helena street bridge geotechnical report - dayton, oh

531 E. THIRD STREET

DAYTON, OHIO 45402

Integrity. Reliability. Performance.

TEL: 937.435.3200 FAX: 937.291.6549 www.7nteng.com

June 17, 2015

Mr. Charles A. Mitchell, P.E., P.S. CHA Companies 471 East Broad Street, Suite 2010 Columbus, OH 43215

Re: Final Report of Structure Foundation Exploration for the Proposed Helena Street Bridge Replacement Project, City of Dayton, Montgomery County, OH; MOT-Helena

7NT File Number G115-OH

Dear Mr. Mitchell:

7NT Engineering, is pleased to submit this final report of the structure foundation exploration program conducted for the proposed Helena Street Bridge Replacement Project in the City of Dayton, Montgomery County, Ohio. We are pleased to transmit herewith two (2) copies of our draft report.

This report was prepared in accordance with Ohio Department of Transportation (ODOT), Specifications for Geotechnical Explorations (SGE), August, 2013, ODOT Bridge Design Manual, 2007, AASHTO LRFD Bridge Design Specifications, 2010 Edition, ODOT Construction Inspection Manual of Procedures, 2013, ODOT Construction and Material Specification, January, 2013 and all applicable documents referenced therein.

Topics addressed in the report include geology, investigational findings, subsurface conditions, laboratory testing, engineering analysis and recommendations for the proposed structure and earthwork recommendations.

We appreciate the opportunity to offer these services. If you have any questions regarding this report or if we may be of further assistance to you, please contact our office at 937-435-3200. Respectfully yours,

Travis Burr, P.E. Chief Operating Officer

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TABLE OF CONTENTS EXECUTIVE SUMMARY…………………………………………… ................. …………....2 1.0 INTRODUCTION 1.1 Project Information ………………………………… ......... …………........... 4 1.2 Purpose and Scope………………………………………........ ………….......4 2.0 SITE GEOLOGY AND OBSERVATIONS OF THE PROJECT

2.1 Site Introduction.……………………………………… ....... ………………….5 2.2 Regional Geology……………………… .................... ………. …………….5 3.0 FIELD EXPLORATION & LABORATORY INVESTIGATIONS

3.1 Field Exploration …………………………………………… ... ……………….6 3.2 Laboratory Investigations……………………………………… ... …….……..7 4.0 FINDINGS

4.1 General……………………………………… .......... …………………........….8 4.2 Subsurface Conditions ………………………… .................... …………....…8

4.3 Groundwater Conditions ………………………… ............... ………….…….9 4.4 Laboratory Test Results…………………………………………… .... ….……9

5.0 ANALYSIS AND RECOMMENDATIONS

5.1 Engineering Analysis………………………………………… .. ……………..10 5.2 Foundation Recommendations .............................................................. 10

5.3 Pile Foundation Guidelines………….... .................................................. 12 5.4 Design Groundwater Level………….... ................................................... 13 5.5 Earth Pressures on Retaining Structures ............................................... 13

5.6 Drainage Recommendations………………………… ........ ……………….14 5.7 Earthwork Recommendations……………………… .......... ……………….14 5.8 Slope Stability Recommendations…………… .................. ……………….15 5.9 Engineered Fill…………… .................................................................. …15 5.10 Groundwater Considerations & Dewatering ..................... ……………….15 5.11 Deep Excavations and Temporary Slopes…………… ...... ……………….15 6.0 LIMITATIONS OF LIABILITIY…………………………… ............ ………………17 7.0 APPENDICES AND REFERENCES…………………………… .. ………………18

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Executive Summary The project involves the design of a replacement structure for the Helena Street Bridge over the Great Miami River and design of sufficient roadway to accommodate the replacement. Project limits will include the bridge and approaches to the bridge. The horizontal and vertical alignment will be adjusted from the existing Helena Street alignment to facilitate the construction of the proposed. The following lists the major findings and conclusions of this exploration. This summary should not be used as a separate document or in lieu of reading the entire report, including the appendices. 1. The geotechnical field exploration was conducted by Barr & Prevost from November 19 & 20,

2013, December 12 & 13, 2013 and December 20, 2013. The subsurface investigation consisted of the drilling of five (5) structure soil borings designated as B-001-0-13 through B-004-0-13 and B-004-1-13. Three borings (B-001-0-13 at West Abutment and B-004-0-13 and B-004-1-13 at East Abutment) were drilled behind the existing abutments, while the other two borings (B-002-0-13 at West Pier, B-003-0-13 at East Pier) were drilled at the proposed pier locations.

2. The subsurface conditions at the project site consisted of up to 24 inches of asphalt and stone

base pavements overlying layers of native sand and gravel soils. The native sand and gravel soils were classified as A-3a, A-2-4, A-1-a and A-1-b under the ODOT Classification System. The native clay and silt soils were classified as A-6a and A-4a under the ODOT Classification System.

3. Groundwater was encountered and measured in borings B-001-0-13 and B-004-1-13 at

depths of 30.0 feet below the existing ground surface (elevation of 722.0 feet MSL), during drilling and 24 hours after the completion of the drilling operations and removal of augers. Groundwater may vary with seasonal changes and the contractor should be prepared to control surface and groundwater during construction at a minimum with a sump and pump system.

4. Sixteen (16) inch CIP piles were recommended to be designed for the support of the bridge abutments and piers. Based on our CIP pile analysis, the length of the CIP piles will vary per the ODOT BDM design loading criteria to achieve the maximum nominal soil resistance per pile. Summary tables of the analysis results for the CIP piles including the design parameters utilized in the analysis are provided in the report and the attachments.

7. Quality construction supervision and inspection are paramount to the successful installation of

the pile foundation systems. Inspection should include confirmation of specified steel grade, length, and section/weight, confirmation of proper slicing and welding, verification of pile defectiveness, etc.

Pile loading test in accordance with ODOT Item 523 is highly recommended for this project. The pile loading tests should be conducted by an independent testing agency specialized in such tests under the observation of the geotechnical engineering firm.

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8. All engineered fills should be compacted to at least 95% of the maximum dry density

determined by moisture-density test per AASHTO T180 (ASTM D-1557 – Modified Proctor) or ODOT Items 203 and 204. The moisture content of the fill materials should be controlled within 2% percent of the optimum moisture content per AASHTO T 99 tests or ODOT Item 204. The fill materials should be placed in no more than 8 inch horizontal loose lifts. Proof rolling should be performed per ODOT Item 204.

The geotechnical exploration for the project was conducted in accordance with the “GB1: Plan Subgrades” of the Ohio Department of Transportation (ODOT) Division of Production Management, Office of Geotechnical Engineering, Geotechnical Bulletin of August 7, 2013 and Specifications for Geotechnical Explorations, August 7, 2013. It is recommended that 7NT be retained to review the final design plans and specifications to determine whether any changes in the project affect the validity of our recommendations, and whether our recommendations have been properly implemented.

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1.0 Introduction 1.1 PROJECT INFORMATION The project involves the design of a replacement structure for the Helena Street Bridge over the Great Miami River and design of sufficient roadway to accommodate the replacement. Project limits will include the bridge and approaches to the bridge. The horizontal and vertical alignment will be adjusted from the existing Helena Street alignment to facilitate the construction of the proposed.

A general site location map was prepared and is provided in the Appendices. The Boring Location Plan showing the locations of the soil borings and their approximate stationing and offsets is also provided in the Appendices. 1.2 PURPOSE AND SCOPE The purpose of this subsurface investigation was to explore the in-situ soil conditions at the project site to facilitate the design and evaluate construction methods for the proposed bridge replacement in accordance with the Ohio Department of Transportation (ODOT) Standards and Specifications.

The scope of the evaluation included a review of the area and site geological literature, a site reconnaissance, field and laboratory testing, and an engineering evaluation of the materials and conditions encountered at the site. During the subsurface investigation, drilling of five (5) soil borings was performed by employing split spoon sampling techniques. The boring locations are shown on the Boring Location Plan in the Appendices.

This report presents the field and laboratory testing procedures, subsurface conditions at the boring locations, soil boring logs and the laboratory test results. Recommendations regarding the bridge structure foundations, recommended values of parameters for pavement section design for the proposed construction, and the general earthwork activities involved for the proposed bridge replacement are also presented in this report.

Assessment of site environmental conditions, including the detection of pollutants in the soil or groundwater, and delineation of jurisdictional wetlands were beyond the scope of this exploration.

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2.0 Site Geology and Observations of the Project 2.1 SITE INTRODUCTION The existing bridge planned to be replaced is a three-span earth filled arch bridge over the Great Miami River on Helena Street. The project site is bounded on the west by Riverside Drive and on the east by Island Park. Residential properties are also located to the northwest and to the southwest along Riverside Drive. Topographically, the site is relatively flat with relatively steep slopes or walls into the Great Miami River. A site location map is included in the appendices.

2.2 REGIONAL GEOLOGY On November 12, 2013, a site reconnaissance visit was made. The existing bridge was found to be in fair condition. Surface spalling of the bridge pier and arch concrete were notably conspicuous. The existing roadway was observed to be in poor to good condition. Low to high severity transverse and longitudinal cracking were noted as the predominant pavement distresses. The proposed bridge replacement over the Great Miami River on Helena Street is located in a relatively flat terrain. The surrounding area is described as predominately park and residential areas. No evidence of surface features associated with landfill and abandoned mines were observed. Bedrock exposure was not noted along the location of the river. Bedrock was not encountered during the field investigations for the proposed site. Based on the Soil Survey of Montgomery County from the United States Department of Agriculture (USDA) Soil Conservation Service, Montgomery County lies entirely in the region of Ohio that was glaciated during the Wisconsin Age.

The parent material for the soils in Montgomery County originated from bedrock, ice- and water-transported glacial drift, wind-deposited loess or a combination of these. The thick mantle of assorted unconsolidated gravel, sand, clay, stones, and boulders was left by two major glacial ice sheets of the Pleistocene age. The youngest bedrock formations are of the Niagara Group in the Silurian System. These formations are the upper layers of bedrock in the Cincinnati arch and are mostly limestones and dolomites. The oldest rocks exposed in the valleys are those of the Maysville Group of the Ordovician System. The Ordovician bedrock is shale with thin, interbedded limestone strata. All bedrock strata exposed in the county are sedimentary rocks.

Generally, the United States Department of Agriculture Soil Conservation Service has classified the project site soils as Fox-Urban Land Complex (FuB) and Ross-Urban Land Complex (Rt).

The soil in most areas of the proposed bridge replacement have been disturbed or buried by filling and other earthmoving operations.

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3.0 Field Exploration & Laboratory Investigations 3.1 FIELD EXPLORATION The geotechnical field exploration was conducted by Barr & Prevost from November 19 & 20, 2013, December 12 & 13, 2013 and December 20, 2013. The subsurface investigation consisted of the drilling of five (5) structure soil borings designated as B-001-0-13 through B-004-0-13 and B-004-1-13. Three borings (B-001-0-13 at West Abutment and B-004-0-13 and B-004-1-13 at East Abutment) were drilled behind the existing abutments, while the other two borings (B-002-0-13 at West Pier, B-003-0-13 at East Pier) were drilled at the proposed pier locations. The soil borings were drilled using conventional hollow stem augers per ASTM D 1452. There were two drill rigs used for this project. Both of these drill rigs were calibrated and their energy rating was determined by a consultant approximately 1 week after the completion of this project. The ATV drill rig used was CME 55X (Serial Number 275075) with an average ER of 78.8%. The truck rig used was CME 55 (Serial Number 350365) with an average ER of 81.2%. The drill rig hammers were both calibrated on January 26, 2014 by FTC, LLC. Split spoon samples were obtained per ASTM D 1586. Standard Penetration Testing (SPT) sampling, utilizing a split-spoon sampler per ASTM D 1586 was conducted at varying intervals to the maximum borings termination depths from 16 to 100.5 feet below the existing ground surface. No Shelby Tube samples were successfully retrieved due to the granular nature of the subsurface soils. The subsurface investigation for the bridge was conducted in accordance with the Ohio Department of Transportation (ODOT) Division of Production Management, Office of Geotechnical Engineering, Geotechnical Bulletin of August 7, 2013 and Specifications for Geotechnical Explorations, August 7, 2013. Split spoon sampling and penetration procedures were performed by driving a standard 1-3/8-inch inside diameter, 2-inch outside diameter split spoon sampler with a 140-lb. automatic hammer falling through a height of 30 inches. The number of hammer blows required to drive the sampler 6 inches was recorded for a total of 18 inches. The penetration resistance value (N-value) is the summation of the last two 6-inch increments. The N-values are recorded on the boring logs. The results of the Standard Penetration Tests (SPT) indicate the relative density of cohesionless soils and comparative consistency of the cohesive soils, and are used as an index to derive soil parameters from various empirical correlations. SPT N values obtained during the field exploration were normalized to 60 percent drill rod energy ratio, as described in Chapter 4, Section 404 “Standard Penetration Testing (SPT) Calibration” of ODOT SGE. The measured SPT N values were corrected to an equivalent rod energy ratio of 60 percent, N60, by the following equation: N60 = Nm x (ER/60) where, Nm = measured SPT N value

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ER = drill rod energy ratio, expressed as a percent, for the system used. The normalized SPT N60 values and the measured SPT N values are presented in the ODOT boring logs and Subgrade Analysis Spreadsheet attached to the Appendices of the report. Boring depths for the field investigations were determined by the Barr & Prevost Geotechnical Engineer in accordance with the ODOT Specifications for Geotechnical Explorations (SGE), August, 2013. The boring locations were assigned and staked on-site by the geotechnical engineer as shown on the Boring Location Plan in the appendices. Table 1 below gives the boring designations, offsets, surface elevations and boring depths drilled on site. Table 1 Boring Depths and Surface Elevations

Boring Number Station Offset (ft) Surface

Elevation (ft) Boring Depth (ft)

B-001-0-13 10+28 17 LT 752.0 100.5 B-002-0-13 11+47 36 RT 725.5 69.5 B-003-0-13 12+85 35 RT 727.0 68.0 B-004-0-13 13+74 16 RT 754.0 16.0 B-004-1-13 14+05 16 RT 752.0 100.5

3.2 LABORATORY INVESTIGATIONS The soil samples obtained during the drilling operations were sealed in jars to prevent moisture loss and labeled. The soil samples were then transported to the Barr & Prevost laboratory for visual classification by the Geotechnical Engineer and other laboratory testing. The testing items and related ASTM and AASHTO standards are listed in the table on the following page.

Table 2 Laboratory Test Items and Related ASTM/AASHTO Standards

Test Items Standard Name

Soil Natural Moisture Contents ASTM D 2216, AASHTO T 265 Atterberg Limits ASTM D 4318, AASHTO T 89, T90 Particle Size Analysis ASTM D 422, AASHTO T 88 Soil Classifications ODOT Classification System

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4.0 Findings 4.1 GENERAL Generalized descriptions of the materials encountered in the borings are given below, in no specific order. More detailed descriptions of the soils are provided in the Individual Logs of Test Borings provided in the Appendices. It should be noted that the stratification lines shown on the soil boring logs do not represent exact geological planes but approximate transitions between soil types. In-situ stratum changes could occur abruptly or at slightly different depths. The boring locations are shown in the Boring Location Plan and plan and profile sheets provided in the Appendices. A soil profile will be provided at a later date, but prior to the submission of the final report, as discussed with the client.

4.2 SUBSURFACE CONDITIONS The subsurface soils revealed at the boring locations were generally composed of layers of sand and gravel with intermittent silt and clay. Alluvial deposits were typically encountered during the field investigations.

The subsurface soil conditions encountered at the project consisted of up to 24 inches of

asphalt pavements overlying sand and gravel soils. Bedrock was not encountered during our field investigations for the project site.

