/17 SAMPLING METHOD: SPT ENERGY RATIO (%): 95.3 LAT / LONG: 39.891282, -83.153396 1 OF 1
MATERIAL DESCRIPTION ELEV. SPT/ REC SAMPLE HP GRADATION (%) ATTERBERG ODOT BACK DEPTHS N AND NOTES 891.0 RQD 60 (%) ID (tsf) GR CS FS SI CL LL PL PI WC CLASS (GI) FILL TOPSOIL - 2" 890.8 1 @0.0'-1.5', HIGHLY ORGANIC (LOI = 15.29%) 1 3 56 SS-1 0.25 ------33 A-7-6 (V) 1 1 SOFT TO MEDIUM STIFF, BLACK, CLAY, SOME SILT, WOH TRACE SAND, CONTAINS ROOTS, LARGE ROCK 2 2 11 50 SS-2 1.00 0 2 7 27 64 50 19 31 25 A-7-6 (18) FRAGMENTS, SEVERAL WOOD PIECES, MOIST [FILL] 888.0 5 3 STIFF TO VERY STIFF, BROWN AND GRAY MOTTLED, SILT 3 5 17 83 SS-3 1.75 9 3 6 29 53 33 20 13 18 A-6a (9) AND CLAY, TRACE SAND, TRACE GRAVEL, DAMP 4 6 5 5 16 54 50 SS-4 3.00 ------18 A-6a (V) 6 18 @6.0'-7.5', GRAYISH BROWN. 10 8 25 100 SS-5 2.50 ------15 A-6a (V) 7 8 @7.5'-9.0', BROWN, CONTAINS LARGE ROCK FRAGMENTS. 8 8 10 30 56 SS-6 2.50 ------12 A-6a (V) 882.0 9 EOB 9 STANDARD ODOT SOIL BORING LOG (8.5 X 11) - OH DOT.GDT - 8/2/17 14:18 - S:\DEPT\GEOTECHNICAL\GINT\PROJECTS\1721-3001.00 NORTON RAB.GPJ NORTON - S:\DEPT\GEOTECHNICAL\GINT\PROJECTS\1721-3001.00 - 14:18 DOT.GDT 11) - 8/2/17 (8.5 X OH LOG BORING SOIL ODOT STANDARD NOTES: NONE ABANDONMENT METHODS, MATERIALS, QUANTITIES: POURED 25 LB. HOLE PLUG; SHOVELED SOIL CUTTINGS PROJECT NAME Norton Rd. RAB PROJECT NO. 1721-3001.00 SHEET 1 OF 2 Sulfate Content Report CLIENTOHM PROCEDURE Supplement 1122 COMP. BY BV DATE 3/14/2017
Initial Can No. Can No. Readings w/Dilution of 1/20 Average Actual (ppm) Boring No. Sample No. Depth Bottle No. Beaker No. Can No. Weight Weight 1 2 3 (ppm) (Avg x 20) 293 356 B-001-0-17 S-2 2.5'-4.0' 449 21 1014 0 0 0 0 0 20.40 20.12 328 215 B-002-0-17 S-1 1.0'-2.5' 439 15 1006 6 6 7 6 127 20.18 20.77 245 327 B-003-0-17 S-2 1.5'-3.0' 446 18 1013 7 7 7 7 140 20.10 20.81 270 373 B-004-0-17 S-1 1.5'-3.0' 440 9 1016 4 4 4 4 80 21.16 20.91 279 243 B-005-0-17 S-2 1.5'-3.0' 458 5 1010 10 10 10 10 200 20.73 21.57 361 297 B-006-0-17 S-1 0.0'-1.5' 464 7 10013 0 0 0 0 0 20.90 20.49 223 364 B-007-0-17 S-2 3.0'-4.5' 570 22 1009 3 4 4 4 73 20.37 20.62 241 268 B-008-0-17 S-1 1.0'-2.5' 2 8 1005 4 4 5 4 87 20.37 20.50 241 268 B-009-0-17 S-2 1.5'-3.0' 545 16 1002 6 6 6 6 120 20.37 20.50 281 276 B-010-0-17 S-1 1.0'-2.5' SH 20 P 3 3 3 3 60 20.80 20.30 Remarks
6121 Huntley Road DLZ-081 Columbus, Ohio 43229-1003 Created 03/13/2013 (614) 888-0040 S:\Dept\Geotech Lab\03 - Lab - 2145\007 Soil\Sulfate Content Testing\1721-3001.00 Norton RAB\Norton RAB Sulfate Report 1.xlsx Rev.01 09/26/2013 PROJECT NAME Norton Rd. RAB PROJECT NO. 1721-3001.00 SHEET 2 OF 2 Sulfate Content Report CLIENT OHM PROCEDURE Supplement 1122 COMP. BY BV DATE 3/14/2017