SSaanndd aanndd GGrraavveell SSooiillss

Sand and gravel soils, consisting of gravel and stone fragments, gravel and stone fragments with sand, gravel and stone fragments with sand and silt, and coarse and fine sand, were encountered in all of the borings. SPT N60 blow counts in the sand and gravel soils varied from 3 blows per foot (bpf) to sampler refusal corresponding to a very loose to very dense relative density. Sampler refusal is defined as over 50 blow counts for less than 6 inches of sampler penetration which is normalized to 60 percent drill rod energy ratio as 62 bpf for less than 6 inches of sampler penetration. Moisture content in the sand and gravel soils ranged from 2 to 36 percent. The sand and gravel soils were classified as A-1-a, A-1-b, A-3a and A-2-4 under the ODOT Soil Classification System.

SSiilltt aanndd CCllaayy SSooiillss

Intermittent layers of silt and clay soils, consisting of sandy silt and silt & clay, were encountered in three of the borings. SPT N60 blow counts in the silt and clay soils varied from 5 to 70 bpf indicating a soft to hard consistency. Moisture content in the silt and clay soils ranged from 6 to 22 percent. The silt and clay soils were classified as A-4a and A-6a under the ODOT Soil Classification System.

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4.3 GROUNDWATER CONDITIONS Groundwater was encountered and measured in borings B-001-0-13 and B-004-1-13 at depths of 30.0 feet below the existing ground surface (elevation of 722.0 feet MSL), during drilling and 24 hours after the completion of the drilling operations and removal of augers.

The groundwater conditions observed, or lack thereof, reflect the conditions at the time of our exploration only. Fluctuations of the groundwater table should be expected to occur both seasonally and annually due to variations in rainfall, evaporation, transpiration, construction activities, and other site-specific factors. The contractor should be prepared to control surface water, perched water and groundwater during construction at a minimum with a sump and pump system.

4.4 LABORATORY TEST RESULTS Table 3, on the following page, summarizes the median grain size D50 and the grain size D95 of split-spoon samples from Borings B-002-0-13 and B-003-0-13 for scour depth calculation. Table 3 Medium Grain Size D50 and D95 for Split Spoon Samples (B-002 & B-003)

B-002-0-13 B-003-0-13

Sample No Depth D50 D95 Sample

No Depth D50 D95

1 0.0’-1.5’ 0.4724 19.4514 2 2.5’-4.0’ 1.2342 16.3809

8 17.5’-19.0’ 4.3332 18.9915 6 12.5’-14.0’ 2.1468 15.1044

Laboratory test results for moisture contents, Atterberg Limits, particle size analyses, and soil classifications are listed within the individual boring logs and laboratory test results provided in the Appendices.

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5.0 Analysis and Recommendations 5.1 ENGINEERING ANALYSIS

The following conclusions and recommendations are based on the previously discussed project information, observations at the site, analysis of the laboratory results, interpretation of the field data obtained during the exploration, our understanding of the project, and our experiences with similar subsurface and project conditions. If the proposed construction plan varies from that described, 7NT requests the opportunity to review these recommendations.

Generally the soils at the subject site are, in our opinion, suitable for the proposed construction. Estimated settlements for the recommended deep foundations are within acceptable limits.

The referenced documents by ODOT for the completion of the fieldwork and laboratory tests and preparation of this report are listed as follows:

1. ODOT “Specifications for Geotechnical Explorations”, August, 2013 2. ODOT “Bridge Design Manual”, July 2007 3. ODOT “Construction Inspection Manual of Procedures, 2009 4. ODOT “Construction and Material Specifications, January, 2013

5.2 FOUNDATION RECOMMENDATIONS

Based on the information provided by CHA Companies and the subsurface conditions, CIP pile foundation systems are planned to be utilized to support the proposed bridge structure. Based on our engineering evaluation, interpretation of the standard penetration resistance tests, analysis of the laboratory results, it is our professional opinion that the proposed deep foundation system of 16 inch CIP piles is suitable to be used to support the abutment and pier foundations. The suitability of the CIP foundation system was also based on the ODOT Bridge Design Manual (BDM) which recommended CIP piles to be used when piles are not driven to bear on the bedrock. Our foundation recommendations included estimation of the minimum pile length rounded up to the nearest half (0.5) foot, proposed pile tip elevations, resistance factor, factored soil resistance, nominal soil resistance, scour zone losses, nominal driving resistance and factored design load. The ODOT Bridge Design Manual suggests the commonly used sizes for the CIP piles, 16 inch piles are summarized in Table 4, on the following page.

5.2.1 PILE DRIVABILITY

It is strongly recommended that wave equation analysis be performed after receipt of the contractor’s driving equipment submission. Dynamic testing and analysis should then be performed during pile installation to confirm driving stresses and estimate static pile capacity at the time of driving. If these procedures are followed, the design parameters provided in Table 4, using a resistance factor of 0.70, can be used.

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Table 4 Summary of CIP Pile Foundation Analysis

Engineering Properties Unit

West Abutment

West Pier East Pier East

Abutment

16-in CIP 16-in CIP 16-in CIP 16-in CIP

Maximum Factored Load (kips) 315 315 315 315

Surface Elevation (feet) 752.0 725.5 727.0 752.0

Estimated Pile Cap Elevation (feet) 720.0 720.0 720.0 720.0

Pile Length (feet) 36.0 94.5 99.0 27.5

Resistance Factor 0.70 0.70 0.70 0.70

Nominal Soil Resistance (kips) 450 328 328 450

Scour Zone Friction (kips) 0 0 0 0

Factored Soil Resistance (kips) 315 230 230 315

Nominal Driving Resistance (kips) 450 328 328 450

Estimated Pile Tip Elevation MSL 684.0 625.5 621.0 692.5

Estimated Settlement (inch) <<1

The factored resistance values specified in Table 4 were utilized to determine the required minimum pile depth to satisfactorily accommodate the maximum design loading scheme for the 16 inch CIP pile for the proposed bridge structure.

Estimation of soil engineering properties was made based on laboratory test results, and SPT N values of subsoils and empirical correlations (Peck (1974), Mayerhof (1956), Terzaghi, Peck & Mesri (1996)) as recommended by the following references:

Foundation Analysis and Design, Bowles, J. E., 5th Edition, 1997 Manuals for the Design of Bridge Foundations, NCHRP Report 343, December 1991 Soil & Foundation Workshop Manual, FHWA-HI-88-009 NAVFAC Design Manual 7.1, U.S. Dept. of Navy, 1982

The DRIVEN 1.2 computer program was used to estimate the nominal driving, factored and nominal resistances for the piles at each boring location. Following summarizes key assumptions made for this foundation analysis using DRIVEN.

Typical soil strata for each boring location was generalized based on the field exploration

results. Scour depth was assumed to be maximum 6 feet below the river bed. No driving strength losses were assumed. A minimum pile wall thickness of 0.25 inches was assumed for plain cylindrical casings. A resistance factor of 0.7 was applied to determine the Load & Resistance Factor Design

(LRFD) load.

The DRIVEN analysis results (typical soil profiles and bearing capacity graphs for restrike, driving and ultimate) for the piles per boring location are provided in Appendix F. It should be noted that the length of the CIP piles is readily adjustable on site to suit the desired depth of penetration and

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accommodate the design loads. A summary of the analysis results for the 16-inch CIP piles are included in the appendices.

5.3 PILE FOUNDATION GUIDELINES

The following guidelines should be incorporated in the design and construction of the proposed pile foundation system:

Due to the possible variation of subsoil conditions during construction, we recommend to

perform dynamic load testing at each proposed abutment and pier location in accordance with ASTM D-1143, ASTM D-3966, and ASTM D-4945.

Determination of the pile dimension needs to consider availability and economy of pile material from local suppliers.

If possible, it is recommended that pier pile caps be situated at or below the maximum anticipated scour depth.

If capped-pile piers are intended to be designed, 16 inch diameter CIP piles should be

used.

CIP pile installation procedures should be performed in accordance with ODOT CMS Item 507.06 (Construction and Material Specifications, Latest Edition).

Quality construction supervision and inspection are paramount to the successful installation of a pile foundation. Inspection should include confirmation of specified steel grade, length, and section/weight, confirmation of proper slicing and welding, verification of pile defectiveness, etc.

It is recommended that the Geotechnical Engineer of Record be retained to observe and document static and/or dynamic testing to assure the information and recommendations provided in this report have been properly implemented and the need for any modifications are recognized.

We do not have any information on the scour depth within the channel of the Great Miami River. The scour depth was therefore assumed to be 6 feet below the river bed in the design calculations. It is recommended that the Project Structural Engineer verify the actual Great Miami River scour depth and account for it within in the CIP pile design.

The four soil borings were drilled at offsets from the proposed abutment and pier footprints due to accessibility restrictions. The offset distances and directions from the original locations are provided under Section 3.1 in the report. However, given the consistencies of the soils from our borings, during construction soil conditions within the footprints of the proposed abutments and piers are not expected to vary significantly from that obtained in our exploration program.

Settlement of the proposed bridge abutments will result from compression of the sand and gravel subgrade as the abutments and the bridge are constructed. The total and differential settlements associated with the bridge abutment pile foundations are expected to be relatively minor (less than 1-inch and ½-inch, respectively).

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5.4 DESIGN GROUNDWATER LEVEL

For the purpose of design, the maximum seasonal groundwater level was assumed to be at a depth of 30.0 feet below the existing ground surface for borings B-001-0-13 and B-004-1-13 (elevation of 722.0 feet MSL). For borings B-002-0-13 and B-003-0-13, within the river channel, groundwater level was assumed to be at the existing channel surface (elevations of 725.5 and 727.0 feet MSL). The geotechnical engineering recommendations provided above are based on groundwater levels at the above-cited elevations.

5.5 EARTH PRESSURES ON RETAINING STRUCTURES

The following recommendations are presented for general information about the design and construction of the proposed bridge abutments (retaining structures). The Geotechnical Engineer should review the final retaining structures design. The amount of pressure exerted by backfill on retaining structures depends upon the height of the wall, drainage provisions, type of backfill, and method of placing the backfill. To avoid building up of hydrostatic pressure behind the wall, it is recommended that the retaining structures be backfilled with free draining materials. It is recommended that the retaining structures backfill material be free draining materials such as ODOT 304 with less than ten (10) percent fines by weight passing the No. 200 sieve or No. 57 stone or sand & gravel containing less than five (5) percent fines by weight passing the No. 8 sieve. Surface water infiltration should also be prevented by compacting a layer of cohesive material (approximately 6 inches) above the granular material or by placing an impermeable concrete and asphalt pavement in the case of this project. It is also recommended that the granular backfill be placed with a minimal amount of tamping and compacting. Over-tamping the granular backfill in shallow layers may increase the coefficient of earth pressure at rest and therefore increase the lateral earth pressure.

Perforated PVC pipe drains should be installed along the base of the retaining structures to prevent the accumulation of water which would increase the lateral loads on the structures. The drains may be connected directly to proposed or existing drainage structures nearby or daylighted away from the abutments. In placing the backfill material, no heavy vibratory roller should pass within five (5) feet of the structure. Within 5-feet of the structure, hand operated equipment such as a vibratory plate or walk behind roller should be used to compact the fill. In general, the loosely placed lift thickness for a granular backfill may be on the order of 8 inches. However, lift thickness for the hand-operated equipment should not exceed 6 inches to ensure suitable compaction.

Lateral earth pressure coefficients for active, at rest and passive conditions and equivalent fluid pressure for active condition were estimated for possible backfill materials. For ODOT 304 or No. 57 crushed stone, the following earth pressure coefficients have been estimated:

Active condition: Ka = 0.31

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Equivalent fluid pressure: Gh = 40 pcf (active condition) At rest condition: Ko = 0.47 Passive condition: Kp = 3.25

The equivalent fluid pressure was estimated utilizing assumed unit weight and frictional angle of 138 pounds per cubic foot (pcf) and 32o, respectively, for the crushed stone backfill. Design to resist sliding should incorporate a sliding coefficient of 0.35 for concrete cast directly against cohesive soils or 0.60 for concrete cast directly against compacted granular fill (ODOT 304 or No. 57 crushed stone).

These parameters do not include local or uniform surcharge loads which should be applied along portions of the retaining structures that support sidewalks, pavements or other loading conditions not typically included in standard retaining structures design calculations.

5.6 DRAINAGE RECOMMENDATIONS Adequate drainage should be provided at the project site to minimize any increase in the moisture content of the pavement subgrade soils. The site drainage should be such that the run-off onto adjacent property is controlled properly. In addition, surface runoff from adjacent areas should not be allowed to enter the construction site. It should be noted that the properties of the site silt soils would be severely influenced by moisture. 5.7 EARTHWORK RECOMMENDATIONS Typically, late spring to early fall is the time frame when weather conditions are most favorable for earthwork in the project area. Earthwork activities undertaken during the wetter portions of the year typically encounter substantial difficulties associated with snow and rain.

The construction of the proposed bridge should conform to ODOT Construction Inspection Manual of Procedures, ODOT Construction and Materials Specifications and the recommendations presented in this report. During construction, the Geotechnical Engineer should be retained to observe the foundation excavations, pile installation and approve materials for use such as engineering fill and backfill, and test fill materials for compliance with the recommended compaction criteria.

For areas where filling is required outside the bridge abutments (if any), the existing ground surface should be scarified of topsoil and subsoils containing appreciable amount of organic matter or other deleterious materials. The excavation should be proof rolled under the observation of the Geotechnical Engineer. Further removal of any wet, loose or soft soils should be performed under the discretion of the Geotechnical Engineer.

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5.8 SLOPE STABILITY RECOMMENDATIONS We recommend that most of the final embankment slopes for the project should be designed no steeper than three (3) horizontal to one (1) vertical (3H:1V) for the clay and silt soils and four (4) horizontal to one (1) vertical (4H:1V) for the sand and gravel soils on-site. For the slopes that will be steeper than recommended to as steep as one-half (0.5) horizontal to one (1) vertical (0.5H:1V), we recommend the slope be a mechanically stabilized earth (MSE) design. MSE slopes, using geo-grid reinforcement and slope surface erosion protection, will allow for steeper slopes than recommended.

5.9 ENGINEERED FILL

Engineered fills should be environmentally clean, free of debris and fibrous organic and have a moisture content suitable for compaction. Granular fills are usually preferred as engineered fill because they are not adversely affected by poor weather conditions and do not retain excess moisture. It is recommended that clean sand with less than 5 percent fines (passing U.S. Sieve #200) or ODOT #304 stone designation is used. The engineered fill should be placed in 8-inch thick loose lifts and compacted to at least 95 percent of the maximum dry density as determined in the laboratory in accordance with ASTM D1557 (AASHTO T180) or per ODOT Item 204 specifications. In confined areas, where compaction is limited to the use of hand-operated equipment, the engineered fill should be placed in 4-inch loose lifts. 5.10 GROUNDWATER CONSIDERATIONS & DEWATERING

Groundwater should not pose construction problems. Groundwater was encountered in the borings at relatively deeper depths during drilling and 24 hours after completion of the drilling operations and removal of augers. Groundwater elevations may vary seasonally due to local precipitation, evaporation, transpiration, construction activities, and other site-specific conditions.

It is the contractor’s responsibility to dewater the site for foundations and any other deep excavations involved during construction in accordance with the project specifications.

The contractor’s dewatering methods should be approved by the Engineer. Dewatering should be performed in a manner that will not disturb or loosen the subgrade soils. Sumping should not be conducted in pavement subgrade areas. Runoff water entering the excavation should be intercepted outside of the subgrade area. If water intrusion or exposure softens the bearing soils, the softened soils must be removed from the excavation bottom immediately prior to further construction activities.