Initial Can No. Can No. Readings w/Dilution of 1/20 Average Actual (ppm) Boring No. Sample No. Depth Bottle No. Beaker No. Can No. Weight Weight 1 2 3 (ppm) (Avg x 20) 335 394 B-011-0-17 S-2 1.5'-3.0' 526 14 1011 7 8 7 7 147 20.02 20.00
Remarks
6121 Huntley Road DLZ-081 Columbus, Ohio 43229-1003 Created 03/13/2013 (614) 888-0040 S:\Dept\Geotech Lab\03 - Lab - 2145\007 Soil\Sulfate Content Testing\1721-3001.00 Norton RAB\Norton RAB Sulfate Report 1.xlsx Rev.01 09/26/2013 Report on Loss of Ignition (AASHTO T-267)
DLZ Project No.: 1721-3001.00 Boring No. B-007-0-17 Client:OHM Sample No. S-2 Project Name: Norton Rd RAB Depth 3.0'-4.5' Date: 3/14/2017
Muffle Furnace Crucible ID: Y Container No. 242
Wet Wt. + Container 229.58
Muffle Furnace Temperature 455 ± 10 oC Dry Wt. + Container 193.08
Mass of crucible & oven dry soil (A) 97.59 Wt. of Container 58.11
Mass of crucible (B) 73.95 Dry Wt. of Soil 134.97
Mass of oven dry soil (C) 23.64 Moisture Content (%) 27.0
Mass of sample & crucible after
ashed in muffle furnace (D) 96.26
Mass of crucible (B) 73.95
Mass of ashed soil sample (E) 22.31
Loss on Ignition = C - E * 100= 5.63
C Report on Loss of Ignition (AASHTO T-267)
DLZ Project No.: 1721-3001.00 Boring No. B-009-0-17 Client:OHM Sample No. S-1 Project Name: Norton Rd RAB Depth 0.0'-1.5' Date: 3/14/2017
Muffle Furnace Crucible ID: 403 Container No. 298
Wet Wt. + Container 160.40
Muffle Furnace Temperature 455 ± 10 oC Dry Wt. + Container 137.66
Mass of crucible & oven dry soil (A) 142.53 Wt. of Container 56.75
Mass of crucible (B) 106.58 Dry Wt. of Soil 80.91
Mass of oven dry soil (C) 35.95 Moisture Content (%) 28.1
Mass of sample & crucible after
ashed in muffle furnace (D) 140.97
Mass of crucible (B) 106.58
Mass of ashed soil sample (E) 34.39
Loss on Ignition = C - E * 100= 4.34
C Report on Loss of Ignition (AASHTO T-267)
DLZ Project No.: 1721-3001.00 Boring No. B-011-0-17 Client:OHM Sample No. S-1 Project Name: Norton Rd RAB Depth 0.0'-1.5' Date: 3/14/2017
Muffle Furnace Crucible ID: 417 Container No. 269
Wet Wt. + Container 153.56
Muffle Furnace Temperature 455 ± 10 oC Dry Wt. + Container 134.25
Mass of crucible & oven dry soil (A) 116.95 Wt. of Container 63.32
Mass of crucible (B) 101.78 Dry Wt. of Soil 70.93
Mass of oven dry soil (C) 15.17 Moisture Content (%) 27.2
Mass of sample & crucible after
ashed in muffle furnace (D) 114.63
Mass of crucible (B) 101.78
Mass of ashed soil sample (E) 12.85
Loss on Ignition = C - E * 100= 15.29