5.11 DEEP EXCAVATIONS AND TEMPORARY SLOPES Deep excavations are anticipated during the construction of the proposed bridge replacement. To plan the excavation, several factors, such as the site restrictions, influences on the adjacent structures, soil characteristics, the strength anisotropy, the surcharge on the soil surface, and groundwater conditions should be considered. For an open excavation, the slopes should be limited to four (4) horizontal to one (1) vertical (4H:1V) or flatter due to the predominantly granular

of 19

531 E. THIRD STREET

DAYTON, OHIO 45402



soils encountered at the project site. During construction, temporary surface protection should be provided for all exposed slopes higher than four (4) feet. Cut-off drains should be also installed at the top of all slopes. If an open excavation is not feasible, temporary shoring or retaining structures, such as trench sheeting, trench jacks, trench shields or boxes will be needed for the excavations.

Given the high groundwater elevation condition of the site, dewatering may be needed for deep excavations. Based on the result from the field investigation and the laboratory test results, a well-point system should be considered to dewater the site. For excavations deeper than 10’ around the banks of the river, a multi-stage well point system may be required.

It should be noted that excessive settlement of the adjacent structures may happen as a result of insufficient retaining and shoring construction, site dewatering, bottom heave, etc. If necessary, sheet pile cut-offs should be utilized for deep excavations to limit the potential for excessive settlement of the adjacent structures.

Excavations deeper than 4 feet should have stairways, ladders or ramps as safe means of egress from the trench and sides of excavations deeper than 5 feet should be either sloped back for safety, or a sheeting and bracing system should be used. All excavations should comply with the requirements of OSHA 29 CFR, Part 1926 Sub Part P, “Excavations and Trenches”. This document provides the general principles for excavations and states that safety is the responsibility of the contractor. Reference to this OSHA requirement should be included in the project specifications.

of 19

531 E. THIRD STREET

DAYTON, OHIO 45402



6.0 Limitations of Liability

Conclusions and recommendations presented in this report are based upon the available soil information, currently accepted engineering principles, and available information provided by CHA Companies. 7NT should be notified of any revisions to the scope of this project so that these revisions may be evaluated against the subsurface conditions. Should it be necessary to revise the recommendations outlined in this report, 7NT will submit a written report to address any necessary changes to the foundation, pavement and earthwork recommendations. No other warranties, expressed or implied, are made.

The soils encountered in the borings varied between boring locations. Other discontinuities in soil types and geology may exist, including abrupt strata changes and soil strength variations. The extent of these variations may not be fully determined from the borings or site reconnaissance. Additional variations may not become apparent until mass excavation commences. It is recommended that the owner retains the services of 7NT to observe the construction activities, and to verify that all construction conforms and complies with the project specifications and acceptable engineering practice. If not retained to perform these services, 7NT cannot be held responsible for the impact that any differing conditions may have on the performance of the project. If the proposed construction scheme varies from that described, 7NT requests the opportunity to review our recommendations

of 19

531 E. THIRD STREET

DAYTON, OHIO 45402



7.0 Appendices and References

AAPPPPEENNDDIICCEESS::

A. Site Location Map B. Boring Location Plan C. ODOT Boring Log Legend/Logs of Test Borings D. Laboratory Test Results E. ODOT Classification of Soils F. Summary of LRFD Pile Foundation Analysis G. Structure Foundation Exploration Site Plan

MMAAJJOORR RREEFFEERREENNCCEEDD SSTTAANNDDAARRDDSS A. American Association of State Highway and Transportation Officials (AASHTO) Guide for Design of Pavement Structures, 1993 T88 “Particle Size Analysis of Soils” T89 “Determining the Liquid Limit of Soils” T90 “Determining the Plastic Limit and Plasticity Index of Soils” T99 “The Moisture-Density Relations of Soils Using a 2.5 kg Rammer and a 305 mm Drop” T265 “Laboratory Determination of Moisture Content of Soils” B. American Society for Testing and Materials (ASTM), latest edition D-422 Test Method for Particle-Size Analysis of Soils D-698 Test Method of Laboratory Compaction Characteristics of Soil Using Standard

Effort (12,400 ft-lbf/ft3) D-1557 Test Method of Laboratory Compaction Characteristics of Soil Using Modified

Effort (56,000 ft-lbf/ft3) D-1586 Test Method for Penetration Test and Split-Barrel Sampling of Soils D-1587 Practice for Thin-Walled Tube Sampling of Soils D-1883 Test Method for CBR (California Bearing Ratio) of Laboratory- Compacted Soils D-2216 Test Method for Laboratory Determination of Water (Moisture) Content of Soil and

Rock D-2487 Test Method for Classification of Soils for Engineering Purposes (Unified Soil

Classification System) D-2488 Practice for Description and Identification of Soils (Visual-Manual Procedure) D-4220 Practice for Preserving and Transporting Soil Samples D-4318 Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils D-6151 Standard Practice for Using Hollow-Stem Augers for Geotechnical Exploration and

Soil Sampling D-5268 Specification for Topsoil

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531 E. THIRD STREET

DAYTON, OHIO 45402



C. State of Ohio Department of Transportation (ODOT) Bridge Design Manual, July, 2007 Construction and Material Specifications, January, 2013 Specifications for Geotechnical Explorations, August, 2013 Construction Inspection Manual of Procedures, 2009 Geotechnical Bulletin – GB 1 “Plan Subgrades”, August, 2013. Pavement Design Manual, July, 2008.

APPENDIX A

Site Location Map

APPENDIX B

Boring Location Plan

APPENDIX C

ODOT Boring Logs Legend Logs of Test Borings

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

6

7

8

-

4

3

9

-

-

9

6

24

12

12

17

11

14

1411

8

46

4

63

4

23

2

33

15

43

3

34

3

22

3

1517

10

1814

9

55

7

55

6

21

2

510

11

2011

14

119

25

128

10

1420

8

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

CONCRETE

AGGREGATE BASE

LOOSE, BROWN,GRAVEL AND STONE FRAGMENTS

MEDIUM DENSE, BROWN,GRAVEL AND STONEFRAGMENTS

LOOSE, BROWN,GRAVEL AND STONE FRAGMENTS

MEDIUM DENSE, BROWN,COARSE AND FINE SAND

LOOSE, BROWN,COARSE AND FINE SAND

MEDIUM DENSE, BROWN,COARSE AND FINE SAND

DENSE, BROWN,COARSE AND FINE SAND

MEDIUM DENSE, GRAY,COARSE AND FINE SAND

VERY STIFF, GRAY,SANDY SILT

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

A-1-a (V)

A-1-a (V)

A-1-a (V)

A-1-a (V)

A-1-a (V)

A-1-a (V)

A-1-a (V)

A-3a (V)

A-3a (V)

A-3a (V)

A-3a (V)

A-3a (V)

A-3a (V)

A-3a (V)

A-4a (V)

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

25

13

9

7

24

8

9

7

35

30

16

14

4

28

33

45

24

37

44

33

33

33

33

22

0

33

78

67

50

39

44

44

17

67

44

67

752.0

750.5

746.0

743.5

735.5

725.5

723.0

713.5

709.5

702.5

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

SS-7

SS-8

SS-9

SS-10

SS-11

SS-12

SS-13

SS-14

SS-15

SS-16

SS-17

SS-18

ENERGY RATIO (%): 78.8

DRILLING METHOD: 4.25" HSA

START: 11/19/13 END: 12/19/13

PID: 93237

SAMPLING FIRM / LOGGER: B&P / CC

DRILLING FIRM / OPERATOR: B&P / JG

EOB: 100.5 ft.

HAMMER: CME AUTOMATIC

DRILL RIG: CME 55 TRUCK

CALIBRATION DATE: 2/8/14

ALIGNMENT: C/L E HELENA ST

SAMPLING METHOD: SPT

PAGE

1 OF 2

EXPLORATION IDB-001-0-13

752.5

ELEVATION: 752.5 (MSL)

PROJECT: MOT-HELENA STREET- STATION / OFFSET: 10+29, 18' LT.

LAT / LONG: 39.776890, 84.198397

SFN: 5760437

TYPE: BRIDGE REPLACEMENT

LL PL PI WC

SPT/RQD CLSI

MATERIAL DESCRIPTION

AND NOTES

HP

(tsf)ODOT

CLASS (GI)ATTERBERG ABAN-

DONEDCSDEPTHS

GR FS

GRADATION (%)N60

REC

(%)

ELEV. SAMPLE

ID

ST

AN

DA

RD

OD

OT

SO

IL B

OR

ING

LO

G (

11

X 1

7)

- O

DO

T T

EM

PL

AT

E 1

12

01

4.G

DT

- 6

/26

/15

11

:19

- C

:\U

SE

RS

\PU

BL

IC\D

OC

UM

EN

TS

\BE

NT

LE

Y\G

INT

\PR

OJE

CT

S\G

11

5-O

H R

EV

ISE

D.G

PJ

4 hr

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

51

52

53

54

-

-

-

12

-

-

-

-

16

-

-

-

-

9

-

-

-

-

10

-

-

-

-

3

-

-

-

-

6

-

12

10

7

11

6

14

15

24

9

18

411

19

512

21

1245

30

519

18

1822

19

1320

25

1119

27

1115

18

2850/3"

50

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

VERY STIFF, GRAY,SANDY SILT (continued)

DENSE, GRAY,COARSE AND FINE SAND

VERY DENSE, GRAY,COARSE AND FINE SAND

DENSE, GRAY,COARSE AND FINE SAND

DENSE, GRAY,GRAVEL AND STONE FRAGMENTS WITHSAND AND SILT

VERY DENSE,GRAY, GRAVEL AND STONE FRAGMENTSWITH SAND AND SILT

-

-

-

-

-

-

-

-

-

-

A-4a (V)

A-3a (V)

A-3a (V)

A-3a (V)

A-3a (V)

A-3a (V)

A-3a (V)

A-2-4 (V)

A-2-4 (V)

A-2-4 (V)

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

39

43

98

49

54

59

60

43

-

-

100

100

100

83

72

100

100

83

100

100

696.5

689.5

684.5

666.5

659.5

652.0

SS-19

SS-20

SS-21

SS-22

SS-23

SS-24

SS-25

SS-26

SS-27

SS-28

START: 11/19/13 END: 12/19/13STATION / OFFSET: 10+29, 18' LT. B-001-0-13

697.5

PROJECT: MOT-HELENA STREET-PID: 93237 PG 2 OF 2SFN: 5760437

LL PL PI WC

SPT/RQD CLSI


AND NOTES

HP

(tsf)ODOT


DONEDCSDEPTHS

GR FS

GRADATION (%)N60

REC

(%)

ELEV. SAMPLE

ID

ST

AN

DA

RD

OD

OT

SO

IL B

OR

ING

LO

G (

11

X 1

7)

- O

DO

T T

EM

PL

AT

E 1

12

01

4.G

DT

- 6

/26

/15

11

:19

- C

:\U

SE

RS

\PU

BL

IC\D

OC

UM

EN

TS

\BE

NT

LE

Y\G

INT

\PR

OJE

CT

S\G

11

5-O

H R

EV

ISE

D.G

PJ

NOTES: NONE

ABANDONMENT METHODS, MATERIALS, QUANTITIES: NOT RECORDED

EOB

56

57

58

59

60

61

62

63

64

65

66

67

68

69

70

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

89

90

91

92

93

94

95

96

97

98

99

100

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

36

32

12

6

9

19

8

11

8

8

13

9

2

17

9

62

2

63

4

42

2

43

5

56

6

67

7

79

10

711

10

2530

39

2332

41

4548

52

2522

30

2324

26

1817

19

2925

30

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

LOOSE, GRAY,GRAVEL AND STONE FRAGMENTS WITHSAND

MEDIUM DENSE, GRAY,GRAVEL AND STONEFRAGMENTS

MEDIUM DENSE, GRAY,GRAVEL AND STONEFRAGMENTS

VERY DENSE, GRAY,GRAVEL AND STONE FRAGMENTS

DENSE, GRAY,GRAVEL AND STONE FRAGMENTS

VERY DENSE, GRAY,GRAVEL AND STONE FRAGMENTS

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

A-1-b (V)

A-1-b (V)

A-1-b (V)

A-1-b (V)

A-1-b (V)

A-1-b (V)

A-1-b (V)

A-1-a (V)

A-1-a (V)

A-1-a (V)

A-1-a (V)

A-1-a (V)

A-1-a (V)

A-1-a (V)

A-1-a (V)

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

5

9

5

11

16

19

26

28

93

99

135

70

68

49

74

44

33

56

11

44

33

89

94

78

61

67

100

28

44

100

718.2

710.7

706.7

686.7

676.7

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

SS-7

SS-8

SS-9

SS-10

SS-11

SS-12

SS-13

SS-14

SS-15



START: 12/12/13 END: 12/12/13

PID: 93237


DRILLING FIRM / OPERATOR: B&P / WILLIS

EOB: 69.5 ft.


DRILL RIG: CME 55X TRACK




PAGE

1 OF 2


727.7


PROJECT: MOT-HELENA STREET- STATION / OFFSET: 11+45, 39' RT.

LAT / LONG: 39.777049, 84.197986

SFN: 5760437


LL PL PI WC

SPT/RQD CLSI


AND NOTES

HP

(tsf)ODOT


DONEDCSDEPTHS

GR FS

GRADATION (%)N60

REC

(%)

ELEV. SAMPLE

ID

ST

AN

DA

RD

OD

OT

SO

IL B

OR

ING

LO

G (

11

X 1

7)

- O

DO

T T

EM

PL

AT

E 1

12

01

4.G

DT

- 6

/26

/15

11

:19

- C

:\U

SE

RS

\PU

BL

IC\D

OC

UM

EN

TS

\BE

NT

LE

Y\G

INT

\PR

OJE

CT

S\G

11

5-O

H R

EV

ISE

D.G

PJ

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

51

52

53

54

-

-

18

-

-

13

-

-

5

11

11

10

1922

23

3324

26

3225

28

-

-

-

-

-

-

VERY DENSE, GRAY,GRAVEL AND STONE FRAGMENTS(continued)

DENSE, GRAY,GRAVEL AND STONE FRAGMENTS

HARD, GRAY,SANDY SILT

-

-

-

A-1-a (V)

A-1-a (V)

A-4a (V)

-

-

-

-

-

-

-

-

-

61

68

72

33

39

89

671.7

663.2

658.2

SS-16

SS-17

SS-18

START: 12/12/13 END: 12/12/13STATION / OFFSET: 11+45, 39' RT. B-002-0-13

672.7


LL PL PI WC

SPT/RQD CLSI


AND NOTES

HP

(tsf)ODOT


DONEDCSDEPTHS

GR FS

GRADATION (%)N60

REC

(%)

ELEV. SAMPLE

ID

ST

AN

DA

RD

OD

OT

SO

IL B

OR

ING

LO

G (

11

X 1

7)

- O

DO

T T

EM

PL

AT

E 1

12

01

4.G

DT

- 6

/26

/15

11

:19

- C

:\U

SE

RS

\PU

BL

IC\D

OC

UM

EN

TS

\BE

NT

LE

Y\G

INT

\PR

OJE

CT

S\G

11

5-O

H R

EV

ISE

D.G

PJ

NOTES: BORING CONTINUED ON B-002-1-13


EOB

56

57

58

59

60

61

62

63

64

65

66

67

68

69

OVERBURDEN, DRILLED WITHOUT SAMPLING



START: 1/15/14 END: 1/15/14

PID: 93237



EOB: 100.0 ft.