C Subgrade Analysis Global Options Classification Counts by Sample Surface Class% Borings % Surface Rig ER 320 R&R No R 1a 1b 3 3a 2-4 2-5 2-6 2-7 4a 4b 5 6a 6b 7-5 7-6 8a 8b 2-5 0 N60L <= 5 18% 64% A 95 V.13.00 01/15/16 206 CS Option 0 1 0 0 0 0 0 1 0 5 0 0 13 11 0 13 0 0 4b 0 <=10 64% 0% 64% B 94 LS Option 2% 2% 11% 30%25% 30% 5 0 >=20 18% C Design 206 Depth 12 0% 5% 95% 7-5 0 M+ 100% UC @ Surface D CBR 6 7-6 2 18% R 0% E Undercut N60 N60L PI Clay M MOPT GI 8a 0 F Total Borings 11 Average 17.6 11.0 19.0 51.7 20.3 15.0 10.21 8b 0 17.1 G PID 25596 Maximum 54 24 50 22 31 34 65 94 33.3 19 18 R 0 33 H Location FRA-CR3-06.79 Minimum 3 3 26 16 10 3 39 3 5.3 6 0 12 Boring Subgrade Standard Penetration Physical Characteristics MoistureClass Sulfate Problem Undercuts Analysis / Cut % % P Ohio w/ w/ UC UC Comments
# B # Boring Location Depth ToFill Depth To n2 n3 N Rig N60 N60L LL PL PI Silt Clay 200 M MOPT DOT GI Class MN Class MN
1 B 1 2.50.0 1.0 2.5 9 8 17 A 27 NP NP NP 3 3 5 6 1a 0 001-0 2.5 4 2.5 4.0 5 4 9 14 14 6a 80 MN 17 4 5.5 4.0 5.5 3 4 7 11 44 17 27 34 54 88 25 18 7-6 16 N 12 5.5 7 5.5 7.0 7 10 17 27 11 14 18 7-6 2 B 1 2.50.0 1.0 2.5 8 9 17 A 27 30 16 14 27 40 67 16 14 6a 8 127 002-0 2.5 4 2.5 4.0 7 6 13 21 26 16 10 31 40 71 15 11 4a 7 17 4 5.5 4.0 5.5 7 7 14 22 14 10 4a 5 5.5 7 5.5 7.0 7 8 15 24 21 14 10 4a 3 B 0 1.56.0 6.0 7.5 2 2 4 B 6 32 16 6b 140 N 18 003-0 1.5 3 7.5 9.0 2 3 5 8 45 20 25 29 61 90 27 18 7-6 N 12 17 3 4.5 9.0 10.5 2 2 4 6 39 19 20 28 57 85 25 16 6b N 18 4.5 6 10.5 12.0 1 3 4 6 6 21 16 6b N 18 4 B 1.5 34.5 6.0 7.5 4 3 7 A 11 31 17 14 32 44 76 21 14 6a 80 N 12 004-0 3 4.5 7.5 9.0 2 2 4 6 23 14 6a N 18 17 4.5 6 9.0 10.5 3 4 7 11 49 20 29 27 65 92 29 18 7-6 N 12 6 7.5 10.5 12.0 4 5 9 14 6 21 18 7-6 5 B 0 1.50.0 0.0 1.5 2 3 5 B 8 24 16 6b 10 N 12 005-0 1.5 3 1.5 3.0 3 9 12 19 34 18 16 30 47 77 18 16 6b 10 200 17 3 4.5 3.0 4.5 10 14 24 38 13 16 6b 10 4.5 6 4.5 6.0 13 18 31 49 8 30 17 13 31 39 70 14 14 6a 8 6 B 0 1.50.0 0.0 1.5 2 4 6 A 10 24 16 6b 100 N 12 006-0 1.5 3 1.5 3.0 3 3 6 10 40 20 20 23 40 63 22 16 6b 10 N 12 17 3 4.5 3.0 4.5 3 3 6 10 48 22 26 25 63 88 29 19 7-6 16 N 12 4.5 6 4.5 6.0 4 5 9 14 10 23 18 7-6 14 MN 12 7 B 1 2.50.0 1.0 2.5 4 3 7 A 11 14 16 6b 10 N 12 007-0 2.5 4 2.5 4.0 2 6 8 13 42 19 23 26 62 88 27 18 7-6 1473 MN 12 17 4 5.5 4.0 5.5 4 3 7 11 12 10 2-6 2 N 12 5.5 7 5.5 7.0 3 3 6 10 10 24 14 6a N 12 8 B 1 2.52.0 3.0 4.5 7 8 15 A 24 44 21 23 22 59 81 26 18 7-6 1487 M 008-0 2.5 4 4.5 6.0 6 9 15 24 18 7-6 14 17 4 5.5 6.0 7.5 8 8 16 25 27 16 11 31 40 71 13 14 6a 5.5 7 7.5 9.0 8 10 18 29 24 17 14 6a 9 B 0 1.5-1.0 -1.0 0.5 1 2 3 B 5 27 14 6a 8 N 21 009-0 1.5 3 0.5 2.0 2 2 4 6 43 20 23 27 60 87 26 18 7-6 14120 N 18 17 3 4.5 2.0 3.5 3 5 8 13 29 16 13 33 46 79 17 14 6a 9 4.5 6 3.5 5.0 4 4 8 13 5 15 14 6a 8 10 B 1 2.50.0 1.0 2.5 8 4 12 A 19 37 18 19 34 60 94 20 16 6b 12 60 010-0 2.5 4 2.5 4.0 4 7 11 17 23 16 6b 10 M 17 4 5.5 4.0 5.5 9 10 19 30 26 16 10 32 40 72 14 11 4a 7 5.5 7 5.5 7.0 12 14 26 41 17 16 10 4a M 11 B 0 1.53.3 3.3 4.8 1 1 2 A 3 33 18 7-6 14 N 33 011-0 1.5 3 4.8 6.3 2 5 7 11 50 19 31 27 64 91 25 18 7-6 18147 N 