PAGE

1 OF 2


727.7



LAT / LONG: 39.777049, 84.197986

SFN: 5760437


LL PL PI WC

SPT/RQD CLSI


AND NOTES

HP

(tsf)ODOT


DONEDCSDEPTHS

GR FS

GRADATION (%)N60

REC

(%)

ELEV. SAMPLE

ID

ST

AN

DA

RD

OD

OT

SO

IL B

OR

ING

LO

G (

11

X 1

7)

- O

DO

T T

EM

PL

AT

E 1

12

01

4.G

DT

- 6

/26

/15

11

:19

- C

:\U

SE

RS

\PU

BL

IC\D

OC

UM

EN

TS

\BE

NT

LE

Y\G

INT

\PR

OJE

CT

S\G

11

5-O

H R

EV

ISE

D.G

PJ

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

51

52

53

54

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

3250/5"

3832

40

3227

51

920

37

1030

28

1032

27

-

-

-

-

-

-

-

-

-

-

-

-

OVERBURDEN, DRILLED WITHOUT SAMPLING (continued)

HARD, GRAY,SANDY SILT, MOIST -

-

-

-

-

-

A-4a (V)

A-4a (V)

A-4a (V)

A-4a (V)

A-4a (V)

A-4a (V)

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

97

106

77

78

80

100

100

100

100

100

100

654.2

627.7

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6


672.7


LL PL PI WC

SPT/RQD CLSI


AND NOTES

HP

(tsf)ODOT


DONEDCSDEPTHS

GR FS

GRADATION (%)N60

REC

(%)

ELEV. SAMPLE

ID

ST

AN

DA

RD

OD

OT

SO

IL B

OR

ING

LO

G (

11

X 1

7)

- O

DO

T T

EM

PL

AT

E 1

12

01

4.G

DT

- 6

/26

/15

11

:19

- C

:\U

SE

RS

\PU

BL

IC\D

OC

UM

EN

TS

\BE

NT

LE

Y\G

INT

\PR

OJE

CT

S\G

11

5-O

H R

EV

ISE

D.G

PJ

NOTES: NONE


EOB

56

57

58

59

60

61

62

63

64

65

66

67

68

69

70

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

89

90

91

92

93

94

95

96

97

98

99

100

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

52

22

25

11

22

14

7

9

11

9

13

14

14

11

21

1

32

2

21

1

75

4

31

1

55

6

818

16

1714

18

6532

30

2615

31

2723

24

2428

30

2018

22

3437

38

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

VERY SOFT, BLACK, ORGANIC CLAY

VERY LOOSE TO LOOSE, GRAY, GRAVEL AND STONEFRAGMENTS WITH SAND

MEDIUM DENSE, GRAY, GRAVEL AND STONEFRAGMENTS

DENSE, GRAY, GRAVEL AND STONE FRAGMENTS


VERY DENSE, GRAY, GRAVEL AND STONE FRAGMENTS

DENSE, GRAY, GRAVEL AND STONE FRAGMENTS WITHSAND

VERY DENSE, GRAY, GRAVEL AND STONE FRAGMENTSWITH SAND

DENSE, GRAY, GRAVEL AND STONE FRAGMENTS WITHSAND

VERY DENSE, GRAY, GRAVEL AND STONE FRAGMENTS

-

-

-

-

-

-

-

-

-

-

-

-

-

-

A-1-b (V)

A-1-b (V)

A-1-b (V)

A-1-b (V)

A-1-a (V)

A-1-a (V)

A-1-a (V)

A-1-a (V)

A-1-b (V)

A-1-b (V)

A-1-b (V)

A-1-b (V)

A-1-a (V)

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

3

5

3

12

3

15

46

43

84

62

64

78

54

102

33

39

56

50

67

78

72

67

89

100

100

94

83

100

728.9

718.9

716.4

711.9

705.9

700.9

690.9

685.9

680.9

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

SS-7

SS-8

SS-9

SS-10

SS-11

SS-12

SS-13

SS-14



START: 12/13/13 END: 12/13/13

PID: 93237



EOB: 68.0 ft.






PAGE

1 OF 2


730.9



LAT / LONG: 39.777356, 84.197694

SFN: 5760437


LL PL PI WC

SPT/RQD CLSI


AND NOTES

HP

(tsf)ODOT


DONEDCSDEPTHS

GR FS

GRADATION (%)N60

REC

(%)

ELEV. SAMPLE

ID

ST

AN

DA

RD

OD

OT

SO

IL B

OR

ING

LO

G (

11

X 1

7)

- O

DO

T T

EM

PL

AT

E 1

12

01

4.G

DT

- 6

/26

/15

11

:19

- C

:\U

SE

RS

\PU

BL

IC\D

OC

UM

EN

TS

\BE

NT

LE

Y\G

INT

\PR

OJE

CT

S\G

11

5-O

H R

EV

ISE

D.G

PJ

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

51

52

53

54

-

-

-

-

-

-

-

-

-

9

8

10

2525

26

2931

30

77

7

-

-

-

-

-

-

VERY DENSE, GRAY, GRAVEL AND STONE FRAGMENTS(continued)


-

-

-

A-1-a (V)

A-1-a (V)

A-1-a (V)

-

-

-

-

-

-

-

-

-

69

83

19

78

89

100

665.9

662.9

SS-15

SS-16

SS-17


675.9


LL PL PI WC

SPT/RQD CLSI


AND NOTES

HP

(tsf)ODOT


DONEDCSDEPTHS

GR FS

GRADATION (%)N60

REC

(%)

ELEV. SAMPLE

ID

ST

AN

DA

RD

OD

OT

SO

IL B

OR

ING

LO

G (

11

X 1

7)

- O

DO

T T

EM

PL

AT

E 1

12

01

4.G

DT

- 6

/26

/15

11

:19

- C

:\U

SE

RS

\PU

BL

IC\D

OC

UM

EN

TS

\BE

NT

LE

Y\G

INT

\PR

OJE

CT

S\G

11

5-O

H R

EV

ISE

D.G

PJ

NOTES: BORING CONTINUED ON B-003-1-13


EOB

56

57

58

59

60

61

62

63

64

65

66

67

68

OVERBURDEN, DRILLED WITHOUT SAMPLING



START: 1/19/14 END: 1/19/14

PID: 93237



EOB: 109.4 ft.






PAGE

1 OF 2


730.9



LAT / LONG: 39.777356, 84.197694

SFN: 5760437


LL PL PI WC

SPT/RQD CLSI


AND NOTES

HP

(tsf)ODOT


DONEDCSDEPTHS

GR FS

GRADATION (%)N60

REC

(%)

ELEV. SAMPLE

ID

ST

AN

DA

RD

OD

OT

SO

IL B

OR

ING

LO

G (

11

X 1

7)

- O

DO

T T

EM

PL

AT

E 1

12

01

4.G

DT

- 6

/26

/15

11

:19

- C

:\U

SE

RS

\PU

BL

IC\D

OC

UM

EN

TS

\BE

NT

LE

Y\G

INT

\PR

OJE

CT

S\G

11

5-O

H R

EV

ISE

D.G

PJ

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

51

52

53

54

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

50/3"

50/3"

50/3"

50/3"

50/5"

233850/5"

4948

49

1920

34

1624

31

1320

24

3350/5"

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

OVERBURDEN, DRILLED WITHOUT SAMPLING (continued)

VERY DENSE, GRAY, GRAVEL AND STONE FRAGMENTS,MOIST

HARD, GRAY, SANDY CLAY, MOIST

-

-

-

-

-

-

-

-

-

-

-

A-1-a (V)

A-1-a (V)

A-1-a (V)

A-1-a (V)

A-4a (V)

A-4a (V)

A-4a (V)

A-4a (V)

A-4a (V)

A-4a (V)

A-4a (V)

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

131

73

74

60

-

33

167

100

67

36

88

89

100

100

100

82

672.4

657.1

621.5

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

SS-7

SS-8

SS-9

SS-10

SS-11


675.9


LL PL PI WC

SPT/RQD CLSI


AND NOTES

HP

(tsf)ODOT


DONEDCSDEPTHS

GR FS

GRADATION (%)N60

REC

(%)

ELEV. SAMPLE

ID

ST

AN

DA

RD

OD

OT

SO

IL B

OR

ING

LO

G (

11

X 1

7)

- O

DO

T T

EM

PL

AT

E 1

12

01

4.G

DT

- 6

/26

/15

11

:19

- C

:\U

SE

RS

\PU

BL

IC\D

OC

UM

EN

TS

\BE

NT

LE

Y\G

INT

\PR

OJE

CT

S\G

11

5-O

H R

EV

ISE

D.G

PJ

NOTES: NONE


EOB

56

57

58

59

60

61

62

63

64

65

66

67

68

69

70

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

89

90

91

92

93

94

95

96

97

98

99

100

101

102

103

104

105

106

107

108

109

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

7

-

5

-

8

5

5

10031

9

79

5

45

6

53

5

44

2

32

2

50/3"

-

-

-

-

-

-

-

-

-

-

-

-

-

-

Asphalt

Aggregate Base

Medium Dense, Brown, Gravel and Stone Fragments

Loose, Brown, Gravel and Stone Fragments

Concrete

-

-

-

-

-

-

-

A-1-a (V)

A-1-a (V)

A-1-a (V)

A-1-a (V)

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

53

18

14

11

8

5

-

44

56

56

67

50

44

67

751.0

750.0

747.0

739.0

736.0

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

SS-7



START: 11/20/13 END: 11/20/13

PID: 93237



EOB: 16.0 ft.






PAGE

1 OF 1


752.0



LAT / LONG: 39.777593, 84.197566

SFN: 5760437


LL PL PI WC

SPT/RQD CLSI


AND NOTES

HP

(tsf)ODOT


DONEDCSDEPTHS

GR FS

GRADATION (%)N60

REC

(%)

ELEV. SAMPLE

ID

ST

AN

DA

RD

OD

OT

SO

IL B

OR

ING

LO

G (

11

X 1

7)

- O

DO

T T

EM

PL

AT

E 1

12

01

4.G

DT

- 6

/26

/15

11

:19

- C

:\U

SE

RS

\PU

BL

IC\D

OC

UM

EN

TS

\BE

NT

LE

Y\G

INT

\PR

OJE

CT

S\G

11

5-O

H R

EV

ISE

D.G

PJ

NOTES: NONE


EOB

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

-

-

-

28

-

-

20

-

-

-

-

-

-

-

-

-

-

-

-

-

16

-

-

14

-

-

-

-

-

-

-

-

-

-

-

-

-

12

-

-

6

-

-

-

-

-

-

-

-

-

-

14

6

16

22

23

11

11

22

5

10

12

10

12

10

-

7

8

45

4

34

3

22

2

22

2

22

2

23

2

32

2

22

2

39

11

613

16

1011

16

67

8

711

9

820

26

712

17

723

25

1422

28

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

Asphalt

Medium Stiff, Brown, Silt and Clay

Soft, Brown, Silt and Clay

Loose, Brown, Coarse and Fine Sand

Medium Dense, Brown, Gravel and Stone Fragments

Dense, Brown, Gravel and Stone Fragments

Medium Dense, Gray, Gravel and Stone Fragments

Dense, Gray, Gravel and Stone Fragments With Sand

Very Dense, Gray, Gravel and Stone Fragments With Sand

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

A-6a (V)

A-6a (V)

A-6a (V)

A-6a (V)

A-3a (V)

A-3a (V)

A-3a (V)

A-3a (V)

A-1-a (V)

A-1-a (V)

A-1-a (V)

A-1-a (V)

A-1-a (V)

A-1-a (V)

A-1-b (V)

A-1-b (V)

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

12

9

5

5

5

7

5

5

26

38

35

20

26

60

38

63

66

56

11

44

100

89

22

67

100

100

72

100

78

83

100

100

100

100

750.6

747.1

741.6

732.1

718.6

713.6

708.6

697.6

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

SS-7

SS-8

SS-9

SS-10

SS-11

SS-12

SS-13

SS-14

SS-15

SS-16

SS-17



START: 11/20/13 END: 11/20/13

PID: 93237



EOB: 100.5 ft.






PAGE

1 OF 2


751.6



LAT / LONG: 39.777653, 84.197507

SFN: 5760437


LL PL PI WC

SPT/RQD CLSI


AND NOTES

HP

(tsf)ODOT


DONEDCSDEPTHS

GR FS

GRADATION (%)N60

REC

(%)

ELEV. SAMPLE

ID

ST

AN

DA

RD

OD

OT

SO

IL B

OR

ING

LO

G (

11

X 1

7)

- O

DO

T T

EM

PL

AT

E 1

12

01

4.G

DT

- 6

/26

/15

11

:19

- C

:\U

SE

RS

\PU

BL

IC\D

OC

UM

EN

TS

\BE

NT

LE

Y\G

INT

\PR

OJE

CT

S\G

11

5-O

H R

EV

ISE

D.G

PJ

15 hr21 hr

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

51

52

53

54

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

8

9

13

10

11

11

8

12

9

8

1926

44

1119

27

717

32

1422

31

2132

37

1026

34

1931

39

2231

36

2032

34

86

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

Very Dense, Gray, Gravel and Stone Fragments With Sand(continued)

Dense, Gray, Gravel and Stone Fragments With Sand

Very Dense, Gray, Gravel and Stone Fragments With Sand

-

-

-

-

-

-

-

-

-

-

A-1-b (V)

A-1-b (V)

A-1-b (V)

A-1-b (V)

A-1-b (V)

A-1-b (V)

A-1-b (V)

A-1-b (V)

A-1-b (V)

A-1-b (V)

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

92

60

64

70

91

79

92

88

87

-

100

100

100

100

100

100

100

100

100

100

693.6

683.6

651.1

SS-18

SS-19

SS-20

SS-21

SS-22

SS-23

SS-24

SS-25

SS-26

SS-27


696.6


LL PL PI WC

SPT/RQD CLSI


AND NOTES

HP

(tsf)ODOT


DONEDCSDEPTHS

GR FS

GRADATION (%)N60

REC

(%)

ELEV. SAMPLE

ID

ST

AN

DA

RD

OD

OT

SO

IL B

OR

ING

LO

G (

11

X 1

7)

- O

DO

T T

EM

PL

AT

E 1

12

01

4.G

DT

- 6

/26

/15

11

:19

- C

:\U

SE

RS

\PU

BL

IC\D

OC

UM

EN

TS

\BE

NT

LE

Y\G

INT

\PR

OJE

CT

S\G

11

5-O

H R

EV

ISE

D.G

PJ

NOTES: NONE


EOB

56

57

58

59

60

61

62

63

64

65

66

67

68

69

70

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

89

90

91

92

93

94

95

96

97

98

99

100

APPENDIX D

Laboratory Test Results

gray Coarse and Fine Sand 12 9 3 51.2 23.7 SM

gray Gravel and/or Stone Fragments with Sand and Silt 16 10 6 56.7 34.9 SC-SM

G038-OH CHA Companies

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

Figure

Loc.: B-001-0-13 SS-22, 22A Depth: 70.0' - 71.5' Sample No.: 0483


PLAS

TIC

ITY

IND

EX

0

10

20

30

40

50

60

LIQUID LIMIT0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL

or O

L

CH o

r O

HML or OL MH or OH

Dashed line indicates the approximate

upper limit boundary for natural soils

4

7

LIQUID AND PLASTIC LIMITS TEST REPORT

Date of Instructions: 12/19/13Lab No.: 0483Date of Instructions: 12/19/13Lab No.: 0483

Helena Street Bridge - Dayton, Ohio

gray Sandy Silt 18 13 5 74.4 56.0 CL-ML

brown Silt and Clay 28 16 12 90.3 51.1 CL

brown Coarse and Fine Sand 20 14 6 52.0 21.4 SC-SM

G038-OH CHA Companies

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

Figure


Location: B-004-1-13 SS-4 Depth: 7.5' - 9.0' Sample Number: 0483

Loc.: B-004-1-13 SS-7 Depth: 15.0' - 16.5' Sample No.: 0483

PLAS

TIC

ITY

IND

EX

0

10

20

30

40

50

60

LIQUID LIMIT0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL

or O

L

CH o

r O

HML or OL MH or OH

Dashed line indicates the approximate

upper limit boundary for natural soils

4

7

LIQUID AND PLASTIC LIMITS TEST REPORT

Date Received: 11/20/13Lab No.: 0483Date Received: 11/20/13Lab No.: 0483Date Received: 11/20/13Lab No.: 0483


12/30/13

(no specification provided)

PL= LL= PI=

D85= D60= D50=D30= D15= D10=Cu= Cc=

USCS= ODOT=

*

brown Gravel and/or Stone Fragents1.51.0

0.750.5

0.375#4

#10#20#40#60

#100#200

100.090.386.183.475.762.945.733.124.019.616.714.2

NP NV NP

14.6286 4.0517 2.49010.6813 0.0894 0.0188

215.74 6.10

SM A-1-a(0)

Date of Instructions: 12/19/13Lab No.: 0483

CHA Companies


G038-OH

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B-001-0-13 SS-4Sample Number: 0483 Depth: 5.0' - 6.5' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

PE

RC

EN

T FI

NE

R

0

10

20

30

40

50

60

70

80

90

100

PE

RC

EN

T CO

AR

SE

R

100

90

80

70

60

50

40

30

20

10

0

GRAIN SIZE - mm.