12 17 3 4.5 6.3 7.8 5 6 11 17 33 20 13 29 53 82 18 15 6a 4.5 6 7.8 9.3 16 18 34 54 3 18 14 6a Subgrade Analysis Global Options Classification Counts by Sample Surface Class% Borings % Surface Rig ER 320 R&R No R 1a 1b 3 3a 2-4 2-5 2-6 2-7 4a 4b 5 6a 6b 7-5 7-6 8a 8b 2-5 0 N60L <= 5 18% 64% A 95 V.13.00 01/15/16 206 CS Option 0 1 0 0 0 0 0 1 0 5 0 0 13 11 0 13 0 0 4b 0 <=10 64% 0% 64% B 94 LS Option 2% 2% 11% 30%25% 30% 5 0 >=20 18% C Design 206 Depth 12 0% 5% 95% 7-5 0 M+ 100% UC @ Surface D CBR 6 7-6 2 18% R 0% Undercut w/ E N60 N60L PI Clay M MOPT GI 8a 0 861 grid F Total Borings 11 Average 17.6 11.0 19.0 51.7 20.3 15.0 10.21 8b 0 14.1 G PID 25596 Maximum 54 24 50 22 31 34 65 94 33.3 19 18 R 0 24 H Location FRA-CR3-06.79 Minimum 3 3 26 16 10 3 39 3 5.3 6 0 12 Boring Subgrade Standard Penetration Physical Characteristics MoistureClass Sulfate Problem Undercuts Analysis / Cut % % P Ohio w/ w/ UC UC Comments
# B # Boring Location Depth ToFill Depth To n2 n3 N Rig N60 N60L LL PL PI Silt Clay 200 M MOPT DOT GI Class MN Class MN
1 B 1 2.50.0 1.0 2.5 9 8 17 A 27 NP NP NP 3 3 5 6 1a 0 001-0 2.5 4 2.5 4.0 5 4 9 14 14 6a 80 MN 17 4 5.5 4.0 5.5 3 4 7 11 44 17 27 34 54 88 25 18 7-6 16 N 12 5.5 7 5.5 7.0 7 10 17 27 11 14 18 7-6 2 B 1 2.50.0 1.0 2.5 8 9 17 A 27 30 16 14 27 40 67 16 14 6a 8 127 002-0 2.5 4 2.5 4.0 7 6 13 21 26 16 10 31 40 71 15 11 4a 7 17 4 5.5 4.0 5.5 7 7 14 22 14 10 4a 5 5.5 7 5.5 7.0 7 8 15 24 21 14 10 4a 3 B 0 1.56.0 6.0 7.5 2 2 4 B 6 32 16 6b 140 N 12 003-0 1.5 3 7.5 9.0 2 3 5 8 45 20 25 29 61 90 27 18 7-6 N 12 17 3 4.5 9.0 10.5 2 2 4 6 39 19 20 28 57 85 25 16 6b N 12 4.5 6 10.5 12.0 1 3 4 6 6 21 16 6b N 12 4 B 1.5 34.5 6.0 7.5 4 3 7 A 11 31 17 14 32 44 76 21 14 6a 80 N 12 004-0 3 4.5 7.5 9.0 2 2 4 6 23 14 6a N 12 17 4.5 6 9.0 10.5 3 4 7 11 49 20 29 27 65 92 29 18 7-6 N 12 6 7.5 10.5 12.0 4 5 9 14 6 21 18 7-6 5 B 0 1.50.0 0.0 1.5 2 3 5 B 8 24 16 6b 10 N 12 005-0 1.5 3 1.5 3.0 3 9 12 19 34 18 16 30 47 77 18 16 6b 10 200 17 3 4.5 3.0 4.5 10 14 24 38 13 16 6b 10 4.5 6 4.5 6.0 13 18 31 49 8 30 17 13 31 39 70 14 14 6a 8 6 B 0 1.50.0 0.0 1.5 2 4 6 A 10 24 16 6b 100 N 12 006-0 1.5 3 1.5 3.0 3 3 6 10 40 20 20 23 40 63 22 16 6b 10 N 12 17 3 4.5 3.0 4.5 3 3 6 10 48 22 26 25 63 88 29 19 7-6 16 N 12 4.5 6 4.5 6.0 4 5 9 14 10 23 18 7-6 14 MN 12 7 B 1 2.50.0 1.0 2.5 4 3 7 A 11 14 16 6b 10 N 12 007-0 2.5 4 2.5 4.0 2 6 8 13 42 19 23 26 62 88 27 18 7-6 1473 MN 12 17 4 5.5 4.0 5.5 4 3 7 11 12 10 2-6 2 N 12 5.5 7 5.5 7.0 3 3 6 10 10 24 14 6a N 12 8 B 1 2.52.0 3.0 4.5 7 8 15 A 24 44 21 23 22 59 81 26 18 7-6 1487 M 008-0 2.5 4 4.5 6.0 6 9 15 24 18 7-6 14 17 4 5.5 6.0 7.5 8 8 16 25 27 16 11 31 40 71 13 14 6a 5.5 7 7.5 9.0 8 10 18 29 24 17 14 6a 9 B 0 1.5-1.0 -1.0 0.5 1 2 3 B 5 27 14 6a 8 N 15 009-0 1.5 3 0.5 2.0 2 2 4 6 43 20 23 27 60 87 26 18 7-6 14120 N 12 17 3 4.5 2.0 3.5 3 5 8 13 29 16 13 33 46 79 17 14 6a 9 4.5 6 3.5 5.0 4 4 8 13 5 15 14 6a 8 10 B 1 2.50.0 1.0 2.5 8 4 12 A 19 37 18 19 34 60 94 20 16 6b 12 60 010-0 2.5 4 2.5 4.0 4 7 11 17 23 16 6b 10 M 17 4 5.5 4.0 5.5 9 10 19 30 26 16 10 32 40 72 14 11 4a 7 5.5 7 5.5 7.0 12 14 26 41 17 16 10 4a M 11 B 0 1.53.3 3.3 4.8 1 1 2 A 3 33 18 7-6 14 N 24 011-0 1.5 3 4.8 6.3 2 5 7 11 50 19 31 27 64 91 25 18 7-6 18147 N 12 17 3 4.5 6.3 7.8 5 6 11 17 33 20 13 29 53 82 18 15 6a 4.5 6 7.8 9.3 16 18 34 54 3 18 14 6a Subgrade Analysis Global Options Classification Counts by Sample Surface Class% Borings % Surface Rig ER 320 R&R Option R 1a 1b 3 3a 2-4 2-5 2-6 2-7 4a 4b 5 6a 6b 7-5 7-6 8a 8b 2-5 0 N60L <= 5 0% 60% A 95 V.13.00 01/15/16 206 CS Option 0 1 0 0 0 0 0 1 0 3 0 0 4 6 0 5 0 0 4b 0 <=10 60% 0% 60% B 94 LS Option 5% 5% 15% 20%30% 25% 5 0 >=20 20% C Design 206 Depth -- 0% 10% 90% 7-5 0 M+ 100% UC @ Surface D CBR 6 7-6 0 R 0% E Undercut N60 N60L PI Clay M MOPT GI 8a 0 F Total Borings 5 Average 18.8 12.0 18.6 48.1 18.2 14.5 9.29 8b 0 12.0 G PID 25596 Maximum 49 21 48 22 27 34 63 88 28.7 19 16 R 0 12 H Location Norton Road Minimum 8 8 26 16 10 3 39 3 5.3 6 0 12 Boring Subgrade Standard Penetration Physical Characteristics MoistureClass Sulfate Problem Undercuts Analysis / Cut % % P Ohio w/ w/ UC UC Comments
# B # Boring Location Depth ToFill Depth To n2 n3 N Rig N60 N60L LL PL PI Silt Clay 200 M MOPT DOT GI Class MN Class MN
1 B 1 2.50.0 1.0 2.5 9 8 17 A 27 NP NP NP 3 3 5 6 1a 0 001-0 2.5 4 2.5 4.0 5 4 9 14 14 6a 80 MN 17 4 5.5 4.0 5.5 3 4 7 11 44 17 27 34 54 88 25 18 7-6 16 N 12 5.5 7 5.5 7.0 7 10 17 27 11 14 18 7-6 2 B 1 2.50.0 1.0 2.5 8 9 17 A 27 30 16 14 27 40 67 16 14 6a 8 127 002-0 2.5 4 2.5 4.0 7 6 13 21 26 16 10 31 40 71 15 11 4a 7 17 4 5.5 4.0 5.5 7 7 14 22 14 10 4a 5 5.5 7 5.5 7.0 7 8 15 24 21 14 10 4a 3 B 0 1.50.0 0.0 1.5 2 3 5 B 8 24 16 6b 10 N 12 005-0 1.5 3 1.5 3.0 3 9 12 19 34 18 16 30 47 77 18 16 6b 10 200 17 3 4.5 3.0 4.5 10 14 24 38 13 16 6b 10 4.5 6 4.5 6.0 13 18 31 49 8 30 17 13 31 39 70 14 14 6a 8 4 B 0 1.50.0 0.0 1.5 2 4 6 A 10 24 16 6b 100 N 12 006-0 1.5 3 1.5 3.0 3 3 6 10 40 20 20 23 40 63 22 16 6b 10 N 12 17 3 4.5 3.0 4.5 3 3 6 10 48 22 26 25 63 88 29 19 7-6 16 N 12 4.5 6 4.5 6.0 4 5 9 14 10 23 18 7-6 14 MN 12 5 B 1 2.50.0 1.0 2.5 4 3 7 A 11 14 16 6b 10 N 12 007-0 2.5 4 2.5 4.0 2 6 8 13 42 19 23 26 62 88 27 18 7-6 1473 MN 12 17 4 5.5 4.0 5.5 4 3 7 11 12 10 2-6 2 N 12 5.5 7 5.5 7.0 3 3 6 10 10 24 14 6a N 12 6 0.0 A
7 0.0 A
8 2.0 A
9 -1.0 B
10 0.0 A