0.0010.010.1110100

% Boulders % +3"Coarse

% Gravel

Fine Coarse

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 13.9 40.4 21.7 9.8 9.0 5.2

6 in

.

3 in

.

2 in

.1½

in.

1 in

.¾

in.

½ in

.3/

8 in

.

#4 #10

#20

#30

#40

#60

#100

#140

#200

Particle Size Distribution Report

12/30/13


PL= LL= PI=

D85= D60= D50=D30= D15= D10=Cu= Cc=

USCS= ODOT=

*

brown Coarse and Fine Sand#10#20#40#60

#100#200

100.098.868.627.217.714.6

NP NV NP

0.5536 0.3824 0.34050.2628 0.0826 0.0190

20.17 9.52

SM A-2-4(0)


CHA Companies


G038-OH


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T FI

NE

R

0

10

20

30

40

50

60

70

80

90

100

PE

RC

EN

T CO

AR

SE

R

100

90

80

70

60

50

40

30

20

10

0

GRAIN SIZE - mm.

0.0010.010.1110100


% Gravel

Fine Coarse

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.0 31.4 54.0 9.8 4.8

6 in

.

3 in

.

2 in

.1½

in.

1 in

.¾

in.

½ in

.3/

8 in

.

#4 #10

#20

#30

#40

#60

#100

#140

#200


12/30/13


PL= LL= PI=

D85= D60= D50=D30= D15= D10=Cu= Cc=

USCS= ODOT=

*

brown Sandy Silt0.5

0.375#4

#10#20#40#60

#100#200

100.099.498.797.190.578.867.455.844.3

NP NV NP

0.5923 0.1822 0.10710.0341 0.0090 0.0037

48.83 1.71

SM A-4a(2)


CHA Companies


G038-OH


Atterberg Limits

Coefficients

Classification

Remarks

Location: B-001-0-13 SS-18, 18ASample Number: 0483 Depth: 50.0' - 51.5' Date:

Client:

Project:

Project No: Figure



PE

RC

EN

T FI

NE

R

0

10

20

30

40

50

60

70

80

90

100

PE

RC

EN

T CO

AR

SE

R

100

90

80

70

60

50

40

30

20

10

0

GRAIN SIZE - mm.

0.0010.010.1110100


% Gravel

Fine Coarse

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 2.9 18.3 34.5 32.8 11.5

6 in

.

3 in

.

2 in

.1½

in.

1 in

.¾

in.

½ in

.3/

8 in

.

#4 #10

#20

#30

#40

#60

#100

#140

#200


12/30/13


PL= LL= PI=

D85= D60= D50=D30= D15= D10=Cu= Cc=

USCS= ODOT=

*

gray Coarse and Fine Sand0.750.5

0.375#4

#10#20#40#60

#100#200

100.099.597.691.481.869.251.234.628.023.7

9 12 3

2.6193 0.5708 0.40930.1889 0.0106 0.0040

141.43 15.49

SM A-2-4(0)


CHA Companies


G038-OH


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T FI

NE

R

0

10

20

30

40

50

60

70

80

90

100

PE

RC

EN

T CO

AR

SE

R

100

90

80

70

60

50

40

30

20

10

0

GRAIN SIZE - mm.

0.0010.010.1110100


% Gravel

Fine Coarse

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 18.2 30.6 27.5 12.9 10.8

6 in

.

3 in

.

2 in

.1½

in.

1 in

.¾

in.

½ in

.3/

8 in

.

#4 #10

#20

#30

#40

#60

#100

#140

#200


12/30/13


PL= LL= PI=

D85= D60= D50=D30= D15= D10=Cu= Cc=

USCS= ODOT=

*

gray Gravel and/or Stone Fragments with Sand and Silt1.0

0.750.5

0.375#4

#10#20#40#60

#100#200

100.090.089.686.981.172.563.456.749.742.634.9

10 16 6

7.8923 0.5905 0.25510.0496 0.0054 0.0020

302.43 2.13

SC-SM A-2-4(0)


CHA Companies


G038-OH


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T FI

NE

R

0

10

20

30

40

50

60

70

80

90

100

PE

RC

EN

T CO

AR

SE

R

100

90

80

70

60

50

40

30

20

10

0

GRAIN SIZE - mm.

0.0010.010.1110100


% Gravel

Fine Coarse

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 10.0 17.5 15.8 21.8 20.7 14.2

6 in

.

3 in

.

2 in

.1½

in.

1 in

.¾

in.

½ in

.3/

8 in

.

#4 #10

#20

#30

#40

#60

#100

#140

#200


12/19/13


PL= LL= PI=

D85= D60= D50=D30= D15= D10=Cu= Cc=

USCS= ODOT=

*

black Gravel and/or Stone Fragments with Sand1.0

0.750.5

0.375#4

#10#20#40#60

#100#200

100.094.894.892.587.979.367.945.118.0

9.47.9

NP NV NP

3.4041 0.6193 0.47240.3221 0.2279 0.1669

3.71 1.00

SP-SM A-1-b(0)

Date Received: 11/20/13Lab No.: 0483

CHA Companies


G038-OH


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T FI

NE

R

0

10

20

30

40

50

60

70

80

90

100

PE

RC

EN

T CO

AR

SE

R

100

90

80

70

60

50

40

30

20

10

0

GRAIN SIZE - mm.

0.0010.010.1110100


% Gravel

Fine Coarse

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 5.2 15.5 34.2 37.2 3.2 4.7

6 in

.

3 in

.

2 in

.1½

in.

1 in

.¾

in.

½ in

.3/

8 in

.

#4 #10

#20

#30

#40

#60

#100

#140

#200


12/19/13


PL= LL= PI=

D85= D60= D50=D30= D15= D10=Cu= Cc=

USCS= ODOT=

*

gray Gravel and/or Stone Fragments1.0

0.750.5

0.375#4

#10#20#40#60

#100#200

100.095.178.170.252.234.923.415.811.2

9.27.6

NP NV NP

14.9294 6.3989 4.33321.4341 0.3933 0.1975

32.40 1.63

GW-GM A-1-a(0)


CHA Companies


G038-OH


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T FI

NE

R

0

10

20

30

40

50

60

70

80

90

100

PE

RC

EN

T CO

AR

SE

R

100

90

80

70

60

50

40

30

20

10

0

GRAIN SIZE - mm.

0.0010.010.1110100


% Gravel

Fine Coarse

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 4.9 60.2 19.1 8.2 4.5 3.1

6 in

.

3 in

.

2 in

.1½

in.

1 in

.¾

in.

½ in

.3/

8 in

.

#4 #10

#20

#30

#40

#60

#100

#140

#200


12/19/13


PL= LL= PI=

D85= D60= D50=D30= D15= D10=Cu= Cc=

USCS= ODOT=

*

gray Gravel and/or Stone Fragments1.0

0.750.5

0.375#4

#10#20#40#60

#100#200

100.092.785.176.058.539.128.119.314.711.7

9.4

NP NV NP

12.6618 5.0656 3.31971.0018 0.2603 0.0892

56.76 2.22

SW-SM A-1-a(0)


CHA Companies


G038-OH


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T FI

NE

R

0

10

20

30

40

50

60

70

80

90

100

PE

RC

EN

T CO

AR

SE

R

100

90

80

70

60

50

40

30

20

10

0

GRAIN SIZE - mm.

0.0010.010.1110100


% Gravel

Fine Coarse

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 7.3 53.6 19.8 9.9 6.6 2.8

6 in

.

3 in

.

2 in

.1½

in.

1 in

.¾

in.

½ in

.3/

8 in

.

#4 #10

#20

#30

#40

#60

#100

#140

#200


12/19/13


PL= LL= PI=

D85= D60= D50=D30= D15= D10=Cu= Cc=

USCS= ODOT=

*

gray Sandy Silt0.5

0.375#4

#10#20#40#60

#100#200

100.095.792.485.879.874.469.263.556.0

13 18 5

1.8093 0.1056 0.05110.0084

CL-ML A-4a(4)


CHA Companies


G038-OH


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T FI

NE

R

0

10

20

30

40

50

60

70

80

90

100

PE

RC

EN

T CO

AR

SE

R

100

90

80

70

60

50

40

30

20

10

0

GRAIN SIZE - mm.

0.0010.010.1110100


% Gravel

Fine Coarse

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 14.2 11.4 18.4 31.2 24.8

6 in

.

3 in

.

2 in

.1½

in.

1 in

.¾

in.

½ in

.3/

8 in

.

#4 #10

#20

#30

#40

#60

#100

#140

#200


12/30/13


PL= LL= PI=

D85= D60= D50=D30= D15= D10=Cu= Cc=

USCS= ODOT=

*

gray Gravel and/or Stone Fragments with Sand1.0

0.750.5

0.375#4

#10#20#40#60

#100#200

100.096.194.192.983.463.139.221.115.2

8.26.3

NP NV NP

5.1706 1.7793 1.23420.6229 0.2459 0.1739

10.23 1.25

SW-SM A-1-b(0)


CHA Companies


G038-OH


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T FI

NE

R

0

10

20

30

40

50

60

70

80

90

100

PE

RC

EN

T CO

AR

SE

R

100

90

80

70

60

50

40

30

20

10

0

GRAIN SIZE - mm.

0.0010.010.1110100


% Gravel

Fine Coarse

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 3.9 33.0 42.0 14.8 1.7 4.6

6 in

.

3 in

.

2 in

.1½

in.

1 in

.¾

in.

½ in

.3/

8 in

.

#4 #10

#20

#30

#40

#60

#100

#140

#200


12/30/13


PL= LL= PI=

D85= D60= D50=D30= D15= D10=Cu= Cc=

USCS= ODOT=

*

brown/gray Gravel and/or Stone Fragments1.0

0.750.5

0.375#4

#10#20#40#60

#100#200

100.097.892.890.078.047.626.214.1

6.64.02.6

NP NV NP

6.5090 2.8149 2.14681.0267 0.4499 0.3282

8.58 1.14

SW A-1-a(0)


CHA Companies


G038-OH


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T FI

NE

R

0

10

20

30

40

50

60

70

80

90

100

PE

RC

EN

T CO

AR

SE

R

100

90

80

70

60

50

40

30

20

10

0

GRAIN SIZE - mm.

0.0010.010.1110100


% Gravel

Fine Coarse

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 2.2 50.2 33.5 11.5 1.0 1.6

6 in

.

3 in

.

2 in

.1½

in.

1 in

.¾

in.

½ in

.3/

8 in

.

#4 #10

#20

#30

#40

#60

#100

#140

#200


12/30/13


PL= LL= PI=

D85= D60= D50=D30= D15= D10=Cu= Cc=

USCS= ODOT=

*

gray/brown Gravel and/or Stone Fragments1.51.0

0.750.5

0.375#4

#10#20#40#60

#100#200

100.093.193.182.776.656.637.122.616.813.811.7

9.5

NP NV NP

13.7835 5.3207 3.68971.3732 0.3120 0.0858

62.03 4.13

SP-SM A-1-a(0)


CHA Companies


G038-OH


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T FI

NE

R

0

10

20

30

40

50

60

70

80

90

100

PE

RC

EN

T CO

AR

SE

R

100

90

80

70

60

50

40

30

20

10

0

GRAIN SIZE - mm.

0.0010.010.1110100


% Gravel

Fine Coarse

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 6.9 56.0 20.3 7.3 6.0 3.5

6 in

.

3 in

.

2 in

.1½

in.

1 in

.¾

in.

½ in

.3/

8 in

.

#4 #10

#20

#30

#40

#60

#100

#140

#200


12/30/13


PL= LL= PI=

D85= D60= D50=D30= D15= D10=Cu= Cc=

USCS= ODOT=

*

gray Gravel and/or Stone Fragments with Sand1.0

0.750.5

0.375#4

#10#20#40#60

#100#200

100.097.893.889.080.964.446.530.119.614.411.0

NP NV NP

6.9241 1.6138 0.99720.4237 0.1640 0.0655

24.65 1.70

SW-SM A-1-b(0)


CHA Companies


G038-OH


Atterberg Limits

Coefficients

Classification

Remarks

Location: B-003-0-13 S-11, 11ASample Number: 0483 Depth: 36.5' - 38.0' Date:

Client:

Project:

Project No: Figure



PE

RC

EN

T FI

NE

R

0

10

20

30

40

50

60

70

80

90

100

PE

RC

EN

T CO

AR

SE

R

100

90

80

70

60

50

40

30

20

10

0

GRAIN SIZE - mm.

0.0010.010.1110100


% Gravel

Fine Coarse

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 2.2 33.4 34.3 19.1 8.0 3.0

6 in

.

3 in

.

2 in

.1½

in.

1 in

.¾

in.

½ in

.3/

8 in

.

#4 #10

#20

#30

#40

#60

#100

#140

#200


12/30/13


PL= LL= PI=

D85= D60= D50=D30= D15= D10=Cu= Cc=

USCS= ODOT=

*

gray Gravel and/or Stone Fragments1.51.0

0.750.5

0.375#4

#10#20#40#60

#100#200

100.093.788.880.874.157.240.630.918.611.8

9.06.9

NP NV NP

15.5566 5.3493 3.43280.8002 0.3346 0.1904

28.09 0.63

SP-SM A-1-a(0)


CHA Companies


G038-OH


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T FI

NE

R

0

10

20

30

40

50

60

70

80

90

100

PE

RC

EN

T CO

AR

SE

R

100

90

80

70

60

50

40

30

20

10

0

GRAIN SIZE - mm.

0.0010.010.1110100


% Gravel

Fine Coarse

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 11.2 48.2 22.0 11.7 4.5 2.4

6 in

.

3 in

.

2 in

.1½

in.

1 in

.¾

in.

½ in

.3/

8 in

.

#4 #10

#20

#30

#40

#60

#100

#140

#200


12/19/13


PL= LL= PI=

D85= D60= D50=D30= D15= D10=Cu= Cc=

USCS= ODOT=

*

brown Silt and Clay0.375

#4#10#20#40#60

#100#200

100.099.198.296.190.377.263.451.1

16 28 12

0.3320 0.1252 0.07150.0146 0.0025

CL A-6a(4)


CHA Companies


G038-OH


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T FI

NE

R

0

10

20

30

40

50

60

70

80

90

100

PE

RC

EN

T CO

AR

SE

R

100

90

80

70

60

50

40

30

20

10

0

GRAIN SIZE - mm.

0.0010.010.1110100


% Gravel

Fine Coarse

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 1.8 7.9 39.2 30.8 20.3

6 in

.

3 in

.

2 in

.1½

in.

1 in

.¾

in.

½ in

.3/

8 in

.

#4 #10

#20

#30

#40

#60

#100

#140

#200


12/19/13


PL= LL= PI=

D85= D60= D50=D30= D15= D10=Cu= Cc=

USCS= ODOT=

*

brown Coarse and Fine Sand0.750.5

0.375#4

#10#20#40#60

#100#200

100.093.290.980.472.263.952.036.927.621.4

14 20 6

6.2751 0.6338 0.39460.1780 0.0261 0.0061

104.66 8.26

SC-SM A-3a


CHA Companies


G038-OH


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T FI

NE

R

0

10

20

30

40

50

60

70

80

90

100

PE

RC

EN

T CO

AR

SE

R

100

90

80

70

60

50

40

30

20

10

0

GRAIN SIZE - mm.