11 3.3 A Subgrade Analysis Global Options Classification Counts by Sample Surface Class% Borings % Surface Rig ER 320 R&R Option R 1a 1b 3 3a 2-4 2-5 2-6 2-7 4a 4b 5 6a 6b 7-5 7-6 8a 8b 2-5 0 N60L <= 5 0% 60% A 95 V.13.00 01/15/16 206 CS Option 0 1 0 0 0 0 0 1 0 3 0 0 4 6 0 5 0 0 4b 0 <=10 60% 0% 60% B 94 LS Option 5% 5% 15% 20%30% 25% 5 0 >=20 20% C Design 206 Depth -- 0% 10% 90% 7-5 0 M+ 100% UC @ Surface D CBR 6 7-6 0 R 0% Undercut w/ E N60 N60L PI Clay M MOPT GI 8a 0 861 grid F Total Borings 5 Average 18.8 12.0 18.6 48.1 18.2 14.5 9.29 8b 0 12.0 G PID 25596 Maximum 49 21 48 22 27 34 63 88 28.7 19 16 R 0 12 H Location Norton Road Minimum 8 8 26 16 10 3 39 3 5.3 6 0 12 Boring Subgrade Standard Penetration Physical Characteristics MoistureClass Sulfate Problem Undercuts Analysis / Cut % % P Ohio w/ w/ UC UC Comments
# B # Boring Location Depth ToFill Depth To n2 n3 N Rig N60 N60L LL PL PI Silt Clay 200 M MOPT DOT GI Class MN Class MN
1 B 1 2.50.0 1.0 2.5 9 8 17 A 27 NP NP NP 3 3 5 6 1a 0 001-0 2.5 4 2.5 4.0 5 4 9 14 14 6a 80 MN 17 4 5.5 4.0 5.5 3 4 7 11 44 17 27 34 54 88 25 18 7-6 16 N 12 5.5 7 5.5 7.0 7 10 17 27 11 14 18 7-6 2 B 1 2.50.0 1.0 2.5 8 9 17 A 27 30 16 14 27 40 67 16 14 6a 8 127 002-0 2.5 4 2.5 4.0 7 6 13 21 26 16 10 31 40 71 15 11 4a 7 17 4 5.5 4.0 5.5 7 7 14 22 14 10 4a 5 5.5 7 5.5 7.0 7 8 15 24 21 14 10 4a 3 B 0 1.50.0 0.0 1.5 2 3 5 B 8 24 16 6b 10 N 12 005-0 1.5 3 1.5 3.0 3 9 12 19 34 18 16 30 47 77 18 16 6b 10 200 17 3 4.5 3.0 4.5 10 14 24 38 13 16 6b 10 4.5 6 4.5 6.0 13 18 31 49 8 30 17 13 31 39 70 14 14 6a 8 4 B 0 1.50.0 0.0 1.5 2 4 6 A 10 24 16 6b 100 N 12 006-0 1.5 3 1.5 3.0 3 3 6 10 40 20 20 23 40 63 22 16 6b 10 N 12 17 3 4.5 3.0 4.5 3 3 6 10 48 22 26 25 63 88 29 19 7-6 16 N 12 4.5 6 4.5 6.0 4 5 9 14 10 23 18 7-6 14 MN 12 5 B 1 2.50.0 1.0 2.5 4 3 7 A 11 14 16 6b 10 N 12 007-0 2.5 4 2.5 4.0 2 6 8 13 42 19 23 26 62 88 27 18 7-6 1473 MN 12 17 4 5.5 4.0 5.5 4 3 7 11 12 10 2-6 2 N 12 5.5 7 5.5 7.0 3 3 6 10 10 24 14 6a N 12 6 0.0 A
7 0.0 A
8 2.0 A
9 -1.0 B
10 0.0 A
11 3.3 A Subgrade Analysis Global Options Classification Counts by Sample Surface Class% Borings % Surface Rig ER 320 R&R Option R 1a 1b 3 3a 2-4 2-5 2-6 2-7 4a 4b 5 6a 6b 7-5 7-6 8a 8b 2-5 0 N60L <= 5 33% 33% A 95 V.13.00 01/15/16 206 CS Option 0 0 0 0 0 0 0 0 0 2 0 0 4 2 0 4 0 0 4b 0 <=10 33% 0% 33% B 94 LS Option 17% 33%17% 33% 5 0 >=20 33% C Design 206 Depth -- 0% 0% 100% 7-5 0 M+ 100% UC @ Surface D CBR 5 7-6 2 67% R 0% E Undercut N60 N60L PI Clay M MOPT GI 8a 0 F Total Borings 3 Average 24.5 14.7 17.8 52.7 20.3 15.2 12.71 8b 0 33.0 G PID 25596 Maximum 54 24 50 21 31 34 64 94 33.3 18 18 R 0 33 H Location Johnson Road Minimum 3 3 26 16 10 22 40 71 13.3 10 7 33 Boring Subgrade Standard Penetration Physical Characteristics MoistureClass Sulfate Problem Undercuts Analysis / Cut % % P Ohio w/ w/ UC UC Comments
# B # Boring Location Depth ToFill Depth To n2 n3 N Rig N60 N60L LL PL PI Silt Clay 200 M MOPT DOT GI Class MN Class MN
1 B 1 2.52.0 3.0 4.5 7 8 15 A 24 44 21 23 22 59 81 26 18 7-6 1487 M 008-0 2.5 4 4.5 6.0 6 9 15 24 18 7-6 14 17 4 5.5 6.0 7.5 8 8 16 25 27 16 11 31 40 71 13 14 6a 5.5 7 7.5 9.0 8 10 18 29 24 17 14 6a 2 B 1 2.50.0 1.0 2.5 8 4 12 A 19 37 18 19 34 60 94 20 16 6b 12 60 010-0 2.5 4 2.5 4.0 4 7 11 17 23 16 6b 10 M 17 4 5.5 4.0 5.5 9 10 19 30 26 16 10 32 40 72 14 11 4a 7 5.5 7 5.5 7.0 12 14 26 41 17 16 10 4a M 3 B 0 1.53.3 3.3 4.8 1 1 2 A 3 33 18 7-6 14 N 33 011-0 1.5 3 4.8 6.3 2 5 7 11 50 19 31 27 64 91 25 18 7-6 18147 N 12 17 3 4.5 6.3 7.8 5 6 11 17 33 20 13 29 53 82 18 15 6a 4.5 6 7.8 9.3 16 18 34 54 3 18 14 6a 4 0.0 A
5 0.0 A
6 0.0 A
7 0.0 A
8 0.0 A
9 0.0 A
10 0.0 A
11 0.0 A Subgrade Analysis Global Options Classification Counts by Sample Surface Class% Borings % Surface Rig ER 320 R&R Option R 1a 1b 3 3a 2-4 2-5 2-6 2-7 4a 4b 5 6a 6b 7-5 7-6 8a 8b 2-5 0 N60L <= 5 33% 33% A 95 V.13.00 01/15/16 206 CS Option 0 0 0 0 0 0 0 0 0 2 0 0 4 2 0 4 0 0 4b 0 <=10 33% 0% 33% B 94 LS Option 17% 33%17% 33% 5 0 >=20 33% C Design 206 Depth -- 0% 0% 100% 7-5 0 M+ 100% UC @ Surface D CBR 5 7-6 2 67% R 0% Undercut w/ E N60 N60L PI Clay M MOPT GI 8a 0 861 grid F Total Borings 3 Average 24.5 14.7 17.8 52.7 20.3 15.2 12.71 8b 0 24.0 G PID 25596 Maximum 54 24 50 21 31 34 64 94 33.3 18 18 R 0 24 H Location Johnson Road Minimum 3 3 26 16 10 22 40 71 13.3 10 7 24 Boring Subgrade Standard Penetration Physical Characteristics MoistureClass Sulfate Problem Undercuts Analysis / Cut % % P Ohio w/ w/ UC UC Comments
# B # Boring Location Depth ToFill Depth To n2 n3 N Rig N60 N60L LL PL PI Silt Clay 200 M MOPT DOT GI Class MN Class MN
1 B 1 2.52.0 3.0 4.5 7 8 15 A 24 44 21 23 22 59 81 26 18 7-6 1487 M 008-0 2.5 4 4.5 6.0 6 9 15 24 18 7-6 14 17 4 5.5 6.0 7.5 8 8 16 25 27 16 11 31 40 71 13 14 6a 5.5 7 7.5 9.0 8 10 18 29 24 17 14 6a 2 B 1 2.50.0 1.0 2.5 8 4 12 A 19 37 18 19 34 60 94 20 16 6b 12 60 010-0 2.5 4 2.5 4.0 4 7 11 17 23 16 6b 10 M 17 4 5.5 4.0 5.5 9 10 19 30 26 16 10 32 40 72 14 11 4a 7 5.5 7 5.5 7.0 12 14 26 41 17 16 10 4a M 3 B 0 1.53.3 3.3 4.8 1 1 2 A 3 33 18 7-6 14 N 24 011-0 1.5 3 4.8 6.3 2 5 7 11 50 19 31 27 64 91 25 18 7-6 18147 N 12 17 3 4.5 6.3 7.8 5 6 11 17 33 20 13 29 53 82 18 15 6a 4.5 6 7.8 9.3 16 18 34 54 3 18 14 6a 4 0.0 A
5 0.0 A
6 0.0 A
7 0.0 A
8 0.0 A
9 0.0 A
10 0.0 A
11 0.0 A Subgrade Analysis Global Options Classification Counts by Sample Surface Class% Borings % Surface Rig ER 320 R&R No R 1a 1b 3 3a 2-4 2-5 2-6 2-7 4a 4b 5 6a 6b 7-5 7-6 8a 8b 2-5 0 N60L <= 5 33% 100% A 95 V.13.00 01/15/16 206 CS No 0 0 0 0 0 0 0 0 0 0 0 0 5 3 0 4 0 0 4b 0 <=10 100% 0% 100% B 94 LS Option 42% 25% 33% 5 0 >=20 0% C Design 206 Depth 15 0% 0% 100% 7-5 0 M+ 100% UC @ Surface D CBR 6 7-6 0 R 0% E Undercut N60 N60L PI Clay M MOPT GI 8a 0 F Total Borings 3 Average 8.8 5.7 20.7 55.5 23.6 15.8 9.75 8b 0 17.0 G PID 25596 Maximum 14 6 49 20 29 33 65 92 32.2 18 14 R 0 21 H Location Roundabout Minimum 5 5 29 16 13 27 44 76 14.6 14 8 12 Boring Subgrade Standard Penetration Physical Characteristics MoistureClass Sulfate Problem Undercuts Analysis / Cut % % P Ohio w/ w/ UC UC Comments