0.0010.010.1110100


% Gravel

Fine Coarse

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 27.8 20.2 30.6 12.2 9.2

6 in

.

3 in

.

2 in

.1½

in.

1 in

.¾

in.

½ in

.3/

8 in

.

#4 #10

#20

#30

#40

#60

#100

#140

#200


12/19/13


PL= LL= PI=

D85= D60= D50=D30= D15= D10=Cu= Cc=

USCS= ODOT=

*

brown Gravel and/or Stone Fragments1.51.0

0.750.5

0.375#4

#10#20#40#60

#100#200

100.093.593.583.470.949.430.319.312.0

9.78.47.1

NP NV NP

13.2439 7.0268 4.86341.9630 0.5861 0.2770

25.37 1.98

GW-GM A-1-a(0)


CHA Companies


G038-OH


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T FI

NE

R

0

10

20

30

40

50

60

70

80

90

100

PE

RC

EN

T CO

AR

SE

R

100

90

80

70

60

50

40

30

20

10

0

GRAIN SIZE - mm.

0.0010.010.1110100


% Gravel

Fine Coarse

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 6.5 63.2 18.3 4.9 4.4 2.7

6 in

.

3 in

.

2 in

.1½

in.

1 in

.¾

in.

½ in

.3/

8 in

.

#4 #10

#20

#30

#40

#60

#100

#140

#200


12/19/13


PL= LL= PI=

D85= D60= D50=D30= D15= D10=Cu= Cc=

USCS= ODOT=

*

gray Gravel and/or Stone Fragments with Sand1.51.0

0.750.5

0.375#4

#10#20#40#60

#100#200

100.093.689.789.187.483.272.055.839.727.923.319.2

NP NV NP

6.2013 1.0397 0.65290.2818 0.0346 0.0126

82.57 6.07

SM A-1-b(0)


CHA Companies


G038-OH


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T FI

NE

R

0

10

20

30

40

50

60

70

80

90

100

PE

RC

EN

T CO

AR

SE

R

100

90

80

70

60

50

40

30

20

10

0

GRAIN SIZE - mm.

0.0010.010.1110100


% Gravel

Fine Coarse

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 10.3 17.7 32.3 20.5 12.9 6.3

6 in

.

3 in

.

2 in

.1½

in.

1 in

.¾

in.

½ in

.3/

8 in

.

#4 #10

#20

#30

#40

#60

#100

#140

#200


Client: CHA Companies Lab No.: 483Project: Helena Street Bridge - Dayton, Ohio Project No.: G038-OH

Date: 12/20/2013

BoringNumber

SampleNumber

Depth (ft) Depth (m)Moisture

Content (%)Comments

B-001-0-13 SS-2 2.0 - 3.5 0.6 - 1.1 6.4B-001-0-13 SS-3 3.5 - 5.0 1.1 - 1.5 7.1B-001-0-13 SS-4 5.0 - 6.5 1.5 - 2.0 7.9B-001-0-13 SS-5 6.5 - 8.0 2.0 - 2.4 6.8B-001-0-13 SS-6 10.0 - 11.5 3.0 - 3.5 4.0B-001-0-13 SS-7 12.5 - 14.0 3.8 - 4.3 2.9B-001-0-13 SS-8 15.0 - 16.5 4.6 - 5.0 9.1B-001-0-13 SS-11 22.5 - 24.0 6.9 - 7.3 9.0B-001-0-13 SS-12 25.0 - 26.5 7.6 - 8.1 5.9B-001-0-13 SS-13 27.5 - 29.0 8.4 - 8.8 23.7B-001-0-13 SS-14 30.0 - 31.5 9.1 - 9.6 12.3B-001-0-13 SS-15 35.0 - 36.5 10.7 - 11.1 11.7B-001-0-13 SS-16 40.0 - 41.5 12.2 - 12.6 16.6B-001-0-13 SS-17 45.0 - 46.5 13.7 - 14.2 10.6B-001-0-13 SS-18, 18A 50.0 - 51.5 15.2 - 15.7 14.3B-001-0-13 SS-19 55.0 - 56.5 16.8 - 17.2 11.5B-001-0-13 SS-20 60.0 - 61.5 18.3 - 18.7 10.1B-001-0-13 SS-21 65.0 - 66.5 19.8 - 20.3 7.3B-001-0-13 SS-22, 22A 70.0 - 71.5 21.3 - 21.8 11.3B-001-0-13 SS-23 75.0 - 76.5 22.9 - 23.3 6.4B-001-0-13 SS-24 80.0 - 81.5 24.4 - 24.8 14.0B-001-0-13 SS-25 85.0 - 86.5 25.9 - 26.4 14.6B-001-0-13 SS-26 90.0 - 91.5 27.4 - 27.9 23.5B-001-0-13 SS-27, 27A 95.0 - 96.5 29.0 - 29.4 8.7B-001-0-13 SS-28 100.0 - 101.5 30.5 - 30.9 18.0B-003-0-13 SS-1 0.0 - 1.5 0.0 - 0.5 52.3B-003-0-13 SS-2 2.5 - 4.0 0.8 - 1.2 21.9B-003-0-13 SS-3 5.0 - 6.5 1.5 - 2.0 25.3B-003-0-13 SS-4 7.5 - 9.0 2.3 - 2.7 11.2B-003-0-13 SS-5 10.0 - 11.5 3.0 - 3.5 22.4B-003-0-13 SS-6, 6A 12.5 - 14.0 3.8 - 4.3 13.5B-003-0-13 SS-7 15.0 - 16.5 4.6 - 5.0 6.8

BARR & PREVOSTASTM D2216 - Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass


Date: 12/20/2013

BoringNumber

SampleNumber


Content (%)Comments


B-003-0-13 SS-8, 8A 21.5 - 23.0 6.6 - 7.0 9.3B-003-0-13 SS-9 26.5 - 28.0 8.1 - 8.5 10.9B-003-0-13 SS-10 31.5 - 33.0 9.6 - 10.1 9.0B-003-0-13 SS-11, 11A 36.5 - 38.0 11.1 - 11.6 12.7B-003-0-13 SS-12 41.5 - 43.0 12.6 - 13.1 14.4B-003-0-13 SS-13 46.5 - 48.0 14.2 - 14.6 13.8B-003-0-13 SS-14 51.5 - 53.0 15.7 - 16.2 10.8B-003-0-13 SS-15, 15A 56.5 - 58.0 17.2 - 17.7 9.0B-003-0-13 SS-16 61.5 - 63.0 18.7 - 19.2 8.3B-003-0-13 SS-17 66.5 - 68.0 20.3 - 20.7 10.2


Date: 12/20/2013

BoringNumber

SampleNumber


Content (%)Comments

B-002-0-13 SS-1, 1A 0.0 - 1.5 0.0 - 0.5 36.1B-002-0-13 SS-2 2.5 - 4.0 0.8 - 1.2 31.6B-002-0-13 SS-3 5.0 - 6.5 1.5 - 2.0 11.9B-002-0-13 SS-4 7.5 - 9.0 2.3 - 2.7 6.2B-002-0-13 SS-5 10.0 - 11.5 3.0 - 3.5 9.4B-002-0-13 SS-6 12.5 - 14.0 3.8 - 4.3 19.0B-002-0-13 SS-7 15.0 - 16.5 4.6 - 5.0 8.1B-002-0-13 SS-8, 8A 17.5 - 19.0 5.3 - 5.8 10.5B-002-0-13 SS-9 23.0 - 24.5 7.0 - 7.5 7.6B-002-0-13 SS-10 28.0 - 29.5 8.5 - 9.0 7.9B-002-0-13 SS-11 33.0 - 34.5 10.1 - 10.5 12.9B-002-0-13 SS-12 38.0 - 39.5 11.6 - 12.0 9.0B-002-0-13 SS-13 43.0 - 44.5 13.1 - 13.6 2.2B-002-0-13 SS-14 48.0 - 49.5 14.6 - 15.1 16.9B-002-0-13 SS-15, 15A 53.0 - 54.5 16.2 - 16.6 9.3B-002-0-13 SS-16 58.0 - 59.5 17.7 - 18.1 10.5B-002-0-13 SS-17 63.0 - 64.5 19.2 - 19.7 11.4B-002-0-13 SS-18, 18A 68.0 - 69.5 20.7 - 21.2 10.1B-004-0-13 SS-1 0.5 - 2.0 0.2 - 0.6 6.9B-004-0-13 SS-3 3.5 - 5.0 1.1 - 1.5 5.0B-004-0-13 SS-5 6.5 - 8.0 2.0 - 2.4 7.7B-004-0-13 SS-6 10.0 - 11.5 3.0 - 3.5 5.1B-004-0-13 SS-7 12.5 - 14.0 3.8 - 4.3 4.9B-004-1-13 SS-1 1.0 - 2.5 0.3 - 0.8 14.1B-004-1-13 SS-2 2.5 - 4.0 0.8 - 1.2 5.8B-004-1-13 SS-3 5.0 - 6.5 1.5 - 2.0 16.1B-004-1-13 SS-4 7.5 - 9.0 2.3 - 2.7 22.0B-004-1-13 SS-5 10.0 - 11.5 3.0 - 3.5 22.6B-004-1-13 SS-6 12.5 - 14.0 3.8 - 4.3 10.6B-004-1-13 SS-7 15.0 - 16.5 4.6 - 5.0 11.4B-004-1-13 SS-8 17.5 - 19.0 5.3 - 5.8 21.8B-004-1-13 SS-9 20.0 - 21.5 6.1 - 6.6 4.8



Date: 12/20/2013

BoringNumber

SampleNumber


Content (%)Comments


B-004-1-13 SS-10 22.5 - 24.0 6.9 - 7.3 10.2B-004-1-13 SS-11 25.0 - 26.5 7.6 - 8.1 11.9B-004-1-13 SS-12 27.5 - 29.0 8.4 - 8.8 9.8B-004-1-13 SS-13 30.0 - 31.5 9.1 - 9.6 11.9B-004-1-13 SS-14 35.0 - 36.5 10.7 - 11.1 10.2B-004-1-13 SS-16 45.0 - 46.5 13.7 - 14.2 7.0B-004-1-13 SS-17 50.0 - 51.5 15.2 - 15.7 8.2B-004-1-13 SS-18 55.0 - 56.5 16.8 - 17.2 8.2B-004-1-13 SS-19 60.0 - 61.5 18.3 - 18.7 8.6B-004-1-13 SS-20 65.0 - 66.5 19.8 - 20.3 12.9B-004-1-13 SS-21 70.0 - 71.5 21.3 - 21.8 9.8B-004-1-13 SS-22 75.0 - 76.5 22.9 - 23.3 10.6B-004-1-13 SS-23 80.0 - 81.5 24.4 - 24.8 10.7B-004-1-13 SS-24 85.0 - 86.5 25.9 - 26.4 8.4B-004-1-13 SS-25 90.0 - 91.5 27.4 - 27.9 12.0B-004-1-13 SS-26 95.0 - 96.5 29.0 - 29.4 9.1B-004-1-13 SS-27 100.0 - 101.5 30.5 - 30.9 7.5

APPENDIX E

ODOT Classification of Soils

Pickering

Typewritten Text

E-1

APPENDIX F

Summary of Pile Foundation Analysis

DRIVEN 1.2

GENERAL PROJECT INFORMATION

Filename: C:\PROGRA~1\DRIVEN\G038-OH\B1_16IN.DVNProject Name: MOT-Helena Street Bridge Project Date: 01/10/2014Project Client: CHA CompaniesComputed By: Jonathan PickeringProject Manager: Jonathan Pickering

PILE INFORMATION

Pile Type: Pipe Pile - Closed EndTop of Pile: 32.00 ftDiameter of Pile: 16.00 in

ULTIMATE CONSIDERATIONS

Water Table Depth At Time Of: - Drilling: 30.00 ft- Driving/Restrike 30.00 ft- Ultimate: 30.00 ft

Ultimate Considerations: - Local Scour: 0.00 ft- Long Term Scour: 0.00 ft- Soft Soil: 0.00 ft

ULTIMATE PROFILE

Layer Type Thickness Driving Loss Unit Weight Strength Ultimate Curve1 Cohesionless 17.00 ft 0.00% 138.00 pcf 30.0/30.0 Nordlund2 Cohesionless 13.00 ft 0.00% 135.00 pcf 32.0/32.0 Nordlund3 Cohesionless 9.00 ft 0.00% 73.00 pcf 32.0/32.0 Nordlund4 Cohesionless 6.00 ft 0.00% 73.00 pcf 34.0/34.0 Nordlund5 Cohesionless 5.00 ft 0.00% 73.00 pcf 32.0/32.0 Nordlund6 Cohesive 6.00 ft 0.00% 68.00 pcf 3500.00 psf T-79 Steel7 Cohesionless 7.00 ft 0.00% 73.00 pcf 34.0/34.0 Nordlund8 Cohesionless 5.00 ft 0.00% 78.00 pcf 36.0/36.0 Nordlund9 Cohesionless 25.00 ft 0.00% 73.00 pcf 34.0/34.0 Nordlund10 Cohesionless 7.50 ft 0.00% 78.00 pcf 36.0/36.0 Nordlund

ULTIMATE - SKIN FRICTION

Depth Soil Type Effective Stress Sliding Adhesion SkinAt Midpoint Friction Angle Friction

0.01 ft Cohesionless 0.00 psf 0.00 N/A 0.00 Kips9.01 ft Cohesionless 0.00 psf 0.00 N/A 0.00 Kips16.99 ft Cohesionless 0.00 psf 0.00 N/A 0.00 Kips17.01 ft Cohesionless 0.00 psf 0.00 N/A 0.00 Kips26.01 ft Cohesionless 0.00 psf 0.00 N/A 0.00 Kips29.99 ft Cohesionless 0.00 psf 0.00 N/A 0.00 Kips30.01 ft Cohesionless 0.00 psf 0.00 N/A 0.00 Kips31.99 ft Cohesionless 0.00 psf 0.00 N/A 0.00 Kips32.00 ft Cohesionless 4122.20 psf 23.44 N/A 0.00 Kips38.99 ft Cohesionless 4159.25 psf 23.44 N/A 62.15 Kips39.01 ft Cohesionless 4196.45 psf 24.90 N/A 62.35 Kips44.99 ft Cohesionless 4228.15 psf 24.90 N/A 128.58 Kips45.01 ft Cohesionless 4260.05 psf 23.44 N/A 128.78 Kips49.99 ft Cohesionless 4286.45 psf 23.44 N/A 174.41 Kips50.01 ft Cohesive N/A N/A 1219.29 psf 174.55 Kips55.99 ft Cohesive N/A N/A 1260.00 psf 206.12 Kips56.01 ft Cohesionless 4346.65 psf 24.90 N/A 206.28 Kips62.99 ft Cohesionless 4383.65 psf 24.90 N/A 286.43 Kips63.01 ft Cohesionless 4420.88 psf 26.37 N/A 286.69 Kips67.99 ft Cohesionless 4459.72 psf 26.37 N/A 361.06 Kips68.01 ft Cohesionless 4498.85 psf 24.90 N/A 361.33 Kips77.01 ft Cohesionless 4546.55 psf 24.90 N/A 468.51 Kips86.01 ft Cohesionless 4594.25 psf 24.90 N/A 577.93 Kips92.99 ft Cohesionless 4631.25 psf 24.90 N/A 664.34 Kips93.01 ft Cohesionless 4763.88 psf 26.37 N/A 664.63 Kips100.49 ft Cohesionless 4822.22 psf 26.37 N/A 785.42 Kips