# B # Boring Location Depth ToFill Depth To n2 n3 N Rig N60 N60L LL PL PI Silt Clay 200 M MOPT DOT GI Class MN Class MN
1 B 0 1.56.0 6.0 7.5 2 2 4 B 6 32 16 6b 140 N 18 003-0 1.5 3 7.5 9.0 2 3 5 8 45 20 25 29 61 90 27 18 7-6 N 12 17 3 4.5 9.0 10.5 2 2 4 6 39 19 20 28 57 85 25 16 6b N 18 4.5 6 10.5 12.0 1 3 4 6 6 21 16 6b N 18 2 B 1.5 34.5 6.0 7.5 4 3 7 A 11 31 17 14 32 44 76 21 14 6a 80 N 12 004-0 3 4.5 7.5 9.0 2 2 4 6 23 14 6a N 18 17 4.5 6 9.0 10.5 3 4 7 11 49 20 29 27 65 92 29 18 7-6 N 12 6 7.5 10.5 12.0 4 5 9 14 6 21 18 7-6 3 B 0 1.5-1.0 -1.0 0.5 1 2 3 B 5 27 14 6a 8 N 21 009-0 1.5 3 0.5 2.0 2 2 4 6 43 20 23 27 60 87 26 18 7-6 14120 N 18 17 3 4.5 2.0 3.5 3 5 8 13 29 16 13 33 46 79 17 14 6a 9 4.5 6 3.5 5.0 4 4 8 13 5 15 14 6a 8 4 A
5 0.0 A
6 0.0 A
7 0.0 A
8 2.0 A
9 0.0 A
10 0.0 A
11 0.0 A Subgrade Analysis Global Options Classification Counts by Sample Surface Class% Borings % Surface Rig ER 320 R&R No R 1a 1b 3 3a 2-4 2-5 2-6 2-7 4a 4b 5 6a 6b 7-5 7-6 8a 8b 2-5 0 N60L <= 5 33% 100% A 95 V.13.00 01/15/16 206 CS No 0 0 0 0 0 0 0 0 0 0 0 0 5 3 0 4 0 0 4b 0 <=10 100% 0% 100% B 94 LS Option 42% 25% 33% 5 0 >=20 0% C Design 206 Depth 15 0% 0% 100% 7-5 0 M+ 100% UC @ Surface D CBR 6 7-6 0 R 0% Undercut w/ E N60 N60L PI Clay M MOPT GI 8a 0 861 grid F Total Borings 3 Average 8.8 5.7 20.7 55.5 23.6 15.8 9.75 8b 0 13.0 G PID 25596 Maximum 14 6 49 20 29 33 65 92 32.2 18 14 R 0 15 H Location Roundabout Minimum 5 5 29 16 13 27 44 76 14.6 14 8 12 Boring Subgrade Standard Penetration Physical Characteristics MoistureClass Sulfate Problem Undercuts Analysis / Cut % % P Ohio w/ w/ UC UC Comments
# B # Boring Location Depth ToFill Depth To n2 n3 N Rig N60 N60L LL PL PI Silt Clay 200 M MOPT DOT GI Class MN Class MN
1 B 0 1.56.0 6.0 7.5 2 2 4 B 6 32 16 6b 140 N 12 003-0 1.5 3 7.5 9.0 2 3 5 8 45 20 25 29 61 90 27 18 7-6 N 12 17 3 4.5 9.0 10.5 2 2 4 6 39 19 20 28 57 85 25 16 6b N 12 4.5 6 10.5 12.0 1 3 4 6 6 21 16 6b N 12 2 B 1.5 34.5 6.0 7.5 4 3 7 A 11 31 17 14 32 44 76 21 14 6a 80 N 12 004-0 3 4.5 7.5 9.0 2 2 4 6 23 14 6a N 12 17 4.5 6 9.0 10.5 3 4 7 11 49 20 29 27 65 92 29 18 7-6 N 12 6 7.5 10.5 12.0 4 5 9 14 6 21 18 7-6 3 B 0 1.5-1.0 -1.0 0.5 1 2 3 B 5 27 14 6a 8 N 15 009-0 1.5 3 0.5 2.0 2 2 4 6 43 20 23 27 60 87 26 18 7-6 14120 N 12 17 3 4.5 2.0 3.5 3 5 8 13 29 16 13 33 46 79 17 14 6a 9 4.5 6 3.5 5.0 4 4 8 13 5 15 14 6a 8 4 A
5 0.0 A
6 0.0 A
7 0.0 A
8 2.0 A
9 0.0 A
10 0.0 A
11 0.0 A