ULTIMATE - END BEARING

Depth Soil Type Effective Stress Bearing Cap. Limiting End EndAt Tip Factor Bearing Bearing

0.01 ft Cohesionless 0.00 psf 30.00 18.60 Kips 0.00 Kips9.01 ft Cohesionless 0.00 psf 30.00 18.60 Kips 0.00 Kips16.99 ft Cohesionless 0.00 psf 30.00 18.60 Kips 0.00 Kips17.01 ft Cohesionless 0.00 psf 40.40 46.08 Kips 0.00 Kips26.01 ft Cohesionless 0.00 psf 40.40 46.08 Kips 0.00 Kips29.99 ft Cohesionless 0.00 psf 40.40 46.08 Kips 0.00 Kips30.01 ft Cohesionless 0.00 psf 40.40 46.08 Kips 0.00 Kips31.99 ft Cohesionless 0.00 psf 40.40 46.08 Kips 0.00 Kips32.00 ft Cohesionless 4122.20 psf 40.40 46.08 Kips 46.08 Kips38.99 ft Cohesionless 4196.29 psf 40.40 46.08 Kips 46.08 Kips39.01 ft Cohesionless 4196.51 psf 55.60 102.65 Kips 102.65 Kips44.99 ft Cohesionless 4259.89 psf 55.60 102.65 Kips 102.65 Kips45.01 ft Cohesionless 4260.11 psf 40.40 46.08 Kips 46.08 Kips49.99 ft Cohesionless 4312.89 psf 40.40 46.08 Kips 46.08 Kips50.01 ft Cohesive N/A N/A N/A 43.98 Kips55.99 ft Cohesive N/A N/A N/A 43.98 Kips56.01 ft Cohesionless 4346.71 psf 55.60 102.65 Kips 102.65 Kips62.99 ft Cohesionless 4420.69 psf 55.60 102.65 Kips 102.65 Kips63.01 ft Cohesionless 4420.96 psf 77.60 211.67 Kips 211.67 Kips67.99 ft Cohesionless 4498.64 psf 77.60 211.67 Kips 211.67 Kips68.01 ft Cohesionless 4498.91 psf 55.60 102.65 Kips 102.65 Kips77.01 ft Cohesionless 4594.31 psf 55.60 102.65 Kips 102.65 Kips86.01 ft Cohesionless 4689.71 psf 55.60 102.65 Kips 102.65 Kips92.99 ft Cohesionless 4763.69 psf 55.60 102.65 Kips 102.65 Kips93.01 ft Cohesionless 4763.96 psf 77.60 211.67 Kips 211.67 Kips100.49 ft Cohesionless 4880.64 psf 77.60 211.67 Kips 211.67 Kips

ULTIMATE - SUMMARY OF CAPACITIES

Depth Skin Friction End Bearing Total Capacity0.01 ft 0.00 Kips 0.00 Kips 0.00 Kips9.01 ft 0.00 Kips 0.00 Kips 0.00 Kips16.99 ft 0.00 Kips 0.00 Kips 0.00 Kips17.01 ft 0.00 Kips 0.00 Kips 0.00 Kips26.01 ft 0.00 Kips 0.00 Kips 0.00 Kips29.99 ft 0.00 Kips 0.00 Kips 0.00 Kips30.01 ft 0.00 Kips 0.00 Kips 0.00 Kips31.99 ft 0.00 Kips 0.00 Kips 0.00 Kips32.00 ft 0.00 Kips 46.08 Kips 46.08 Kips38.99 ft 62.15 Kips 46.08 Kips 108.23 Kips39.01 ft 62.35 Kips 102.65 Kips 165.00 Kips44.99 ft 128.58 Kips 102.65 Kips 231.23 Kips45.01 ft 128.78 Kips 46.08 Kips 174.85 Kips49.99 ft 174.41 Kips 46.08 Kips 220.49 Kips50.01 ft 174.55 Kips 43.98 Kips 218.54 Kips55.99 ft 206.12 Kips 43.98 Kips 250.10 Kips56.01 ft 206.28 Kips 102.65 Kips 308.94 Kips62.99 ft 286.43 Kips 102.65 Kips 389.08 Kips63.01 ft 286.69 Kips 211.67 Kips 498.36 Kips67.99 ft 361.06 Kips 211.67 Kips 572.74 Kips68.01 ft 361.33 Kips 102.65 Kips 463.99 Kips77.01 ft 468.51 Kips 102.65 Kips 571.16 Kips86.01 ft 577.93 Kips 102.65 Kips 680.59 Kips92.99 ft 664.34 Kips 102.65 Kips 767.00 Kips93.01 ft 664.63 Kips 211.67 Kips 876.30 Kips100.49 ft 785.42 Kips 211.67 Kips 997.09 Kips

DRIVEN 1.2



PILE INFORMATION





ULTIMATE PROFILE

Layer Type Thickness Driving Loss Unit Weight Strength Ultimate Curve1 Cohesionless 9.50 ft 0.00% 68.00 pcf 30.0/30.0 Nordlund2 Cohesionless 11.50 ft 0.00% 73.00 pcf 32.0/32.0 Nordlund3 Cohesionless 20.00 ft 0.00% 78.00 pcf 36.0/36.0 Nordlund4 Cohesionless 10.00 ft 0.00% 73.00 pcf 35.0/35.0 Nordlund5 Cohesionless 5.00 ft 0.00% 78.00 pcf 36.0/36.0 Nordlund6 Cohesionless 8.50 ft 0.00% 73.00 pcf 36.0/36.0 Nordlund7 Cohesive 7.00 ft 0.00% 78.00 pcf 5500.00 psf T-79 Steel8 Cohesive 16.50 ft 0.00% 78.00 pcf 6500.00 psf T-79 Steel9 Cohesive 12.00 ft 0.00% 78.00 pcf 5500.00 psf T-79 Steel



0.01 ft Cohesionless 0.00 psf 0.00 N/A 0.00 Kips5.49 ft Cohesionless 0.00 psf 0.00 N/A 0.00 Kips5.50 ft Cohesionless 0.00 psf 0.00 N/A 0.00 Kips5.99 ft Cohesionless 0.00 psf 0.00 N/A 0.00 Kips6.00 ft Cohesionless 0.00 psf 0.00 N/A 0.00 Kips9.01 ft Cohesionless 42.03 psf 21.97 N/A 0.21 Kips9.49 ft Cohesionless 43.37 psf 21.97 N/A 0.25 Kips9.51 ft Cohesionless 53.25 psf 23.44 N/A 0.26 Kips18.51 ft Cohesionless 100.95 psf 23.44 N/A 2.20 Kips20.99 ft Cohesionless 114.10 psf 23.44 N/A 3.06 Kips21.01 ft Cohesionless 175.18 psf 26.37 N/A 3.07 Kips30.01 ft Cohesionless 245.38 psf 26.37 N/A 10.47 Kips39.01 ft Cohesionless 315.58 psf 26.37 N/A 22.09 Kips40.99 ft Cohesionless 331.02 psf 26.37 N/A 25.22 Kips41.01 ft Cohesionless 487.15 psf 25.63 N/A 25.25 Kips50.01 ft Cohesionless 534.85 psf 25.63 N/A 39.06 Kips50.99 ft Cohesionless 540.05 psf 25.63 N/A 40.71 Kips51.01 ft Cohesionless 593.18 psf 26.37 N/A 40.75 Kips55.99 ft Cohesionless 632.02 psf 26.37 N/A 51.29 Kips56.01 ft Cohesionless 671.15 psf 26.37 N/A 51.34 Kips64.49 ft Cohesionless 716.10 psf 26.37 N/A 71.67 Kips64.51 ft Cohesive N/A N/A 1260.00 psf 71.75 Kips71.49 ft Cohesive N/A N/A 1260.00 psf 108.59 Kips71.51 ft Cohesive N/A N/A 1260.00 psf 108.70 Kips80.51 ft Cohesive N/A N/A 1260.00 psf 156.20 Kips87.99 ft Cohesive N/A N/A 1260.00 psf 195.68 Kips88.01 ft Cohesive N/A N/A 1260.00 psf 195.78 Kips97.01 ft Cohesive N/A N/A 1260.00 psf 243.28 Kips99.99 ft Cohesive N/A N/A 1260.00 psf 259.01 Kips



0.01 ft Cohesionless 0.00 psf 0.00 0.00 Kips 0.00 Kips5.49 ft Cohesionless 0.00 psf 0.00 0.00 Kips 0.00 Kips5.50 ft Cohesionless 0.00 psf 0.00 0.00 Kips 0.00 Kips5.99 ft Cohesionless 0.00 psf 0.00 0.00 Kips 0.00 Kips6.00 ft Cohesionless 33.60 psf 30.00 18.60 Kips 0.82 Kips9.01 ft Cohesionless 50.46 psf 30.00 18.60 Kips 1.23 Kips9.49 ft Cohesionless 53.14 psf 30.00 18.60 Kips 1.29 Kips9.51 ft Cohesionless 53.31 psf 40.40 46.08 Kips 1.88 Kips18.51 ft Cohesionless 148.71 psf 40.40 46.08 Kips 5.25 Kips20.99 ft Cohesionless 174.99 psf 40.40 46.08 Kips 6.18 Kips21.01 ft Cohesionless 175.26 psf 77.60 211.67 Kips 13.17 Kips30.01 ft Cohesionless 315.66 psf 77.60 211.67 Kips 23.71 Kips39.01 ft Cohesionless 456.06 psf 77.60 211.67 Kips 34.18 Kips40.99 ft Cohesionless 486.94 psf 77.60 211.67 Kips 36.47 Kips41.01 ft Cohesionless 487.21 psf 64.00 150.24 Kips 29.33 Kips50.01 ft Cohesionless 582.61 psf 64.00 150.24 Kips 34.78 Kips50.99 ft Cohesionless 592.99 psf 64.00 150.24 Kips 35.37 Kips51.01 ft Cohesionless 593.26 psf 77.60 211.67 Kips 44.30 Kips55.99 ft Cohesionless 670.94 psf 77.60 211.67 Kips 50.04 Kips56.01 ft Cohesionless 671.21 psf 77.60 211.67 Kips 50.06 Kips64.49 ft Cohesionless 761.09 psf 77.60 211.67 Kips 56.65 Kips64.51 ft Cohesive N/A N/A N/A 69.11 Kips71.49 ft Cohesive N/A N/A N/A 69.11 Kips71.51 ft Cohesive N/A N/A N/A 81.68 Kips80.51 ft Cohesive N/A N/A N/A 81.68 Kips87.99 ft Cohesive N/A N/A N/A 81.68 Kips88.01 ft Cohesive N/A N/A N/A 69.11 Kips97.01 ft Cohesive N/A N/A N/A 69.11 Kips99.99 ft Cohesive N/A N/A N/A 69.11 Kips


Depth Skin Friction End Bearing Total Capacity0.01 ft 0.00 Kips 0.00 Kips 0.00 Kips5.49 ft 0.00 Kips 0.00 Kips 0.00 Kips5.50 ft 0.00 Kips 0.00 Kips 0.00 Kips5.99 ft 0.00 Kips 0.00 Kips 0.00 Kips6.00 ft 0.00 Kips 0.82 Kips 0.82 Kips9.01 ft 0.21 Kips 1.23 Kips 1.44 Kips9.49 ft 0.25 Kips 1.29 Kips 1.55 Kips9.51 ft 0.26 Kips 1.88 Kips 2.14 Kips18.51 ft 2.20 Kips 5.25 Kips 7.45 Kips20.99 ft 3.06 Kips 6.18 Kips 9.23 Kips21.01 ft 3.07 Kips 13.17 Kips 16.23 Kips30.01 ft 10.47 Kips 23.71 Kips 34.18 Kips39.01 ft 22.09 Kips 34.18 Kips 56.28 Kips40.99 ft 25.22 Kips 36.47 Kips 61.69 Kips41.01 ft 25.25 Kips 29.33 Kips 54.58 Kips50.01 ft 39.06 Kips 34.78 Kips 73.84 Kips50.99 ft 40.71 Kips 35.37 Kips 76.09 Kips51.01 ft 40.75 Kips 44.30 Kips 85.05 Kips55.99 ft 51.29 Kips 50.04 Kips 101.33 Kips56.01 ft 51.34 Kips 50.06 Kips 101.40 Kips64.49 ft 71.67 Kips 56.65 Kips 128.32 Kips64.51 ft 71.75 Kips 69.11 Kips 140.87 Kips71.49 ft 108.59 Kips 69.11 Kips 177.71 Kips71.51 ft 108.70 Kips 81.68 Kips 190.38 Kips80.51 ft 156.20 Kips 81.68 Kips 237.88 Kips87.99 ft 195.68 Kips 81.68 Kips 277.36 Kips88.01 ft 195.78 Kips 69.11 Kips 264.90 Kips97.01 ft 243.28 Kips 69.11 Kips 312.40 Kips99.99 ft 259.01 Kips 69.11 Kips 328.13 Kips

DRIVEN 1.2



PILE INFORMATION





ULTIMATE PROFILE

Layer Type Thickness Driving Loss Unit Weight Strength Ultimate Curve1 Cohesionless 14.50 ft 0.00% 63.00 pcf 30.0/30.0 Nordlund2 Cohesionless 10.50 ft 0.00% 73.00 pcf 34.0/34.0 Nordlund3 Cohesionless 5.00 ft 0.00% 78.00 pcf 36.0/36.0 Nordlund4 Cohesionless 10.00 ft 0.00% 73.00 pcf 35.0/35.0 Nordlund5 Cohesionless 5.00 ft 0.00% 78.00 pcf 36.0/36.0 Nordlund6 Cohesionless 5.00 ft 0.00% 73.00 pcf 34.0/34.0 Nordlund7 Cohesionless 15.00 ft 0.00% 78.00 pcf 36.0/36.0 Nordlund8 Cohesionless 5.00 ft 0.00% 73.00 pcf 33.0/33.0 Nordlund9 Cohesive 22.00 ft 0.00% 78.00 pcf 7500.00 psf T-79 Steel10 Cohesive 14.00 ft 0.00% 78.00 pcf 5000.00 psf T-79 Steel11 Cohesive 4.00 ft 0.00% 78.00 pcf 7000.00 psf T-79 Steel



0.01 ft Cohesionless 0.00 psf 0.00 N/A 0.00 Kips6.99 ft Cohesionless 0.00 psf 0.00 N/A 0.00 Kips7.00 ft Cohesionless 4.20 psf 21.97 N/A 0.00 Kips5.99 ft Cohesionless 0.00 psf 0.00 N/A 0.00 Kips6.00 ft Cohesionless 0.00 psf 0.00 N/A 0.00 Kips9.01 ft Cohesionless 4.80 psf 21.97 N/A 0.02 Kips14.49 ft Cohesionless 6.45 psf 21.97 N/A 0.08 Kips14.51 ft Cohesionless 8.75 psf 24.90 N/A 0.08 Kips23.51 ft Cohesionless 56.45 psf 24.90 N/A 1.41 Kips24.99 ft Cohesionless 64.30 psf 24.90 N/A 1.85 Kips25.01 ft Cohesionless 120.08 psf 26.37 N/A 1.86 Kips29.99 ft Cohesionless 158.92 psf 26.37 N/A 4.51 Kips30.01 ft Cohesionless 198.05 psf 25.63 N/A 4.52 Kips39.01 ft Cohesionless 245.75 psf 25.63 N/A 10.87 Kips39.99 ft Cohesionless 250.95 psf 25.63 N/A 11.71 Kips40.01 ft Cohesionless 304.08 psf 26.37 N/A 11.72 Kips44.99 ft Cohesionless 342.92 psf 26.37 N/A 17.44 Kips45.01 ft Cohesionless 382.05 psf 24.90 N/A 17.47 Kips49.99 ft Cohesionless 408.45 psf 24.90 N/A 22.80 Kips50.01 ft Cohesionless 435.08 psf 26.37 N/A 22.82 Kips59.01 ft Cohesionless 505.28 psf 26.37 N/A 38.05 Kips64.99 ft Cohesionless 551.92 psf 26.37 N/A 50.51 Kips65.01 ft Cohesionless 669.05 psf 24.17 N/A 50.55 Kips69.99 ft Cohesionless 695.45 psf 24.17 N/A 58.78 Kips70.01 ft Cohesive N/A N/A 1260.00 psf 58.85 Kips79.01 ft Cohesive N/A N/A 1260.00 psf 106.35 Kips88.01 ft Cohesive N/A N/A 1260.00 psf 153.85 Kips91.99 ft Cohesive N/A N/A 1260.00 psf 174.85 Kips92.01 ft Cohesive N/A N/A 1260.00 psf 174.96 Kips101.01 ft Cohesive N/A N/A 1260.00 psf 222.46 Kips105.99 ft Cohesive N/A N/A 1260.00 psf 248.74 Kips106.01 ft Cohesive N/A N/A 1260.00 psf 248.85 Kips109.99 ft Cohesive N/A N/A 1260.00 psf 269.86 Kips



0.01 ft Cohesionless 0.00 psf 0.00 0.00 Kips 0.00 Kips6.99 ft Cohesionless 0.00 psf 30.00 18.60 Kips 0.00 Kips7.00 ft Cohesionless 4.20 psf 30.00 18.60 Kips 0.10 Kips5.99 ft Cohesionless 0.00 psf 0.00 0.00 Kips 0.00 Kips6.00 ft Cohesionless 0.00 psf 30.00 18.60 Kips 0.00 Kips9.01 ft Cohesionless 5.41 psf 30.00 18.60 Kips 0.13 Kips14.49 ft Cohesionless 8.69 psf 30.00 18.60 Kips 0.21 Kips14.51 ft Cohesionless 8.81 psf 55.60 102.65 Kips 0.45 Kips23.51 ft Cohesionless 104.21 psf 55.60 102.65 Kips 5.36 Kips24.99 ft Cohesionless 119.89 psf 55.60 102.65 Kips 6.17 Kips25.01 ft Cohesionless 120.16 psf 77.60 211.67 Kips 9.03 Kips29.99 ft Cohesionless 197.84 psf 77.60 211.67 Kips 14.86 Kips30.01 ft Cohesionless 198.11 psf 64.00 150.24 Kips 12.04 Kips39.01 ft Cohesionless 293.51 psf 64.00 150.24 Kips 17.71 Kips39.99 ft Cohesionless 303.89 psf 64.00 150.24 Kips 18.32 Kips40.01 ft Cohesionless 304.16 psf 77.60 211.67 Kips 22.79 Kips44.99 ft Cohesionless 381.84 psf 77.60 211.67 Kips 28.56 Kips45.01 ft Cohesionless 382.11 psf 55.60 102.65 Kips 19.14 Kips49.99 ft Cohesionless 434.89 psf 55.60 102.65 Kips 21.63 Kips50.01 ft Cohesionless 435.16 psf 77.60 211.67 Kips 32.50 Kips59.01 ft Cohesionless 575.56 psf 77.60 211.67 Kips 42.89 Kips64.99 ft Cohesionless 668.84 psf 77.60 211.67 Kips 49.77 Kips65.01 ft Cohesionless 669.11 psf 47.20 69.81 Kips 26.26 Kips69.99 ft Cohesionless 721.89 psf 47.20 69.81 Kips 28.28 Kips70.01 ft Cohesive N/A N/A N/A 94.25 Kips79.01 ft Cohesive N/A N/A N/A 94.25 Kips88.01 ft Cohesive N/A N/A N/A 94.25 Kips91.99 ft Cohesive N/A N/A N/A 94.25 Kips92.01 ft Cohesive N/A N/A N/A 62.83 Kips101.01 ft Cohesive N/A N/A N/A 62.83 Kips105.99 ft Cohesive N/A N/A N/A 62.83 Kips106.01 ft Cohesive N/A N/A N/A 87.96 Kips109.99 ft Cohesive N/A N/A N/A 87.96 Kips


Depth Skin Friction End Bearing Total Capacity0.01 ft 0.00 Kips 0.00 Kips 0.00 Kips6.99 ft 0.00 Kips 0.00 Kips 0.00 Kips7.00 ft 0.00 Kips 0.10 Kips 0.10 Kips5.99 ft 0.00 Kips 0.00 Kips 0.00 Kips6.00 ft 0.00 Kips 0.00 Kips 0.00 Kips9.01 ft 0.02 Kips 0.13 Kips 0.15 Kips14.49 ft 0.08 Kips 0.21 Kips 0.29 Kips14.51 ft 0.08 Kips 0.45 Kips 0.53 Kips23.51 ft 1.41 Kips 5.36 Kips 6.78 Kips24.99 ft 1.85 Kips 6.17 Kips 8.02 Kips25.01 ft 1.86 Kips 9.03 Kips 10.88 Kips29.99 ft 4.51 Kips 14.86 Kips 19.37 Kips30.01 ft 4.52 Kips 12.04 Kips 16.56 Kips39.01 ft 10.87 Kips 17.71 Kips 28.58 Kips39.99 ft 11.71 Kips 18.32 Kips 30.02 Kips40.01 ft 11.72 Kips 22.79 Kips 34.51 Kips44.99 ft 17.44 Kips 28.56 Kips 46.00 Kips45.01 ft 17.47 Kips 19.14 Kips 36.61 Kips49.99 ft 22.80 Kips 21.63 Kips 44.42 Kips50.01 ft 22.82 Kips 32.50 Kips 55.32 Kips59.01 ft 38.05 Kips 42.89 Kips 80.95 Kips64.99 ft 50.51 Kips 49.77 Kips 100.29 Kips65.01 ft 50.55 Kips 26.26 Kips 76.81 Kips69.99 ft 58.78 Kips 28.28 Kips 87.06 Kips70.01 ft 58.85 Kips 94.25 Kips 153.09 Kips79.01 ft 106.35 Kips 94.25 Kips 200.60 Kips88.01 ft 153.85 Kips 94.25 Kips 248.10 Kips91.99 ft 174.85 Kips 94.25 Kips 269.10 Kips92.01 ft 174.96 Kips 62.83 Kips 237.79 Kips101.01 ft 222.46 Kips 62.83 Kips 285.29 Kips105.99 ft 248.74 Kips 62.83 Kips 311.58 Kips106.01 ft 248.85 Kips 87.96 Kips 336.81 Kips109.99 ft 269.86 Kips 87.96 Kips 357.82 Kips

DRIVEN 1.2



PILE INFORMATION





ULTIMATE PROFILE

Layer Type Thickness Driving Loss Unit Weight Strength Ultimate Curve1 Cohesive 4.50 ft 0.00% 138.00 pcf 1000.00 psf T-79 Steel2 Cohesive 5.50 ft 0.00% 125.00 pcf 500.00 psf T-79 Steel3 Cohesionless 9.50 ft 0.00% 130.00 pcf 30.0/30.0 Nordlund4 Cohesionless 10.50 ft 0.00% 135.00 pcf 32.0/32.0 Nordlund5 Cohesionless 3.00 ft 0.00% 73.00 pcf 32.0/32.0 Nordlund6 Cohesionless 5.00 ft 0.00% 73.00 pcf 34.0/34.0 Nordlund7 Cohesionless 5.00 ft 0.00% 73.00 pcf 32.0/32.0 Nordlund8 Cohesionless 11.00 ft 0.00% 73.00 pcf 34.0/34.0 Nordlund9 Cohesionless 4.00 ft 0.00% 78.00 pcf 36.0/36.0 Nordlund10 Cohesionless 10.00 ft 0.00% 73.00 pcf 35.0/35.0 Nordlund11 Cohesionless 32.50 ft 0.00% 78.00 pcf 36.0/36.0 Nordlund



0.01 ft Cohesive N/A N/A 0.00 psf 0.00 Kips4.49 ft Cohesive N/A N/A 0.00 psf 0.00 Kips4.51 ft Cohesive N/A N/A 0.00 psf 0.00 Kips9.99 ft Cohesive N/A N/A 0.00 psf 0.00 Kips10.01 ft Cohesionless 0.00 psf 0.00 N/A 0.00 Kips19.01 ft Cohesionless 0.00 psf 0.00 N/A 0.00 Kips19.49 ft Cohesionless 0.00 psf 0.00 N/A 0.00 Kips19.51 ft Cohesionless 0.00 psf 0.00 N/A 0.00 Kips28.51 ft Cohesionless 0.00 psf 0.00 N/A 0.00 Kips29.99 ft Cohesionless 0.00 psf 0.00 N/A 0.00 Kips30.01 ft Cohesionless 0.00 psf 0.00 N/A 0.00 Kips31.99 ft Cohesionless 0.00 psf 0.00 N/A 0.00 Kips32.00 ft Cohesionless 3982.20 psf 23.44 N/A 0.00 Kips32.99 ft Cohesionless 3987.45 psf 23.44 N/A 8.44 Kips33.01 ft Cohesionless 3992.85 psf 24.90 N/A 8.63 Kips37.99 ft Cohesionless 4019.25 psf 24.90 N/A 61.05 Kips38.01 ft Cohesionless 4045.85 psf 23.44 N/A 61.25 Kips42.99 ft Cohesionless 4072.25 psf 23.44 N/A 104.60 Kips43.01 ft Cohesionless 4098.85 psf 24.90 N/A 104.80 Kips52.01 ft Cohesionless 4146.55 psf 24.90 N/A 202.54 Kips53.99 ft Cohesionless 4157.05 psf 24.90 N/A 224.35 Kips54.01 ft Cohesionless 4215.48 psf 26.37 N/A 224.60 Kips57.99 ft Cohesionless 4246.52 psf 26.37 N/A 281.20 Kips58.01 ft Cohesionless 4277.85 psf 25.63 N/A 281.46 Kips67.01 ft Cohesionless 4325.55 psf 25.63 N/A 393.14 Kips67.99 ft Cohesionless 4330.75 psf 25.63 N/A 405.45 Kips68.01 ft Cohesionless 4383.88 psf 26.37 N/A 405.73 Kips77.01 ft Cohesionless 4454.08 psf 26.37 N/A 539.97 Kips86.01 ft Cohesionless 4524.28 psf 26.37 N/A 678.44 Kips95.01 ft Cohesionless 4594.48 psf 26.37 N/A 821.14 Kips100.49 ft Cohesionless 4637.22 psf 26.37 N/A 910.11 Kips



0.01 ft Cohesive N/A N/A N/A 0.00 Kips4.49 ft Cohesive N/A N/A N/A 0.00 Kips4.51 ft Cohesive N/A N/A N/A 0.00 Kips9.99 ft Cohesive N/A N/A N/A 0.00 Kips10.01 ft Cohesionless 0.00 psf 30.00 18.60 Kips 0.00 Kips19.01 ft Cohesionless 0.00 psf 30.00 18.60 Kips 0.00 Kips19.49 ft Cohesionless 0.00 psf 30.00 18.60 Kips 0.00 Kips19.51 ft Cohesionless 0.00 psf 40.40 46.08 Kips 0.00 Kips28.51 ft Cohesionless 0.00 psf 40.40 46.08 Kips 0.00 Kips29.99 ft Cohesionless 0.00 psf 40.40 46.08 Kips 0.00 Kips30.01 ft Cohesionless 0.00 psf 40.40 46.08 Kips 0.00 Kips31.99 ft Cohesionless 0.00 psf 40.40 46.08 Kips 0.00 Kips32.00 ft Cohesionless 3982.20 psf 40.40 46.08 Kips 46.08 Kips32.99 ft Cohesionless 3992.69 psf 40.40 46.08 Kips 46.08 Kips33.01 ft Cohesionless 3992.91 psf 55.60 102.65 Kips 102.65 Kips37.99 ft Cohesionless 4045.69 psf 55.60 102.65 Kips 102.65 Kips38.01 ft Cohesionless 4045.91 psf 40.40 46.08 Kips 46.08 Kips42.99 ft Cohesionless 4098.69 psf 40.40 46.08 Kips 46.08 Kips43.01 ft Cohesionless 4098.91 psf 55.60 102.65 Kips 102.65 Kips52.01 ft Cohesionless 4194.31 psf 55.60 102.65 Kips 102.65 Kips53.99 ft Cohesionless 4215.29 psf 55.60 102.65 Kips 102.65 Kips54.01 ft Cohesionless 4215.56 psf 77.60 211.67 Kips 211.67 Kips57.99 ft Cohesionless 4277.64 psf 77.60 211.67 Kips 211.67 Kips58.01 ft Cohesionless 4277.91 psf 64.00 150.24 Kips 150.24 Kips67.01 ft Cohesionless 4373.31 psf 64.00 150.24 Kips 150.24 Kips67.99 ft Cohesionless 4383.69 psf 64.00 150.24 Kips 150.24 Kips68.01 ft Cohesionless 4383.96 psf 77.60 211.67 Kips 211.67 Kips77.01 ft Cohesionless 4524.36 psf 77.60 211.67 Kips 211.67 Kips86.01 ft Cohesionless 4664.76 psf 77.60 211.67 Kips 211.67 Kips95.01 ft Cohesionless 4805.16 psf 77.60 211.67 Kips 211.67 Kips100.49 ft Cohesionless 4890.64 psf 77.60 211.67 Kips 211.67 Kips


Depth Skin Friction End Bearing Total Capacity0.01 ft 0.00 Kips 0.00 Kips 0.00 Kips4.49 ft 0.00 Kips 0.00 Kips 0.00 Kips4.51 ft 0.00 Kips 0.00 Kips 0.00 Kips9.99 ft 0.00 Kips 0.00 Kips 0.00 Kips10.01 ft 0.00 Kips 0.00 Kips 0.00 Kips19.01 ft 0.00 Kips 0.00 Kips 0.00 Kips19.49 ft 0.00 Kips 0.00 Kips 0.00 Kips19.51 ft 0.00 Kips 0.00 Kips 0.00 Kips28.51 ft 0.00 Kips 0.00 Kips 0.00 Kips29.99 ft 0.00 Kips 0.00 Kips 0.00 Kips30.01 ft 0.00 Kips 0.00 Kips 0.00 Kips31.99 ft 0.00 Kips 0.00 Kips 0.00 Kips32.00 ft 0.00 Kips 46.08 Kips 46.08 Kips32.99 ft 8.44 Kips 46.08 Kips 54.52 Kips33.01 ft 8.63 Kips 102.65 Kips 111.28 Kips37.99 ft 61.05 Kips 102.65 Kips 163.71 Kips38.01 ft 61.25 Kips 46.08 Kips 107.32 Kips42.99 ft 104.60 Kips 46.08 Kips 150.68 Kips43.01 ft 104.80 Kips 102.65 Kips 207.45 Kips52.01 ft 202.54 Kips 102.65 Kips 305.19 Kips53.99 ft 224.35 Kips 102.65 Kips 327.00 Kips54.01 ft 224.60 Kips 211.67 Kips 436.27 Kips57.99 ft 281.20 Kips 211.67 Kips 492.87 Kips58.01 ft 281.46 Kips 150.24 Kips 431.70 Kips67.01 ft 393.14 Kips 150.24 Kips 543.38 Kips67.99 ft 405.45 Kips 150.24 Kips 555.69 Kips68.01 ft 405.73 Kips 211.67 Kips 617.40 Kips77.01 ft 539.97 Kips 211.67 Kips 751.64 Kips86.01 ft 678.44 Kips 211.67 Kips 890.11 Kips95.01 ft 821.14 Kips 211.67 Kips 1032.82 Kips100.49 ft 910.11 Kips 211.67 Kips 1121.78 Kips

APPENDIX G

Structure Foundation Exploration Site Plan

helena street bridge geotechnical report - dayton, oh

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